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C - Righetti Community Park Project Special Provisions
SPECIAL PROVISIONS FOR CITY OF SAN LUIS OBISPO Righetti – Community Park Specification No. 2000057-02 May 2025 PUBLIC WORKS DEPARTMENT ENGINEERING DIVISION 919 Palm Street San Luis Obispo, CA 93401 (805) 781-7200 Righetti – Community Park Specification No. 2000057-02 Approval Date: May 20, 2025 May XX, 2025 TABLE OF CONTENTS NOTICE TO BIDDERS ..................................................................................................... I BID SUBMISSION ...................................................................................................................................... I BID DOCUMENTS .................................................................................................................................... II PROJECT INFORMATION ........................................................................................................................ II QUALIFICATIONS .................................................................................................................................... III AWARD ..................................................................................................................................................... V ACCOMMODATION .................................................................................................................................. V BID FORMS .................................................................................................................... A BID ITEM LIST FOR RIGHETTI – COMMUNITY PARK, SPECIFICATION NO. 2000057-02 ................. A LIST OF SUBCONTRACTORS ................................................................................................................ M PUBLIC CONTRACT CODE SECTION 10285.1 STATEMENT .............................................................. N PUBLIC CONTRACT CODE SECTION 10162 QUESTIONNAIRE ......................................................... N PUBLIC CONTRACT CODE SECTION 10232 STATEMENT ................................................................. N LABOR CODE SECTION 1725.5 STATEMENTS ................................................................................... N NON-COLLUSION DECLARATION .......................................................................................................... P BIDDER ACKNOWLEDGEMENTS .......................................................................................................... Q QUALIFICATIONS .................................................................................................................................... R ATTACH BIDDER'S BOND TO ACCOMPANY BID .................................................................................. S SPECIAL PROVISIONS .................................................................................................. 1 DIVISION I GENERAL PROVISIONS ....................................................................................................... 1 1 GENERAL ........................................................................................................................................... 1 3 CONTRACT AWARD AND EXECUTION ........................................................................................... 1 4 SCOPE OF WORK ............................................................................................................................. 2 5 CONTROL OF WORK ........................................................................................................................ 2 6 CONTROL OF MATERIALS ............................................................................................................... 2 7 LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC ....................................................... 2 8 PROSECUTION AND PROGRESS ................................................................................................... 3 9 PAYMENT ........................................................................................................................................... 3 DIVISION II GENERAL CONSTRUCTION ............................................................................................... 3 10 GENERAL ......................................................................................................................................... 3 11 WELDING ......................................................................................................................................... 3 12 TEMPORARY TRAFFIC CONTROL ................................................................................................ 3 13 WATER POLLUTION CONTROL ..................................................................................................... 3 14 ENVIRONMENTAL STEWARDSHIP ............................................................................................... 3 15 EXISTING FACILITIES ..................................................................................................................... 5 16 TEMPORARY FACILITIES ............................................................................................................... 5 DIVISION III EARTHWORK AND LANDSCAPE ....................................................................................... 5 17 GENERAL ......................................................................................................................................... 5 18 DUST PALLIATIVES ........................................................................................................................ 5 19 EARTHWORK................................................................................................................................... 5 20 LANDSCAPE .................................................................................................................................... 5 21 EROSION CONTROL ....................................................................................................................... 5 22 FINISHING ROADWAY .................................................................................................................... 5 DIVISION IV SUBBASES AND BASES .................................................................................................... 5 23 GENERAL ......................................................................................................................................... 5 24 STABILIZED SOILS .......................................................................................................................... 6 25 AGGREGATE SUBBASES ............................................................................................................... 6 26 AGGREGATE BASES ...................................................................................................................... 6 27 CEMENT TREATED BASES ............................................................................................................ 6 28 CONCRETE BASES ......................................................................................................................... 6 29 TREATED PERMEABLE BASES ..................................................................................................... 6 30 RECLAIMED PAVEMENTS .............................................................................................................. 6 31–35 RESERVED ................................................................................................................................ 6 DIVISION V SURFACINGS AND PAVEMENTS ....................................................................................... 6 36 GENERAL ......................................................................................................................................... 6 37 BITUMINOUS SEALS ....................................................................................................................... 6 38 RESERVED ...................................................................................................................................... 6 39 ASPHALT CONCRETE .................................................................................................................... 6 40 CONCRETE PAVEMENT ................................................................................................................. 6 41 EXISTING CONCRETE PAVEMENT ............................................................................................... 6 42 GROOVE AND GRIND CONCRETE ............................................................................................... 6 43–44 RESERVED ................................................................................................................................ 6 DIVISION VI STRUCTURES ..................................................................................................................... 6 45 GENERAL ......................................................................................................................................... 6 46 GROUND ANCHORS AND SOIL NAILS ......................................................................................... 6 47 EARTH RETAINING SYSTEMS ....................................................................................................... 6 48 TEMPORARY STRUCTURES ......................................................................................................... 7 49 PILING .............................................................................................................................................. 7 50 PRESTRESSING CONCRETE ........................................................................................................ 7 51 CONCRETE STRUCTURES ............................................................................................................ 7 52 REINFORCEMENT .......................................................................................................................... 7 53 SHOTCRETE .................................................................................................................................... 7 54 WATERPROOFING .......................................................................................................................... 7 55 STEEL STRUCTURES ..................................................................................................................... 7 56 OVERHEAD SIGN STRUCTURES, STANDARDS, AND POLES ................................................... 7 57 WOOD AND PLASTIC LUMBER STRUCTURES ............................................................................ 7 58 SOUND WALLS ................................................................................................................................ 7 59 STRUCTURAL STEEL COATINGS ................................................................................................. 7 60 EXISTING STRUCTURES ............................................................................................................... 7 DIVISION VII DRAINAGE FACILITIES ..................................................................................................... 7 61 GENERAL ......................................................................................................................................... 7 62–63 RESERVED ................................................................................................................................ 7 64 PLASTIC PIPE .................................................................................................................................. 7 65 CONCRETE PIPE ............................................................................................................................ 7 66 CORRUGATED METAL PIPE .......................................................................................................... 7 67 STRUCTURAL PLATE CULVERTS ................................................................................................. 7 68 SUBSURFACE DRAINS ................................................................................................................... 7 69 OVERSIDE DRAINS ......................................................................................................................... 7 70 MISCELLANEOUS DRAINAGE FACILITIES ................................................................................... 7 71 EXISTING DRAINAGE FACILITIES ................................................................................................. 8 DIVISION VIII MISCELLANEOUS CONSTRUCTION .............................................................................. 8 72 SLOPE PROTECTION ..................................................................................................................... 8 73 CONCRETE CURBS AND SIDEWALKS ......................................................................................... 8 74 PUMPING EQUIPMENT AND CONTROLS ..................................................................................... 8 75 MISCELLANEOUS METAL .............................................................................................................. 8 76 WELLS .............................................................................................................................................. 8 77 LOCAL INFRASTRUCTURE ............................................................................................................ 8 78 INCIDENTAL CONSTRUCTION ...................................................................................................... 8 79 RESERVED ...................................................................................................................................... 8 80 FENCES ........................................................................................................................................... 8 DIVISION IX TRAFFIC CONTROL DEVICES ........................................................................................... 8 81 MISCELLANEOUS TRAFFIC CONTROL DEVICES ....................................................................... 8 82 SIGNS AND MARKERS ................................................................................................................... 8 83 RAILINGS AND BARRIERS ............................................................................................................. 8 84 MARKINGS ....................................................................................................................................... 8 85 RESERVED ...................................................................................................................................... 9 DIVISION X ELECTRICAL WORK ............................................................................................................ 9 86–88 RESERVED ................................................................................................................................ 9 DIVISION XI MATERIALS ......................................................................................................................... 9 89 AGGREGATE ................................................................................................................................... 9 90 CONCRETE ...................................................................................................................................... 9 91 PAINT ............................................................................................................................................... 9 92 ASPHALT BINDERS ........................................................................................................................ 9 93 RESERVED ...................................................................................................................................... 9 94 ASPHALTIC EMULSIONS ................................................................................................................ 9 95 EPOXY .............................................................................................................................................. 9 96 GEOSYNTHETICS ........................................................................................................................... 9 97–98 RESERVED ................................................................................................................................ 9 DIVISION XII BUILDING CONSTRUCTION ............................................................................................. 9 99 BUILDING CONSTRUCTION ........................................................................................................... 9 ADD DIVISION XIII APPENDICES ........................................................................................................... 9 APPENDIX A - FORM OF AGREEMENT ....................................................................... 0 APPENDIX B – TECHNICAL SPECIFICATIONS .............................................................. APPENDIX C – STRUCTURAL CALCULATIONS ............................................................ APPENDIX D – STRUCTURAL CALCULATIONS FOR POST TENSIONED SLABS-ON- GRADE ............................................................................................................................. APPENDIX E – GEOTECHNICAL ENGINEERING REPORT ........................................... APPENDIX F – MEMORANDUM TO SUPPORT CEQA PATHWAY DETERMINATION .. APPENDIX G – ADDENDUM TO THE ORCUTT AREA SPECIFIC PLAN ENVIRONMENTAL IMPACT REPORT ............................................................................. NOTICE TO BIDDERS i NOTICE TO BIDDERS BID SUBMISSION Sealed bids will be received by the City of San Luis Obispo at the Public Works Administration Office located at 919 Palm Street, San Luis Obispo, California 93401, until 2:00 p.m. on July 2, 2025 at which time they will be publicly opened and read aloud. Public bid opening may also be viewed via Microsoft Teams video conference and conference call. Use the following link: or join by phone with this number: (209) 645-4165 with Conference ID:XXXXXXXX Submit bid in a sealed envelope plainly marked: Righetti – Community Park, Specification No. 2000057-02 Any bid received after the time and date specified will not be considered and will be returned to the bidder unopened. Bids received by Fax or Email will not be considered. By submission of bid you agree to comply with all instruction and requirements in this notice and the contract documents. All bids must be submitted on the Bid Item List form(s) provided and submitted with all other Bid Forms included in these Special Provisions. Each bid must be accompanied by either a: 1. certified check 2. cashier's check 3. bidder's bond made payable to the City of San Luis Obispo for an amount equal to ten percent of the bid amount as a guaranty. Guaranty will be forfeited to the City San Luis Obispo if the bidder, to whom the contract is awarded, fails to enter into the contract. The City of San Luis Obispo reserves the right to accept or reject any or all bids or waive any informality in a bid. All bids are to be compared based on the City Engineer's estimate of the quantities of work to be done, as shown on the Bid Item List. NOTICE TO BIDDERS NOTICE TO BIDDERS ii Bids will only be accepted from bidders that are licensed in compliance with the provisions of Chapter 9, Division III of Business and Professions Code. The award of the contract, if awarded, will be to the lowest responsive bid submitted by a responsible contractor whose bid complies with the requirements prescribed. If the contract is awarded, the contract will be awarded within 60 calendar days after the opening of the bids. Failure to raise defects in the notice to bidders or bid forms prior to bid opening constitute a waiver of those defects. BID DOCUMENTS A copy of the plans and special provisions may be downloaded, free of charge, from the City’s website at: www.slocity.org/government/department-directory/public-works/public-works-bids- proposals No printed copies are available for purchase at the City office. Standard Specifications and Engineering Standards referenced in the Special Provisions may be downloaded, free of charge, from the City’s website at: www.slocity.org/government/department-directory/public-works/documents- online/construction-documents You are responsible to obtain all issued addenda prior to bid opening. Addenda will be available to download at the City’s website listed above or at the office of the City Engineer. Questions must be submitted through BidNet so that it is available to the public. Contact the project manager, Erica Long at (805) 783-7758 or the Public Works Department at (805) 781-7200 prior to bid opening to verify the number of addenda issued. You are responsible to verify your contact information is correct on the plan holders list located on the City’s website at: www.slocity.org/government/department-directory/public-works/public-works-bids- proposals. PROJECT INFORMATION In general, the project includes the installation of a new community park which includes a playground, a playing field, a picnic area, a shade pavilion, pickleball courts, tennis courts, basketball courts, bocce ball courts, a bike pump track, bridges, restrooms, and parking lots. NOTICE TO BIDDERS NOTICE TO BIDDERS iii The project estimated construction cost and contract time established for the project is as follows: BASE BID: $9,720,000 280 working days ADDITIVE ALTERNATIVE 1: $1,388,000 40 working days ADDITIVE ALTERNATIVE 2: $4,500,000 80 working days ADDITIVE ALTERNATIVE 3: $890,000 25 working days ADDITIVE ALTERNATIVE 4: $2,940,000 50 working days TOTAL PROJECT BID (BASE BID + ADD ALT. “1” + ADD ALT “2” + ADD ALT. “3” + ADD ALT “4”): $19,438,000 Base Bid contract time is established as 350 working days. Award of Additive Alternative “1” will add an additional 50 working days to the contract length. Award of Additive Alternative “2” will add an additional 80 working days to the contract length. Award of Additive Alternative “3” will add an additional 30 working days to the contract length. Award of Additive Alternative “4” will add an additional 50 working days to the contract length, for a total contract time is established as 560 working days. The fixed liquidated damages amount is established at $1000 per day for failure to complete the work within the contract time. In compliance with section 1773 of the Labor Code, the State of California Department of Industrial Relations has established prevailing hourly wage rates for each type of workman. Current wage rates may be obtained from the Division of Labor at: https://www.dir.ca.gov/oprl/DPreWageDetermination.htm This project is subject to compliance monitoring and enforcement by the Department of Industrial Relations. QUALIFICATIONS You must possess a valid Class A Contractor's License at the time of the bid opening. You and any subcontractors required to pay prevailing wage must be registered with the Department of Industrial Relations pursuant to Section 1725.5 of the Labor Code. You must have experience constructing projects similar to the work specified for this project. Provide three similar reference projects completed as either the prime or subcontractor. All referenced projects must have been completed within the last five years from this project’s bid opening date. NOTICE TO BIDDERS NOTICE TO BIDDERS iv One of the three reference projects must have been completed under contract with a city, county, state or federal government agency as the prime contractor. Two of the referenced projects must be for construction within a public park completed by you as the prime contractor. Failure to provide reference projects as specified in this section and as required on the qualification form is cause to reject a bid as being non-responsive. The City reserves the right to reject any bid based on non-responsiveness if a bidder fails to provide a bid that complies with all bidding instructions. The City reserves the right to reject a responsive bid based on the non-responsibility of the bidder if the Director of Public Works or Designee finds, after providing notice and a hearing to the bidder, that the bidder lacks the 1. knowledge 2. experience, 3. or is otherwise not responsible as defined in Section 3.24 of the San Luis Obispo Municipal Code to complete the project in the best interest of the City. Rejected bidders may appeal this determination. Appeal must comply with the requirements in this Notice to Bidders. It is the City of San Luis Obispo’s intent to award the contract to the lowest responsive bid submitted by a responsible bidder. If in the bidder’s opinion the contract has been or may be improperly awarded, the bidder may protest the contract award. Protests must be filed no later than five working days after either: 1. bid opening date 2. notification of rejected bid. Protest must be in writing and received by the project manager located at: 919 Palm Street San Luis Obispo, CA 93401. Valid protests must contain the following information: 1. the reasons for the protest 2. any supporting documentation 3. the ruling expected by the City to remedy the protest. Any protest not containing all required information will be deemed invalid and rejected. The City will consider additional documentation or other supporting information regarding the protest if submitted in compliance to the specified time limits. Anything submitted after the specified time limit will be rejected and not be considered. NOTICE TO BIDDERS NOTICE TO BIDDERS v The Director of Public Works or Designee may request additional information to be submitted within three days of the request, unless otherwise specified, and will notify the protester of ruling within ten days of determination. If the protester is not satisfied with ruling, the protester may appeal the ruling to the City Council in compliance with Chapter 1.20 of the City of San Luis Obispo Municipal Code. Pursuant to the Public Records Act (Government Code, § 6250, et seq.), the City will make public records available upon request. AWARD The lowest bidder will be determined in compliance with Public Contract Code Section 20103.8(c) with a Publicly Disclosed Funding Amount of $9,720,000 using the total base bid. BASE BID, if Base Bid is less than $9,720,000. The lowest bidder will be determined in compliance with Public Contract Code Section 20103.8(c) with the Publicly Disclosed Funding Amount of $9,720,000 using the TOTAL PROJECT BASE BID. As a condition to executing a contract with the City, two bonds each equal to one hundred percent of the total contract price are required in compliance with Section 3-1.05 of the Standard Specifications. You may substitute securities for moneys withheld under the contract in compliance with the provisions of the Public Contract Code, Section 10263. ACCOMMODATION If any accommodations are needed to participate in the bid process, please contact Argelia Chang at (805) 781-7200 or by Telecommunications Device for the Deaf at (805) 781-7107. Requests should be made as early as possible in the bidding process to allow time for accommodation. BID FORMS A BID FORMS All bid forms must be completed and submitted with your bid. Failure to submit these forms and required bid bond is cause to reject the bid as nonresponsive. Staple all bid forms together. THE UNDERSIGNED, agrees that they have carefully examined: 1. the location of the proposed work 2. the plans and specifications 3. read the accompanying instructions to bidders and propose to furnish all: 1. materials 2. labor to complete all the required work satisfactorily in compliance with 3. plans 4. specifications 5. special provisions for the prices set forth in the bid item list: BID ITEM LIST FOR RIGHETTI – COMMUNITY PARK, SPECIFICATION NO. 2000057-02 BASE BID ITEMS Item Item Unit of Estimated Item Price Total No. SS(1) Description Measure Quantity (in figures) (in figures) 1 8, 12 MOBILIZATION & DEMOBILIZATION LS 1 2 TEMPORARY FENCING LS 1 3 13 WATER POLLUTION CONTROL LS 1 4 VIDEOTAPING LS 1 5 STREET CLEANING LS 1 6 15, 39, 41 SITE DEMOLITION LS 1 7 17-2 CLEARING AND GRUBBING SQFT 8 19 ROUGH GRADING LS 1 9 19 FINISH GRADING LS 1 10 IMPORT/EXPORT LS 1 11 40 CONCRETE PAVING - PEDESTRIAN SF 12 40 CONCRETE PAVING VEHICULAR SF 13 321413 PERMEABLE PAVERS - VEHICULAR SF 14 39 ASPHALT PAVING - VEHICULAR SF BID FORMS BID FORMS B Item Item Unit of Estimated Item Price Total No. SS(1) Description Measure Quantity (in figures) (in figures) 16 32 1816.13 POURED IN PLACE RUBBER SF 17 32 1816.13 ENGINEERED WOOD FIBER SF 18 BOCCE COURT LS 1 19 73 CONCRETE STEPS SF 20 73 CONCRETE RAMPS SF 21 73 CONCRETE CURB RAMPS EA 22 51 CIP SITE WALL LF 23 51 CIP SEAT WALL LF 24 51 CHEEK WALL LF 25 SHADE STRUCTURE COLUMN EA 26 CONCRETE MOW CURB LF 27 CONCRETE PLAY WALLS LS 1 28 CONCRETE CURB & GUTTER (STANDARD) LF 29 CONCRETE CURB & GUTTER (ROLLED) LF 30 32 3300 SITE FURN – 6 FT PICNIC TABLE EA 31 32 3300 SITE FURN – 6 FT PICNIC TABLE (ADA) EA 32 32 3300 SITE FURN – 4 FT ROUND TABLE EA 33 32 3300 SITE FURN – BACKED BENCH EA 34 32 3300 SITE FURN – SCULPTURAL BENCHES LS 1 35 32 3300 SITE FURN – TRASH RECEPTACLE EA 36 32 3300 SITE FURN – BBQ EA 37 32 3300 SITE FURN – BIKE RACKS EA 38 32 3300 SITE FURN – DRINKING FOUNTAIN EA 39 32 3118 FENCE – WOOD RAIL FENCE LF 40 32 3118 FENCE – WOOD GUARDRAIL W/MESH LF 41 32 3119 FENCE – METAL PICKET GUARDRAIL LF 42 32 3119 FENCE – 12 FT SPORTS FIELD WELDED WIRE LF 43 05 5000 FENCE – METAL WALL RAILS LF 44 05 5213 HANDRAILS AT RAMP LF 45 05 5213 HANDRAILS AT STAIRS LF BID FORMS BID FORMS C Item Item Unit of Estimated Item Price Total No. SS(1) Description Measure Quantity (in figures) (in figures) 46 Varies SOUTH RESTROOM LS 1 47 13 3000 SHADE STRUCTURE AT PICNIC AREA LS 1 48 13 3000 SHADE STRUCTURE AT PLAY AREA LS 1 49 STORM DRAIN INLET EA 50 ATRIUM GRATE EA 51 64-2 STORM DRAIN PIPE LF 52 64-2 PERFORATED STORM DRAIN LF 53 12” SQUARE CATCH BASIN AND GRATE EA 54 TRENCH DRAIN LF 55 SEWER LATERALS LF 56 SEWER CLEANOUTS LS 1 57 BIOTREATMENT SOIL MEDIA LS 1 58 ENERGY DISSIPATOR STONE LS 1 59 84 ROADWAY STRIPING LS 1 60 82 SIGNAGE LS 1 61 86-6 ELECTRICAL – POLE LIGHT FIXTURES EA 1 62 86-6 ELECTRICAL – SPORTS LIGHT FIXTURES EA 1 63 86-6 ELECTRICAL – BOLLARD LIGHT FIXTURES EA 1 64 86-6 ELECTRICAL – MISC FIXTURES LS 1 65 86-2 ELECTRICAL – CONDUIT, BOXES & WIRING LS 1 66 86-2 ELECTRICAL – STRUCTURES LS 1 67 86-2 ELECTRICAL – SERVICE CONNECTION LS 1 68 86-2 ELECTRICAL – EV CHARGING STATIONS LS 1 69 11-6813 PLAYGROUND EQUIPMENT LS 1 70 32-1713 WHEEL STOPS EA 71 32-3300 REMOVABLE BOLLARDS EA 72 32-3300 SKATE DETERRANTS LS 1 73 04 2000, 05 5000 TRASH ENCLOSURE EA 1 74 20-2 IRRIGATION – MAINLINE LF 75 20-2 IRRIGATION – LATERALS LF BID FORMS BID FORMS D Item Item Unit of Estimated Item Price Total No. SS(1) Description Measure Quantity (in figures) (in figures) 76 20-2 IRRIGATION – CONTROLS LS 1 77 20-2 IRRIGATION – RCV EA 78 20-2 IRRIGATION – QC EA 79 20-2 IRRIGATION – BALL VALVE EA 80 20-2 IRRIGATION – DRIP SQFT 81 20-2 IRRIGATION – BUBBLERS EA 82 20-2 IRRIGATION – ROTORS EA 83 20-2 IRRIGATION – MASTER VALVE & FLOW SENSOR EA 84 20-1 SOIL PREPARATION – CONVENTIONAL SQFT 85 20-1 SOIL PREPARATION – BIOTREATMENT LS 1 86 20-3 PLANTING – SHRUB 15 GAL EA 87 20-3 PLANTING – SHRUB 5 GAL EA 88 20-3 PLANTING – SHRUB 1 GAL EA 89 20-3 PLANTING – GRASS SOD SQFT 90 20-3 TREES – 36” BOX EA 91 20-3 TREES – 24” BOX EA 92 20-3 TREES – 15 GAL EA 93 20-5 3” MULCH SF 94 20-5 ROOT BARRIER LF 95 20-5 LANDSCAPE BOULDER EA 96 20 1 YEAR LANDSCAPE MAINTENANCE LS 1 97 99 BUILDING PERMIT LS 1 98 Surveying, staking LS 1 Bid Total (or Base Bid) $ BID ALTERNATE #1 (PICKLEBALL AREA) 1-1 8, 12 MOBILIZATION & DEMOBILIZATION LS 1 1-2 TEMPORARY FENCING LS 1 1-3 13 WATER POLLUTION CONTROL LS 1 1-4 VIDEOTAPING LS 1 1-5 STREET CLEANING LS 1 1-6 15, 39, 41 SITE DEMOLITION LS 1 BID FORMS BID FORMS E Item Item Unit of Estimated Item Price Total No. SS(1) Description Measure Quantity (in figures) (in figures) 1-7 17-2 CLEARING AND GRUBBING LS 1 1-8 19 ROUGH GRADING LS 1 1-9 19 FINISH GRADING LS 1 1-10 IMPORT/EXPORT LS 1 1-11 40 CONCRETE PAVING – PEDESTRIAN SF 1-12 40 CONCRETE POST TENSION COURT SLABS SF 1-13 SPORTS COURT SURFACING & STRIPING LS 1 1-14 73 CONCRETE STEPS LS 1 1-15 73 CONCRETE RAMPS SF 1-16 CIP COURT WALLS LS 1 1-17 SITE FURN – BACKLESS BENCH EA 1-18 SITE FURN – TRASH EA 1-19 SITE FURN – DRINKING FOUNTAIN EA 1-20 FENCE – COURT PERIMETER 10 FT LF 1-21 32 3118 FENCE – WOOD GUARDRAIL W/MESH LF 1-22 GATE AT COURT INTERNAL FENCE (4 FT) EA 1-23 GATE AT COURT PERIMETER FENCE (4 FT) EA 1-24 STORAGE SHED EA 1-25 STORM DRAIN INLET EA 1-26 ATRIUM GRATE EA 1-27 STORM DRAIN PIPE LF 1-28 PERFORATED STORM DRAIN LF 1-29 12” SQUARE CATCH BASIN AND GRATE EA 1-30 TRENCH DRAIN LF 1-31 SEWER LATERALS LF 1-32 SEWER CLEANOUTS LS 1 1-33 SIGNAGE LS 1 1-34 ELECTRICAL – SPORTS LIGHT FIXTURES EA 1 1-35 ELECTRICAL – BOLLARD LIGHT FIXTURES EA 1 1-36 ELECTRICAL – CONDUIT, BOXES & WIRING LS 1 BID FORMS BID FORMS F Item Item Unit of Estimated Item Price Total No. SS(1) Description Measure Quantity (in figures) (in figures) 1-37 PICKLEBALL NET EA 1-38 99 IRRIGATION - MAINLINE LF 1-39 99 IRRIGATION - LATERALS LF 1-40 99 IRRIGATION - RCV EA 1-41 20 IRRIGATION – BALL VALVE EA 1-42 99 IRRIGATION - DRIP SQFT 1-43 99 IRRIGATION - BUBBLERS EA 1-44 99 IRRIGATION – MASTER VALVE & FLOW SENSOR EA 1-45 20 SOIL PREPARATION - CONVENTIONAL SQFT 1-46 20 PLANTING – SHRUB AREA SQFT 1-47 20 TREES – 24” BOX EA 1-48 20 TREE – 36” BOX EA 1-49 20 TREE – 15 GAL EA 1-50 20 3” MULCH SF 1-51 20 ROOT BARRIER LF 1-52 20 LARGE LANDSCAPE BOULDER EA 1-53 20 1 YEAR LANDSCAPE MAINTENANCE LS 1-54 SURVEYING, STAKING LS 1 Alternate #1 - Bid Total $ BID ALTERNATE #2 (UPPER LEFT QUADRANT) 2-1 8, 12 MOBILIZATION & DEMOBILIZATION LS 1 2-2 TEMPORARY FENCING LS 1 2-3 13 STORM WATER POLLUTION CONTROL LS 1 2-4 VIDEOTAPING LS 1 2-5 STREET CLEANING LS 1 2-6 15, 39, 41 SITE DEMOLITION LS 1 2-7 17-2 CLEARING AND GRUBBING SF 2-8 19 ROUGH GRADING LS 1 2-9 19 FINISH GRADING LS 1 2-10 IMPORT/EXPORT LS 1 2-11 40 CONCRETE PAVING - PEDESTRIAN SF BID FORMS BID FORMS G Item Item Unit of Estimated Item Price Total No. SS(1) Description Measure Quantity (in figures) (in figures) 2-12 40 CONCRETE PAVING VEHICULAR SF 2-13 321820 SPORTS COURTS & STRIPING LS 1 2-14 321413 PERMEABLE PAVERS - VEHICULAR SF 2-15 39 ASPHALT PAVING - VEHICULAR SF 2-16 BOCCE COURT LS 1 2-17 73 CONCRETE STEPS LS 1 2-18 73 CONCRETE RAMPS LS 1 2-19 CONCRETE TERRACED SEATWALL LS 1 2-20 73 CONCRETE CURB RAMPS LS 1 2-21 51 CIP SITE WALLS LF 2-22 51 CIP SEAT WALL LF 2-23 CMU WALL LF 2-24 CONCRETE MOW CURB LF 2-25 CONCRETE CURB & GUTTER (STANDARD) LF 2-26 SITE FURN – 6 FT PICNIC TABLE EA 2-27 SITE FURN – 6 FT PICNIC ADA TABLE EA 2-28 SITE FURN – BACKLESS BENCH EA 2-29 SITE FURN – TRASH EA 2-30 SITE FURN – BIKE RACKS EA 2-31 FENCE – COURT PERIMETER 10 FT LF 2-32 32 3118 FENCE – WOOD GUARDRAIL W/MESH LF 2-33 32 3119 FENCE – METAL PICKET GUARDRAIL LF 2-34 HANDRAIL AT RAMP LF 2-35 HANDRAIL AT STEPS LF 2-36 PED GATE AT COURT PERIMETER FENCE EA 2-37 VEHICULAR GATE EA 2-38 NORTH RESTROOM LS 1 2-39 SHADE STRUCTURE AT BOCCE COURTS LS 1 2-40 PREFABRICATED BRIDGE #1 & CONCRETE ABUTMENTS LS 1 BID FORMS BID FORMS H Item Item Unit of Estimated Item Price Total No. SS(1) Description Measure Quantity (in figures) (in figures) 2-41 STORM DRAIN INLET EA 2-42 ATRIUM GRATE EA 2-43 STORM DRAIN PIPE LF 2-44 PERFORATED STORM DRAIN LF 2-45 12” SQUARE CATCH BASIN AND GRATE EA 2-46 TRENCH DRAIN LF 2-47 SEWER LATERALS LF 2-48 SEWER CLEANOUTS EA 2-49 BIOTREATMENT SOIL MEDIA SF 1 2-50 ENERGY DISSIPATOR STONE SF 1 2-51 84 ROADWAY STRIPING LS 1 2-52 82 SIGNAGE EA 2-53 99 ELECTRICAL – LIGHT FIXTURES LS 1 2-54 99 ELECTRICAL – CONDUIT, BOXES & WIRING LS 1 2-55 99 ELECTRICAL - STRUCTURES LS 1 2-56 ELECTRICAL – SERVICE CONNECTION LS 1 2-57 BASKETBALL HOOPS EA 2-58 FUTSOL GOAL/HOOPS EA 2-59 WHEEL STOPS EA 2-60 26 SKATE DETERRANTS LS 2-61 20 TRASH ENCLOSURE EA 2-62 99 IRRIGATION - MAINLINE LF 2-63 99 IRRIGATION - LATERALS LF 2-64 20 IRRIGATION - CONTROLS LS 1 2-65 99 IRRIGATION - RCV EA 2-66 99 IRRIGATION - QC EA 2-67 20 IRRIGATION – BALL VALVE EA 2-68 99 IRRIGATION - DRIP SQFT 2-69 99 IRRIGATION - BUBBLERS EA 2-70 99 IRRIGATION – MASTER VALVE & FLOW SENSOR EA 2-71 20 SOIL PREPARATION - CONVENTIONAL SQFT BID FORMS BID FORMS I Item Item Unit of Estimated Item Price Total No. SS(1) Description Measure Quantity (in figures) (in figures) 2-72 20 PLANTING – SHRUB AREA SQFT 2-73 20 PLANTING – GRASS SOD SQFT 2-74 20 TREES – 24” BOX EA 2-75 20 TREE – 36” BOX EA 2-76 20 TREE – 15 GAL EA 2-77 20 3” MULCH SF 2-78 20 ROOT BARRIER LF 2-79 20 LARGE LANDSCAPE BOULDER EA 2-80 20 1 YEAR LANDSCAPE MAINTENANCE LS 1 2-81 SURVEYING, STAKING LS 1 Alternate #2 - Bid Total $ BID ALTERNATE #3 (BIKE PUMP TRACK AREA) 3-1 8, 12 MOBILIZATION & DEMOBILIZATION LS 1 3-2 TEMPORARY FENCING LS 1 3-3 13 STORM WATER POLLUTION CONTROL LS 1 3-4 VIDEOTAPING LS 1 3-5 STREET CLEANING LS 1 3-6 15, 39, 41 SITE DEMOLITION LS 1 3-7 17-2 CLEARING AND GRUBBING LS 1 3-8 19 ROUGH GRADING LS 1 3-9 19 FINISH GRADING LS 1 3-10 IMPORT/EXPORT LS 1 3-11 40 CONCRETE PAVING – PEDESTRIAN SF 3-12 51 CIP SEAT WALL LF 3-13 32 3300 SITE FURN – BACKLESS BENCH EA 3-14 32 3300 SITE FURN – TRASH RECEPTACLE EA 3-15 32 3118 FENCE – WOOD RAIL FENCE LF 3-16 32 3118 FENCE – WOOD GUARDRAIL W/MESH LF 3-17 PREFABRICATED BRIDGE #2 & CONCRETE ABUTMENTS LS 1 3-18 STORM DRAIN INLET EA 3-19 ATRIUM GRATE EA BID FORMS BID FORMS J Item Item Unit of Estimated Item Price Total No. SS(1) Description Measure Quantity (in figures) (in figures) 3-20 STORM DRAIN PIPE LF 3-21 82 SIGNAGE LS 1 3-22 26 BIKE PUMP TRACK LS 1 3-23 26 BIKE SKILLS TRACK LS 1 3-24 99 IRRIGATION - MAINLINE LF 3-25 99 IRRIGATION - LATERALS LF 3-26 99 IRRIGATION - RCV EA 3-27 99 IRRIGATION - QC EA 3-28 20 IRRIGATION – BALL VALVE EA 3-29 99 IRRIGATION - DRIP SQFT 3-30 99 IRRIGATION - BUBBLERS EA 3-31 20 PLANTING – SHRUB AREA SQFT 3-32 20 PLANTING – GRASS SOD SQFT 3-33 20 TREES – 24” BOX EA 3-34 20 TREE – 15 GAL EA 3-35 20 3” MULCH SF 3-36 20 LARGE LANDSCAPE BOULDER EA 3-37 20 1 YEAR LANDSCAPE MAINTENANCE LS 1 3-38 SURVEYING, STAKING LS 1 Alternate #3 - Bid Total $ BID ALTERNATE #4 (UPPER RIGHT QUADRANT) 4-1 8, 12 MOBILIZATION & DEMOBILIZATION LS 1 4-2 TEMPORARY FENCING LS 1 4-3 13 STORM WATER POLLUTION CONTROL LS 1 4-4 VIDEOTAPING LS 1 4-5 STREET CLEANING LS 1 4-6 15, 39, 41 SITE DEMOLITION LS 1 4-7 17-2 CLEARING AND GRUBBING LS 1 4-8 19 ROUGH GRADING LS 1 4-9 19 FINISH GRADING LS 1 4-10 IMPORT/EXPORT LS 1 4-11 40 CONCRETE PAVING - PEDESTRIAN SF BID FORMS BID FORMS K Item Item Unit of Estimated Item Price Total No. SS(1) Description Measure Quantity (in figures) (in figures) 4-12 40 CONCRETE PAVING VEHICULAR SF 4-13 321820 SPORTS COURTS & STRIPING LS 1 4-14 321413 PERMEABLE PAVERS - VEHICULAR SF 4-15 39 ASPHALT PAVING - VEHICULAR SF 4-16 73 CONCRETE STEPS LS 1 4-17 73 CONCRETE RAMPS LS 1 4-18 73 CONCRETE CURB RAMPS LS 1 4-19 51 CIP SITE WALL LS 1 4-20 CHEEK WALL LS 1 4-21 CONCRETE MOW CURB LF 4-22 CONCRETE CURB & GUTTER (STANDARD) LF 4-23 SITE FURN – BACKED BENCH EA 4-24 SITE FURN – TRASH EA 4-25 SITE FURN – BIKE RACKS EA 4-26 FENCE – COURT PERIMETER 10 FT LF 4-27 32 3118 FENCE – WOOD GUARDRAIL W/MESH LF 4-28 32 3119 FENCE – METAL PICKET GUARDRAIL LF 4-29 HANDRAIL AT RAMP LF 4-30 HANDRAIL AT STEPS LF 4-31 CHAINLINK GATES LF 4-32 SHADE STRUCTURE AT VISTA LS 1 4-33 PREFABRICATED BRIDGE #3 & CONCRETE ABUTMENTS LS 1 4-34 STORM DRAIN INLET EA 4-35 ATRIUM GRATE EA 4-36 STORM DRAIN PIPE LF 4-37 PERFORATED STORM DRAIN LF 4-38 12” SQUARE CATCH BASIN AND GRATE EA 4-39 TRENCH DRAIN LF 4-40 ENERGY DISSIPATOR STONE LS 1 4-41 84 ROADWAY STRIPING LS 1 BID FORMS BID FORMS L Item Item Unit of Estimated Item Price Total No. SS(1) Description Measure Quantity (in figures) (in figures) 4-42 82 SIGNAGE LS 1 4-43 99 ELECTRICAL – LIGHT FIXTURES LS 1 4-44 99 ELECTRICAL – CONDUIT, BOXES & WIRING LS 1 4-45 99 ELECTRICAL - STRUCTURES LS 1 4-46 TENNIS NET EA 4-47 WHEEL STOPS EA 4-48 26 SKATE DETERRANTS LS 4-49 99 IRRIGATION - MAINLINE LF 4-50 99 IRRIGATION - LATERALS LF 4-51 99 IRRIGATION - RCV EA 4-52 99 IRRIGATION - QC EA 4-53 20 IRRIGATION – BALL VALVE EA 4-54 99 IRRIGATION - DRIP SQFT 4-55 99 IRRIGATION - BUBBLERS EA 4-56 73 IRRIGATION - ROTORS EA 4-57 20 SOIL PREPARATION - CONVENTIONAL SQFT 4-58 20 PLANTING – SHRUB AREA SQFT 4-59 20 TREES – 24” BOX EA 4-60 20 TREE – 36” BOX EA 4-61 20 TREE – 15 GAL EA 4-62 20 3” MULCH SF 4-63 20 ROOT BARRIER LF 4-64 20 LARGE LANDSCAPE BOULDER EA 4-65 20 1 YEAR LANDSCAPE MAINTENANCE LS 1 4-66 SURVEYING, STAKING LS 1 Alternate #4 - Bid Total $ Total Project Bid = (Base Bid + Bid Alternative) $ Company Name: (1) refers to section in the Standard Specifications, with modifications in the Special Provisions, that describe required work. BID FORMS BID FORMS M LIST OF SUBCONTRACTORS Pursuant to Section 4100 of the Public Contracts Code and section 2-1.33C of the standard specifications, the Bidder is required to furnish the following information for each Subcontractor performing more than 1/2 percent (0.5%) of the total base bid. Do not list alternative subcontractors for the same work. Subcontracting must not total more than fifty percent (50%) of the submitted bid except as allowed in section 5-1.13 of the standard specifications. For Streets & Highways projects, subcontractors performing less than ten thousand dollars ($10,000) worth of work need not be mentioned. Subcontractors required to pay prevailing wage, must be registered with the Department of Industrial Relations pursuant to Labor Code section 1725.5 to be listed. NOTE: If there are no subcontractors, write “NONE” and submit with bid. Name Under Which Subcontractor is Licensed License Number DIR Public Works Registration Number Address and Phone Number of Office, Mill or Shop Specific Description of Subcontract % of Total Base Bid Attach additional sheets as needed. BID FORMS BID FORMS N PUBLIC CONTRACT CODE SECTION 10285.1 STATEMENT In compliance with Public Contract Code Section 10285.1 (Chapter 376, Stats. 1985), the bidder hereby declares under penalty of perjury under the laws of the State of California that the bidder, or any subcontractor to be engaged by the bidder, has ____, has not ____ been convicted within the preceding three years of any offenses referred to in that section, including any charge of fraud, bribery, collusion, conspiracy, or any other act in violation of any state or federal antitrust law in connection with the bidding upon, award of, or performance of, any public works contract, as defined in Public Contract Code Section 1101, with any public entity, as defined in Public Contract Code Section 1100, including the Regents of the University of California or the Trustees of the California State University. The term "bidder" is understood to include any partner, member, officer, director, responsible managing officer, or responsible managing employee thereof, as referred to in Section 10285.1. NOTE: The bidder must place a check mark after "has" or "has not" in one of the blank spaces provided. The above Statement is part of the Bid. Signing this Bid on the signature portion constitute signature of this Statement. Bidders are cautioned that making a false certification may subject the certifier to criminal prosecution. PUBLIC CONTRACT CODE SECTION 10162 QUESTIONNAIRE In compliance with Public Contract Code Section 10162, the Bidder must complete, under penalty of perjury, the following questionnaire: Has the bidder, any officer of the bidder, or any employee of the bidder who has a proprietary interest in the bidder, ever been disqualified, removed, or otherwise prevented from bidding on, or completing a federal, state, or local government project because of a violation of law or a safety regulation? Yes No If the answer is yes, attach a letter explaining the circumstances PUBLIC CONTRACT CODE SECTION 10232 STATEMENT In compliance with Public Contract Code Section 10232, you hereby state under penalty of perjury, that no more than one final unappealable finding of contempt of court by a federal court has been issued against you within the immediately preceding two-year period because of your failure to comply with an order of a federal court which orders you to comply with an order of the National Labor Relations Board. LABOR CODE SECTION 1725.5 STATEMENTS The bidder has delinquent liability to an employee or the state for any assessment of back wages or related damages, interest, fines, or penalties pursuant to any final judgment, order, or determination by a court or any federal, state, or local administrative agency, including a confirmed arbitration award. Any judgment, order, or determination that is BID FORMS BID FORMS O under appeal is excluded, provided that the contractor has secured the payment of any amount eventually found due through a bond or other appropriate means. Yes No The bidder is currently debarred under Section 1777.1 or under any other federal or state law providing for the debarment of contractors from public works. Yes No NOTE: The above Statements and Questionnaire are part of the Bid. Signing this Bid on the signature portion constitute signature of this Statement and Questionnaire. Bidders are cautioned that making a false certification may subject the certifier to criminal prosecution. BID FORMS BID FORMS P NON-COLLUSION DECLARATION I, , declare that I am of , the party making the foregoing bid that the bid is not made in the interest of, or on behalf of, any undisclosed person, partnership, company, association, organization, or corporation; that the bid is genuine and not collusive or sham; that the bidder has not directly or indirectly induced or solicited any other bidder to put in a false or sham bid, and has not directly or indirectly colluded, conspired, connived, or agreed with any bidder or anyone else to put in a sham bid, or that anyone refrained from bidding; that the bidder has not in any manner, directly or indirectly, sought by agreement, communication, or conference with anyone to fix the bid price of the bidder or any other bidder, or to fix any overhead, profit, or cost element of the bid price, or of that of any other bidder, or to secure any advantage against the public body awarding the contract of anyone interested in the proposed contract; that all statements contained in the bid are true; and, further, that the bidder has not, directly or indirectly, submitted his or her bid price or any breakdown thereof, or the contents thereof, or divulged information or data relative thereto, or paid, and will not pay, any fee to any corporation, partnership, company association, organization, bid depository, or to any member or agent thereof to effectuate a collusive or sham bid. Executed on , 20 , in __ I declare under penalty of perjury under the laws of the State of California that the foregoing is true and correct. (Signature and Title of Declarant) (SEAL) Subscribed and sworn to before me this _______day of _________, 20_____ Notary Public Company Name:____________________ BID FORMS BID FORMS Q BIDDER ACKNOWLEDGEMENTS By signing below, the bidder acknowledges and confirms that this bid is based on the information contained in all contract documents, including the notice to bidders, plans, specifications, special provisions, and addendum number(s) . (Note: You are responsible to verify the number of addenda prior to the bid opening.) The undersigned further agrees that in case of default in executing the required contract, with necessary bonds, within eight days, (not including Saturdays, Sundays, and legal holidays), after having received a mailed notice that the contract is ready for signature, the proceeds of the check or bond accompanying his bid will become the property of the City of San Luis Obispo. Licensed in accordance with an act providing for the registration of contractors, License No. , Expiration Date . The above statement is made under penalty of perjury, and any bid not containing this information "will be considered non-responsive and will be rejected” by the City. Signature of Bidder (Print Name and Title of Bidder) DIR– Public Works Registration No: Business Name (DBA): Owner/Legal Name: Indicate One: Sole-proprietor Partnership Corporation List Partners/Corporate Officers: Name Title Name Title Name Title Business Address Street Address Mailing Address City, State, Zip Code Phone Number Fax Number Email Address Date BID FORMS BID FORMS R QUALIFICATIONS Failure to furnish complete reference information ON THIS FORM, as specified in this project’s Notice to Bidders and indicated below, is cause to reject the bid. Additional information may be attached but is not a substitute for this form. Reference Number 1 Customer Name & Contact Individual Telephone & Email Project Name (Site Address): Is this similar to the project being bid and include construction withing a public park? Yes □ No □ Describe the services provided and how this project is similar to that which is being bid: Date project completed: Was this contract for a public agency? Yes □ No □ Reference Number 2 Customer Name & Contact Individual Telephone & Email Project Name (Site Address): Is this similar to the project being bid and include construction withing a public park? Yes □ No □ Describe the services provided and how this project is similar to that which is being bid: Date project completed: Was this contract for a public agency? Yes □ No □ Reference Number 3 Customer Name & Contact Individual Telephone & Email Project Name (Site Address): Is this similar to the project being bid and include construction withing a public park? Yes □ No □ Describe the services provided and how this project is similar to that which is being bid: Date project completed: Was this contract for a public agency? Yes □ No □ BID FORMS BID FORMS S ATTACH BIDDER'S BOND TO ACCOMPANY BID Know all men by these presents: That we ____________________________________________, AS PRINCIPAL, and _______________________________________________________, AS SURETY, are held and firmly bound unto the City of San Luis Obispo in the sum of: ____________________________________________________ Dollars (_____________) to be paid to said City or its certain attorney, its successors and assigns; for which payment, well and truly to be made, we bind ourselves, our heirs, executors and administrators, successors or assigns, jointly and severally, firmly by these presents: THE CONDITION OF THIS OBLIGATION IS SUCH, that if the certain bid of the above bounden ______________________________________________________________________ to construct ___________________________________________________________________ (insert name of street and limits to be improved or project) dated _____________________ is accepted by the City of San Luis Obispo, and if the above bounden _______________________________________________________, his heirs, executors, administrators, successors, and assigns shall duly enter into and execute a contract for such construction and shall execute and deliver the two bonds described within ten (10) days (not including Saturdays, Sundays, or legal holidays) after the above bounden, ______________________________________________________, has received notice by and from the said City of San Luis Obispo that said contract is ready for execution, then this obligation shall become null and void; otherwise, it shall be and remain in full force and virtue. IN WITNESS WHEREOF, we hereunto set our hands and seals this ___ day of ______, 20____. Bidder Principal: Signature Date Title: Surety: Bidder's signature is not required to be notarized. Surety's signature must be notarized. Equivalent form may be substituted (Rev. 6-30-14) SPECIAL PROVISIONS 1 SPECIAL PROVISIONS ORGANIZATION Special provisions are under headings that correspond with the main section heading of the Standard Specifications. Each special provision begins with a revision clause that describes or introduces a revision to the Standard Specifications. Any paragraph added or deleted by a revision clause does not change the paragraph number of the Standard Specifications for any other reference to a paragraph of the Standard Specifications. DIVISION I GENERAL PROVISIONS 1 GENERAL Add to Section 1-1.01 GENERAL: The work must be done in compliance with the City of San Luis Obispo, Department of Public Works: 1. [Project Name] Special Provisions 2. City of San Luis Obispo Standard Specifications and Engineering Standards – 2020 edition 3. State of California, Department of Transportation Standard Specifications and Standard Plans – 2015 edition In case of conflict between documents, governing ranking must comply with section 5- 1.02 of the City of San Luis Obispo’s Standard Specifications. Failure to comply with the provisions of these sections is a material breach of contract: 1. Sections 5 through 8 of the Standard Specifications 2. Section 12 through 15 of the Standard Specifications 3. Section 77-1 of the Standard Specifications 4. Section 81 of the Standard Specifications 5. authorized working hours 6. OSHA compliance 3 CONTRACT AWARD AND EXECUTION Replace 1st and 2nd paragraph in Section 3-1.18 CONTRACT EXECUTION with: (for accelerated work) Upon notification of project award, return: 1. executed contract 2. insurance 3. contract bonds within five business days after the bidder receives the contract. Add Section 3-1.18B CONTRACT EXECUTION, Building Permit:(For Projects requiring a Building Permit) 3-1.18B Building Permit SPECIAL PROVISIONS SPECIAL PROVISIONS 2 The contractor must obtain a no-fee building permit from the Community Development Department. All requirements of the building permit shall be applied to the project. 4 SCOPE OF WORK Add to Section 4-1.03 WORK DESCRIPTION: Comply with the provisions of Section(s) X [these section number should match the SS numbers listed in the Bid Item List]….for general, material, construction, and payment specifics. Add Section 4-1.03A WORK DESCRIPTION, Project Specific Signage: {Include for Measure G projects} Maintain Revenue Enhancement Funding signage in work area. Return Revenue Enhancement Funding signs at the end of the project or upon the Engineer’s request. 5 CONTROL OF WORK 6 CONTROL OF MATERIALS Add to Section 6-2.03 DEPARTMENT ACCEPTANCE: The Engineer will furnish Sales Tax signs mounted to moveable barricades. Maintain Sales Tax signage in work area. Return Sales Tax signs at the end of the project or upon the Engineer’s request. [delete for non-Measure G] 7 LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC Add to Section 7-1.02K(3) Labor Code, Certified Payroll Records (Labor Code 1776) with: Furnish the Engineer a hard copy of all unredacted certified payroll records for the prior months’ work by either mail or hand delivery. Submit one redacted Portable Document Format (PDF) file making the employee’s social security number illegible. Failure to submit monthly payroll records as defined will be considered an incomplete payroll submission. Add to Section 7-1.03B PUBLIC CONVENIENCE, Traffic Control Plan Work hours are restricted to 00 a.m. to 00 p.m. on X Street. [Discuss with Traffic] Provide traffic control plan and traffic control application at or before the preconstruction meeting. Traffic control plan must be drawn to scale. Traffic control application may be obtained on the City’s website: www.slocity.org/government/department-directory/public-works/documents- online/construction-documents SPECIAL PROVISIONS SPECIAL PROVISIONS 3 Upon approval of the traffic control plan, the City will issue a no-fee Encroachment Permit. Permittee is responsible to comply with all conditions of the traffic control plan. Complete work using due diligence to restore free flowing of traffic. Add Section 7-1.03A(4) Downtown Contractor is responsible for notification, signage, and necessary procedures to minimize impacts on affected businesses to the extent feasible. Notification to Downtown SLO is required at least 30 days prior to the start of construction. [IF PROJECT IS OVER 10 WORKING DAYS AND REQUIRES AN ENCROACHMENT PERMIT] Contractor will provide ample notification to businesses and residents within at least 300 feet of the impacted area, including mailers, doorhangers, and email communications. Written notification must be completed a minimum of 30-days prior to impact. 8 PROSECUTION AND PROGRESS Replace the 1st paragraph in Section 8-1.02A SCHEDULE, General with: Provide a Level 1 schedule for this work. Add to Section 8-1.04B START OF JOB SITE ACTIVITIES, Standard Start: (for accelerated start) Contract time will start on the first Monday after preconstruction meeting. 9 PAYMENT DIVISION II GENERAL CONSTRUCTION 10 GENERAL 11 WELDING 12 TEMPORARY TRAFFIC CONTROL 13 WATER POLLUTION CONTROL 14 ENVIRONMENTAL STEWARDSHIP Add to Section 14-9.02 AIR POLLUTION CONTROL, General: The City has obtained an annual permit for construction from the Air Pollution Control District (APCD). The annual APCD permit and construction log files are located on the City’s website: http://www.slocity.org/government/department-directory/public-works/documents- online/construction-documents SPECIAL PROVISIONS SPECIAL PROVISIONS 4 A copy of the permit can also be found in Appendix H of the City Standards. You are required to comply with the APCD permit including all notification and construction logs using the appropriate equipment. Provide training to all workers in the construction area. You must comply with section 77-1 of the standard specifications. Add Section 14-9.02A AIR POLLUTION CONTROL, Construction: Where contamination is encountered, you are responsible to: 1. monitor 2. record 3. report H2S and Hydrocarbon FID readings taken every hour during work in the contamination zone or as directed by the Engineer. Appropriate Personal Protective Equipment (PPE) must be used. Add Section 14-9.02C AIR POLLUTION CONTROL, Payment: Full compensation for APCD compliance and applicable engineering standards is included in the payment for other bid items unless a bid item of work is shown on the bid list item. Compensation for APCD Permit Compliance includes, but is not limited to the following: 1. Minimum two (2) week notification to APCD before planned excavation 2. A project description submitted to City and APCD for approval, including: a. Specific work zone boundary where public access is restricted, b. Estimated volume to be excavated, c. Location of nearest residence, business, and schools, d. A project specific Site Health and Safety Plan, e. Starting date, project finish date, and operating hours (for hazardous materials excavations) f. Preparation of a Monitoring, Recordkeeping and Reporting Plan (MRRP), complying with provisions listed in Appendix H of the City Standards, g. Completion of a screening health risk assessment for toxic air pollutants associated with the excavation, and project related APCD fee payments. 3. All On-site contaminated soils monitoring needed during hazardous materials excavation. Add Section 14-11.01A(1) GENERAL, Health And Safety Plan - Contamination Site Information: [Attempt to determine if the work area is likely to encounter contaminated soil. If so, use the following language identifying the contaminate and confirming with the owner where the material is to be disposed of.] There is a potential of soil contamination in the work area. Known areas of soil and groundwater contamination as identified by the County Department of Health are: SPECIAL PROVISIONS SPECIAL PROVISIONS 5 Site Location Prior or Current Use Listed below are the highest known contamination and type of contamination. Site Location Contaminate Add Section 14-11.01A(2) GENERAL, Health And Safety Plan - Disposal Location: The owners of the contaminated soil have been put on notice and have requested the material for their site be delivered to the following locations. Once delivered, the material is site owner’s property. Site Disposal Site The City reserves the right to use other forces for exploratory work to identify and determine the extent of contaminated material and for removing contaminated material. 15 EXISTING FACILITIES 16 TEMPORARY FACILITIES DIVISION III EARTHWORK AND LANDSCAPE 17 GENERAL 18 DUST PALLIATIVES 19 EARTHWORK 20 LANDSCAPE 21 EROSION CONTROL 22 FINISHING ROADWAY DIVISION IV SUBBASES AND BASES 23 GENERAL SPECIAL PROVISIONS SPECIAL PROVISIONS 6 24 STABILIZED SOILS 25 AGGREGATE SUBBASES 26 AGGREGATE BASES 27 CEMENT TREATED BASES 28 CONCRETE BASES 29 TREATED PERMEABLE BASES 30 RECLAIMED PAVEMENTS 31–35 RESERVED DIVISION V SURFACINGS AND PAVEMENTS 36 GENERAL 37 BITUMINOUS SEALS 38 RESERVED 39 ASPHALT CONCRETE Replace Section 39-1.02F RECLAIMED ASPHALT PAVEMENT with: Asphalt concrete with 25% RAP may be used for paving operations. 40 CONCRETE PAVEMENT 41 EXISTING CONCRETE PAVEMENT 42 GROOVE AND GRIND CONCRETE 43–44 RESERVED DIVISION VI STRUCTURES 45 GENERAL 46 GROUND ANCHORS AND SOIL NAILS 47 EARTH RETAINING SYSTEMS SPECIAL PROVISIONS SPECIAL PROVISIONS 7 48 TEMPORARY STRUCTURES 49 PILING 50 PRESTRESSING CONCRETE 51 CONCRETE STRUCTURES 52 REINFORCEMENT 53 SHOTCRETE 54 WATERPROOFING 55 STEEL STRUCTURES 56 OVERHEAD SIGN STRUCTURES, STANDARDS, AND POLES 57 WOOD AND PLASTIC LUMBER STRUCTURES 58 SOUND WALLS 59 STRUCTURAL STEEL COATINGS 60 EXISTING STRUCTURES DIVISION VII DRAINAGE FACILITIES 61 GENERAL 62–63 RESERVED 64 PLASTIC PIPE 65 CONCRETE PIPE 66 CORRUGATED METAL PIPE 67 STRUCTURAL PLATE CULVERTS 68 SUBSURFACE DRAINS 69 OVERSIDE DRAINS 70 MISCELLANEOUS DRAINAGE FACILITIES SPECIAL PROVISIONS SPECIAL PROVISIONS 8 71 EXISTING DRAINAGE FACILITIES DIVISION VIII MISCELLANEOUS CONSTRUCTION 72 SLOPE PROTECTION 73 CONCRETE CURBS AND SIDEWALKS 74 PUMPING EQUIPMENT AND CONTROLS 75 MISCELLANEOUS METAL 76 WELLS 77 LOCAL INFRASTRUCTURE Add to Section 77-1.03B TRENCH CONSTRUCTION, General with: The contractor shall anticipate the minimum of one water service, one gas service and one sewer lateral for each property. The sewer lateral locations are unknown and the repair of the sewer laterals shall be factored into the payment for the mainline being installed. Water and gas services will be marked by Underground Service Alert or USA. 78 INCIDENTAL CONSTRUCTION 79 RESERVED 80 FENCES DIVISION IX TRAFFIC CONTROL DEVICES 81 MISCELLANEOUS TRAFFIC CONTROL DEVICES 82 SIGNS AND MARKERS 83 RAILINGS AND BARRIERS 84 MARKINGS Add to Section 84-2.03C Application of Stripes and Markings: Preformed thermoplastic is only allowed with the approval of the Engineer. Replace Section 84-9.04 (only if bid item for striping removal is not included) Full compensation for work specified in Section 84 and applicable Engineering Standards is included in the payment for other bid items unless a bid item of work is shown on the Bid Item List. SPECIAL PROVISIONS SPECIAL PROVISIONS 9 85 RESERVED DIVISION X ELECTRICAL WORK 86–88 RESERVED DIVISION XI MATERIALS 89 AGGREGATE 90 CONCRETE 91 PAINT 92 ASPHALT BINDERS 93 RESERVED 94 ASPHALTIC EMULSIONS 95 EPOXY 96 GEOSYNTHETICS 97–98 RESERVED DIVISION XII BUILDING CONSTRUCTION 99 BUILDING CONSTRUCTION ADD DIVISION XIII APPENDICES APPENDIX APPENDIX APPENDIX A - FORM OF AGREEMENT THIS AGREEMENT, made on _____________, by and between the City of San Luis Obispo, a municipal corporation and charter city, San Luis Obispo County, California (hereinafter called the Owner) and COMPANY NAME (hereinafter called the Contractor). WITNESSETH: That the Owner and the Contractor for the consideration stated herein agree as follows: ARTICLE 1, SCOPE OF WORK: The Contractor shall perform everything required to be performed, shall provide and furnish all of the labor, materials, necessary tools, expendable equipment, and all utility and transportation services required to complete all the work of construction of NAME OF PROJECT, SPEC NO. in strict compliance with the plans and specifications therefor, including any and all Addenda, adopted by the Owner, in strict compliance with the Contract Documents hereinafter enumerated. It is agreed that said labor, materials, tools, equipment, and services shall be furnished and said work performed and completed under the direction and supervision and subject to the approval of the Owner or its authorized representatives. ARTICLE II, CONTRACT PRICE: The Owner shall pay the Contractor as full consideration for the faithful performance of this Contract, subject to any additions or deductions as provided in the Contract Documents, the contract prices as follows: Item No. Item Unit of Measure Estimated Quantity Item Price (in figures) Total (in figures) 1. 2. 3. BID TOTAL: $ .00 Payments are to be made to the Contractor in compliance with and subject to the provisions embodied in the documents made a part of this Contract. Should any dispute arise respecting the true value of any work omitted, or of any extra work which the Contractor may be required to do, or respecting the size of any payment to the Contractor, during the performance of this Contract, said dispute shall be decided by the Owner and its decision shall be final, and conclusive. APPENDIX APPENDIX ARTICLE III, COMPONENT PARTS OF THIS CONTRACT: The Contract consists of the following documents, all of which are as fully a part thereof as if herein set out in full, and if not attached, as if hereto attached: 1. Notice to Bidders and Information for Bidders 2. Standard Specifications and Engineering Standards 3. Special Provisions, any Addenda, Plans and Contract Change Orders 4. Caltrans Standard Specifications and Standard Plans 2015 5. Accepted Bid and Bid Bond 6. List of Subcontractors 7. Public Contract Code Sections 10285.1 Statement 8. Public Contract Code Section 10162 Questionnaire 9. Public Contract Code Section 10232 Statement 10. Labor Code Section 1725.5 Statements 11. Bidder Acknowledgements 12. Qualifications 13. Non-collusion Declaration 14. Agreement and Bonds 15. Insurance Requirements and Forms ARTICLE IV INDEMNIFICATION: The Contractor shall indemnify, defend with legal counsel approved by City, and hold harmless City, its officers, officials, employees and volunteers from and against all liability, loss, damage, expense, cost (including without limitation reasonable legal counsel fees, expert fees and all other costs and fees of litigation) of every nature arising out of or in connection with the Contractor’s negligence, recklessness or willful misconduct in the performance of work hereunder or its failure to comply with any of its obligations contained in this Agreement, except such loss or damage which is caused by the sole or active negligence or willful misconduct of the City. Should conflict of interest principles preclude a single legal counsel from representing both the City and the Contractor, or should the City otherwise find the Contractor’s legal counsel unacceptable, then the Contractor shall reimburse the City its costs of defense, including without limitation reasonable legal counsel fees, expert fees and all other costs and fees of litigation. The Contractor shall promptly pay any final judgment rendered against the City (and its officers, officials, employees and volunteers) with respect to claims determined by a trier of fact to have been the result of the Contractor’s negligent, reckless or wrongful performance. It is expressly understood and agreed that the foregoing provisions are intended to be as broad and inclusive as is permitted by the law of the State of California and will survive termination of this Agreement. The Contractor obligations under this section apply regardless of whether such claim, charge, damage, demand, action, proceeding, loss, stop notice, cost, expense, judgment, civil fine or penalty, or liability was caused in part or contributed to by an Indemnitee. However, without affecting the rights of the City under any provision of this agreement, the Contractor shall not be required to indemnify and hold harmless the City for liability attributable to the active negligence of City, provided such active negligence is determined by agreement between the parties or by the findings of a court of competent jurisdiction. In APPENDIX APPENDIX instances where the City is shown to have been actively negligent and where the City’s active negligence accounts for only a percentage of the liability involved, the obligation of the Contractor will be for that entire portion or percentage of liability not attributable to the active negligence of the City. ARTICLE V. It is further expressly agreed by and between the parties hereto that should there be any conflict between the terms of this instrument and the bid of said Contractor, then this instrument shall control and nothing herein shall be considered as an acceptance of the said terms of said bid conflicting herewith. IN WITNESS WHEREOF, the parties to these presents have hereunto set their hands this year and date first above written. CITY OF SAN LUIS OBISPO A Municipal Corporation __________________________________ Whitney McDonald, City Manager APPROVED AS TO FORM CONTRACTOR: Name of Company ________________________________ By:________________________________ J. Christine Dietrick City Attorney Name of CAO/President Its: CAO/PRESIDENT (2nd signature required if Corporation): By:________________________________ Name of Corporate Officer Its: ____________________ APPENDIX APPENDIX APPENDIX B – TECHNICAL SPECIFICATIONS Job Name:Righetti Parks -Community Park Job Number:1417-11-RC22 Table of Contents 08-02-2024 Page 1 Table of Contents DIVISION 01 -GENERAL REQUIREMENTS 01 4000 Pumptrack Specialty Work Qualification DIVISION 03 -CONCRETE 03 1000 Concrete Forming and Accessories 03 2000 Concrete Reinforcing 03 3000 Cast-in-Place Concrete 03 3511 Concrete Floor Finishes DIVISION 04 -MASONRY 04 2000 Unit Masonry DIVISION 05 -METALS 05 1200 Structural Steel Framing 05 8000 Pre-Fabricated Metal Bridges DIVISION 06 -WOOD,PLASTICS,AND COMPOSITES 06 1000 Rough Carpentry 06 4100 Architectural Wood Casework DIVISION 07 -THERMAL AND MOISTURE PROTECTION 07 2500 Weather Barriers 07 4113 Metal Roof Panels 07 4646 Fiber-Cement Siding 07 6200 Sheet Metal Flashing and Trim Job Name:Righetti Parks -Community Park Job Number:1417-11-RC22 Table of Contents 08-01-2024 Page 2 07 9200 Joint Sealants DIVISION 08 -OPENINGS 08 1113 Hollow Metal Doors and Frames 08 3323 Overhead Coiling Doors 08 7100 Door Hardware 08 9100 Louvers DIVISION 09 -FINISHES 09 9113 Exterior Painting DIVISION 10 -SPECIALTIES 10 1423 Panel Signage 10 2800 Toilet,Bath,and Laundry Accessories DIVISION 11 -EQUIPMENT 11 6813 Playground Equipment 11 6833 Athletic Field Equipment DIVISION 13 -SPECIAL CONSTRUCTION 13 3000 Pre-Fabricated Metal Structures DIVISION 22 -PLUMBING 22 0000 Plumbing DIVISION 23 -HEATING,VENTILATING,AND AIR-CONDITIONING (HVAC) 23 0013 General Mechanical Requirements DIVISION 26 -ELECTRICAL Job Name:Righetti Parks -Community Park Job Number:1417-11-RC22 Table of Contents 08-01-2024 Page 3 26 0500 Common Work Results for Electrical 26 0526 Grounding and Bonding for Electrical Systems 26 0533 Raceways and Boxes for Electrical Systems 26 0534 Cabinets 26 0546.13 Electric Utility Systems 26 0553 Identification of Electrical Systems 26 0900 Controls and Instrumentation 26 2413 Service and Distribution Switchboard 26 2416 Panelboards 26 2726 Wiring Devices 26 5100 Interior Lighting 26 5600 Exterior Lighting 26 5670 Lighting Acceptance Testing DIVISION 31 -EARTHWORK 31 2001 Pumptrack Earthwork DIVISION 32 -EXTERIOR IMPROVEMENTS 32 1413 Precast Concrete Unit Paving 32 1543 Bocce Court Surfacing 32 1801 Bike Park Asphalt Paving 32 1816.13 Playground Protective Surfacing 32 1820.00 Sport Court Surfacing 32 3113 Chain Link Fences and Gates 32 3118 Wood Rail Fencing &Gates Job Name:Righetti Parks -Community Park Job Number:1417-11-RC22 Table of Contents 08-01-2024 Page 4 32 3300 Site Furnishings Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Specialty Work Qualification Pumptrack Specialty Work Qualification 06-26-2024 Page 1 of 2 SECTION 01 4000 PUMPTRACK SPECIALTY WORK QUALIFICATION DESCRIPTION AND REQUIREMENTS 1.01 All pumptrack feature work including rough and fine grading, placement of base-course and placement of asphalt paving, is considered Pumptrack Specialty Work and shall only be performed by a Contractor that possess the following minimum qualifications: A. Contractors bidding the Pumptrack features as described above shall have satisfactorily completed the installation of four (4) similar Pumptrack projects in accordance with the project plans and written specifications. Qualifying projects must include Pumptrack specific terrain of comparable size, type and layout and materials built within the last six (6) years. B. Only Pumptrack projects where the Contractor bidding the "Specialty Work" has performed all of the same work as described herein shall be considered as acceptable projects to evidence credible experience and qualifications of the bidding Contractor. C. The Pumptrack Specialty Contractor shall provide references for all qualifying projects including location of qualifying projects, size, owner, budget, and owners contact information. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Specialty Work Qualification Pumptrack Specialty Work Qualification 06-26-2024 Page 2 of 2 Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 03 1000 03 1000 Concrete Forming and Accessories 08-01-2024 Page 1 of 6 Section 03 1000 Concrete Forming and Accessories PART 1 GENERAL 1.01 SECTION INCLUDES A.Formwork for cast-in-place concrete,with shoring,bracing and anchorage. B.Installation of items to be embedded in concrete,such as anchor bolts,inserts,embeds,and sleeves. C.Openings for other work. D.Form accessories. E.Form stripping. 1.02 RELATED REQUIREMENTS A.Drawings and general provisions of the Contract,Including General and Supplementary Conditions Division 01 Specification Sections,apply to this Section B.Section 03 2000 -Concrete Reinforcing. C.Section 03 3000 -Cast-in-Place Concrete. D.Section 04 2000 -Unit Masonry: Reinforcement for masonry. E.Section 05 1200 -Structural Steel Framing: Placement of embedded steel anchors and plates in cast-in-place concrete. 1.03 REFERENCE STANDARDS A.ACI 117 -Specification for Tolerances for Concrete Construction and Materials;2010 (Reapproved 2015). B.ACI 301 -Specifications for Concrete Construction;2020. C.ACI 318 -Building Code Requirements for Structural Concrete;2019 (Reapproved 2022). D.ACI 347R -Guide to Formwork for Concrete;2014 (Reapproved 2021). E.PS 1 -Structural Plywood;2019. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 03 1000 03 1000 Concrete Forming and Accessories 08-01-2024 Page 2 of 6 1.04 SUBMITTALS A.See Section 01 3300 -Submittals,for submittal procedures. B.Product Data: Provide data on void form materials and installation requirements. C.Shop Drawings: Indicate pertinent dimensions,materials,bracing,and arrangement of joints and ties.Review and approval will not include form strength and adequacy. D.Keep an accurate record of the dates of removal of forms,form shores and reshores,and furnish copies to the SEOR. 1.05 QUALITY ASSURANCE A.Comply with the pertinent provisions of 01 40 00 "Quality Requirements." B.Construct forms according to ACI 347,"Guide to Formwork for Concrete,"and conforming to tolerances of ACI 117,"Standard Specifications for Tolerances for Concrete Construction and Materials" 1.06 DELIVERY,STORAGE,AND HANDLING A.Comply with pertinent provisions of Division 01 Section 01 60 00 "Product Requirements," delivering materials in a timely manner to ensure uninterrupted progress. B.Store prefabricated forms off ground in ventilated and protected manner to prevent deterioration from moisture. PART 2 PRODUCTS 2.01 FORMWORK -GENERAL A.Provide concrete forms,accessories,shoring,and bracing as required to accomplish cast-in- place concrete work. B.Design and construct concrete that complies with design with respect to shape,lines,and dimensions. C.Comply with applicable state and local codes with respect to design,fabrication,erection,and removal of formwork. D.Comply with relevant portions of ACI 347R,ACI 301,and ACI 318. 2.02 WOOD FORM MATERIALS A.Softwood Plywood: PS 1,B-B Medium or High Density Concrete Form Overlay,Class I, grade marked,not mill oiled. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 03 1000 03 1000 Concrete Forming and Accessories 08-01-2024 Page 3 of 6 B.Lumber: DF species;WCLIB Construction grade or better,WWPA No.1 grade or better;with grade stamp clearly visible. 2.03 REMOVABLE PREFABRICATED FORMS A.Void Forms:Moisture resistant treated paper faces,biodegradable,structurally sufficient to support weight of wet concrete mix until initial set;2 inches thick. 2.04 FORMWORK ACCESSORIES A.Form ties:Prefabricated rod,flat band,wire,internally threaded disconnecting ty pe,or equal, not leaving meatl within 1-1/2"of concrete surface. B.Form Release Agent: Capable of releasing forms from hardened concrete without staining or discoloring concrete or forming bugholes and other surface defects,compatible with concrete and form materials,and not requiring removal for satisfactory bonding of coatings to be applied. 1.Do not use materials containing diesel oil or petroleum-based compounds. C.Embedded Anchor Shapes,Plates,Angles and Bars:As specified in Section 05 1200. PART 3 EXECUTION 3.01 EXAMINATION A.Verify lines,levels and centers before proceeding with formwork. Ensure that dimensions agree with drawings. 3.02 EARTH FORMS A.Hand trim sides and bottom of earth forms. Remove loose soil prior to placing concrete.Sides of all footings and grade beams shall be formed,unless the member detail provies at least 3" clear cover to reinforcement and indicates the member is cast against earth. Remove formwork prior to backfilling operations. 3.03 ERECTION -FORMWORK A.Erect formwork,shoring and bracing to achieve design requirements,in accordance with requirements of ACI 301. B.Rigidly construct forms to prevent mortar leekage,sagging,displacement or bulging between studs.Use clean,sound,approved form material,coated with specified materials only,not oil. Provide backing on all plywood joints. C.Coat forms with the specified resin coating,not form oil.Construct forms to exact shapes,sizes, lines and dimensions required to obtain level,plumb,and straight surfaces.Provide openings, offsets,keys,reglets,anchorages,recesses,moldings,chamfers, blocking,screeds,drips, bulkheads,and all other required features.Make forms easily removable without hammering or Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 03 1000 03 1000 Concrete Forming and Accessories 08-01-2024 Page 4 of 6 prying against concrete.Space forms apart with metal spreaders.Construct forms to accurate alignment,locations and grades,and provide against sagging,leakage of concrete mortar,or displacement occuring during and after placing of concrete.Coordinate installation of inserts and anchors in forms according to shop drawings and requirements for work of other sections. D.Provide bracing to ensure stability of formwork. Shore or strengthen formwork subject to overstressing by construction loads. E.Corners and angles:Provide 3/4"x 3/4"beveled chamfer strips for all exposed concrete corners and angles square unless indicated otherwise. F.Reglets and Rebates:Form required reglets and rebates to receive frames,flashing and other equipment.Obtain required dimnesions,details,and precise positions for work to be installed under other sections and form concrete accordingly. G.Form Joints:Align joints and make watertight. Keep form joints to a minimum.Fill joints to produce smooth surfaces,intersections,and arises.Use polymer foam or equivalent fillers at joints and where forms abut or overlap existing concrete to prevent leakage of mortar. H.Recesses,Drips,and Profiles:Provide smooth milled wood or pre-formed rubber or plastic shapes of types shown and required. I.Cleanouts and Cleaning:Provide Temorary openings in all wall forms and other vertical forms for cleaning and inspection.Clean forms and surfaces to receive concrete prior to placing. J.Re-Use:Clean and Recondition form material before re-use. 3.04 APPLICATION -FORM RELEASE AGENT A.Apply form release agent on formwork in accordance with manufacturer's recommendations. B.Apply prior to placement of reinforcing steel,anchoring devices,and embedded items. C.Do not apply form release agent where concrete surfaces will receive special finishes or applied coverings that are affected by agent. Soak inside surfaces of untreated forms with clean water. Keep surfaces coated prior to placement of concrete. 3.05 INSERTS,EMBEDDED PARTS,AND OPENINGS A.All necessary pipe sleeves,anchors,or other required inserts shall be accurately installed as part of the work of other sections,according to Specification Section 03 30 00,Section 1.3.B for sumittal requirements related to this scope. B.Obtain approval before framing openings in structural members that are not indicated on drawings. C.Provide formed openings where required for items to be embedded in passing through concrete work. D.Locate and set in place items that will be cast directly into concrete. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 03 1000 03 1000 Concrete Forming and Accessories 08-01-2024 Page 5 of 6 E.Conduits or pipes: 1.Locate so as not to reduce strength of the concrete 2.Do not place pipes,other than conduits,in a slab 4-1/2"thick or less in any case.Conduit buried in a concrete slab shall not have an outside dimension greater than 1/3 the slab thickness nor be placed below the bottom reinforcing or over the top reinf. 3.Sleeves:Pipe sleeves may pass through the slab or walls if not exposed to rusting or other deterioration and are of uncouted or galvanized iron or steel.Provide sleeves of diameter large enough to pass any hub or coupling on pipe,including any insulation. 4.Conduits may be embedded in walls only if the outside diameter does not exceed 1/3 the wall thickness,are spaced no closer than 3 diameters on centers and not impair the strength of the structure. F.Coordinate with work of other sections in forming and placing openings,slots,reglets,recesses, sleeves,bolts,anchors,other inserts,and components of other work. G.Install accessories in accordance with manufacturer's instructions,so they are straight,level, and plumb. Ensure items are not disturbed during concrete placement. H.Install waterstops in accordance with manufacturer's instructions,so they are continuous without displacing reinforcement. Heat seal joints so they are watertight. I.Provide temporary ports or openings in formwork where required to facilitate cleaning and inspection. Locate openings at bottom of forms to allow flushing water to drain. J.Close temporary openings with tight fitting panels,flush with inside face of forms,and neatly fitted so joints will not be apparent in exposed concrete surfaces. 3.06 FORM CLEANING A.Clean forms as erection proceeds,to remove foreign matter within forms. B.Clean formed cavities of debris prior to placing concrete. 3.07 FORMWORK TOLERANCES A.Construct formwork to maintain tolerances required by ACI 117,unless otherwise indicated. B.Deflection:Limit Deflection of forming surfaces from concrete pressure to L/240. C.Finish Lines:Position formwork to maintain hardened concrete finish lines within following permissible deviations. 1.Variation from Plumb: In 10'-0"1/4 inch In any story or 20'-0"3/8 inch In 40'-0"or more 3/4 inch 2.Variation from Level or Grades Indicated In 10'-0"1/4 inch In any story or 20'-0"3/8 inch In 40'-0"or more 3/4 inch Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 03 1000 03 1000 Concrete Forming and Accessories 08-01-2024 Page 6 of 6 3.Cross-Sectional Dimensions a.Minus 1/4 inch b.Plus 1/2 inch 3.08 FIELD QUALITY CONTROL A.An independent testing agency will perform field quality control tests,as specified in Section 01 4000 -Pumptrack Specialty Work Qualification. B.Inspect erected formwork,shoring,and bracing to ensure that work is in accordance with formwork design,and to verify that supports,fastenings,wedges,ties,and items are secure. 3.09 FORM REMOVAL A.Do not remove forms or bracing until concrete has gained sufficient strength to carry its own weight and all superimposed loads as determined by testing field cured cylinders,but not sooner than specified in ACI 347 Section 3.6.2.3.Load supporting forms may be removed when concrete has attained 75 percent of required 28 day compressive strength,but no sooner than 3 days,provided construction is reshored. 1.Reshore structural members as specified per ACI 347. 2.Avoid damage to concrete surfaces during removal. 3.Remove formwork in same sequence as concrete placement to achieve similar concrete surface coloration. END OF SECTION Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 03 2000 03 2000 Concrete Reinforcing 08-01-2024 Page 1 of 6 Section 03 2000 Concrete Reinforcing PART 1 GENERAL 1.01 SECTION INCLUDES A.Reinforcing Steel for Cast-in-Place Concrete Foundations B.Reinforcing Steel for Cast-in-Place Concrete Slabs-on-Grade C.Supports and accessories for steel reinforcement. 1.02 RELATED REQUIREMENTS A.Comply with pertinent provisions of Division 01,"General Requirements". B.Section 03 1000 -Concrete Forming and Accessories. C.Section 03 3000 -Cast-in-Place Concrete. D.Section 04 2000 -Unit Masonry: Reinforcement for masonry. E.Section 05 1200 -Structural Metal Framing 1.03 REFERENCE STANDARDS A.ACI 301 -Specifications for Concrete Construction;2020. B.ACI 315 -Manual of Standard practice for Detailing Reinforced Concrete Structures;2011. C.ACI 318 -Building Code Requirements for Structural Concrete;2019 (Reapproved 2022). D.ACI SP-66 -ACI Detailing Manual;2004. E.ASTM A615/A615M -Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement;2022. F.ASTM A706/A706M -Standard Specification for Deformed and Plain Low-Alloy Steel Bars for Concrete Reinforcement;2022. G.ASTM A775/A775M -Standard Specification for Epoxy-Coated Steel Reinforcing Bars;2022. H.ASTM D3963/D3963M -Standard Specification for Fabrication and Jobsite Handling of Epoxy-Coated Steel Reinforcing Bars;2021. I.AWS D1.4/D1.4M -Structural Welding Code -Steel Reinforcing Bars;2018,with Amendment (2020). Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 03 2000 03 2000 Concrete Reinforcing 08-01-2024 Page 2 of 6 J.CRSI (DA4)-Manual of Standard Practice;2018,with Errata (2019). K.CRSI (P1)-Placing Reinforcing Bars,10th Edition;2019. 1.04 SUBMITTALS A.See Section 01 3300 -Submittals,for submittal procedures. B.Shop Drawings: Comply with requirements of ACI SP-66. Include the following: 1.complete bar layout 2.representative sections 3.details for congested conditions 4.proposed layout where vertical and horizontal bars intersect 5.bar schedules 6.typical bending diagrams and offsets 7.shapes of bent bars 8.spacing of bars 9.splice lengths and locations C.Where welding is proposed: 1.Detail welding to conform to AWS D1.4 2.Submit Copies of welding operator's certificate 3.Where reinforcement complying with ASTM A615 is to be welded,chemical tests shall be performed to determine the weldability in accordance with Section 3.5.2 of ACI 318-11. 4.Weld Procedure Specifications: a.All WPS's shall be submitted to the Structural Engineer of Record (SEOR)for review and approval prior to use. b.For WPS's that have been qualified by test,the supporting Procedure Qualification Record (PQR)shall be submitted to teh SEOR for review and approval. c.Included shall be WPS for repair welds D.Reports: Submit certified copies of mill test report of reinforcement materials analysis. 1.05 QUALITY ASSURANCE A.Comply with the pertinent provisions of 01 40 00 "Quality Requirements." B.Perform work of this section in accordance with ACI 301. C.Welder Qualifications: Welding processes and welding operators qualified in accordance with AWS D1.4/D1.4M and no more than 12 months before start of scheduled welding work. 1.06 DELIVERY STORAGE AND HANDLING A.Comply with pertinent provisions of Division 01 Section 01 60 00 "Product Requirements," delivering materials in a timely manner to ensure uninterrupted progress. B.Bundle bars,tag with identification,and transport and store so as not to damage any material. Use metal tags inicating size,length and other marking shown on placement drawings. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 03 2000 03 2000 Concrete Reinforcing 08-01-2024 Page 3 of 6 Maintain tags after bundles are broken C.Avoid exposure to dirt,moisture or conditions harmful to reinf. 1.07 EXTRA MATERIAL A.Provide an allowance of an additional 10%of the total reinf.steel tonnage in addition to the quantities shown on the drawings. This additional steel shall be installed in sizes and locations as directed by the structural engineer. PART 2 PRODUCTS 2.01 REINFORCEMENT A.Reinforcing Steel: ASTM A615/A615M,Grade 60 (60,000 psi). 1.Deformedbillet-steel bars. 2.Unfinished. 3.Only to be used for conditions where bars will not be welded. B.Reinforcing Steel: ASTM A706/A706M,Grade 60 (60,000 psi)deformed low-alloy steel bars. 1.Unfinished. 2.Used in all cases where welding of bars is required. C.Reinforcement Accessories: 1.Tie Wire: ASTM A82,Annealed copper bearing steel,minimum 16 gage,0.0508 inch. 2.Chairs,Bolsters,Bar Supports,Spacers: Sized and shaped for adequate support of reinforcement during concrete placement.Standard manufactured products shall conform to the Concrete Reinforcing Institute,"Manual of Stand Practice,"latest edition. 3.Use dense precast concrete supports with embedded wire ties for reinforcement placed on grade. Elsewhere,use wire bar supports. D.Welding electrodes:AWS D1.4,Table 5.1 and 5.3,low hydrogen electrodes,E8018 for Grade 60 Steel. 2.02 Re-bar Splicing: A.Coupler Systems: Mechanical devices for splicing reinforcing bars conforming to the requirements of ACI 318-11 Section 12.14.3;capable of developing 1.25fy of the steel reinforcing yield strength in tension and compression.For reinf. All mechanical splices in Special Structural Walls,Special Moment Frames and Concrete Diaphragms shall be Type 2 conforming to the requirements of ACI 318-11 Section 21.1.6 & 21.11.7.4,capable of developing 1.25fy of the steel reinforcing yield strength in tension and compression and develop the specified tensil strength of the spliced bar. 1.Products: a.Dayton Superior Corporation;Bar Lock Coupler System: www.daytonsuperior.com (UES-ER 319). b.Lenton Lock Couplers (IAPMO-ES 129. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 03 2000 03 2000 Concrete Reinforcing 08-01-2024 Page 4 of 6 B.Dowel Bar Splicer with Dowel-Ins: Mechanical devices for connecting dowels;capable of developing full steel reinforcing design strength in tension and compression. 1.Products: a.Dayton Superior Corporation;UES-ER 319: www.daytonsuperior.com/#sle. b.Lenton Form Savers (IAPMO-ES 129). 2.03 FABRICATION A.Fabricate concrete reinforcing in accordance with CRSI (DA4)-Manual of Standard Practice. B.Bending and Forming 1.Fabricate bars of the indicated sizes and bend and form to required shapes and lengths by methods not injurous to materials 2.Do not heat reinforcement for bending 3.Bend bars No.6 size and larger in the shop only. 4.Bars with unscheduled kinks or bends are subject to rejection. 5.Use only tested and approved bar materials C.Welding:Use only ASTM A706 steel where welding is proposed. Perform welding where shown or approved,by the direct electric arc process in accordance with AWS D1.4 using specified low hydrogen electrodes.Preheat 6"each side of joint.Protect joints from drafts during the cooling process;accelerated cooling is prohibited.Do not tack weld bars. Welding shall not be done on or within two bar diameters of any bent portion of a bar that has been bent cold. Welding of crossing bars shall not be permitted for assembly reinforcement unless authorized by the SEOR.Clean metal surfaces to be welded of all loose scale and foreign material.C 1.Use only ASTM A706 steel where welding is proposed. a.Perform welding where shown or approved,by the direct electric arc process in accordance with AWS D1.4 using specified low hydrogen electrodes. b.Preheat 6"each side of joint. c.Protect joints from drafts during the cooling process;accelerated cooling is prohibited. d.Do not tack weld bars. e.Welding shall not be done on or within two bar diameters of any bent portion of a bar that has been bent cold. f.Welding of crossing bars shall not be permitted for assembly reinforcement unless authorized by the SEOR. g.Clean metal surfaces to be welded of all loose scale and foreign material. h.Clean welds each time electrode is changed and chip burned edges before placing welds i.When wire brushed,the completed welds must exhibit uniform section,smooth welded metal,feather edges without undercuts or overlays,freedom from porosity and clinkers,and good fusion and penetration to the base metal. j.Cut out welds or parts of welds found defective with chisel and replace with proper welding k.Fillet welds may be considered prequalified per AWS D1.4,section 6.1.2. l.Other welds are to be qualified per AWS D1.4 Section 6.1.2. 2.Where ASTM A615 steel is to be used or occurs in existing elements and is to be welded Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 03 2000 03 2000 Concrete Reinforcing 08-01-2024 Page 5 of 6 a.Complete chemical analyses shall be performed to determine chemical composition and,for a new bar,provided in the mill certifications to determine weldability in accordance with ACI 318 Section 3.5.2 with modifications per AWS D1.4. b.The carbon equivalency (CE)shall be clearly defined and bars with a CE above 0.75 shall not be welded. c.Welding Procedure Specifications and supporting Procedure Qualification Records with required testing per AWS D1.4,shall be provided for review and approval prior to welding. d.These WPS's and PQR's shall be specific to the CE as determined above,and shall,in addition to the other AWS requirement,include minimum and maximum preheat and interpass temperatures that are specified to the CE.This preheat and interpass temperature shall be strictly enforced in the field. e.If separate shipments of bars vary the weldability,the process listed in the above requirements shall be repeated for these new bars. D.Locate reinforcing splices not indicated on drawings at point of minimum stress.Review locations of splices with SEOR. PART 3 EXECUTION 3.01 PLACEMENT A.Before placing bars,and again before concrete is placed,clean bars of loose rust and/or mill scale,dirt,oil,or any other coating that may be deleterious or could reduce bond with the concrete. B.Securing in place: 1.Accurately place bars and wire tie in precise position where bars cross. 2.Bend ends of wire ties away from the forms. 3.Wire tie bars to the corners of ties and stirrups. 4.Support bars according to the Concrete Reinforcing Steel Institute (CRSI)"Placing Reinforcing Bars,"using approved accessories and chairs. 5.Place precast concrete cubes with embedded wire ties to supporting reinforcing steel bars in concrete placed on grade and in footings. 6.Take adequate precautions to ensure that reinforcing bar position and spacing is maintained during concrete placement. C.Do not displace or damage vapor barrier. D.Maintain concrete cover around reinforcing as follows: 1.Refer to Drawings for cover requirements E.Splices: 1.Do not splice reinforcing bars at the points of maximum stress except where indicated. 2.Lap splices as shown or required to develop the full strength or stress of the bars. 3.Stagger splices in horizontal wall bars at least 48"longitudinally in alternate bars and opposite faces. F.Field Welding:As specified for fabrication. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 03 2000 03 2000 Concrete Reinforcing 08-01-2024 Page 6 of 6 3.02 FIELD QUALITY CONTROL A.Comply with all pertinent provisions of Division 01 Section 01 40 00 "Quality Requirements". B.Supervision:Perform Work to this Section under supervision of a capable superintendent. C.An independent testing agency,as specified in Section 01 40 00,shall inspect installed reinforcement for conformance to contract documents before concrete placement. D.Where welding is done in the shop or at the site,perform welding of reinforcing bars under inspection of the Testing Laboratory Welding Inspector in accordance with Chapter 17 of the CBC.The welding inspector shall make a systematic record of all welds: 1.Identification marks of welders; 2.List of defective welds; 3.Manner of correction of defects. The welding inspector shall check the material,equipment details of construction and procedures as well as the welds. The inspector shall check the ability of the welder. The welding inspector shall furnish the structural eingeer and the enforcement agency with a verified report that the welding which is required to be inspected is proper and has been done in confromity with the approved plans and specifications. The welding inspector shall use all means necessary to determine the quality of the weld. The inspector may use gamma ray,magnaflux,trepanning,sonics or any other aid to visual inspection,which the inspector may deem necessary to assure the adequacy of the welding. END OF SECTION Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 03 3000 03 3000 Cast-in-Place Concrete 08-01-2024 Page 1 of 18 Section 03 3000 Cast-in-Place Concrete PART 1 -GENERAL 1.01 SECTION INCLUDES A.Section Includes cast-in-place concrete,concrete materials,mixture design,placement procedures and finishes for the following: B.Floors and slabs on grade. C.Joint devices associated with concrete work. D.Concrete curing. E.Concrete foundations F.Concrete footings G.Concrete walls 1.02 RELATED REQUIREMENTS A.Drawings and general provisions of the Contract,Including General and Supplementary Conditions Division 01 Specification Sections,apply to this Section B.Section 03 1000 -Concrete Forming and Accessories: Forms and accessories for formwork. C.Section 03 2000 -Concrete Reinforcing. D.Section 07 9200 -Joint Sealants: Products and installation for sealants and joint fillers for saw cut joints and isolation joints in slabs. 1.03 REFERENCE STANDARDS A.ACI 117 -Specification for Tolerances for Concrete Construction and Materials;2010 (Reapproved 2015). B.ACI 211.1 -Selecting Proportions for Normal-Density and High Density-Concrete -Guide; 2022. C.ACI 301 -Specifications for Concrete Construction;2020. D.ACI 302.1R -Guide to Concrete Floor and Slab Construction;2015. E.ACI 304R -Guide for Measuring,Mixing,Transporting,and Placing Concrete;2000 (Reapproved 2009). Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 03 3000 03 3000 Cast-in-Place Concrete 08-01-2024 Page 2 of 18 F.ACI 305R -Guide to Hot Weather Concreting;2020. G.ACI 306R -Guide to Cold Weather Concreting;2016. H.ACI 308R -Guide to External Curing of Concrete;2016. I.ACI 309R -Guide for Consolidation of Concrete J.ACI 318 -Building Code Requirements for Structural Concrete;2019 (Reapproved 2022). K.ASTM A615/A615M -Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement;2022. L.ASTM A706/A706M -Standard Specification for Deformed and Plain Low-Alloy Steel Bars for Concrete Reinforcement;2015. M.ASTM C33/C33M -Standard Specification for Concrete Aggregates;2018. N.ASTM C39/C39M -Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens;2021. O.ASTM C94/C94M -Standard Specification for Ready-Mixed Concrete;2022a. P.ASTM C109/C109M -Standard Test Method for Compressive Strength of Hydraulic Cement Mortars (Using 2-in.or [50 mm]Cube Specimens);2021. Q.ASTM C143/C143M -Standard Test Method for Slump of Hydraulic-Cement Concrete;2020. R.ASTM C171 -Standard Specification for Sheet Materials for Curing Concrete;2020. S.ASTM C260/C260M -Standard Specification for Air-Entraining Admixtures for Concrete; 2010a (Reapproved 2016). T.ASTM C494/C494M -Standard Specification for Chemical Admixtures for Concrete;2019, with Editorial Revision (2022). U.ASTM C618 -Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete;2022. V.ASTM C685/C685M -Standard Specification for Concrete Made by Volumetric Batching and Continuous Mixing;2017. W.ASTM C1602/C1602M -Standard Specification for Mixing Water Used in the Production of Hydraulic Cement Concrete;2018. X.ASTM C1602/C1602M -Standard Specification for Mixing Water Used in the Production of Hydraulic Cement Concrete;2012 Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 03 3000 03 3000 Cast-in-Place Concrete 08-01-2024 Page 3 of 18 1.04 SUBMITTALS A.See Section 01 3300 -Submittals for submittal procedures. B.Product Data: Comply with the pertinent provisions of Section 01 60 00 "Product Requirements."Submit manufacturers'data on manufactured products showing compliance with specified requirements and installation instructions. 1.Material Certificates:For Each of the following,signed by the manufacturer(s) a.Cementitious materials b.Admixtures c.Curing compounds d.Non-shrink grout 2.Material Test Reports:For the following,from a qualified testing agency,indicating compliance with the requirements: a.Aggregates C.Mix Design: Submit proposed concrete mix design(s).For each concrete mixture: 1.Inidcate Intended Locations for use 2.Indicate proposed mix design complies with requirements of ACI 301,Section 4 - Concrete Mixtures. 3.Indicate proposed mix design complies with requirements of ACI 318,Chapter 5 - Concrete Quality,Mixing and Placing. a.Mixes shall be based on existing approved compressive strength test data for concrete mixes in accordance with ACI 318 Section 5.3.1.1 and requirements below: 1)Strength Requirements:Design mixes for structural concrete for minimum 28- day compressive strengths required by Drawings and Specifications. The trial batch strength for each mix shall exceed indicated or specified strength by 750 psi or a lesser amount based on the standard deviations of strength test records according to ACI 318. 2)Normal Weight Concrete Mix Design:Design all mixes for workability and durability of concrete. Control the mixes in accordance with the CBC,ACI 318 Section 5.2,ACI 211.1,Standard Practice for Selecting Proportions for Normal, Heavyweight,and Mass Concrete,and Chapter 4,ACI 318,Building Code Requirements for Reinforced Concrete. Make adjustments in cement content required for concrete strengths at Contractor's expense and do not exceed 0.50 (or as indicated on concrete general notes of approved plans)absolute water- cement or cement plus fly ash ratio by weight. Do not use calcium chloride or any admix containing such material. Admixtures containing a material releasing nitrates in solution are limited to 0.06 percent by weight for the chloride ion. 3)Maximum Aggregate Sizes:Not exceeding 3/4 of minimum clear space between bars and between bars and forms,nor larger than 1/5 of least dimensions between the forms. Design the mixes with 1"maximum size,except maximum 1-1/2"size for foundations as submitted by the contractor and approved by the Architect and Structural Engineer of Record. 4)Pumped Concrete:Design Concrete mixes specifically for pump placing with dry loose volume of fine aggregates not more than 47 percent of total aggregates. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 03 3000 03 3000 Cast-in-Place Concrete 08-01-2024 Page 4 of 18 5)ACI 318 Section 5.3.1.1 with test records.Where a testing laboratory acceptable to the enforcement agency has records of compressive strength tests,a standard deviation shall be established.Test records from which a standard deviation is calculated shall: (a)Represent materials,quality control procedures and conditions similar to those expected,and changes in materials and proportions within the test records shall not have been more restricted than those for proposed work. (b)Represent concrete produced to meet a specified strength or strengths f’c within 1,000 psi of that specified for proposed work. (c)Must consist of at least 30 consecutive tests or two groups of consecutive tests totaling at least 30 tests as defined in ACI 318 Section 5.3.1.1,except as provided in ACI 318 Section 5.3.1.2. 4.Include alternate mix designs when characteristics of materials,project conditions, weather,test results,or other circumstances warrant adjustments. D.Samples for Pigment Color Selection: Submit manufacturer's complete sample chip set, including pigment number and required dosage rate for each color. E.Verification Samples: Submit sample chips of specified colors indicating pigment numbers and required dosage rates,for subsequent comparison to installed concrete. F.Test Reports: Submit report for each test or series of tests specified. G.Manufacturer's Installation Instructions: For concrete accessories,indicate installation procedures and interface required with adjacent construction. H.Delivery Tickets:With each transit truck provide delivery ticket,signed by an authorized representative from the batch plan,containing all information required by ASTM C94,as well as time batched,type of brand of cement,cement content,maximum size of aggregate and total water content. 1.05 QUALITY ASSURANCE A.Comply with the pertinent provisions of 01 40 00 "Quality Requirements." B.Qualifications 1.Installer Qualifications:And experienced installer who has completed concrete work similar in material,design,and extendt to that indicated for this project and whose work has resulted in construction with a record of successful in-service performance.Adequate numbers of trained and experienced personnell shall be used. 2.Manufacturer Qualifications:The production facility supplying hydraulic cement concrete shall have a current Certification of Ready Mixed Concrete Production Facilities from the National Ready Mixed Concrete Association,or equivalent. 3.Concrete Testing and Inspection Services:The owner shall engage a qualified Independent Testing Agency to perform evaluation test and special inspections per Structural Notes on Drawings and as required per the code.Personnel conducting test shallbe qualified as ACI Concrete Field Testing Technician,Grade 1 according to ACI CP-1 or an equivalent program. C.Perform work of this section in accordance with ACI 301 and ACI 318. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 03 3000 03 3000 Cast-in-Place Concrete 08-01-2024 Page 5 of 18 1.Maintain one copy of each document on site. D.Source Quality Control:Refer to the following paragraphs for specific procedures.Concrete materials which,by previous tests or actual service,have shown conformance may be used without testing when so approved by SEOR.Testing laboratory shall perform the following conformance testing 1.Cementitious Material Test:The concrete supplier shall furnish to the enforcement agency certification from the cement manufacturer that the cement proposed for use on the project has been manufactured and tested in compliance with the requirements of ACI 318-11 Section 3.2.1 and the ASTM standards listed in the materials section of this Specification. 2.Aggregates for Normal Weight Concrete:Test the aggregate before and after concrete mix is designed and whenever character of aggregate varies or source of material is changed in accordance with ASTM C33 and CBC. Include a sieve analysis. Obtain samples of aggregates at the dry batching or ready-mix concrete plant in accordance with ASTM D75 and perform tests for the properties listed in the following table: Physical Properties Physical Properties, units Test Method Minimum Values Sieve analysis ASTM C136 Loss after 5 cycles not more than 8 percent of coarse aggregate,nor more than 10 percent of fine aggregate Organic impurities ASTM C40 Fine aggregate not darker than reference standard color Soundness ASTM C88 Abrasion ASTM C131 Weight loss not more than 10.5 percent after 100 revolutions,42 percent after 500 revolutions Deleterious materials ASTM C33,C330 Materials finer than No. 200 sieve ASTM C117 Not over 1 percent for gravel,1.5 percent for crushed aggregate Reactivity potential ASTM C227, C289, C342 Ratio of silica released to reduction in alkalinity not to exceed 1.0. Sand equivalent ASTM D2419 California sand equivalent values operating range not below 71 percent 3.Concrete Batch Plant Inspections:Conform to CBC and ACI.Continuous batch plant inspection is required for structural concrete,performed by a specially qualified inspector. E.Compliance with Regulations:All materials shall comply with the current rules and regulations of the local air quality management district,with the rules regarding volatile organic compounds,and with FDA rules and regulations for dangerous substances in construction Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 03 3000 03 3000 Cast-in-Place Concrete 08-01-2024 Page 6 of 18 products. F.Allowable Tolerances:Construct concrete conforming to the tolerances specified in ACI 117 "Recommended Tolerances for Concrete Construction and Materials",as applicable,unless exceeded by the requirements of regulatory agenciesor otherwise indicated or specified. 1.06 DELIVERY,STORAGE,AND HANDLING A.Comply with pertinent provisions of Section 01 60 00,"Product Requirements." B.Ready-mix concrete shall be mixed and delivered in accordance with ASTM C 94. Each batch of concrete delivered to the Project site shall be accompanied by a time slip bearing departure time and signature of batch plant supervisor.Concrete shall be placed within 90 minutes after start of mixing. Concrete which has developed initial set shall not be used.Concrete which has partially hardened shall not be used.Deliver all materials in timely manner to ensure uninterrupted progress of the work. C.Deliver,store and handle all cement and aggregate materials so as to prevent their deterioration or intrusion by foreign matter. Deteriorated or contaminated materials shall not be furnished. 1.07 JOB CONDITIONS A.Cold Weather Requirements: 1.Follow recommendations of ACI 306R when concreting during cold weather. 2.Adequate equipment shall be provided for heating concrete materials and protecting concrete during freezing or near-freezing weather. Surfaces,in which concrete is to come in contact with,shall be free from frost or ice.No frozen materials or materials containing ice shall be furnished. 3.When placing concrete during freezing or near-freezing weather the mix shall have a temperature of at least 50 degrees F.,but not more than 90 degrees F.when cement is added.Concrete shall be maintained at a temperature of at least 50 degrees F.for at least 72 hours after placing or until it has thoroughly hydrated.When necessary,concrete materials shall be heated before mixing.Special precautions shall be provided for protection of transit-mixed concrete. B.Hot Weather Requirements: 1.Follow recommendations of ACI 305R when concreting during hot weather. 2.During hot weather,proper attention shall be provided for ingredients,production methods,handling,placing,protection and curing,to prevent excessive concrete temperatures or water evaporation which could impair required strength or durability. PART 2 PRODUCTS 2.01 FORMWORK A.Comply with requirements of Section 03 1000. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 03 3000 03 3000 Cast-in-Place Concrete 08-01-2024 Page 7 of 18 2.02 REINFORCEMENT MATERIALS A.Comply with requirements of Section 03 2000. 2.03 CONCRETE MATERIALS A.Cement: ASTM C150/C150M,Type II -ModeratePortland type,low alkali.Provide Type V where concrete is in contact with soil corrosive to concrete. Use Type III from one batch by a single source for all architecturally exposed concrete. B.Fine and Coarse Aggregates: ASTM C 33,C330,and C 227,from approved pits,free from vegetable matter and of opaline,feldspar,or siliceous magnesium substances;all washed,clean, hard,fine-grained sound crushed rock or gravel;not over 5 percent by weight of flat,thin, elongated,friable,or laminated pieces (pieces having major dimension over 5 times average dimension)or more than 2 percent by weight of shale or cherty material. Any suitable individual grading of coarse aggregate may be furnished,provided Grading of Combined Aggregate indicated in following table is obtained. GRADING OF COMBINED AGGREGATE Sieve Number or Size in Inches 1-1/2"Maximum (Percent) 1"Maximum (Percent) 3/4"Maximum (Percent) Passing a 2"--- Passing a 1-1/2"95-100 -- Passing a 1"70-90 90-100 - Passing a 3/4"50-80 70-95 90-100 Passing a 3/8"40-60 45-70 55-75 Passing a No.4 35-55 35-55 40-60 Passing a No.8 25-40 27-45 30-46 Passing a No.16 16-34 20-38 23-40 Passing a No.30 12-25 12-27 13-28 Passing a No.50 2-12 5-15 5-15 Passing a No.100 0-3 0-5 0-5 C.Water: Water shall be potable and free from deleterious matter or shall otherwise satisfy the requirements of ASTM C1602. D.Pozzolan:ASTM C618,Class F or N Fly Ash (Class C Not permitted)subject to the conditions of the CBC,containing two percent or less carbon. Fly ash shall not be used in excess of 15 percent by weight of total cement quantity for structural concrete. Where fly ash replacement is 25%or higher,maximum water-cement ratio shall be 0.45. Fly ash need not be included in lightweight concrete mix designs. E.Water: Clean,potable and not detrimental to concrete,complying with ASTM C94 and ASTM C1602 Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 03 3000 03 3000 Cast-in-Place Concrete 08-01-2024 Page 8 of 18 2.04 ADMIXTURES A.Admixtures to be used in concrete shall be subject to prior approval by the Structural Engineer. Where more than one admixture is used,they shall be compatible. Use of admixtures shall be consistent throughout Work. B.Do not use chemicals that will result in soluble chloride ions in excess of 0.1 percent by weight of cement. C.Air Entrainment Admixture: ASTM C260/C260M. D.High Range Water Reducing Admixture: ASTM C494/C494M Type F. 1.Super-Plasticizers (High Range Water Reducers): ASTM C494,Type F. Capable of producing concrete which can be placed at 8 11 inch slump without segregation,capable of maintaining slump within 2"of that initially mixed for 2 hours,and of maintaining concrete temperature within 2 degrees F.from time of batching for 2 hours minimum. E.Water Reducing and Retarding Admixture: ASTM C494/C494M Type D. 1.Only one brand.When used,are subject to approval of Structural Engineer of Record,and must reduce the mixing water at least 10 percent without entraining air in excess of 2 percent by volume. If the water reducing agent entrains more than 2 percent air,the water reduction shall be at least 12 percent,but in no case shall the water reducing agent entrain air in excess of 4 percent. F.Water Reducing Admixture: ASTM C494/C494M Type A. 1.Only one brand.When used,are subject to approval of Structural Engineer of Record,and must reduce the mixing water at least 10 percent without entraining air in excess of 2 percent by volume. If the water reducing agent entrains more than 2 percent air,the water reduction shall be at least 12 percent,but in no case shall the water reducing agent entrain air in excess of 4 percent. G.Waterproofing Admixture: Admixture formulated to reduce permeability to liquid water,with no adverse effect on concrete properties. 1.A crystalline permeability reducing admixture (PRAH)may be used in accordance with ACI 212.3R-10,where reduced concrete permeability is desired. Trial batches should be performed to ensure that the plastic and hardened properties of concrete meet expectations. 2.Admixture Composition: Crystalline,functioning by growth of crystals in capillary pores. 2.05 ACCESSORY MATERIALS A.Non-Shrink Cementitious Grout: Premixed compound consisting of non-metallic aggregate, cement,water reducing and plasticizing agents. 1.Minimum Compressive Strength at 48 Hours: 2,000 pounds per square inch. 2.Minimum Compressive Strength at 28 Days,ASTM C109/C109M: 7,000 pounds per square inch. 3.non-gas-forming and free of oxidizing catalysts and inorganic accelerators,used as dry or damp pack,or mixed to a 20-second flow (CRC-C 611),without segregation or bleeding at any temperature between 45 degrees F and 100 degrees F. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 03 3000 03 3000 Cast-in-Place Concrete 08-01-2024 Page 9 of 18 4.Low-Slump,Dry Pack Products: a.Drypack:Field mixture of I part Portland cement to 2 parts fine aggregate mixed to a damp consistency such that a ball molded in the hands will stick together and hold its shape. In lieu of field mixing,Contractor may use factory mixed drypack material, such as Master Builders "Set Grout." f'c shall be equal to 5,000 psi. B.Non-Shrink Epoxy Grout: Moisture-insensitive,two-part;consisting of epoxy resin,non- metallic aggregate,and activator. 2.06 BONDING AND JOINTING PRODUCTS A.Bonding Agent:"Weld-Crete,"manufactured by Larsen Products Co.,P.O.Box 2127, Rockville,MD 20852,Master Builders "Concresive,"or equal. B.Construction Joint Materials:"Key-Kold"or "Kwik-Joint,"of profiles indicated. C.Slab Isolation Joint Filler: 1/2 inch thick,height equal to slab thickness,with removable top section that will form 1/2 inch deep sealant pocket after removal. D.Expansion Joint Fillers: Preformed strips,non-extruding and resilient bituminous type,of thickness indicated,conforming to ASTM D 1751 and ASTM D1752. 2.07 CURING MATERIALS A.Curing Compound,Naturally Dissipating: Clear,water-based,liquid membrane-forming compound;complying with ASTM C309. B.Moisture-Retaining Sheet: ASTM C171. 1.Curing paper,regular. 2.White-burlap-polyethylene sheet,weighing not less than 3.8 ounces per square yard. 2.08 CONCRETE MIXING A.Furnish ready-mixed concrete from an approved commercial off-site plant. Conform to ASTM C 94,except materials,testing,and mix designs as specified herein. Use transit mixer trucks equipped with automatic devices for recording number of revolutions of drum. Comply with CBC Section,1905. B.Admixtures:All approved admixtures shall be introduced into the concrete at the batch plant. Field additions are not acceptable. C.Slump: Adjust quantity of water so concrete at point and time of placing does not exceed the slumps per plans when tested according to ASTM C143. Use the minimum water necessary for workability required by part of structure being cast. D.For compressive strength,density,fly ash content,slump,and water-cement ratio,refer to the general notes in the plans. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 03 3000 03 3000 Cast-in-Place Concrete 08-01-2024 Page 10 of 18 PART 3 EXECUTION 3.01 EXAMINATION A.Verify lines,levels,and dimensions before proceeding with work of this section. 3.02 GENERAL A.Time of Placing:Do not place concrete until reinforcement,conduits,outlet boxes,anchors, hangers,sleeves,bolts,and other embedded materials are securely fastened in place.Contact the inspector at least 24 hours before placing concrete;do not place concrete until inspected by the inspector. B.Pouring Record: A record shall be kept on the Project site of time and date of placing concrete in each portion of structure.Such record shall be maintained on the Project site until Substantial Completion and shall be available for examination by the SEOR. 3.03 PREPARATION A.Earth Subgrade:Dampen 24 hours before placing concrete,but do not muddy. Re-roll where necessary for smoothness and remove loose material. B.Verify that forms are clean and free of rust before applying release agent. C.Reglets and Rebates: 1.Form reglets and rebates in concrete to receive flashing,frames and other equipment as detailed and required. Coordinate dimensions and locations required with other related Work. 2.If concrete slabs on grade adjoin a wall or other perpendicular concrete surface,form a reglet in wall to receive and carry horizontal concrete Work.Reglet shall be full thickness of the slab and shall be 3/4 inch wide,unless otherwise indicated.Requirement does not apply to exterior walks,unless specifically indicated. D.Screeds: Install screeds accurately and maintain at required grade or slab elevations after steel reinforcement has been installed ,but before starting to place concrete.Install screeds adjacent to walls and in parallel rows not to exceed 8 feet on centers. E.Screeds Over Vapor Barrier: Use weighted pad or cradle type screeds and do not drive stakes through the vapor barrier. Check with an instrument level,transit,or laser. F.Coordinate placement of embedded items with erection of concrete formwork and placement of form accessories. G.Remove all free water from forms before concrete is deposited. Remove hardened concrete, debris,and foreign materials from interior surfaces of forms,exposed reinforcing,and from surfaces of mixing and conveying equipment. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 03 3000 03 3000 Cast-in-Place Concrete 08-01-2024 Page 11 of 18 H.Wetting: Wet wood forms sufficiently to tighten up cracks. Wet other materials sufficiently to reduce absorption and to help maintain concrete workability. I.Gravel Fill: Recompact disturbed gravel and bring to correct elevation. J.Sand Beds or Subslab Drainage Fill: Recompact disturbed material and bring to correct elevation. K.All concrete shall be thoroughly consolidated by suitable means during placement and shall be thoroughly worked around reinforcement and embedded fixtures and into corners of forms. L.Interior Slabs on Grade: Install vapor retarder under interior slabs on grade. Comply with ASTM E1643. Lap joints minimum 6 inches. Seal joints,seams and penetrations watertight with manufacturer's recommended products and follow manufacturer's written instructions. Repair damaged vapor retarder before covering. 3.04 PLACING CONCRETE A.Sheet Vapor Retarders: 1.Place,protect,and repair sheet vapor retarder according to ASTM E 1643 and manufacturer’s written instructions. 2.Lap joints 6 inches and seal with manufacturer’s recommended adhesive or tape. B.Conveying and Placing: 1.Place concrete in accordance with ACI 304R. 2.Do not place concrete until reinforcing steel and forms or decks have been approved by the Inspector and other authorities having jurisdiction. Concrete shall be placed only under direct observation of the inspector. Do not place concrete outside of regular working hours,unless the inspector has been notified at least 48 hours in advance. 3.Comply with CBC Sections 1905.9 and 1905.10. 4.Concrete shall be conveyed from mixer to location of final placement by methods,which will prevent separation or loss of materials. Place concrete in horizontal layers not more than 18"thick within 90 minutes after water is first added to the batch. 5.In placing concrete in columns,walls or thin sections,provide openings in forms,elephant trunks,tremies or other recognized devices,to prevent segregation and accumulation of partially hydrated concrete on forms or metal reinforcement above level of concrete being placed.Such devices shall be installed so that concrete will be dropped vertically. Unconfined vertical drop of concrete from end of such devices to final placement surface shall not exceed 5-feet for concealed concrete or over 3-feet for exposed concrete. 6.Concrete shall be placed as a continuous operation until placing of panel or section is completed. Top surfaces of vertically formed lifts shall be level. 7.Concrete shall be thoroughly consolidated during placement,and shall be worked around reinforcement and embedded fixtures with mechanical vibrators. 8.Where new concrete is placed against or on old or existing concrete,apply bonding agent to surface of old concrete prior to placement of new concrete. C.Compaction and Screeding: 1.Compacting: Compact each layer of the concrete as placed with mechanical vibrators or equivalent equipment. Transmit vibration directly to concrete and in no case through the Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 03 3000 03 3000 Cast-in-Place Concrete 08-01-2024 Page 12 of 18 forms unless approved. Accomplish thorough compaction.Supplement by rodding or spading by hand adjacent to forms. Compact concrete into corners and angles of forms and around reinforcement and embedded fixtures.Recompact deep sections with congestion due to reinforcing steel as required. 2.Operation of Vibrators: Do not horizontally transport concrete in forms with vibrators nor allow vibrators to contact forms or reinforcing. Push vibrators vertically into the preceding layers that are still plastic and slowly withdraw,producing maximum obtainable density in concrete without creating voids or segregation. In no case disturb concrete that has partially set.Vibrate at intervals not exceeding two-thirds the effective visible vibration diameter of the submerged vibrator. Avoid excessive vibration that causes segregation. 3.Tamp freshly placed concrete with a heavy tamper until at least 3/8 inch of mortar is brought to surface.Concrete shall then be tamped with a light tamper and screeded with a heavy straightedge until depressions and irregularities are eliminated,and surface is true to finish grades or elevations.Remove excess water and debris. 4.Where slabs are to receive separate cement finish or mortar setting bed,continued tamping to raise mortar to surface is not performed.Laitance shall be removed by brushing with a stiff brush or by light sandblasting to expose clean top surface of coarse aggregate. D.Floating and Troweling: 1.After concrete has been placed,struck off,consolidated,and restraightened,concrete shall not be worked further until ready for floating. Restraightening operation is best accomplished by use of 8 foot to 10 foot wide bull float. Power floating operations shall begin when the water sheen has disappeared,and when the mix has stiffened sufficiently to permit proper operation of power-driven float. 2.Consolidate surface with power-driven floats. Hand floating with wood or cork faced floats shall be used in locations inaccessible to power driven machine. Surface shall be restraightened at this stage with ten foot highway straightedge applied at not less than two different angles. 3.High spots shall be cut down and low spots filled during this procedure to produce planes checking true under straightedge in any direction. Uniformly slope surfaces to drains where occurs. 4.Restraightening operation shall be followed by final float pass to uniform,smooth, granular texture. E.Joints: Comply with CBC Section 1906.4. Locate joints in concrete only where shown or approved and obtain prior approval for points of stoppage of any pour. Clean and roughen surface of construction joints by removing entire surface and exposing 1/4"of clean coarse aggregate solidly embedded in mortar matrix by chipping,use of an approved retarder agent,or equal.Water and keep hardened concrete wet for not less than 24 hours before placing the next lift or abutting concrete. Cover the horizontal surfaces of existing or previously placed and hardened concrete with a 2"thick layer of fresh concrete of required mix less 50 percent of coarse aggregate just before balance of concrete is placed. F.Vertical Elements: Stop placement of concrete in walls and columns 1 1/2"below bottom of beams or supported slabs. Stop placement at sills and heads of wall openings in the same manner. Allow concrete in vertical elements to be in place at least 2 hours and until vertical settlement has ceased before placing concrete for floor framing. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 03 3000 03 3000 Cast-in-Place Concrete 08-01-2024 Page 13 of 18 G.Correction of Segregation: Before placing next layer of concrete,and at the top of each placement for vertical elements,remove all concrete containing excess water or fine aggregate, or showing deficiency of coarse aggregate,and fill the space with compacted concrete of correct proportions. Comply with CBC Section,1906.4. H.Filling,Leveling and Patching: 1.Concrete slabs exhibiting high or low spots and indicated to receive resilient floor covering or soft floor covering,shall have surfaces repaired.High spots shall be honed,or ground with power-driven machines to required tolerances.Low spots shall be filled with latex underlayment,installed in strict accordance with manufacturer's written recommendations. 2.Holes resulting from form ties or sleeve nuts shall be solidly packed,through exterior walls,by pressure grouting with cement grout,as specified.Grouted holes on exposed surfaces shall be screeded flush and finished to match adjoining surfaces. I.Cement Base:Cement base shall be of the height,thickness,and shape detailed.Base shall be reinforced with one inch mesh,18 gage,zinc-coated wire fabric.Base finish mixture shall be one part Portland cement,2 parts of fine aggregate and one part pea gravel. Colored cement base shall include a chemically inert mineral oxide pigment in the mix. J.Place concrete for floor slabs in accordance with ACI 302.1R. K.Finish floors level and flat,unless otherwise indicated,within the tolerances specified below. 3.05 EXPANSION AND CONSTRUCTION JOINTS A.EXPANSION AND CONSTRUCTION JOINTS 1.Construction Joints: Details and proposed location of construction joints shall be as indicated on the Drawings,located to least impair strength of structure,in accordance with the following: a.Thoroughly clean contact surface by sand blasting entire surface not earlier than 5 days after initial placement. b.A mix containing same proportion of sand and cement provided in concrete plus a maximum of 50 percent of coarse aggregate shall be placed to a depth of at least one inch on horizontal joints.Vertical joints shall be wetted and coated with a neat cement grout immediately before placing of new concrete. c.Should contact surface become coated with earth,sawdust,or deleterious material of any kind after being cleaned,entire surface shall be re-cleaned before applying mix. 2.Expansion Joints: Provide expansion joints where indicated in walks and exterior slabs. Space approximately 20 feet apart,unless otherwise indicated. Joints shall extend entirely through slab with joint filler in one piece for width of walk or slab. 3.Tooled Joints: Slabs,walks and paving shall be marked into areas as indicated with markings made with a V-grooving tool.Marks shall be round-edged,free from burrs or obstructions,with clean cut angles and shall be straight and true.Walks,if not indicated, shall be marked off into rectangles of not more than 12 square feet and shall have a center marking where more than 5 feet wide. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 03 3000 03 3000 Cast-in-Place Concrete 08-01-2024 Page 14 of 18 3.06 SLAB JOINTING A.Locate joints as indicated on drawings. B.Anchor joint fillers and devices to prevent movement during concrete placement. C.Isolation Joints: Use preformed joint filler with removable top section for joint sealant,total height equal to thickness of slab,set flush with top of slab. D.Saw Cut Contraction Joints: Saw cut joints before concrete begins to cool,within 4 to 12 hours after placing;use 3/16 inch thick blade and cut at least 1 inch deep but not less than one quarter (1/4)the depth of the slab. 3.07 FLOOR FLATNESS AND LEVELNESS TOLERANCES A.Maximum Variation of Surface Flatness: 1.Under Seamless Resilient Flooring: 1/8 inchin 10 feet. 2.Under Carpeting: 1/4 inch in 10 feet. 3.Under Wood Sports Flooring:1/8"in 10 feet. B.Correct the slab surface if tolerances are less than specified. C.Correct defects by grinding or by removal and replacement of the defective work. Areas requiring corrective work will be identified. Re-measure corrected areas by the same process. 3.08 CONCRETE FINISHING A.Soda and Acid Wash: Concrete surfaces to receive plaster,paint or other finish,and which have been formed by oil coated forms,shall be scrubbed with a solution of 1-1/2 pounds of caustic soda to one gallon of water. Surfaces where smooth wood or waste molds have been furnished shall be scrubbed with a solution of 20 percent muriatic acid.Wash with clean water after scrubbing. B.Sacking: Exposed concrete curbs,and other similar surfaces shall be sacked by an application of Portland cement grout,floated,and rubbed.Sacking shall not be performed until patching and filling of holes has been completed.Entire sacking operation for any continuous area shall be started and completed within the same day. 1.Mix one part portland cement and 1-1/2 parts fine sand with sufficient water to produce a grout having consistency of thick paint.Wet surface of concrete sufficiently to prevent absorption of water from grout. Apply grout uniformly with a brush or spray gun,then immediately float surface with a cork or other suitable float,scouring wall vigorously. 2.While grout is still plastic,finish surface with a sponge-rubber float,removing excess grout.Allow surface to dry thoroughly,then rub vigorously with dry burlap to completely remove dried grout.No visible film or grout shall remain after rubbing with burlap. C.Exposed Formed Concrete:Rub surfaces with a carborundum brick or equal until smooth and free of form marks,offsets,and other defects,and in uniform planes. Wet rubbed surface and then brush coat with cement grout consisting of 1 part light-colored Portland cement to 2 parts fine aggregate and mixed with water to the consistency of thick paint. Cork or wood float grout Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 03 3000 03 3000 Cast-in-Place Concrete 08-01-2024 Page 15 of 18 to fill all pits,air bubbles,and surface holes. Scrape off excess grout and rub surface with burlap or equal to remove all grout film. After grout sets,again coat with same grout,cure, then brick and burlap rub as necessary to eliminate remaining defects and blemishes,and damp cure surfaces for not less than 3 days or longer if required for complete curing of concrete. Finish,clean,and cure each surface as a continuous operation. Produce uniformly plane smooth surfaces free of grout film,grout or rubbing marks,defects,or blemishes after painting or covering with a flexible type finish material. Unless otherwise indicated or specified,apply this finish on exposed formed concrete,exposed concrete at the building foundation,and where indicated or scheduled. D.Sandblasting: Exterior concrete surfaces to receive stucco dash coat finish,where plywood or other smooth forms have been furnished,shall be uniformly sand-blasted with sharp quartz sand under sufficient air pressure to remove dirt,form oil and other foreign materials,and roughen surface to provide a proper bond.Such surfaces shall be thoroughly washed with clean water after sandblasting. E.Concrete Slabs: Finish to requirements of ACI 302.1R,and as follows: 1.Other Surfaces to Be Left Exposed: Trowel as described in ACI 302.1R,minimizing burnish marks and other appearance defects. 3.09 CURING AND PROTECTION A.Comply with requirements of ACI 308R. Immediately after placement,protect concrete from premature drying,excessively hot or cold temperatures,and mechanical injury. B.Maintain concrete with minimal moisture loss at relatively constant temperature for period necessary for hydration of cement and hardening of concrete. C.All curing shall be per CBC Section 1905.11.Keep forms containing concrete in a wet condition until removed. Keep concrete continuously moist for not less than 7 days after placement. Keep concrete above 50ºF and moist with a fine fog water spray until protected by curing media. D.Forms containing concrete,top of concrete between forms,and exposed concrete surfaces after removal of forms shall be maintained in a thoroughly wet condition for at least 7 consecutive days after placing. Use the water curing method,curing sheet material,or a clear liquid membrane-forming curing compound except as otherwise specified. E.During times of dry or excessive winds,high ambient temperature,low humidity,or other ambient conditions causing rapid drying,use specified evaporation retardant and finishing aid material according to the manufacturers instructions and cure concrete with a fine fog spray of water,or equal,applied both during and after finishing and continued until final curing operations are started. F.Within 24 hours after finishing,exterior slabs and paving,and interior slabs to receive cement topping or mortar setting beds,shall be covered with sand to a depth of 2 inches and kept thoroughly wet for 7 days. 1.Instead of sand covering,exterior walks and paving where no other surface treatment is specified,may be cured with clear liquid curing compound immediately installed in accordance with manufacturer's directions. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 03 3000 03 3000 Cast-in-Place Concrete 08-01-2024 Page 16 of 18 G.Where fly ash replacement is 20%or higher,floor slabs shall receive a 3 day moist cure and then 1 coat of approved curing compound. All other surfaces,with the exception of foundations,shall receive a coat of approved curing compound immediately after removal of formwork. H.Surfaces Not in Contact with Forms: 1.Initial Curing: Start as soon as free water has disappeared and before surface is dry. Keep continuously moist for not less than three days by water ponding,water-saturated sand, water-fog spray,or saturated burlap. 2.Final Curing: Begin after initial curing but before surface is dry. 3.10 GROUTING AND DRYPACKING A.Install as indicated or required. Where grouting and drypacking is part of the work of other sections,it shall conform to the following requirements,as applicable. B.Drypacking:Mix materials thoroughly with minimum amount of water. Install drypack by forcing and rodding to fill voids and provide complete bearing under plates. Finish exposed surfaces smooth and cure with damp burlap or liquid curing compound. C.Non-Shrink Grouting: 1.Mixing:Mix the approved non-shrink grout material with sufficient water per manufacturers recommendations. 2.Application:Surfaces to receive the non-shrink grout shall be clean,and shall be moistened thoroughly immediately before placing the mortar. Before grouting,surfaces to be in contact shall be roughened and cleaned thoroughly,all loose particles shall be removed and the surface flushed thoroughly with neat cement grout immediately before the grouting mortar is placed. Place fluid grout from one side only and puddle,chain,or pump for complete filling of voids;do not remove the dams or forms until grout attains initial set. Finish exposed surfaces smooth,and cure as recommended by grout manufacturer. 3.11 FIELD QUALITY CONTROL A.Comply with pertinent provisions of Section 014000: Quality Requirements. B.Provide free access to concrete operations at project site and cooperate with appointed firm. C.Testing/Evaluation of Concrete:Conform to CBC and ACI. Testing Laboratory shall perform following tests. Samples for testing shall be obtained in accordance with ASTM C 172,and shall be taken from as close to point of placement as possible. 1.Compressive Strength Tests:Cast one set of three or more cylinders from each days placing and each 50 cubic yards,or fraction thereof,or not less than once for each 2,000 square feet of surface area for slabs and walls,of each strength of structural concrete. Date cylinders,assign record number,and tag showing the location from which sample was taken. Also record slump test result of sample. Do not make more than two series of tests from any one location or batch of concrete. 2.Test Cylinders:Samples will be made in accordance with ASTM C172. Cast cylinders according to ASTM C31;24 hours later,store cylinders under moist curing conditions at Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 03 3000 03 3000 Cast-in-Place Concrete 08-01-2024 Page 17 of 18 about 70 F.Test according to ASTM C39 at 7 and 28 day ages. The remaining cylinder shall be kept in reserve in case tests are unsatisfactory. D.Core Tests:Comply with CBC and ACI. If tests show that compressive strength of any concrete falls below required minimum at 28 day age,additional curing and testing of concrete which unsatisfactory test reports represent may be directed. Testing Laboratory shall take and test drilled cores as directed in accordance with ASTM C42. Contractor shall refill core holes with drypack concrete of the same compressive strength required for cored concrete. If core tests results are unsatisfactory,Contractor shall furnish required labor,equipment,and weights, and the Testing Laboratory shall conduct load testing on involved parts of building or structure as directed. Contractor shall bear additional curing and test costs,including Testing Laboratory costs,for concrete not meeting required compressive strength at 28 day age even if testing demonstrates that concrete has eventually attained required minimum compressive strength,and all costs for required corrections or removals and replacements as directed and required for approved construction. E.Take one additional test cylinder during cold weather concreting,cured on job site under same conditions as concrete it represents. F.Perform one slump test for each set of test cylinders taken,following procedures of ASTM C143/C143M. G.Slab Testing: Cooperate with manufacturer of specified moisture vapor reducing admixture (MVRA)to allow access for sampling and testing concrete for compliance with warranty requirements. 3.12 CLEAN UP A.Remove rubbish,debris and waste materials and legally dispose of off the Project site. 3.13 PROTECTION A.Do not permit traffic over unprotected concrete floor surface until fully cured. END OF SECTION Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 03 3000 03 3000 Cast-in-Place Concrete 08-01-2024 Page 18 of 18 This page intentionally left blank Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 03 3511 03 3511 Concrete Floor Finishes 08-01-2024 Page 1 of 6 Section 03 3511 Concrete Floor Finishes PART 1 GENERAL 1.01 SECTION INCLUDES A.Surface treatments for concrete floors and slabs. B.Liquid densifiers and hardeners. C.Clear penetrating sealers. D.Sealant at joints 1.02 RELATED REQUIREMENTS A.Section 03 3000 -Cast-in-Place Concrete: Finishing of concrete surface to tolerance;floating, troweling,and similar operations;curing. 1.03 REFERENCE STANDARDS A.ANSI A326.3 -American National Standard Test Method for Measuring Dynamic Coefficient of Friction of Hard Surface Flooring Materials;2021. B.ASME B46.1 -Surface Texture (Surface Roughness,Waviness and Lay);2019. C.ASTM D2240 -Standard Test Method for Rubber Property--Durometer Hardness;2015 (Reapproved 2021). 1.04 ADMINISTRATIVE REQUIREMENTS A.Coordinate the work with concrete floor placement and concrete floor curing. B.Concrete floor finishing sub-contractor to attend pre-installation meeting with concrete placement sub-contractor prior to placement of concrete. 1.05 SUBMITTALS A.See Section 01 3300 -Submittals,for submittal procedures. B.Product Data: Manufacturer's published data on each finishing product,including information on compatibility of different products and limitations. C.Concrete Floor Protection Plan:Contractor shall provide a concrete floor protection plan. D.Maintenance Data: Provide data on maintenance and renewal of applied finishes. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 03 3511 03 3511 Concrete Floor Finishes 08-01-2024 Page 2 of 6 E.Provide letter of certification from concrete floor finish manufacturer for polished concrete system stating that the installer is a certified applicator of the polished concrete system and is farmiliar with proper procedures and installation requirements required by the manufacturer. F.Specimen Warranty: Manufacturer warranty. 1.06 QUALITY ASSURANCE A.Perform work in accordance with ACI 302.1R. B.Installer Qualifications: 1.Use an experienced installer and adequate number of skilled workmen who are thoroughly trained and experienced in the necessary craft. 2.The special concrete finish manufacturer shall certify applicator. 3.Applicator shall be familiar with the specified requirements and the methods needed for proper performance of work of this section. C.Concrete floor finishing sub-contractor to attend pre-installation meeting with concrete placement sub-contractor at least 1 week prior to placement of concrete.Architect and manufacturer's representative to attend pre-installation meeting with sub-contractors. 1.Finishing sub-contractor to review installation techniques for mock up and final floor slab with manufacturer. 2.Sub-contractors to review concrete mix design for compatibility with approved floor finish materials. 1.07 MOCK-UP A.For coatings,construct mock-up area under conditions similar to those that will exist during application,with coatings applied. B.Mock-Up Size:Minimum 15 feet square for each specified finish and color . C.Locate where directed. D.If the Architect or Owner Representative determines that mock-ups do not meet requirements, demolish and remove them from the siteand cast other until mock-ups are approved. E.Mock-up may remain as part of the work. 1.08 DELIVERY,STORAGE,AND HANDLING A.Deliver materials in manufacturer's sealed packaging,including application instructions. 1.09 FIELD CONDITIONS A.Maintain light level equivalent to a minimum 200 W light source at 8 feet above the floor surface over each 20 foot square area of floor being finished. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 03 3511 03 3511 Concrete Floor Finishes 08-01-2024 Page 3 of 6 B.Maintain ambient temperature of 50 degrees F minimum.or as recommended by the manufacturer. C.Comply with manufacturer's written instructions for cure time,substrate temperature and moisture content,ambient temperature and humidity,ventilation adn other conditions affecting topping performance. 1.10 PROTECTION A.No satisfactory chemical or cleaning procedure is available to remove petroleum stains from the concrete surface.Prevention is therefore essential. 1.All hydraulic powered equipment must be diapered to avoid staining of the concrete. 2.No trade will park vehicles on the inside slab.If necessary to complete their scope of work,drop cloths will be placed under vehicles at all times. 3.No pipe cutting machine will be used on the inside floor slab. 4.Steel will not be placed on interior slab to avoid rust staining. 5.Acids and acidic detergents will not come into contact with slab. 6.All trades are to be informed that the slab must be protected at all times. B.Concrete Floor Protection Plan:Concrete floor finish Subcontractorshall assist Contractorin development of Concrete Floor Protection Plan (CFPP).Plan to include 1.Signage to communicate with subcontractors protection requirements.(Available from ASCC as free download) 2.Concrete floor protection materials and placement 3.Plans for maintenance of protection materials 1.11 WARRANTY A.See Section 01 7800 -Closeout Submittals for additional warranty requirements. B.Correct defective work within a two-year period commencing on the Date of Substantial Completion. C.Finish Warranty:Provide 10-year manufacturer warranty against excessive degradation of finish.Include provision for refinishing areas with excessive loss of gloss. PART 2 PRODUCTS 2.01 CONCRETE FLOOR FINISH APPLICATIONS A.Liquid Densifier and Hardener: 1.Use at following locations: All locations shown on plans to have exposed concrete floors (not polished). B.Clear Coating: 1.Use at following locations:Restrooms. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 03 3511 03 3511 Concrete Floor Finishes 08-01-2024 Page 4 of 6 2.02 DENSIFIERS AND HARDENERS A.Liquid Densifier and Hardener: Penetrating chemical compound that reacts with concrete, filling the pores,hardening,and dustproofing. 1.Composition: Lithium silicate. 2.Products: a.Ashford Formula;Curecrete Distribution,Inc.:www.ashfordformula.com/#sle b.W.R.Meadows,Inc;Liqui-Hard Ultra: www.wrmeadows.com/#sle. c.Hydro-crete;Hydro-Dense Nano:www.hydro-crete.com/#sle d.Substitutions: See Section 01 6000 -Product Requirements. 2.03 COATINGS A.Clear Coating:Clear coating recommended by manufacturer for finishing concrete floors and slabs and compatable with dye. 1.Gloss: High gloss. 2.Products: a.Curecrete;RetroGuard;curecrete.com b.Universal Polishing Systems;35 Series Diamond Glass Sealer; universalpolishingsystems.com c.Hydro-Crete;Hydro-Guard Lithium:hydro-crete.com d.Substitutions:See Section 01 6000 -Product Requirements B.Joint Filler:Heavy duty semi-rigid epoxy joint filler as approved by polishing system manufacturer for use with their polishing system. 1.Hardness:Shore "A"of 80 minimum per ASTM D2240 2.Color:As selected by architect from full range of available colors 3.Products: a.Metzger McGuire;MM-80:www.metsgermcguire.com b.Euclid Chemical Company;Dural 340 SL;www.euclidchemical.com c.Substitutions:See Section 01 6000 -Product Requirements. PART 3 EXECUTION 3.01 EXAMINATION A.Verify that floor surfaces are acceptable to receive the work of this section. B.Verify that flaws in concrete have been patched and joints filled with methods and materials suitable for further finishes. C.Concrete must be in place a minimum of 45 days or as directed by the manufacturer before application can begin D.Meeting with the concrete installer E.Letter to contractor and owner identifying areas formed not meeting required tolerances for installation Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 03 3511 03 3511 Concrete Floor Finishes 08-01-2024 Page 5 of 6 3.02 GENERAL A.Apply materials in accordance with manufacturer's instructions. 3.03 FLOOR FINISHING A.Finish concrete floor surfaces in accordance with ACI 301 and ACI 302.1R. B.In areas with floor drains,maintain design floor elevation at walls;slope surfaces uniformly to drains at 1/8 inch per foot nominal.No slope shall exceed 1/4 per foot. C.Densifier Application 1.Clean floor in accordance with manufacturer's recommendations. 2.Apply densification in accordance with the manufacturer's recommendations over a broom-finished concrete slab. 3.Remove excess after 45 minutes or in accordance with the manufacturer's recommendations. D.Dry Shake Hardener Application 1.Apply base color and work into concrete surface. 2.Allow adequate time for base color to cure to ensure no over-bleed of accent color. 3.Broadcast accent color for "flashed"finish along with additional base color if required and work into concrete surface.Trowel to create mottled amorphic color finish. 4.Broom finish concrete to achieve slip resistance 5.Apply penetraiting sealer per manufacturer's recommendations. E.Slip Resistance: 1.Minimum wet dynamic coeficient of friction:0.42 when measured per ANSI A326.3 2.Minimum floor roughness of 0.41 micrometers (16 micro inches)when measured per ASME B46.1 3.04 COATING APPLICATION A.Verify that surface is free of previous coatings,sealers,curing compounds,water repellents, laitance,efflorescence,fats,oils,grease,wax,soluble salts,residues from cleaning agents,and other impediments to adhesion. B.Protect adjacent non-coated areas from drips,overflow,and overspray;immediately remove excess material. C.Apply coatings in accordance with manufacturer's instructions,matching approved mock-ups for color,special effects,sealing and workmanship. 3.05 PROTECTION A.Protect finished work until fully cured in accordance with manufacturers'recommendations. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 03 3511 03 3511 Concrete Floor Finishes 08-01-2024 Page 6 of 6 B.Protect finished work for the duration of construction. END OF SECTION Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 04 2000 04 2000 Unit Masonry 08-02-2024 Page 1 of 16 Section 04 2000 Unit Masonry PART 1 GENERAL 1.01 SECTION INCLUDES A.Concrete block. B.Mortar and grout. C.Installation of Reinforcement D.Placement of anchor bolts,assemblies and embeds E.Grouting of plates and embeds F.Accessories. 1.02 RELATED REQUIREMENTS A.Section 03 2000 -Concrete Reinforcing: Reinforcing steel for grouted masonry. B.Section 05 5000 -Metal Fabrications: Loose steel lintels. C.Section 07 9200 -Joint Sealants: Sealing control and expansion joints. 1.03 REFERENCE STANDARDS A.ASTM C90 -Standard Specification for Loadbearing Concrete Masonry Units;2022. B.ASTM C140/C140M -Standard Test Methods for Sampling and Testing Concrete Masonry Units and Related Units;2022c. C.ASTM C144 -Standard Specification for Aggregate for Masonry Mortar;2018. D.ASTM C150/C150M -Standard Specification for Portland Cement;2022. E.ASTM C207 -Standard Specification for Hydrated Lime for Masonry Purposes;2018. F.ASTM C270 -Standard Specification for Mortar for Unit Masonry;2019a,with Editorial Revision. G.ASTM C404 -Standard Specification for Aggregates for Masonry Grout;2018. H.ASTM C476 -Standard Specification for Grout for Masonry;2022. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 04 2000 04 2000 Unit Masonry 08-02-2024 Page 2 of 16 I.ASTM C979/C979M -Standard Specification for Pigments for Integrally Colored Concrete; 2016. J.ASTN C1019 -Standard Test Method for Sampling and Testing Grout,2016 K.ASTM C1314 -Standard Test Method for Compressive Strength of Masonry Prisms;2022a. L.TMS 402/602 -Building Code Requirements and Specification for Masonry Structures;2022. 1.04 SUBMITTALS A.See Section 01 3300 -Submittals for submittal procedures. B.Mix Designs and test results: 1.One of the following for each mortar mix a.Mix designs indicating type and proportions of ingredients in compliance with the proportion specification of ASTM C270,or b.Mix designs and mortar tests performed in accordance with the property specification of ASTM C270 2.One of the following for each grout mix a.Mix designs indicating type and proportions of ingredients in compliance with the proportion specification of ASTM C476,or b.Mix designs and grout strength tests performed in accordance with the property specification of ASTM C476,or c.Compressive strength tests performed in accordance with ASTM C1019,and slump flow and Visual Stability Index (VSI)as determined by ASTM C1611/C1611M. C.Material Certificates-Material certificates for the following,certifying that each material is in compliance. 1.Reinforcement a.Refer to Section 03 2000 Concrete Reinforcement 2.Anchors,ties,fasteners,and metal accessories 3.Masonry Units 4.Mortar and grout materials 5.Self-Consolidating grout D.Construction Procedures 1.Cold weather construction procedures 2.Hot weather construction procedures E.Samples: Submit two samples of decorative block units to illustrate color,texture,and extremes of color range. F.Samples of cured dry mortar showing finish color. G.Cured sealant colors for control joints. H.Control Joint Filler,12"pieces of each size and type. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 04 2000 04 2000 Unit Masonry 08-02-2024 Page 3 of 16 1.05 QUALITY ASSURANCE A.Comply with the pertinent provisions of 01 4000 "Quality Requirements." B.Comply with provisions of the following codes and standards except where exceeded by requirements of the contract documents. 1.California Building Code (CBC),2022 2.ACI 530/530.1/ERATA,Building Code Requirements for Masonry Structures,2016 C.Inspections: 1.General:Structural verifications inspections and test shall be performed in accordance with the following codes and standards: a.California Building Code (CBC),2022 b.TMS 402/602,Building Code Requirements for Masonry Structures,2016 2.Owner Requirements: a.The owner or owner's agent shall employ one or more approved agencies to perform inspections during construction as required by code and shown in the contract documents and specifications 3.Special Inspection a.Qualifications:The special inspector(s)shall provide written documentation to the building official demonstrating his or her competence and relevant experience or training.The experience or training shall be considered relevant when the documented experience or training is related in complexity to the same type of special inspection activities for projects of similar complexity and material quantities. b.Special Inspection Report Requirements 1)The special inspector shall keep record of inspections 2)The special inspector shall furnish inspection reports to the building official and to the Architect and Engineer of Record. 3)Reports shall indicate that work inspected was or was not completed in conformance to approved construction documents. 4)Discrepancies shall be brought to the immediate attention of the contractor for correction 5)If not corrected discrepancies shall be brought to the attention of the building official,and the Architect and Engineer of Record prior to completion of that phase of work. 6)A final report documenting the special inspections and correction of any discrepancies noted shall be submitted to the building official. 4.Contractor Requirements a.Special inspection is in addition to the contractor's quality control inspections and testing.The contractor's quality control inspections and testing shall occur prior to special inspection and reports shall be available to the special inspector. b.The contractor will notify,in writing,the owner or owner's agent at least 48 hours in advance of special inspection required. c.The contractor shall ensure that the work for which special inspection is required remains accessible and exposed for special inspection purposes until completion of the required special inspection. d.Any contractor responsible for the construction of the main wind and/or seismic force resisting system shall submit a written statement of responsibility to the building official and owner prior to commencement of work on the system or component. The Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 04 2000 04 2000 Unit Masonry 08-02-2024 Page 4 of 16 statement of responsibility shall contain acknowledgement and awareness of the special inspection requirements. 5.Inspections Required per TMS 602-13/ACI 530.1/ASCE 6-13: Level C Quality Assurance MINIMUM TESTS Verification of f',and f'AAC in accordance with Article 1.4B prior to construction and for every 5,000 sq.ft.during construction.(see Section a below) Verification of proportions of materials in premixed or preblended mortar and grout other than self-consolidating grout as delivered to the project site. Verification of slump flow and visual stability Index (VSI)as delivered to the project site in accordance with Article 1.5 B.1.b.3 for self-consolidating grout MINIMUM SPECIAL INSPECTION Inspection Task Frequency Reference for Criteria Cont.Periodic TMS402/ ACI 530/ ASCE 5 TMS402/ ACI 530.1/ ASCE 6 1.Verify Compliance with the approved submittals X Art.1.5 2.Verify that the following are in compliance: a.Proportions of site-mixed mortar,grout X Art.2.1, 2.6A,2.6B, 2.6C, 2.4G.1.b b.Grade,type and size of reinforcement and anchor bolts X Sec.6.1 Art.2.4,3.4 c.Placement of masonry units and construction of mortar joints X Art.3.3B d.Placement of reinforcement,connectors X Sec.6.1, 6.2.1,6.2.6, 6.2.7 Art.3.2E, 3.4,3.6A e.Grout space prior to grouting X Art.3.2D, 3.2F f.Placement of grout X Art.3.5, 3.6C g.Size and location of structural elements X Art.3.3F h.Type,size,and location of anchors including other details of anchorage of X Sec. 1.2.1(e), 6.1.4.3, Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 04 2000 04 2000 Unit Masonry 08-02-2024 Page 5 of 16 masonry to structural members,frames and other construction 6.2.1 i.Welding of reinforcement X Sec. 8.1.6.7.2, 9.3.3.4(c), 11.3.3.4(b) j.Preparation,construction, and protection of masonry during cold weather (temperature below 40 degrees F)or hot weather (temperature above 90 degrees F) X Art.1.8C, 1.8D 3.Observe Preparation of grout specimens,and/or prisms X Art.1.4, B.2.a.3,1.4 B.2.b.3,1.4 B.2.c.3,1.4 B.3,1.4 B.4 a.Masonry compressive strength shall be determined for each wythe by the unit strength method or by the prism method (Reference the Specification for Masonry Structures (TMS 602-13/ACI 530.1-13/ASCE 6-13 Art.1.4) 1)Unit Strength Method (Reference the Specification for Masonry Structures (TMS 602-13/ACI 530.1-13/ASCE 6-13 Art.1.4B.2) (a)Units are to be sampled and tested to very conformance with ASTM C90. (b)Thickness of the bed joint shall not exceed 5/8". (c)For grouted masonry the grout shall conform to TMS 602-13/ACI 530.1-13/ASCE 6-13 Art.2.2. 2)Prism Test Method:Determine the compressive strength of concrete masonry by the prism test method in accordance with ASTM C1314. 1.06 MOCK-UPs A.Sample panels 1.Construct sample panels of masonry walls. a.Use materials and procedures accepted for the work b.The minimum sample panel dimensions are 4 feet by 4 feet. c.The acceptable standard for the work is established by the accepted panel d.Retain sample panels at the project site until work has been accepted. 1.07 DELIVERY,STORAGE,AND HANDLING A.Deliver,handle,and store masonry units by means that will prevent mechanical damage and contamination by other materials. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 04 2000 04 2000 Unit Masonry 08-02-2024 Page 6 of 16 B.Do not use damaged masonry units,damaged components of structure,damaged packaged materials, C.Protect cementitious materials for mortar and grout from precipitation and groundwater D.Do not use masonry materials that are contaminated E.Store different aggregates separately F.Protect reinforcement,ties and metal accessories from permanent distortions and store them off the ground. 1.08 PROJECT CONDITIONS A.Construction Loads -Do not apply construction loads that exceed the safe superimposed load capacity of the masonry and shores,if used. B.Masonry Protection -Cover top of unfinished masonry work to protect it from moisture intrusion C.Hot Weather Construction -Implement approved hot weather procedures and comply with the following: 1.Preparation When the ambient air temperature exceeds 100 degrees F,or exceeds 90 degrees F with a wind velocity greater than 8 mph: a.Preparation When the ambient air temperature exceeds 100 degrees F,or exceeds 90 degrees F with a wind velocity greater than 8 mph: 1)Maintain sand piles in a damp,loose condition 2)Provide necessary conditions and equipment to produce mortar having a temperature below 120°F 2.Construction —While masonry work is in progress a.When the ambient air temperature exceeds 100°F,or exceeds 90°F with a wind velocity greater than 8 mph: 1)Maintain temperature of mortar and grout below 120°F. 2)Flush mixer,mortar transport container,and mortar boards with cool water before they come into contact with mortar ingredients or mortar. 3)Maintain mortar consistency by retempering with cool water. 4)Use mortar within 2 hr of initial mixing. 3.Protection —When the mean daily temperature exceeds 100°F or exceeds 90°F with a wind velocity greater than 8 mph,fog spray all newly constructed masonry until damp,at least three times a day until the masonry is three days old. PART 2 PRODUCTS 2.01 MORTAR AND GROUT MATERIALS A.Mortar 1.Provide mortar conforming to the following parameters a.Conform to ASTM C270 Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 04 2000 04 2000 Unit Masonry 08-02-2024 Page 7 of 16 b.Comply with Section 2103.2 of the 2016 CBC c.Type S Mortar d.1,800 psi minimum 28 day compressive strength B.Grout 1.Provide grout conforming to the following parameters a.Conform to ASTM C476 b.Comply with Section 2103.3 of the 2016 CBC c.2,000 psi minimum 28 day compressive strength.Determine compressive strength of grout in accordance with ASTM C1019. d.Do not use admixtures unless accepted by the Engineer of Record.Field addition of admixtures is not permitted in self-consolidating grout. C.Portland Cement: ASTM C150/C150M,Type I;color as required to produce approved color sample. 1.Hydrated Lime: ASTM C207,Type S. 2.Grout Aggregate: ASTM C404. D.Pigments for Colored Mortar: Pure,concentrated mineral pigments specifically intended for mixing into mortar and complying with ASTM C979/C979M. 2.02 REINFORCEMENT AND ANCHORAGE A.Reinforcing Steel: Type specified in Section 03 2000;size as indicated on drawings;uncoated finish. 2.03 ACCESSORIES A.Preformed Control Joints: Rubber material. Provide with corner and tee accessories,fused joints. B.Joint Filler: Closed cell polyvinyl chloride;oversized 50 percent to joint width;self expanding; in maximum lengths available. C.Cleaning Solution: Non-acidic,not harmful to masonry work or adjacent materials. 2.04 MORTAR AND GROUT MIXING A.Mortar 1.Mix cementitious materials and aggregates between 3 and 5 minutes in a mechanical batch mixer with a sufficient amount of water to produce a workable consistency.Do not hand mix mortar.Maintain workability of mortar by remixing or retempering.Discard mortar which has begun to stiffen or is not used within 2-1/2 hours after initial mixing. 2.Limit the weight of mineral oxide or carbon black pigments added to project-site prepared mortar to the following maximum percentages by weight of cement: a.Pigmented portland cement-lime mortar 1)Mineral oxide pigment =10 percent 2)Carbon black pigment =2 percent b.Pigmented mortar cement mortar 1)Mineral oxide pigment =5 percent Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 04 2000 04 2000 Unit Masonry 08-02-2024 Page 8 of 16 2)Carbon black pigment =1 percent c.Pigmented masonry cement mortar 1)Mineral oxide pigment =5 percent 2)Carbon black pigment =1 percent Do not add mineral oxide or carbon black pigment to preblended colored mortar or colored cement. 3.Do not use admixtures containing more than 0.2 percent chloride ions B.Grout 1.Except for self-consolidating grout,mix grout in accordance with the requirements of ASTM C476. 2.Unless otherwise required,mix grout other than self-consolidating grout to a consistency that has a slump between 8 and 11 inches. 3.Proportioning of self-consolidating grout at the project site is not permitted.Do not add water at the project site except in accordance with the self-consolidating grout manufacturer's recommendations. C.Grout: ASTM C476;consistency required to fill completely volumes indicated for grouting; fine grout for spaces with smallest horizontal dimension of 2 inches or less; coarse grout for spaces with smallest horizontal dimension greater than 2 inches. PART 3 EXECUTION 3.01 EXAMINATION A.Verify that field conditions are acceptable and are ready to receive masonry. 1.Include verification that foundations are constructed within a level alignment tolerance of +/-1/2 inch. B.Verify that related items provided under other sections are properly sized and located. 1.Include verification that reinforcing dowels are positioned in accordance with the project drawings. C.If stated conditions are not met notify the Architect and Engineer of Record. 3.02 PREPARATION A.Clean reinforcement and shanks of anchor bolts by removing mud,oil,or other materials that will adversely affect or reduce bond at the time mortar or grout is placed.Reinforcement with rust,mill scale,or both are acceptable without cleaning or brushing provided that the dimensions,of a cleaned sample are not less than required by the ASTM specification governing the reinforcement. B.Prior to placing masonry,remove laitance,loose aggregate,and anything else that would prevent mortar from bonding to the foundation. C.Wetting Masonry units 1.Concrete Masonry -Unless otherwise required,do not wet concrete masonry before laying. Wet cutting is permitted. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 04 2000 04 2000 Unit Masonry 08-02-2024 Page 9 of 16 D.Debris -Construct grout spaces free of mortar dropping,debris,loose aggregates,and any material deleterious to masonry grout. E.Reinforcement - Place reinforcement and ties in grout spaces prior to grouting F.Cleanouts -Provide cleanouts in the bottom course of masonry for each grout pour when grout pour exceeds 5 ft 4 in. 1.Construct cleanouts so that the space to be grouted can be cleaned and inspected.In solid grouted masonry,space cleanout horizontally a maximum of 32 inches on center. 2.Construct cleanouts with an opening of sufficient size to permit removal of debris.The minimum opening dimension shall be 3 in. 3.After cleaning,close cleanouts with closures braced to resist grout pressure. 3.03 COLD AND HOT WEATHER REQUIREMENTS A.Comply with requirements of TMS 402/602 or applicable building code,whichever is more stringent. B.Maintain materials and surrounding air temperature to minimum 40 degrees F prior to,during, and 48 hours after completion of masonry work. C.Maintain materials and surrounding air temperature to maximum 90 degrees F prior to,during, and 48 hours after completion of masonry work. 3.04 COURSING A.Establish lines,levels,and coursing indicated. Protect from displacement. B.Maintain masonry courses to uniform dimension. Form vertical and horizontal joints of uniform thickness. C.Concrete Masonry Units: 1.Bond: Running.Unless Otherwise required on the drawings 2.Coursing: One unit and one mortar joint to equal 8 inches. 3.05 PLACING AND BONDING A.Placing mortar units 1.Mortar joints at foundations -In the starting course on the foundations and other supporting members,construct bed joints so that the bed joint thickness is a least /1/4 inch and not more than: a.1-1/4"when the first course of masonry is solid grouted and supported by a concrete foundation. 2.Bed and head joints -Unless otherwise required construct 3/8 in thick bed and head joints except at foundation.Construct joints that also conform to the following a.Fill holes not specified in exposed and below grade masonry with mortar. b.Unless otherwise required,tool joint with a round jointer when the mortar is thumbprint hard. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 04 2000 04 2000 Unit Masonry 08-02-2024 Page 10 of 16 c.Remove masonry protrusions extending 1/2 inch or more into cells or cavities to be grouted. 3.Hollow units -Place hollow units so: a.Face shells of bed joints are fully mortared b.Webs are fully mortared in: 1)all courses of piers,columns and pilasters; 2)when necessary to confine grout or insulation. c.Head joints are mortared,a minimum distance from each face equal to the face shell thickness of the unit. d.Vertical cells to be grouted are aligned and unobstructed openings for grout are provided in accordance with the project drawings. 4.Open units with beveled ends -Fully grout open-end units with beveled ends.Head joints of open-end units with beveled ends need not be mortared.At the beveled ends,form a grout key that permits grout within 5/8 inch of the face of the unit to prevent leakage of grout. 5.All Units a.Place clean units while the mortar is soft and plastic.Remove and re-lay in fresh mortar any unit disturbed to the extent that the initial bond is broken after initial positioning. b.Cut exposed edges or faces of masonry units smooth,or position so that exposed faces or edges are unaltered manufactured surfaces. c.When the bearing of a masonry wythe on its support is less than two-thirds of the wythe thickness,notify the Architect and Engineer of Record. B.Embedded items an accessories -Install embedded items and accessories as follows: 1.Construct chases as masonry units are laid 2.Install pipes and conduits passing horizontally through masonry partitions. 3.Place pipes and conduits passing horizontally through piers,pilasters,or columns 4.Place horizontal pipes and conduits in and parallel to plane of walls 5.Install secure connectors,flashing,weep holes,weep vents,nailing blocks,and other accessories. 6.Install movement joints. 7.Aluminum -Do not embed aluminum conduits pipes and accessories in masonry,grout or mortar unless they are effectively coated or isolated to prevent chemical reaction between aluminum and cement or electrolytic action between aluminum and steel. C.Bracing of masonry -Design,provide and install bracing that will assure stability of masonry during construction. D.Site tolerances -Erect masonry within the following tolerances from the specified dimensions. 1.Dimension of elements a.In cross section or elevation (-1/4 in.,+1/2 in.) b.Mortar joint thickness bed joints between masonry courses (+1/8 in) bed joint between flashing and masonry (-1/2 in.,+1/8 in.) head (-1/4 in.,+3/8 in.) c.Grout space or cavity width,except for masonry walls passing framed construction (-1/4 in.,+3/8 in.) 2.Elements a.Variation from level Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 04 2000 04 2000 Unit Masonry 08-02-2024 Page 11 of 16 bed joints (+/-1/4 in.in 10 ft,+/-1/2 in.maximum) top surface of load bearing walls (+/-1/4 in.in 10 ft,+/-1/2 in.maximum) b.Variation from plumb (+/-1/4 in.in 10 ft,+/-3/8 in.in 20 ft,+/-1/2 in.maximum) c.True to a line (+/-1/4 in.in 10 ft,+/-3/8 in.in 20 ft,+/-1/2 in.maximum) d.Alignment of columns and walls (bottom versus top) (+/-1/2 in.for load bearing walls and columns.,+/-3/4 in.for non-load bearing walls) 3.Location of elements a.Indicated in plan (+/-1/2 in.in 20 ft,+/-3/4 in.maximum) b.Indicated in elevation (+/-1/4 in.in story height +/-3/4 in.maximum) c.If the above conditions cannot be met due to previous construction,notify the Architect and Engineer of Record. d.Reinforcement,tie,and anchor installation 3.06 REINFORCEMENT,TIE AND ANCHOR INSTALLATION A.Basic requirements -Place reinforcement,wall ties and anchors in accordance with the sizes, types,and locations indicated on the Project Drawings and as specified.Do not place dissimilar metals in contact with each other. B.Reinforcement 1.Support reinforcement to prevent displacement caused by construction loads or by placement of grout or mortar,beyond the allowable tolerances. 2.Completely embed reinforcing bars in grout in accordance with the Section entititled grout placement. 3.Maintain clear distance between reinforcing bards and the interior of masonry unity or formed surface of at least 1/4 inch for fine grout and 1/2 inch for coarse grout,except where cross webs of hollow units are used as supports for horizontal reinforcement. 4.Place reinforcing bars maintining the following minimum cover: a.Masonry face exposed to earth or weather 2 in for bars larger than No.5,1-12/in.for No.5 bars or smaller. b.Masonry not exposed to earth or weather 1-1/2 in. 5.Maintain minimum clear distance between parallel bars of the nominal bar size or 1 in., whichever is greater. 6.In columns and pilasters,maintain minimum clear distance between vertical bars of one and one-half times the nominal bar size or 1-1/2 in.,whichever is greater. 7.Splice only where indicated on the Project Drawings,unless otherwise acceptable.When splicing by welding,provide welds in conformance with the provisions of AWS D1.4. 8.Do not bend reinforcement after it is embedded in grout or mortar without approval from the Engineer of Record. 9.Noncontact lap splices -Postion bars spliced by noncontact lap splices no farther apart transversely than one-fift the specified length of lap nor more than 8 in. 10.Joint reinforcement a.Place joint reinforcement so that longitudinal wires are embedded in mortar with a minimum cover of 1/2 in.when not exposed to weather or earth;or 5/8 in.when exposed to weather or earth. b.Provide minimum 6 in.lap splice for joint reinforcement. c.Ensure that all ends of longitudinal wires of joint reinforcement at laps are embedded in mortar or grout. 11.Placement tolerances Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 04 2000 04 2000 Unit Masonry 08-02-2024 Page 12 of 16 a.Place reinforcing bars in walls and flexural elements within a tolerance of +/-1/2 in. when the distance from the centerline of reinforcing bars to the opposite face of masonry,d,is equal to 8 in.or less,+/-1in.for d equal to 24 in.or less but greater than 8 in.,and 1-1/4 in.for d greater than 24 in. b.Place vertical bars within: 1)2 in.of the required location along the length of the wall when the wall segment length exceeds 24 in. 2)1 in.of the required location along the length of the wall when the wall segment length does not exceed 24 in 3)If it is necessary to move bars more than one bar diameter or a distance exceeding the tolerance stated above to avoid interference with other reinforcing steel,conduits,or embedded items notify the Engineer of Record. 4)Foundation dowels that interfere with unit webs are permitted to be be bent to a maximum of 1 in.horizontally for every 6 in.of vertical height. C.Anchor bolts 1.Embed headed and bent-bar anchor bolts larger than 1/4 in.diameter in grout that is placed in accordance with Section 3.06A and Section 3.06B.Anchor bolts of 1/4 in.diameter or less are permitted to be placed in grout or mortar bed joints that have a specified thickness of at least 1/2 in.thickness. 2.For anchor bolts placed in the top of grouted cells and bond beams,maintain a clear distance between the bolt and the face of masonry unit of at least 1/4 in.when using fine grout and 1/2 in.when using coarse grout. 3.For anchor bolts placed throught the face shell of a hollow masonry unit,drill a hole that is tight-fitting to the bolt or provide minimum clear distance that conforms to Section 3.05D.2 around the bolt and through the face of the shell.For the portion of the bolt that is within the grouted cell,maintain a clear distance between the bolt and the face of masonry unit and between the head or bent leg of the bolt and the formed surface of grout of at least 1/4 in.when using fine grout and at least 1/2 in when using coarse grout. 4.Place anchor bolt with a clear distance between parallel anchor bolts not less than the nominal diameter of the anchor bolt,nor less than 1 in. 3.07 GROUT PLACEMENT A.Placing time -Place grout wihin 1-1/2 hr from introducing water in the mixture and prior to initial set. 1.Discard site-mixed grout that does not meet the specified slump without adding water after initial mixing. 2.For ready-mixed grout: a.Addition of water is permitted at the time of discharge to adjust slump. b.Discard ready mixed grout that does not meet the specified slump without adding water,other than the water that was added at the time of discharge. The time limit is waived as long as the ready mixed grout meets the specified slump. B.Confinement -Confine grout to the areas indicated on the project drawings.Use material to confine grout that permits bond between masonry units and mortar. C.Grout pour height -Do not exceed the maximum grout pour height given in the Table below Grout Type Maximum grout pour Minimum clear width of grout space,in (2,3) Minimum clear grout space dimensions for grouting cells of Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 04 2000 04 2000 Unit Masonry 08-02-2024 Page 13 of 16 (1)height,ft hollow units,in x in (3,4,5) Fine 1 3/4 1-1/2x2 Fine 5.33 2 2x3 Fine 12.67 2-1/2 2-1/2x3 Fine 24 3 3x3 Coarse 1 3/4 1-1/2x3 Coarse 5.33 2 2-1/2x3 Coarse 12.67 2-1/2 3x3 Coarse 24 3 3x4 1.Fine and course grouts are defined by ASTM C476. 2.For grouting between masonry wythes. 3.Minimum clear width of grout space and minimum clear grout space dimension are the net dimension of the space determined by subtracting masonry protrusions and the diameters of horizontal bars from the as-built cross section of the grout space.Select grout type and maximum grout pour height based on minimum clear space. 4.Area of vertical reinforcement shall not exceed 6 percent of the area of the grout space. D.Grout lift height 1.For grout conforming to Section 2.02B a.Where the following conditions are met,place grout in lifts not exceeding 12 ft 8 in. 1)The masonry has cured at least 4 hours 2)The grout slump is maintained between 10 and 11 in. 3)No intermediate reinforced bond beams are placed between the top and the bottom of the pour height b.When conditions 1 and 2 are met but there are intermediate bond beams within the grout pour,limit the grout lift height to the bottom of the lowest bond beam that is more than 5 ft.4 in.above the bottom of the lift,but do not exceed a grout lift height of 12 ft.8 in. c.When the conditions of 1 or 2 are not met,place grout in lifts not excedding 5 ft.4 in. 2.For self-consolidating grout conforming to Section 2.02B: a.When placed in masonry that has cured for at least 4 hours,place in lifts not exceeding the grout pour height. b.When placed in masonry that has not cured for at least 4 hours,place in lifts not exceeding 5 ft.4 in.or the grout pour height,whichever is less. E.Consolidation 1.Consolidate grout at the time of placement. a.Consolidate grout pours 12 in.or less in height by mechanical vibration or by puddling. b.Consolidate pours exceeding 12 in in height by mechanical vibration,and reconsolidate by mechanical vibration after initial water loss and settlement has occurred. 2.Consolidation or reconsolidation is note required for self-consolidating grout. F.Grout key -When grouting,form grout keys between grout pours.Form grout keys between grout lifts when the first lift is permitted to set prior to placement of the subsequent lift. 1.Form a grout key by terminating the grout a minimum of 1-1/2 in.below a mortar joint. 2.Do not form grout keys within beams. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 04 2000 04 2000 Unit Masonry 08-02-2024 Page 14 of 16 3.At beams or lintels laid with closed bottom units,terminate the grout pour at the bottom of the beam or lintel without forming a grout key. 4.Alternate grout placement -Place masonry units and grout using construction procedures emploiyed in the accepted grout demonstration panel. G.Lap splices minimum 24 bar diameters. H.Support and secure reinforcing bars from displacement. Maintain position within 1/2 inch of dimensioned position. I.Place and consolidate grout fill without displacing reinforcing. 3.08 CONTROL AND EXPANSION JOINTS A.Do not continue horizontal joint reinforcement through control or expansion joints. B.Install preformed control joint device in continuous lengths. Seal butt and corner joints in accordance with manufacturer's instructions. 3.09 FIELD QUALITY CONTROL A.An independent testing agency will perform field quality control tests,as specified in Section 01 4000 -Pumptrack Specialty Work Qualification. B.Verify f'm and f'AAC in accordance with Section 1.05 C.Sample and test grout as required in Section 1.04 and 1.05. 3.10 CLEANING A.Remove excess mortar and mortar droppings. B.Replace defective mortar. Match adjacent work. C.Clean soiled surfaces with cleaning solution. D.Use non-metallic tools in cleaning operations. E.Remove debris F.Do not damage the masonry 3.11 PROTECTION A.Protect adjacent construction and in place masonry against damage. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 04 2000 04 2000 Unit Masonry 08-02-2024 Page 15 of 16 B.Without damaging completed work,provide protective boards at exposed external corners that are subject to damage by construction activities. END OF SECTION Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 04 2000 04 2000 Unit Masonry 08-02-2024 Page 16 of 16 This page intentionally left blank Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 05 1200 05 1200 Structural Steel Framing 08-01-2024 Page 1 of 12 Section 05 1200 Structural Steel Framing PART 1 GENERAL 1.01 SECTION INCLUDES A.Structural steel framing members,support members. B.Base plates. C.Grouting under base plates. 1.02 RELATED REQUIREMENTS A.Section 05 5000 -Metal Fabrications: Steel fabrications affecting structural steel work. 1.03 REFERENCE STANDARDS A.AISC (MAN)-Steel Construction Manual;2023. B.AISC 303 -Code of Standard Practice for Steel Buildings and Bridges;2022. C.ASTM A36/A36M -Standard Specification for Carbon Structural Steel;2019. D.ASTM A153/A153M -Standard Specification for Zinc Coating (Hot-Dip)on Iron and Steel Hardware;2016a. E.ASTM A307 -Standard Specification for Carbon Steel Bolts,Studs,and Threaded Rod 60 000 PSI Tensile Strength;2021. F.ASTM A500/A500M -Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes;2021a. G.ASTM A563 -Standard Specification for Carbon and Alloy Steel Nuts;2021a. H.ASTM A673 -Standard Specification for Sampling Procedure for Impact Testing of Structural Steel;2012 I.ASTM A992/A992M -Standard Specification for Structural Steel Shapes;2022. J.ASTM E23 -Standard Test Methods for Notched Bar Impact Testing of Metallic Materials; 2016b K.ASTM F1554 -Standard Specification for Anchor Bolts,Steel,36,55,and 105-ksi Yield Strength;2020. L.AWS A2.4 -Standard Symbols for Welding,Brazing,and Nondestructive Examination;2020. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 05 1200 05 1200 Structural Steel Framing 08-01-2024 Page 2 of 12 M.AWS D1.1/D1.1M -Structural Welding Code -Steel;2020,with Errata (2023). N.IAS AC172 -Accreditation Criteria for Fabricator Inspection Programs for Structural Steel AC172;2019. O.RCSC (HSBOLT)-Specification for Structural Joints Using High-Strength Bolts;Research Council on Structural Connections;2020. 1.04 SUBMITTALS A.See Section 01 3300 -Submittals,for submittal procedures. B.Shop Drawings: 1.Submit Structural Steel Shop Drawings,: a.Include complete details and schedules for fabrication and shop assembly of members, b.Include details,schedules,procedures and diagrams showing the sequence of erection c.Include a fully detailed,well controlled sequence and technique plan for shop and field welding that minimizes locked in stresses and distortion d.Submit sequence and technique plan for review by the SEOR. e.Include details of cuts,connections,camber,and holes in accordance with Figure 4.5 of AWS D1.1-10 or AISC 360 Section J1.8,weld position plan and other pertinent data.Indicate welds by standard AWS symbols,and show size,length and type of each weld. f.Provide setting drawings,templates,and directions for installation of anchor bolts and other anchorages to be installed for Work specified in other sections. g.Submit a list of steel items to be galvanized. C.Product Data: 1.Submit copies of fabricator’s specifications and installation instructions for the following products.Include laboratory test reports and other data required demonstrating compliance with these Specifications: a.Structural Steel Including Chemical and Physical properties. b.Welding electrodes c.Welding Gas d.Structural Steel Primer Paint 2.Indicate profiles,sizes,spacing,locations of structural members,openings,attachments, and fasteners. D.Manufacturer's Mill Certificate: Certify that products meet or exceed specified requirements. E.Mill Test Reports: Indicate structural tensile and yield strength,destructive test analysis and non-destructive test analysis. F.Welders Certificates: Field welders shall be Project certified in accordance with AWS D1. 1-10.Shop welders shall be Project certified for FCAWS in accordance with AWS D1.1-10. G.Weld Procedures: Submit weld procedures for all connections. Weld procedures shall be prequalified or qualified as described in AWS D1.1,Section 4,Part B for self shielded FCAW, Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 05 1200 05 1200 Structural Steel Framing 08-01-2024 Page 3 of 12 Weld procedures shall indicate joints details and tolerances,preheat and interpass temperature, post-heat treatment,single or multiple stringer passes,peening of stringer passes for groove welds except for the first and the last pass,electrode type and size,welding current,polarity and amperes and root treatment.The welding variables for each stringer pass shall be recorded and averaged,from these averages the weld heat input shall be calculated. Welding shall not proceed until WPS have been reviewed and approved by the Engineer of Record. 1.05 QUALITY ASSURANCE A.Fabricate structural steel members in accordance with the following Codes and Provisions as a Minimum Requirement: 1.California Building Code,2022 Edition,Chapter 22,&Chapter 17. 2.AISC Standards: a.AISC 303-16 -Code of Standard Practice for Steel Buildings and Bridges b.AISC 360-16 -Specification for the Design,Fabrication and Erection of Structural Steel for Buildings 3.AWS Standards: a.AWS D1.1 -Structural Welding Code -Steel b.AWS D1.5 -Bridge Welding Code B.Maintain one copy of each document on site. C.Fabricator Qualifications: A qualified steel fabricator that is accredited by one of the following: 1.the International Accreditation Service (IAS)Fabricator Inspection Program for Structural Steel (AC172). 2.AISC Certification in accordance with the AISC Certification Program for Structural Steel Fabricators -Standard for Steel Building Structures (AISC 201-06) D.Erector: Company specializing in performing the work of this section E.Testing Laboratory shall perform conformance testing in accordance with the CBC: 1.Identified Structural Steel: Tests are waived for steel identified by heat number, accompanied by mill analyses and mill test reports,and properly tagged with an Identification Certificate so as to be readily identified for conformance with applicable ASTM. Comply with the CBC. 2.Unidentified Structural Steel: Steel not identified and certified as specified above shall be tested according to following requirements. Structural steel fabricator shall cut samples under direction of the Special Inspector and Testing Laboratory shall machine or otherwise prepare the specimens and perform testing of each 5 tons or fraction thereof for each size of unidentified steel except,in the case of random pieces or of steel having Fy greater than 36 Ksi,testing of each piece is required. Tests required are: a.For pipe,one tension and elongation test and one flattening test for each size. b.For all other steel,one tension and elongation test and one bend test for each size. c.Contractor shall reimburse to Owner all costs paid by Owner for testing unidentified steel. F.Testing &Inspection shall comply with the following: 1.All steel used for structural purposes shall be identified..Manufacturer’s mill analyses and test reports are acceptable for properly identified steel,but the enforcement agency may require additional testing to determine the quality of the steel if there is any doubt as to its Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 05 1200 05 1200 Structural Steel Framing 08-01-2024 Page 4 of 12 acceptability.Any steel not properly identified shall be tested to meet the minimum chemical and mechanical requirements of the ASTM standard appropriate for the steel specified for the structure. 2.AISC 360-16 Chapter N -Tests of High-strength Bolts,Nuts and Washers.High-strength bolts,nuts and washers shall be sampled and tested by an approved independent testing laboratory for conformance with the requirements of Division III. 3.AISC 360-16 Chapter N - Tests of End-welded Studs.End-welded studs shall be sampled,tested and inspected per the requirements of the Structural Welding Code – Steel,published by the American Welding Society. 4.Inspection of shop fabrication shall be required for significant structural detailed connection and fabrication work as directed by the enforcement agency.This inspection shall be made by a qualified inspector approved by the enforcement agency.The inspector shall furnish the architect,structural engineer and the enforcement agency with a report that the materials and workmanship conform to the approved plans and specifications. 5.Inspection of Welding.Inspection of all shop and field welding operations,including the installation of automatic end-welded stud shear connectors shall be made by a qualified welding inspector approved by the enforcement agency.Such inspector shall be a person trained and thoroughly experienced in inspecting welding operations.The inspector’s ability to distinguish between sound and unsound welding shall be reliably established. The minimum requirements for a qualified welding inspector shall be as those for an AWS certified welding inspector (CWI),as defined in the provisions of the ANSI/AWS QCI-1-96,Standard for AWS Certification of Welding Inspectors published by the American Welding Society.All welding inspectors shall be approved by the enforcement agency. The ability of each welder to produce sound welds of all types required by the work shall be established by welder qualification satisfactory to the enforcement agency. 6.Welding inspection of structural welding shall conform to the requirements of AWS D1.1 Structural Welding Code –Steel,published by the American Welding Society,except as modified by this section. 7.The welding inspector shall make a systematic record of all welds.This record shall include in addition to other required records: a.Identification marks of welders. b.List of defective welds. c.Manner of correction of defects. 8.The welding inspector shall check the material,equipment,details of construction and procedure,as well as the welds.The inspector shall also check the ability of the welder. The inspector shall verify that the installation procedure for automatic end-welded stud shear connectors is in accordance with the requirements of AWS D1.1,Structural Welding Code –Steel,published by the American Weld Society and the approved plans and specifications.The inspector shall furnish the architect,structural engineer and the enforcement agency with a verified report that the welding is proper and has been done in conformity with AWS D1.1,Structural Welding Code –Steel,published by the American Welding Society and the approved plans and specifications. The inspector shall use all means necessary to determine the quality of the weld. The inspector may use gamma ray, magnaflux,trepanning,sonics or any other aid to visual inspection,which the inspector may deem necessary to be assured of the adequacy of the welding. 9.Inspection of High Strength Bolt Installations. Inspection of high-strength bolt installations shall be made by an inspector specially approved for that purpose by the enforcement agency. The inspector shall check the materials,equipment,details of construction and installation procedure. The inspector shall furnish the architect, Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 05 1200 05 1200 Structural Steel Framing 08-01-2024 Page 5 of 12 structural engineer and the enforcement agency with a report that the work has been completed in every material respect in compliance with the approved plans and specifications. 1.06 DELIVERY STORAGE AND HANDLING A.Store structural steel above grade on platforms,skids or other supports. B.Protect steel from corrosion. C.Storage and Care of Electrodes: Coatings of low-hydrogen type electrodes shall be thoroughly dry as used. Conform to AWS D1.1; use electrodes as taken from hermetically sealed packages within time limit specified therein after package is opened. Electrodes not used within allowable time period and electrodes that have been exposed more than one hour to air having a relative humidity of 75%or greater,or as required by the manufacturer,shall be dried according to AWS D1.1 before they are used,or shall be reconditioned according to electrode manufacturer's recommendations. Electrodes so dried or reconditioned not used within allowable time period after drying is completed shall be redried before use. Electrodes of any class that have been wet shall not be used under any conditions. D.Store other materials in a weathertight and dry place until installed into the Work. PART 2 PRODUCTS 2.01 MATERIALS A.Steel Plates: ASTM A36/A36M,for non-weathered steel B.Steel W Shapes and Tees: ASTM A992/A992M. C.Cold-Formed Structural Tubing: ASTM A500/A500M,Grade B for non-weathered steel D.Structural Bolts and Nuts: Carbon steel,ASTM A307,Grade A and galvanized in compliance with ASTM A153/A153M Class C. E.Unheaded Anchor Rods: ASTM F1554,Gr 36,55 (with S1 weld supplement requirements)or 105 as inidcated on the drawings,plain,with matching ASTM A563 or ASTM A563M nuts and ASTM F436 Type 1 washers. F.Headed Anchor Rods: ASTM F1554 Grade 36,plain. G.Welding Materials: AWS D1.1/D1.1M;type required for materials being welded. 1.Electrodes: AWS D5.1,E70XX Series Low Hydrogen Electrodes as required for intended use. All electrodes shall have a minimum Notch -Toughness of 20 FT-Lb at -20 degree F. H.Grout: Non-shrink,non-metallic aggregate type,complying with ASTM C1107/C1107M and capable of developing a minimum compressive strength of 7,000 psi at 28 days. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 05 1200 05 1200 Structural Steel Framing 08-01-2024 Page 6 of 12 2.02 FABRICATION A.Shop fabricate to greatest extent possible. B.Cleaning and Straightening: Thoroughly wire brush material,clean of loose mill scale and rust, and straighten by methods that will not injure the steel prior to fabrication. Remove twists or bends after punching or working component parts of a member before the parts are assembled. Produce finished members free from twists,bends,and open joints when erected. C.Contact: Pin components parts of built-up members and maintain in close contact using clamps or temporary bolting during welding operations. Accurately mill compression bearing surfaces of joints depending on contact bearings or saw cut square to axis,or as detailed. Cut other joints straight and true. D.Joining: Provide members of the sizes,weights,shapes,and arrangements indicated,closely fitted and finished true to line and in precise position as necessary to allow proper joining of parts in the field. Drifting to enlarge unfair holes is not allowed without prior approval. E.Drilling,Punching,and Reaming: Hole burning to make or enlarge previous holes is allowed only with prior approval. Prepare required holes in structural steel members for attachment or passage of Work of other trades. Precisely locate finished holes to ensure passage of all bolts through steel assemblies without drifting. Enlarge holes only by reaming. Poor matching of holes is cause for rejection. F.Holes For Anchor Bolts: Punch and drill or ream holes in base and bearing plates. Do not make or enlarge the holes by burning except for grouting holes in column bases without prior approval by the Architect. G.Gas Cutting: Use of a cutting torch is allowed where the metal being cut is not stressed during the operation,and provided stresses are not transmitted through a flame-cut surface. Make all gas cuts with a smooth regular contour.Deduct 1/8"from width of gas cut edges to determine effective width of members that are gas cut. Make radius of re-entrant gas cuts as large as possible,but 1"minimum. H.Galvanizing: After fabrication,items indicated or specified to be galvanized shall be galvanized in largest practical sizes. Fabrication includes operations of shearing,punching, bending,forming,assembling or welding. Galvanized items shall be free from projections, barbs,or icicles resulting from the galvanizing process. I.Welding: 1.Type of steel furnished in welded structures shall provide chemical properties suitable for welding as determined by chemical analysis.Welds shall conform to the requirements of CBC Chapter 17A. 2.Materials and workmanship shall conform to the requirements specified herein and to CBC requirements,modified as follows: a.No welded splices shall be permitted except those indicated on Drawings unless specifically reviewed by the Engineer of Record and the DSA. b.Drawings will designate joints in which it is important that welding sequence and technique be controlled to minimize shrinkage stresses and distortion. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 05 1200 05 1200 Structural Steel Framing 08-01-2024 Page 7 of 12 3.Welding shall be performed in accordance with requirements of the AWS Structural Welding Code. J.Shop Finish: 1.Notify the Inspector when Work is ready to receive shop prime coat. Work shall be inspected by the Inspector before installation of primer. 2.Structural steel and fittings,except galvanized items,which will be exposed when building is completed,shall receive a coat of primer. 3.The primer specified shall be spray applied,filling joints and corners and covering surfaces with a smooth unbroken film.The minimum dry film thickness of the primer shall be 2.0 mils. 2.03 CONNECTIONS A.Make connections with bolts as noted on the Structural Drawings. B.High-Strength Steel Bolting: For joints connected by high strength steel bolts,hardened washers,and nuts tightened to high tension,conform materials,method of installation and tension control,and wrenches to Reference Standards.Install all high-strength bolts under inspection. 1.Connections shall be the “bearing bolt type”(A325-N)unless noted to be “slip-critical” (A325-SC and A490-SC). Refer to drawings. 2.Bolt lengths shall be the grip plus 1-1/4". 3.Tightening of nuts shall be done with properly calibrated wrenches or by the turn-of-the- nut method for A325-SC and A490-SC bolts. Tightening of the nuts for A325-N bolts to snug tightness shall be to Ref.Spec. 4.Check calibrated wrenches individually for accuracy not less than once daily for actual conditions of application. 5.Clean all contact surfaces of bolted parts and threads free of scale,slag,burrs,pits,dirt, paint,and other foreign material or defects which would prevent solid seating of connected parts. 6.Install hardened washers per AISC Standards 7.Tighten bolts systematically from most rigid part of connection to the free edges. 8.Retighten first installed bolts that may have loosened by tightening of subsequent bolts so all bolts are tightened to correct tension. 9.Mark fully tightened bolts with identifying symbol. 10.The contractor shall torque test 25%of the bolts in connections designated with A325-SC or A490-SC Bolts. 2.04 WELDING: A.Conform to CBC Section 1705A.2,AWS D1.1 as modified by referenced AISC Standards,and as indicated or noted on Drawings. Employ welding operators qualified in accordance with AWS D1.1,as applicable,who are thoroughly trained and experienced in arc welding and that produce uniformly reliable groove and fillet welds in flat,vertical,and overhead positions,and make neat and consistent welds. Weld all structural steel joints by shielded electric-arc method unless otherwise shown,specified,or approved. Conform welding in both shop and field, including the prequalification of welds and welder qualifications,to AWS D1.1. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 05 1200 05 1200 Structural Steel Framing 08-01-2024 Page 8 of 12 B.Preparation: Clean steel surfaces to be welded of all paint,grease,oil,mill scale,and foreign matter. Clean weld each time the electrode is changed.Chip full surface of hand guided and controlled flame cut edges before welding.Surfaces prepared with automatic or mechanically guided and controlled equipment need not be ground or chipped before welding. C.Weld Finishing: Grind exposed welds subject to contact to smooth surfaces free of holes,slag, or other defects,flush with the adjoining surfaces. No finish treatment is required for permanently concealed welds and other exposed welds. D.Procedures: During assembling and welding,hold components of a built-up member with adequate clamps or other means to keep parts straight and in close contact. Do no welding in wind until adequate protective screening is set up.Cut out defective welds or parts of welds with a chisel or air arc and replace. E.Weld Characteristics: Conform to AWS D1.1. Clean and wire brush all welds. Visual inspection of finished welds must show uniform section,smoothness of welded metal,feather edges without undercuts or overlays,freedom from porosity and inclusions,and good fusion and penetration into base metal at edges and ends of fillet welds. 2.05 FINISH A.Clean surfaces according to AISC Specifications. Apply one shop coat of specified metal primer to minimum 1.0 mil dry film thickness. Work primer into joints. Do not prime the following: B.Shop prime structural steel members. Do not prime surfaces that will be fireproofed,field welded,in contact with concrete,or high strength bolted. 2.06 SOURCE QUALITY CONTROL A.A qualified special inspector shall inspect high-strength bolted connections.The Owner will provide an independent testing laboratory to perform tests and prepare test reports in accordance with the CBC.The Inspector shall be responsible for monitoring the work of the special inspector and testing laboratories to ensure that the testing program is satisfactorily completed. B.An AWS CWI certified special inspector shall inspect welded connections.The Owner will provide an independent testing laboratory to perform tests and prepare test reports in accordance with the CBC.The Inspector shall be responsible for monitoring the work of the special inspector and testing laboratories to ensure that the testing program is satisfactorily completed. C.The independent testing laboratory shall conduct and interpret test and state in each report whether test specimens comply with requirements,and specifically state any deviations therefrom. D.Provide access to all places where structural steel Work is being fabricated or produced so required inspection and testing can be performed. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 05 1200 05 1200 Structural Steel Framing 08-01-2024 Page 9 of 12 E.The independent testing laboratory may inspect and/or test structural steel at plant before shipment;however,the Engineer of Record reserves the right at any time before Final Completion to deem materials not in compliance with the specified requirements as defective Work. F.Correct defects in structural Work when inspections and laboratory test reports indicate noncompliance with specified requirements.Perform additional tests as may be required to reconfirm noncompliance of original Work,and as may be required to show demonstrate compliance of corrected Work. G.Welding: Inspect and test during fabrication and erection of structural steel assemblies as follows: 1.Certify welders and conduct inspections and tests as required. Record types and locations of defects found in the Work. Record Work required and performed to correct deficiencies. 2.Inspect welds. Welds shall be visually inspected before performing any non-destructive testing.Groove weld shall be inspected by ultrasonic or other approved non-destructive test methods. 3.Ultrasonic testing shall be performed by a specially trained and qualified technician who shall operate the equipment,examine welds,and maintain a record of welds examined, defects found,and disposition of each defect. Repair and test defective welds. 4.Rate of Testing: Complete joint penetration welds contained in joints and splices shall be tested 100 percent either by ultrasonic testing or by radiography. 5.Base metal thicker than 1-1/2 inches,when subjected to through-thickness weld shrinkage strains,shall be ultrasonically inspected by shear wave methods for discontinuities directly behind such welds. Tests shall be performed at least 48 hours after completed joint has cooled down to ambient air temperature. 6.Any material discontinuities shall be reviewed based on the defect rating in accordance with the criteria of AWS D1.1 table 6.3 by the SEOR. 7.Other method of non-destructive testing and inspection,for example,liquid dye penetrate testing,magnetic particle inspection or radiographic inspection may be performed on weld if required. 8.Lamellar Tearing: Lamellar-tearing resulting from welding is a crack (with zero tolerance)and shall be repaired in accordance with AWS D1.1. 9.Lamination: The rejection criteria shall be based on ASTM A 435. 10.Where testing reveals lamination or conditions of lamellar tearing in base metal,the steel fabricator shall submit a proposed method of repair for review by the Architect.Test repaired areas as required. 11.Magnetic Particle Testing: Magnetic particle testing when required shall be provided in accordance with AWS D1.1 for procedure and technique. The standards of acceptance shall be in accordance with AWS D1.1 -Qualification. H.Welded studs shall be tested and inspected by the special inspector in accordance with requirements of AWS D1.1 –Stud Welding. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 05 1200 05 1200 Structural Steel Framing 08-01-2024 Page 10 of 12 PART 3 EXECUTION 3.01 EXAMINATION A.Verify that conditions are appropriate for erection of structural steel and that the work may properly proceed. B.Verify governing dimensions and conditions of the Work before commencing erection Work. Verify elevations of concrete and masonry bearing surfaces,and locations of anchor rods, bearing plates and other Embedments. C.Provide temporary shoring and bracing,and other support during performance of the Work. Remove after steel is in place and connected,and after cast-in-place concrete has reached its design strength. 3.02 ERECTION A.Erect structural steel in compliance with AISC 303. B.Employ qualified riggers and plan erection to require minimum cutting. Erect members plumb, true to line and level,and in precise positions. Provide temporary bracing and guying to resist loads and stresses to which the structure may be subjected,including those due to erection equipment and its operation. C.Anchor Bolts: Furnish and deliver anchor bolts with setting drawings and templates. Verify position of bolts prior to delivery of steel;report errors or deviation for correction. D.Clean surfaces of base plates and bearing plates. 1.Install base and bearing plates for structural members on wedges,shims,or setting nuts as required. 2.Tighten anchor bolts after supported members have been positioned and plumbed. Do not remove wedges or shims;cut off flush with edge of base or bearing plate before packing with grout. E.Maintain erection tolerances of structural steel within AISC Code of Standard Practice for Steel Buildings and Bridges. F.Align and adjust steel members.Adjust for variations in elevation or alignment. Level and plumb structural members. G.Do not permit thermal cutting during erection of structural steel. H.Connections: Hold steel in correct position during welding and bolting,and provide for dead loads,wind,and all erection stresses. Do no welding or final bolting until members have been aligned and plumbed. 1.Field Welding: Conform to requirements for shop fabrication. 2.Common Bolts: Tighten and upset bolt threads to preclude loosening,or use approved self-locking nuts. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 05 1200 05 1200 Structural Steel Framing 08-01-2024 Page 11 of 12 3.High-Strength Bolting: Tighten by turn of the nut method or with calibrated torque wrenches as specified for the shop high-strength bolting and according to Code,AISC Standards and the Reference Standard. I.Where indicated for field connections,provide standard bolts complying with ASTM A325. J.Install high strength steel bolts at locations indicated. Assembly and installation shall be in accordance with CBC requirements. K.Erect structural steel plumb and level and to proper tolerances as set forth in the AISC Manual. Provide temporary bracing,supports or connections required for complete safety of structure until final permanent connections are installed. L.Steel Columns: Set column bases in exact position for alignment,plumb and straight, supported on adjustable bolt supports or shims until grout has set. Set center of base true to column center within 1/16"and adjust column height exactly. Maintain bases at exact position and level during grouting. Fill grout space solid with non-shrink grout. M.Damaged Members:During erection,straighten or replace members which are bent,twisted,or damaged as directed. If heating is required,perform heating by methods that ensure a uniform temperature throughout the entire member. When directed,remove members damaged to an extent impairing appearance,strength,or serviceability and replace with new members at no extra cost to the Owner. N.Do not field cut or alter structural members without approval of Architect. O.After erection,prime welds,abrasions,and surfaces not shop primed,except surfaces to be in contact with concrete. P.Grout solidly between column or other bearing plates and concrete/masonry bearing surfaces, complying with manufacturer's instructions for nonshrink grout. Trowel grouted surfaces smooth,splaying neatly to 45 degrees. 3.03 FINISHING A.After erection,spots or surfaces where paint has been removed,damaged,or burned off and field rivets,bolts,and other field connections not concealed in the Work,shall be cleaned of dirt,oil,grease,and burned paint and furnished with a spot coat of the same primer installed during shop priming. B.Touchup Painting: Immediately after erection,clean field welds,bolted connections,and abraded areas of shop paint. Install paint to exposed areas with the same material installed during shop painting.Install by brush or spray to provide a minimum dry film thickness of 1.5 mils. 3.04 TOLERANCES A.Maximum Variation From Plumb: 1/4 inch per story,non-cumulative. B.Maximum Offset From true Alignment: 1/4 inch. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 05 1200 05 1200 Structural Steel Framing 08-01-2024 Page 12 of 12 3.05 FIELD QUALITY CONTROL A.Testing Agency The owner will engage An independent testing agency will perform field quality control tests,as specified in Section 01 4000 -Pumptrack Specialty Work Qualification. B.All welders shall be qualified for each process and position per AWS D1.1 Chapter 4,Part C - Performance Qualifications. C.Testing Agency The owner will engage An independent testing agency will perform field quality control tests for all field welds and bolted connections as detailed in Section 1.5 above. 1.High-Strength Bolts: Provide testing and verification of field-bolted connections in accordance with RCSC "Specification for Structural Joints Using High-Strength Bolts". 2.Welded Connections: Visually inspect all field-welded connections.For all CJP welds test 100 percent of welds using the following: a.Ultrasonic testing performed in accordance with ASTM E164.An AWS Certified Welding Inspector shall operate ultrasonic testing equipment,examine welds,and maintain a record of welds examined,defects found,and disposition of each defect. Defective welds shall be repaired in accordance with AWS D1.1,latest revision,and costs for retesting defective welds shall be responsibility of the Contractor. Tests shall be complete tests according to AWS D1.1,latest revision. b.Backing Strips: Remove backing strips whenever ultrasonic indications arising from weld roots can be interpreted as either a weld defect or a backing strip,and retest weld if no root defect is visible. If no defect is disclosed by retest and no significant amount of the base and weld metal is removed,joint needs no further repair or welding. Repair all defects disclosed. Contractor shall bear the cost of removals and repairs. c.Ultrasonic Instrumentation: Calibrated by technician to evaluate the quality of welds in accordance with AWS D1.1-06,Sections 5 and 6. d.Acceptance Criteria: In accordance with larger reflector criteria of AWS D1.1,latest revision. 3.06 CLEAN UP A.Remove rubbish,debris and waste materials and legally dispose of off the Project site. 3.07 PROTECTION A.Protect the Work of this section until Substantial Completion. END OF SECTION Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 05 8000 05 8000 Pre-Fabricated Metal Bridges 08-01-2024 Page 1 of 8 Section 05 8000 Pre-Fabricated Metal Bridges PART 1 GENERAL 1.01 Section Includes A.These specifications are for fully engineered multi-piece modular bridge(s)of steel construction with reinforced cast in place concrete deck and shall be regarded as minimum standards for design and fabrication.The work included under this item shall consist of design,fabricating, finishing and transporting the steel modular rolled girder bridge superstructure including bearings.These specifications are based on products designed and manufactured by Contech Engineered Solutions LLC.. 1.02 Related Requirements A.Concrete Bridge Abutments:Refer to City of San Luis Obispo Public Works Engineering Standard Specifications 1.03 Submittals A.See Section 5-1.23 Submittals of City of San Luis Obispo Public Works Engineering Standard Specifications B.Shop Drawings:Indicate manufacturer's bridge clear span width,length and height. Include cross section with dimensions and callouts for finishes,railings,lights and conduit. C.Erection Drawings:Indicate bridge connection details,steel member sizes,connections. D.Site Access and Crane staging plan:Provide an access plan for delivery of bridge components to the site,including any closures,staging area,crane pick points,and timeline for installation. E.Manufacturer's Instructions:Indicate instructions for setup,installation,and maintenance. F.Executarranty. 1.The Bridge Manufacturer shall warrant,at the time of delivery,that it has conveyed good title to its steel structure,free of liens and encumbrances created by the Bridge Manufacturer,and that its steel structure is free of defects in design,material and workmanship.This warranty shall be valid for a period of one (1)year from the earlier date of delivery or 60 days after final fabrication is complete.Durable tropical hardwood decking and hardwood attachments shall carry a one (1)year warranty against rot,termite damage,or fungal decay.This warranty shall specifically exclude all softwood and decking material such as Treated Southern Yellow Pine,Douglas Fir and Wood thermoplastic composite lumber (e.g.Trex).Paint,galvanizing and other special coatings, if warranted,shall be warranted by the coating manufacturer in accordance with their warranty provisions and are not covered under the Bridge Manufacturer’s warranty. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 05 8000 05 8000 Pre-Fabricated Metal Bridges 08-01-2024 Page 2 of 8 2.This warranty shall not cover defects in the steel structure caused by abuse,misuse, overloading,accident,improper installation,maintenance,alteration,or any other cause not expressly warranted.This warranty shall not cover damage resulting from or relating to the use of any kind of de-icing material.This warranty shall be void unless owner's records are supplied that show compliance with the minimum guidelines specified in the in the Bridge Manufacturer’s inspection and maintenance procedures. 3.Repair,replacement,or adjustment,in Bridge Manufacturer’s sole discretion,shall be the exclusive remedy for any defects under this warranty.This warranty shall exclude liability for any indirect,consequential,or incidental damages. 1.04 Quality Assurance A.Manufacturer Qualifications:Company specializing in manufacturing products specified in this section,with at least five years of documented experience. 1.Each Contractor is required to identify their intended supplier as part of the bid submittal. Qualified Bridge Manufacturers must have at least 5 years of experience fabricating these types of structures and shall have an up to date quality certification by AISC per Section 12.1 of these specifications.All suppliers shall fabricate their product utilizing a modern fabrication facility owned and operated by the Bridge Manufacturer that includes the use of CNC beam drilling machines,no brokers are allowed. B.Governing Specifications 1.Bridge shall be designed in compliance with the AASHTO LRFD Bridge Design Specifications,9th Edition,2020 (AASHTO LRFD).Calculations shall be in accordance with this document,and formulas shall reference the appropriate sections. C.Other Reference Codes,Specifications and Standards 1.AISC,Steel Construction Manual,15th Edition,2017 (AISC) 2.American Welding Society,Structural Welding Code,D1.5,2015 (AWS D1.5) 3.ASCE/SEI 7-10 Minimum Design Loads for Buildings and Other Structures,2010 (ASCE 7) 4.ANSI/AWC NDC-2015 National Design Specification for Wood Construction,2015 (NDS) D.Installer Qualifications: Company specializing in performing work of the type specified and with at least three years of documented experience. E.Preconstruction Testing:Verify actual field dimensions from site confirming layout prior to fabrication.. F.Welding 1.AISC Certification 2.The bridge shall be fabricated in a shop owned by the Bridge Manufacturer.This facility shall have up to date quality certification by AISC as Certified Bridge Fabricator - Advanced (Major)with Fracture Critical Endorsement and Complex Coating Endorsement (P1-Enclosed or P2-Covered). 3.Certified Weld Inspector a.The Bridge Manufacturer shall employ at least two Certified Weld Inspectors (CWI), with endorsement by AWS QC1.At least one CWI shall be present during the complete fabrication of the bridge.The CWI shall provide written documentation that Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 05 8000 05 8000 Pre-Fabricated Metal Bridges 08-01-2024 Page 3 of 8 the bridge has been fabricated in accordance with these specifications and the approved design drawings. 4.Documentation a.Material Certifications shall be available for review for all materials within the bridge.Traceability of heat numbers is required for all steel. b.Documentation showing the performance of all critical quality checks shall also be made available for review by the Engineer or Owner. 5.Non-Destructive Testing a.All welds within the structure,shall be visually inspected for conformance to size, under cut,profile and finish. 1.05 Delivery,Storage,and Handling A.Deliver bridge(s)to project site in a level staging area.Delivery shall be done within 48 hours of installation unless notified otherwise.. 1.06 Field Conditions A.Ambient Conditions:Do not install bridge when there are excessive weather such as winds,or rain. B.Verify bridge concrete abutments have cured C.Existing Conditions:Prune any existing trees,shrubs or other landscape within 8 ft of bridge under guidance of CIty's arborist. 1.07 Warranty A.Provide Manufacturer's warranty as follows: 1.Steel Bridge Structure -10 year 2.Concrete Deck -10 year 3.Lights -Maintain warranty of lighting manufacturer for fixture PART 2 PRODUCTS 2.01 Manufacturers A.Contech Bridge Solutions Inc.. B.BIG R Bridge. C.Steadfast Bridges. D.Substitutions: See Section 01 6000 -Product Requirements. 2.02 Bridge Geometry A.Bridge Descriptions: Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 05 8000 05 8000 Pre-Fabricated Metal Bridges 08-01-2024 Page 4 of 8 1.Bridge 1 -Pedestrian H-Section Bridge with concrete deck,inset lighting,and pedestrian handrails.Capable of handling pedestrian,bicycle and maintenance pickup truck loads. 2.Bridge 2 -Pedestrian H-Section Bridge with concrete deck,inset lighting,and pedestrian handrails.Capable of handling pedestrian,bicycle and maintenance pickup truck loads. 3.Bridge 3 -Vehicular Bridge with Caltrans rails,concrete deck and walk,inset lighting. Capable of handling fire truck loads. B.Span Length 1.All bridge spans listed shall be verified in field prior to fabrication. a.(Pedestrian)Bridge #1:Spans 112'-6.5"from Multi-sport courts to pickleball playground area. b.(Pedestrian)Bridge #2:Spans 77'-4"from main field to bike pump track area. c.(Vehicular)Bridge #3:Spans 75'from upper west parking lot to upper east parking area. C.Clear Width: 1.All clear span widths shall be as measured from inside face of rail to inside face of rail a.Bridge #1 -12 ft b.Bridge #2 -10 ft c.Bridge #3 -33.33 ft D.Structural Design Criteria: 1.See Structural Plans. 2.03 Materials A.Structural Steel 1.All structural steel shall meet the Buy America requirements per 23 CFR 635. B.Deck Material 1.Metal stay-in-place forms shall be used for forming the concrete deck and shall be of zinc- coated (galvanized)structural steel sheet conforming to ASTM Specification A653 with a coating class of G165.The stay-in-place form shall be designed to support all dead loads plus an additional 50 psf for construction loads.The unit working stress in the steel sheet shall not exceed 0.725 times the specified minimum yield strength of the material,or 36ksi,whichever is smaller.Deflection of the stay-in-place form under all dead loads shall not exceed 1/180 of the form span or ½-inch,whichever is less.The Bridge Manufacturer is responsible for the design of the stay-in-place forms.Stay-in place forms shall be shop installed by the Bridge Manufacturer as much as possible to minimize field installation. 2.All reinforcing steel shall be in accordance with ASTM A615 Grade 60 and ASTM A775 for Epoxy-Coated.Size and spacing of the reinforcing steel shall be as designed by the Bridge Manufacturer. 3.Concrete shall have a minimum 28-day compressive strength (f’c)of 4500 psi,air content of 5.5%+/-1%and a maximum unit weight of 145 lb/ft3. 4.Concrete mix design,materials,quality,mixing,placement,finishing and testing shall be in accordance with the requirements of Section 552 of Federal Highway Administration Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects (FP-14).FP-14 can be viewed or downloaded at: http://flh.fhwa.dot.gov/resources/specs. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 05 8000 05 8000 Pre-Fabricated Metal Bridges 08-01-2024 Page 5 of 8 C.Fasteners 1.Structural bolts used to field splice or connect all main members shall be ASTM F3125 Grade A325.The nuts for these structural bolts shall be ASTM A563.One flat hardened washer meeting ASTM F436 shall be supplied with all bolts.All bolts,nuts and washers shall be galvanized and shall be furnished in an amount of 5%in excess of the number required for each size and length. 2.Non-structural bolts shall be ASTM A307 bolts,zinc plated or galvanized. 3.Self-drilling fasteners shall be #14 x 1”Zinc Plated Hex Washer Head Tek Screws. D.Finish 1.Overall Finish of bridges to match existing bridge on Tiburon adjacent to park site. 2.Natural Petina 3.Concrete deck to be finished with a grooved finish per Section 552-14(c)of FP-14. E.BEARINGS F.Bearing Plates 1.Bearing plates shall be used under the stringers at both ends of the bridge and shall be designed to support the anticipated reactions.Bearing plate material shall be ASTM A588. The Bridge Manufacturer should design the bearing plates such that one end of the bridge is fixed,and the other end allows for expansion.All bearing plates should have a minimum of two holes to receive anchor bolts (one on each side of the stringer).For the expansion base plates,holes shall be slotted with a minimum slot length to allow for expansion and contraction.All bearing plates shall be shipped loose for field installation by others;field welded to the stringers by an AWS D1.5 certified welder. 2.If the longitudinal grade of the bridge is greater than 1.5%,then the bearing plates shall be beveled across their width in order to provide a level bearing condition on the elastomeric pads. G.Elastomeric Pads 1.The Bearing plates will be placed on top of elastomeric pads. 2.04 Fabrication A.Welding 1.Welding procedures and weld qualification test procedures shall conform to the provisions of AWS D1.5.Filler metal shall be in accordance with the applicable AWS Filler Metal Specification and shall match the corrosion properties of the base metal. 2.Welding on site shall be done with welding shields to protect vision damage from adjacent neighboring residents. B.Welders 1.Welders shall be qualified for each process and position used while fabricating the bridge. Qualification tests shall be in accordance with AWS D1.1/D1.5.All weld qualifications and records shall be kept in accordance with the Fabricator’s Quality Assurance Manual which has been approved and audited by AISC as the basis for certification. C.Bolted Connections and Splices Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 05 8000 05 8000 Pre-Fabricated Metal Bridges 08-01-2024 Page 6 of 8 1.For shipping purposes,the bridge may be fabricated in sections.Sections shall be field assembled using bolted connections and or field welding as indicated on the drawings.All bolted connections are considered to be pretensioned connections and bolted girder splices are to be slip-critical connections.All bolts are to be pretensioned per the requirements of section 8.2 of the Specification for Structural Joints Using High-Strength Bolts. Recommended tightening method of all structural bolts shall be Turn-of-the-Nut Pretensioning. PART 3 EXECUTION 3.01 Examination A.Verification of Conditions:Verify that concrete abutments conform to dimensions of bridge span and width and will provide for a flush transition from deck to adjacent grade.All concrete shall have cured for minimum 28 days unless noted otherwise.. B.Crane setup:Contractor shall provide a crane staging area plan for each bridge piece to be assembled and set in place. Plan shall provide travel access routes to and from site and indicate temporary staging locations (if required)for bridge segments when not being installed directly. 3.02 Installation A.Delivery 1.Delivery shall be made via truck to a location nearest the site which is accessible to normal over-the-road equipment.All trucks delivering bridge materials will need to be unloaded at the time of arrival.If the erection Contractor needs special delivery or delivery is restricted,he shall notify the Bridge Manufacturer prior to bid date.This includes site issues which may prevent over-the-road equipment from accessing the site. Steerable dollies are not used in the cost provided by the Bridge Manufacturer. Determining the length of bridge section which can be delivered is the responsibility of the Contractor and shall be communicated to the Bridge Manufacturer prior to the bid date. B.Installation &Lifting Procedures Spec Drawing-Installation Guide 1.The Bridge Manufacturer will provide standard typical written procedures for lifting and splicing the bridge.All actual methods,equipment and sequence of erection used are the responsibility of the Contractor.Each module shall be lifted from the lifting lugs provided. Attach rigging to lifting lugs with adequately sized rigging hardware.Rigging materials and methods are the responsibility of the Installer.Capacity of the lifting lug is 24,000 pounds at a 45-degree lift angle. C.Loose Items 1.Post and Rails will be shipped loose for field installation as shown on plans.(If wood or steel curb and scupper rail is chosen in rail section,this can be removed) D.Bearing Plate will be shipped loose for filed welding to the bottom flange of the stringers. E.Field welding shall be performed by others,using an AWS Certified Welder. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 05 8000 05 8000 Pre-Fabricated Metal Bridges 08-01-2024 Page 7 of 8 3.03 Tolerances A.Maximum Variation From True Position:1/2"max gap created due to a horizontal shift. B.Maximum Variation From Elevation:A 1/4"max separate is allowed between bridge and adjacent grade. END OF SECTION Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 05 8000 05 8000 Pre-Fabricated Metal Bridges 08-01-2024 Page 8 of 8 This page intentionally left blank Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 06 1000 06 1000 Rough Carpentry 08-02-2024 Page 1 of 6 Section 06 1000 Rough Carpentry PART 1 GENERAL 1.01 SECTION INCLUDES A.Structural dimension lumber framing. B.Nonstructural dimension lumber framing. C.Rough opening framing for doors,windows,and roof openings. D.Sheathing. E.Roofing nailers. F.Preservative treated wood materials. G.Miscellaneous framing and sheathing. H.Concealed wood blocking,nailers,and supports. I.Miscellaneous wood nailers,furring,and grounds. J.Wall sheathing K.Roof sheathing 1.02 RELATED REQUIREMENTS A.Section 01 6116 -Volatile Organic Compound (VOC)Content Restrictions. B.Section 03 3000 -Cast-in-Place Concrete: Setting anchors in concrete. C.Section 05 1200 -Structural Steel Framing: Prefabricated beams and columns for support of wood framing. D.Section 06 1733 -Wood I-Joists. E.Section 06 1800 -Glued-Laminated Construction. 1.03 REFERENCE STANDARDS A.ASTM A153/A153M -Standard Specification for Zinc Coating (Hot-Dip)on Iron and Steel Hardware;2016a. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 06 1000 06 1000 Rough Carpentry 08-02-2024 Page 2 of 6 B.AWC (WFCM)-Wood Frame Construction Manual for One-and Two-Family Dwellings; 2018,with Errata (2019). C.AWPA U1 -Use Category System:User Specification for Treated Wood;2022. D.PS 1 -Structural Plywood;2019. E.PS 1-19 -PS 1-19;Dec 2019. F.PS 2 -Performance Standard for Wood Structural Panels;2018. G.PS 20 -American Softwood Lumber Standard;2021. 1.04 SUBMITTALS A.See Section 01 3300 -Submittals for submittal procedures. B.Structural Composite Lumber: Submit manufacturer's published structural data including span tables,marked to indicate which sizes and grades are being used;if structural composite lumber is being substituted for dimension lumber or timbers,submit grading agency structural tables marked for comparison. C.Manufacturer's Certificate: Certify that wood products supplied for rough carpentry meet or exceed specified requirements. D.Sustainable Forest Certification:A voluntary third party certification in conformance with Scientific Certification System (SCS)that timber harvested meets forest management and ecological standards that comply with project goals.Forest Stewardship Council and Smartwood are accepted certifications. 1.05 DELIVERY,STORAGE,AND HANDLING A.General: Cover wood products to protect against moisture.Support stacked products to prevent deformation and to allow air circulation. PART 2 PRODUCTS 2.01 GENERAL REQUIREMENTS A.Dimension Lumber: Comply with PS 1-19 and requirements of specified grading agencies. 1.Species: Douglas Fir-Larch,unless otherwise indicated. 2.Grading Agency: Grading agency whose rules are approved by the Board of Review, American Lumber Standard Committee at www.alsc.org, and who provides grading service for the species and grade specified;provide lumber stamped with grade mark unless otherwise indicated. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 06 1000 06 1000 Rough Carpentry 08-02-2024 Page 3 of 6 2.02 DIMENSION LUMBER FOR CONCEALED APPLICATIONS A.Sizes: Nominal sizes as indicated on drawings,S4S. B.Moisture Content: S-dry or MC19. C.Stud Framing (2 by 2 through 2 by 8 ): 1.Species: Per plan. 2.Grade: Per plan. D.Joist,Rafter,and Small Beam Framing (2 by 6 through 4 by 16 ): 1.Species and Grades: As indicated on drawings for various locations. E.Miscellaneous Framing,Blocking,Nailers,Grounds,and Furring: 1.Lumber: S4S,No.2 or Standard Grade. 2.Boards: S4S,No.2. 2.03 TIMBERS FOR CONCEALED APPLICATIONS A.Sizes: Nominal sizes as indicated on drawings,S4S. B.Moisture Content: S-dry (19 percent maximum). C.Beams and Posts 5 inches and over in thickness: 1.Species: Douglas Fir-Larch. 2.Grade: No.1. 2.04 STRUCTURAL COMPOSITE LUMBER A.Structural Composite Lumber: Factory fabricated beams,headers,and columns,of sizes and types indicated on drawings;structural capacity as published by manufacturer. 1.Columns: Use laminated veneer lumber with manufacturer's published E (modulus of elasticity): 2,000,000 psi,minimum.Fb =2,900 psi,minimum. 2.Beams: Use laminated veneer lumber with manufacturer's published E (modulus of elasticity):2,000,000 psi,minimum.Fb =2,900 psi,minimum. 3.Products: a.RedBuilt LLC;Redbuilt Laminated Veneer Lumber: www.redbuilt.com//#sle. b.Substitutions: See Section 01 6000 -Product Requirements. 2.05 CONSTRUCTION PANELS A.Roof Sheathing: PS 2 type,rated Structural I Sheathing. 1.Bond Classification: Exterior. 2.Span Rating: 32. 3.Performance Category: 1/2 PERF CAT. B.Wall Sheathing:Plywood,PS 1,Grade C-D,Exposure I,rated Structural I Sheathing. C.Other Applications: Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 06 1000 06 1000 Rough Carpentry 08-02-2024 Page 4 of 6 1.Plywood Concealed From View But Located Within Exterior Enclosure: PS 1,C-C Plugged or better,Exterior grade. 2.Plywood Exposed to View But Not Exposed to Weather: PS 1,A-D,or better. 3.Other Locations: PS 1,C-D Plugged or better. 2.06 ACCESSORIES A.Fasteners and Anchors: 1.Metal and Finish: Hot-dipped galvanized steel complying with ASTM A153/A153M for high humidity and preservative-treated wood locations,unfinished steel elsewhere. B.Joist Hangers: Hot dipped galvanized steel,sized as noted on plans. 1.Provide hangers manufactured by Simpson Strong-Tie. 2.07 FACTORY WOOD TREATMENT A.Treated Lumber and Plywood: Comply with requirements of AWPA U1 -Use Category System for wood treatments determined by use categories,expected service conditions,and specific applications. 1.Preservative-Treated Wood: Provide lumber and plywood marked or stamped by an ALSC-accredited testing agency,certifying level and type of treatment in accordance with AWPA standards. PART 3 EXECUTION 3.01 PREPARATION A.Coordinate installation of rough carpentry members specified in other sections. 3.02 INSTALLATION -GENERAL A.Select material sizes to minimize waste. B.Reuse scrap to the greatest extent possible;clearly separate scrap for use on site as accessory components,including:shims,bracing,and blocking. C.Where treated wood is used on interior,provide temporary ventilation during and immediately after installation sufficient to remove indoor air contaminants. 3.03 FRAMING INSTALLATION A.Set structural members level,plumb,and true to line. Discard pieces with defects that would lower required strength or result in unacceptable appearance of exposed members. B.Make provisions for temporary construction loads,and provide temporary bracing sufficient to maintain structure in true alignment and safe condition until completion of erection and installation of permanent bracing. C.Install structural members full length without splices unless otherwise specifically detailed. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 06 1000 06 1000 Rough Carpentry 08-02-2024 Page 5 of 6 D.Comply with member sizes,spacing,and configurations indicated,and fastener size and spacing indicated,but not less than required by applicable codes and AWC (WFCM)Wood Frame Construction Manual. E.Install horizontal spanning members with crown edge up and not less than 1-1/2 inches of bearing at each end. F.Construct double joist headers at floor and ceiling openings and under wall stud partitions that are parallel to floor joists; use metal joist hangers unless otherwise detailed. G.Provide bridging at joists in excess of 8 feet span as detailed. Fit solid blocking at ends of members. H.Frame wall openings with two or more studs at each jamb;support headers on cripple studs. 3.04 BLOCKING,NAILERS,AND SUPPORTS A.Provide framing and blocking members as indicated or as required to support finishes,fixtures, specialty items,and trim. B.Provide the following specific nonstructural framing and blocking: 1.Cabinets and shelf supports. 2.Wall brackets. 3.Handrails. 4.Grab bars. 5.Towel and bath accessories. 6.Wall-mounted door stops. 7.Chalkboards and marker boards. 8.Wall paneling and trim. 9.Joints of rigid wall coverings that occur between studs. 10.Decorative panels 3.05 ROOF-RELATED CARPENTRY A.Coordinate installation of roofing carpentry with deck construction,framing of roof openings, and roofing assembly installation. B.Provide wood curb at each roof opening except where prefabricated curbs are specified and where specifically indicated otherwise;form corners by alternating lapping side members. 3.06 INSTALLATION OF CONSTRUCTION PANELS A.Roof Sheathing: Secure panels with long dimension perpendicular to framing members,with ends staggered and over firm bearing. 1.At long edges provide solid edge blocking where joints occur between roof framing members,where noted on plans. 2.Nail panels to framing; staples are not permitted. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 06 1000 06 1000 Rough Carpentry 08-02-2024 Page 6 of 6 B.Wall Sheathing: Secure with long dimension perpendicular to wall studs,with ends over firm bearing and staggered,using nails,screws,or staples. 3.07 TOLERANCES A.Framing Members: 1/4 inch from true position,maximum. B.Variation from Plane,Other than Floors: 1/4 inch in 10 feet maximum,and 1/4 inch in 30 feet maximum. 3.08 FIELD QUALITY CONTROL A.See Section 01 4000 -Pumptrack Specialty Work Qualification for additional requirements. 3.09 CLEANING A.Waste Disposal: See Section 01 7419 -Construction Waste Management and Disposal. 1.Comply with applicable regulations. 2.Do not burn scrap on project site. 3.Do not burn scraps that have been pressure treated. 4.Do not send materials treated with pentachlorophenol,CCA,or ACA to co-generation facilities or “waste-to-energy”facilities. B.Do not leave wood,shavings,sawdust,etc.on the ground or buried in fill. C.Prevent sawdust and wood shavings from entering the storm drainage system. END OF SECTION Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 06 4100 06 4100 Architectural Wood Casework 08-01-2024 Page 1 of 6 Section 06 4100 Architectural Wood Casework PART 1 GENERAL 1.01 SECTION INCLUDES A.Specially fabricated cabinet units. B.Hardware. 1.02 RELATED REQUIREMENTS A.Section 06 1000 -Rough Carpentry: Support framing,grounds,and concealed blocking. B.Section 07 9005-Joint Sealers 1.03 REFERENCE STANDARDS A.AWI/AWMAC/WI (AWS)-Architectural Woodwork Standards,2nd Edition;2014,with Errata (2016). B.NEMA LD 3 -High-Pressure Decorative Laminates;2005. C.WI (CCP)-Certified Compliance Program (CCP);Current Edition. D.WI (MCP)-Monitored Compliance Program (MCP);Current Edition. E.ASTM D 1037 -99 Standard Test Methods for Evaluating Properties of Wood-Base Fiber and Particle Panel Materials 1.04 SUBMITTALS A.See Section 01 3300 -Submittals for submittal procedures. B.Shop Drawings:Indicate materials,component profiles and elevations,assembly methods,joint details,fastening methods,accessory listings,hardware location and schedule of finishes.Shop Drawings shall have WI,Certified Compliance Label affixed to first page of drawing set. C.Product Data:Provide data for hardware accessories.Provide MSDS Sheets for all composite wood and agrifiber products,adhesives,and sealants used. D.Samples:Submit actual sample items of proposed pulls,plastic laminates,hinges,plastic laminates,shelf standards,and plastic laminates,demonstrating hardware design,quality,and finish. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 06 4100 06 4100 Architectural Wood Casework 08-01-2024 Page 2 of 6 1.05 QUALITY ASSURANCE A.Fabricator Qualifications: Company specializing in fabricating the products specified in this section with minimum five years of documented experience. B.Perform work in accordance with WI Manual of Millwork,Customquality,unless other quality is indicated for specific items.The millwork supplier shall issue a W.I.Certificate Compliance Certificate indicating the grade of millwork products to be furnished for this job and certifying that they will fully meet all the requirements of the grade specified.Each unit of casework shall bear the W.I.Certificate Compliance label.Each plastic laminate countertop shall bear the W.I. Certified Compliance label.Upon the completion of the installation,a W.I.Certified Compliance shall be issued for the installation.The type of construction used must meet the seismic force requirements of Title 24. 1.06 DELIVERY,STORAGE,AND HANDLING A.Protect units from moisture damage. B.Delivery shall only be made when the area of operation is enclosed,all wet work is dry,all overhead work is complete,and the area broom clean. 1.07 FIELD CONDITIONS A.During and after installation of custom cabinets,maintain temperature and humidity conditions in building spaces at same levels planned for occupancy. B.The architectural millwork shall be acclimated to these conditions for 72 hours prior to installation. PART 2 PRODUCTS 2.01 CABINETS A.Quality Standard: Custom Grade,in accordance with AWI/AWMAC/WI (AWS)or AWMAC/WI (NAAWS),unless noted otherwise. 2.02 WOOD-BASED COMPONENTS A.Hardwood Faced Plywood:HPVA HP-1;graded in accordance with WI Manual of Millwork, core of lumber;exterior glue ;thickness 3/4"; 1.Exposed Open Shelving 2.Semi Exposed Shelving B.Particleboard shall not be used C.Medium Density Fiberboard (MDF):ANSI A208.2;type as specified in WI Manual of Millwork;composed of wood fibers pressure bonded with moisture resistantformaldehyde free adhesive to suit application;sanded faces;thickness as required. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 06 4100 06 4100 Architectural Wood Casework 08-01-2024 Page 3 of 6 1.Medex,as manufactured by Sierra Pine or approved equal 2.Located at all casework construction,except as identified above. 2.03 LAMINATE MATERIALS A.Manufacturers: 1.Formica Corporation;Fenix NTM:www.formica.com/#sle.Basis of Design 2.Panolam Industries International,Inc: www.panolam.com/#sle. 3.Wilsonart LLC: www.wilsonart.com/#sle. 4.Or approved equal,prior to bidding B.High Pressure Decorative Laminate (HPDL):NEMA LD 3,types as recommended for all exposed applications as scheduled. 1.Horizontal and Vertical Surfaces: HGS,0.048 inch nominal thickness,through color, color as selected from manufacturer's full range,matte finish. C.Melamine finish at all semi-exposed cabinet shelving,divisions and faces. D.Interior faces of cabinet doors to be faced with the same material as exposed surfaces. E.Backing sheet:Provide where recommended by manufacturer to minimize lamination warpage 2.04 ACCESSORIES A.Adhesive:Type recommended by WI to suit application or as recommended by Manufacturer. B.Plastic Edge Banding: Extruded PVC,convex shaped;smooth finish;self locking serrated tongue;of width to match component thickness. 1.Color: As selected by Architectfrom manufacturer's fullrange. 2.Use at all exposed shelf edges. 3.Use at door and drawer edges. 4.All adhesives must meet or exceed the VOC limits of the local Air Quality Board C.Fasteners: Size and type to suit application. D.Bolts,Nuts,Washers,Lags,Pins,and Screws: Of size and type to suit application;galvanized or chrome-plated finish in concealed locations and stainless steel or chrome-plated finish in exposed locations. E.Concealed Joint Fasteners: Threaded steel. 2.05 HARDWARE A.Adjustable Shelf Supports: Standard side-mounted system using recessed metal shelf standards and coordinated self rests,satin finish,for nominal 9/16 inch spacing adjustments. 1.Standards,SP-1820,manufactured by Sugatsuneor approved equal. 2.Supports;SP-15,manufactured by Sugatsune or approved equal. B.Drawer and Door Pulls: matte chrome zinc alloy pull handle. 1.Product:EG-36160 MCmanufactured by Sugatsuneor approved equal Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 06 4100 06 4100 Architectural Wood Casework 08-01-2024 Page 4 of 6 C.Cabinet Catches and Latches: 1.Product:MC0099manufactured by Sugatsune 2.Product:323A92 manufactured by Ives 3.Substitutions:See Section 01600 -Product Requirements. D.Hinges: European style concealed self-closing type,steel with nickel-plated finish. 1.Manufacturers: a.Rockford Process Control,Inc:rockfordprocess.com -450 series. b.Or approved equal, c.Substitutions: See Section 01 6000 -Product Requirements. E.Silencers:Clear vinyl silencers to be installed at each cabinet door 2.06 FABRICATION A.Cabinets shall be fabricated to Woodwork Institute standards 1.Grade:Premium B.Exceptions to WI standards 1.Wall Hung Cabinets :Depth 14 inches 2.Storage,Janitor,Closet and Utility Room Cabinets shall be of the same construction as typical cabinets. 3.Shelves shall be designed as per schools and libraries,for a 50lb per square foot live load as per table 15-1. 4.Exterior Edges:Include doors,drawer fronts,and front edge of vertical end panels and leg panels.Exterior edges are to be edged with heavy-duty 3mm PVC edgebanding,color to match door or drawer front. C.Assembly: Shop assemble cabinets for delivery to site in units easily handled and to permit passage through building openings. D.Edging: Fit shelves,doors,and exposed edges with specified edging. Do not use more than one piece for any single length. E.Fitting:When necessary to cut and fit on site,provide materials with ample allowance for cutting. Provide matching trim for scribing and site cutting. F.Plastic Laminate: Apply plastic laminate finish in full uninterrupted sheets consistent with manufactured sizes. Fit corners and joints hairline;secure with concealed fasteners. Slightly bevel arises. 1.Apply laminate backing sheet to reverse side of plastic laminate finished surfaces. 2.Cap exposed plastic laminate finish edges with material of same finish and pattern. PART 3 EXECUTION 3.01 EXAMINATION A.Verify adequacy of backing and support framing. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 06 4100 06 4100 Architectural Wood Casework 08-01-2024 Page 5 of 6 B.Verify location and sizes of utility rough-in associated with work of this section. 3.02 CASEWORK INSTALLATION A.Install work in accordance with AWI/AWMAC/WI (AWS)or AWMAC/WI (NAAWS) requirements for grade indicated. B.Set and secure custom cabinets in place,assuring that they are rigid,plumb,and level. C.Use fixture attachments in concealed locations for wall mounted components. D.Use concealed joint fasteners to align and secure adjoining cabinet units. E.Carefully scribe casework abutting other components,with maximum gaps of 1/32 inch. Do not use additional overlay trim for this purpose. F.Secure cabinets to floor using appropriate angles and anchorages. G.Cabinets set on slab on grade concrete or in wet or damp locations shall be placed on water resistant base material only. H.Countersink anchorage devices at exposed locations. Conceal with solid wood plugs of species to match surrounding wood;finish flush with surrounding surfaces. I.Secure upper cabinets,counter bases,full height cabinets,and counter partitions to floor and wall using appropriate angles and anchorages to obtain seismic restraint per Title 24 Section 2336 3.03 ADJUSTING A.Adjust moving or operating parts to function smoothly and correctly. 3.04 CLEANING A.Defective work shall be repaired or replaced as directed by the Owner or his representative upon completion of installation. B.Shop finished surfaces shall be cleaned,touched-up as required and damaged or unrepairable areas shall be refinished or replaced as directed. C.Clean cabinetry free of debris.Installer shall be responsible for the immediate removal of all trash,crating,etc.,associated with the cabinet installation. END OF SECTION Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 06 4100 06 4100 Architectural Wood Casework 08-01-2024 Page 6 of 6 This page intentionally left blank Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 07 2500 07 2500 Weather Barriers 08-01-2024 Page 1 of 4 Section 07 2500 Weather Barriers PART 1 GENERAL 1.01 SECTION INCLUDES A.Water-resistive barriers. 1.02 RELATED REQUIREMENTS A.Section 04 2000 -Unit Masonry:Weather Barrier Substrate B.Section 06 1000 -Rough Carpentry:Weather Barrier Substrate C.Section 07 6200 -Sheet Metal Flashing and Trim 1.03 DEFINITIONS A.Weather Barriers: Materials or assemblies forming water-resistive barriers,air barriers,vapor retarders,or combination of one or more assemblies. B.Water-Resistive Barriers: Materials or assemblies installed behind exterior wall coverings; designed to prevent liquid water from further penetration into exterior wall assembly. 1.04 REFERENCE STANDARDS A.ASTM D779 -Standard Test Method for Water Resistance of Paper,Paperboard,and Other Sheet Materials by the Dry Indicator Method;2003. B.ASTM D1970/D1970M -Standard Specification for Self-Adhering Polymer Modified Bituminous Sheet Materials Used as Steep Roofing Underlayment for Ice Dam Protection; 2021. C.ASTM E84 -Standard Test Method for Surface Burning Characteristics of Building Materials; 2023d. D.ASTM E96/E96M -Standard Test Methods for Gravimetric Determination of Water Vapor Transmission Rate of Materials;2023. E.ASTM E2178 -Standard Test Method for Determining Air Leakage Rate and Calculation of Air Permeance of Building Materials;2021a. F.ASTM E2273 -Standard Test Method for Determining the Drainage Efficiency of Exterior Insulation and Finish Systems (EIFS)Clad Wall Assemblies;2018. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 07 2500 07 2500 Weather Barriers 08-01-2024 Page 2 of 4 G.ICC-ES AC38 -Acceptance Criteria for Water-Resistive Barriers;2016,with Editorial Revision (2021). 1.05 SUBMITTALS A.See Section 01 3300 -Submittals for submittal procedures. B.Product Data: Provide data on material characteristics. C.Manufacturer's Installation Instructions: Indicate preparation,installation methods,and storage and handling criteria. 1.06 MOCK-UPS A.Construct weather barrier mock-up,10 feetlong by 10 feetwide,indicating instalation at penetrations,top of wall,and base of wall.. B.Locate where directed. C.Mock-up may remain as part of work. 1.07 FIELD CONDITIONS A.Maintain temperature and humidity recommended by materials manufacturers before,during, and after installation. PART 2 PRODUCTS 2.01 Water-Resistive Barriers A.Water-Resistive Barrier,Composite:tear-resistant membrane,with non-woven polypropylene (PP)fabric,UV stable acrylic coating,and adhesive coating on the back. 1.Air Permeance:0.00002 cfm/sq ft,maximum,when tested in accordance with ASTM E2178. 2.Water Vapor Permeance:50 perms,minimum,when tested in accordance with ASTM E96/E96Musing Procedure B. 3.Ultraviolet (UV)and Weathering Resistance:Approved by manufacturer for up to 180 days of weather exposure. 4.Surface Burning Characteristics:Flame spread index of 5 or less,smoke developed index of 15 or less,Class A when tested in accordance with ASTM E84. 5.Seam and Perimeter Tape: As recommended by sheet manufacturer. 6.Products: a.Dorken Systems Inc;Delta Fassade SA: www.dorken.com/#sle. b.VaproShield:WrapShield SA:vaproshield.com c.Substitutions: See Section 01 6000 -Product Requirements. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 07 2500 07 2500 Weather Barriers 08-01-2024 Page 3 of 4 2.02 Accessories A.Seal and Perimeter Tapes: As recommended by water-resistive barrier manufacturer. B.Flashings and Sealants: As recommended by water-resistive barrier manufacturer for application. C.Flexible Flashing: Self-adhering sheet flashing complying with ASTM D1970/D1970M;waive slip resistance requirement if not installed on roof. 1.Width: 4 inches. 2.03 Fasteners A.Fasteners for Attaching Water-Resistive Barriers to Substrates: As recommended by barrier manufacturer for application. PART 3 EXECUTION 3.01 EXAMINATION A.Verify that surfaces and conditions comply with requirements of this section. 3.02 PREPARATION A.Remove projections,protruding fasteners,and loose or foreign matter that might interfere with proper installation. B.Clean and prime substrate surfaces to receive adhesives and sealants in accordance with manufacturer's installation instructions. 3.03 INSTALLATION A.Install materials in accordance with manufacturer's installation instructions. B.Install continuous water-resistive barriers where indicated on drawings,with sheets lapped to shed water. C.Air Barriers: Install continuous air tight barrier over surfaces indicated,with sealed seams and with sealed joints to adjacent surfaces. D.Mechanically Fastened Sheets: 1.Install sheets in shingle fashion to shed water;align horizontally. 2.Overlap seams as recommended by manufacturer,6 inches,minimum. 3.Overlap at outside and inside corners as recommended by manufacturer,12 inches, minimum. 4.Attach to framed construction with fasteners extending through sheathing into framing, and space fasteners at 12 to 18 inches on center along each framing member supporting sheathing. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 07 2500 07 2500 Weather Barriers 08-01-2024 Page 4 of 4 5.Attach to masonry construction using mechanical fasteners spaced at 12 to 18 inches vertically on center,and at 24 inches,maximum,horizontally on center. 6.For applications indicated to be airtight,seal seams,laps,penetrations,tears,and cuts with self-adhesive tape;use only large-headed,gasketed fasteners as recommended by manufacturer. 7.Install water-resistive barrier over jamb flashings. 8.Install head flashings under water-resistive barrier. 9.At framed openings with frames having nailing flanges,extend sheet into opening and over flanges;at head of opening,seal sheet over flange and flashing. E.Openings and Penetrations in Exterior Water-Resistive Barriers: 1.Install flashing over sills,covering entire sill framing member,and extend at least 5 inches onto water-resistive barrier and at least 6 inches up jambs;mechanically fasten stretched edges. 2.At openings filled with frames having nailing flanges,seal head and jamb flanges using a continuous bead of sealant compressed by flange and cover flanges with sealing tape at least 4 inches wide;do not seal sill flange. 3.At openings filled with nonflanged frames,seal water-resistive barrier to each side of framing at opening using flashing at least 9 inches wide,and covering entire depth of framing. 4.At head of openings,install flashing under water-resistive barrier extending at least 2 inches beyond face of jambs;seal water-resistive barrier to flashing. 5.At interior face of openings,seal gaps between window and door frames and rough framing using appropriate joint sealant over backer rod. 6.Service and Other Penetrations: Form flashing around penetrating items and seal to surface of water-resistive barrier. 3.04 FIELD QUALITY CONTROL A.See Section 01 4000 -Pumptrack Specialty Work Qualification for additional requirements. B.Owner’s Inspection and Testing: Cooperate with Owner’s testing agency. 1.Allow access to work areas and staging. 2.Notify Owner’s testing agency in writing of schedule for work of this section to allow sufficient time for testing and inspection. 3.Do not cover work of this section until testing and inspection is accepted. C.Do not cover installed water-resistive barriers until required inspections have been completed. D.Take digital photographs of each portion of installation prior to covering up weather barriers. 3.05 PROTECTION A.Do not leave materials exposed to weather longer than recommended by manufacturer. END OF SECTION Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 07 4113 07 4113 Metal Roof Panels 08-01-2024 Page 1 of 6 Section 07 4113 Metal Roof Panels PART 1 GENERAL 1.01 SECTION INCLUDES A.Metal roof panel system of preformed steel panels. 1.02 RELATED REQUIREMENTS A.Section 06 1000 -Rough Carpentry: Roof sheathing. B.Section 07 9200 -Joint Sealants: Sealing joints between metal roof panel system and adjacent construction. 1.03 REFERENCE STANDARDS A.AAMA 2605 -Voluntary Specification,Performance Requirements and Test Procedures for Superior Performing Organic Coatings on Aluminum Extrusions and Panels (with Coil Coating Appendix);2022. B.ASTM A792/A792M -Standard Specification for Steel Sheet,55%Aluminum-Zinc Alloy- Coated by the Hot-Dip Process;2023. C.ASTM D1970/D1970M -Standard Specification for Self-Adhering Polymer Modified Bituminous Sheet Materials Used as Steep Roofing Underlayment for Ice Dam Protection; 2021. D.ASTM E96/E96M -Standard Test Methods for Gravimetric Determination of Water Vapor Transmission Rate of Materials;2023. E.ASTM E1592 -Standard Test Method for Structural Performance of Sheet Metal Roof and Siding Systems by Uniform Static Air Pressure Difference;2005 (Reapproved 2017). F.UL 580 -Standard for Tests for Uplift Resistance of Roof Assemblies;Current Edition, Including All Revisions. 1.04 SUBMITTALS A.See Section 01 3300 -Submittals for submittal procedures. B.Product Data: Manufacturer's data sheets on each product to be used,including: 1.Summary of test results,indicating compliance with specified requirements. 2.Storage and handling requirements and recommendations. 3.Installation methods. 4.Specimen warranty. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 07 4113 07 4113 Metal Roof Panels 08-01-2024 Page 2 of 6 C.Shop Drawings: Include layouts of roof panels,details of edge and penetration conditions, spacing and type of connections,flashings,underlayments,and special conditions. 1.Show work to be field-fabricated or field-assembled. D.Verification Samples: For each roofing system specified,submit samples of minimum size 12 inches square,representing actual roofing metal,thickness,profile,color,and texture. E.Test Reports: Indicate compliance of metal roofing system to specified requirements. F.Warranty: Submit specified manufacturer's warranty and ensure that forms have been completed in Owner's name and are registered with manufacturer. 1.05 QUALITY ASSURANCE A.Manufacturer Qualifications: Company specializing in manufacturing products specified in this section,with not less than 10 years of documented experience. B.Panel manufacturers without full supporting literature,Flashings &Details Guides,Guide Specifications and Technical Support shall not be considered equal to the specified product. C.Installer Qualifications: Company specializing in performing work of the type specified and with at least 5 years of documented experience. 1.06 REGULATORY AGENCY REQUIREMENTS A.Comply with CBC and local Building Code requirements if more restrictive than those specified herein. 1.07 DELIVERY,STORAGE,AND HANDLING A.Provide strippable plastic protection on prefinished roofing panels for removal after installation. 1.08 FIELD CONDITIONS A.Do not install metal roof panels,eave protection membrane,underlayment,or _____when surface,ambient air,or wind chill temperatures are below 45 degrees F. 1.09 WARRANTY A.See Section 01 7800 -Closeout Submittals for additional warranty requirements. B.Finish Warranty: Provide manufacturer's special warranty covering failure of factory-applied exterior finish on metal roof panels and agreeing to repair or replace panels that show evidence of finish degradation,including significant fading,chalking,cracking,or peeling within specified warranty period of ten years from Date of Substantial Completion. C.Waterproofing Warranty: Provide manufacturer's warranty for weathertightness of roofing system,including agreement to repair or replace roofing that fails to keep out water within specified warranty period of 10 years from Date of Substantial Completion. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 07 4113 07 4113 Metal Roof Panels 08-01-2024 Page 3 of 6 PART 2 PRODUCTS 2.01 MANUFACTURERS A.Basis of Design: 1.Metal Roof Panels: Vertical Seam -Flatmanufactured by Metal Sales. B.Architectural Metal Roof Panel Manufacturers: 1.AEP Span:www.aepspan.com/ 2.ATAS International,Inc:www.atas.com/#sle. 3.Metal Sales Manufacturing Corporation:https://www.metalsales.us.com/ 2.02 PERFORMANCE REQUIREMENTS A.Metal Roof Panels: Provide complete roofing assemblies,including roof panels,clips, fasteners,connectors,and miscellaneous accessories,tested for compliance with the following minimum standards: 1.Structural Design Criteria: Provide panel assemblies designed to safely support design loads at support spacing indicated,with deflection not to exceed L/180 of span length(L) when tested in accordance with ASTM E1592. 2.Overall: Complete weathertight system tested and approved in accordance with ASTM E1592. 3.Wind Uplift: Class 90 wind uplift resistance of UL 580. 4.Thermal Movement: Design system to accommodate without deformation anticipated thermal movement over ambient temperature range of 100 degrees F. 2.03 METAL ROOF PANELS A.Metal Roof Panels: Provide complete engineered system complying with specified requirements and capable of remaining weathertight while withstanding anticipated movement of substrate and thermally induced movement of roofing system. B.Metal Panels: Factory-formed panels with factory-applied finish. 1.Steel Panels: a.Aluminum-zinc alloy-coated steel complying with ASTM A792/A792M;minimum AZ50 coating. b.Steel Thickness: Minimum 24 gauge,0.024 inch. 2.Profile: Standing seam,with minimum 1.75 inchseam height;concealedfastener system for field seaming with special tool. 3.Texture: Smooth. 4.Length: Maximum possible length to minimize lapped joints.Where lapped joints are unavoidable,space laps so that each sheet spans over three or more supports. 5.Width: Maximum panel coverage of 16 inches. 6.Color:As indicated on the drawings or as selected by architect from manufacturer's full range. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 07 4113 07 4113 Metal Roof Panels 08-01-2024 Page 4 of 6 2.04 ATTACHMENT SYSTEM A.Concealed System: Provide manufacturer's standard stainless steel or nylon-coated aluminum concealed anchor clips designed for specific roofing system and engineered to meet performance requirements,including anticipated thermal movement. 2.05 FABRICATION A.Panels:Provide factoryfabricated panelsand accessory items,using manufacturer's standard processes as required to achieve specified appearance and performance requirements. B.Joints: Provide captive gaskets,sealants,or separator strips at panel joints to ensure weathertight seals,eliminate metal-to-metal contact,and minimize noise from panel movements. 2.06 FINISHES A.Fluoropolymer Coil Coating System: Polyvinylidene fluoride (PVDF)multi-coat superior performing organic coatings system complying with AAMA 2605,including at least 70 percent PVDF resin,and at least 80 percent of coil coated metal surfaces having minimum total dry film thickness (DFT)of 0.9 mil,0.0009 inch;color and gloss as selected by Architect from manufacturer’s standard line. 2.07 ACCESSORIES A.Miscellaneous Sheet Metal Items: Provide flashings,gutters,downspouts,trim,moldings, closure strips,preformed crickets,caps,and equipment curbs of the same material,thickness, and finish as used for the roofing panels.Items completely concealed after installation may optionally be made of stainless steel. B.Rib and Ridge Closures: Provide prefabricated,close-fitting components of steel with corrosion resistant finish or combination steel and closed-cell foam. C.Sealants: 1.Exposed Sealant: Elastomeric;silicone,polyurethane,or silyl-terminated polyether/polyurethane. 2.Concealed Sealant: Non-curing butyl sealant or tape sealant. 3.Seam Sealant: Factory-applied,non-skinning,non-drying type. 2.08 SHEET MATERIALS A.Location 1.Field:One layer of synthetic underlayment 2.Crickets,valleys,headwall flashing,sidewall flasing and roof penetraions: Self-adhering rubber modified asphalt B.Underlayment: Self-adhering polymer modified asphalt sheet complying with ASTM D1970/D1970M,with strippable release film and top surface of woven polypropylene sheet. 1.Sheet Thickness: 80 mil,0.080 inchminimum total thickness. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 07 4113 07 4113 Metal Roof Panels 08-01-2024 Page 5 of 6 2.Self Sealability: Nail sealability in accordance with ASTM D1970/D1970M. 3.Water Vapor Permeance: 0.1 perm,maximum,when tested in accordance with ASTM E96/E96M using Desiccant Method (Method A). 4.UL Class A Rated when tested in accordance with UL 790 5.Products: a.Polyglass USA,Inc;Polystick XFR,Fire Resistant Self-Adhered Roof Underlayment: www.polyglass.us/#sle. b.Substitutions: See Section 01 6000 -Product Requirements. PART 3 EXECUTION 3.01 EXAMINATION A.Do not begin installation of preformed metal roof panels until substrates have been properly prepared. B.If substrate preparation is the responsibility of another installer,notify Architect of unsatisfactory preparation before proceeding. 3.02 PREPARATION A.Coordinate roofing work with provisions for roof drainage,flashing,trim,penetrations,and other adjoining work to ensure that completed roof will be free of leaks. B.Coordinate installation of waterproof membrane over roof sheathing with Section 06 1000. C.Remove protective film from surface of roof panels immediately prior to installation;strip film carefully to avoid damage to prefinished surfaces. D.Separate dissimilar metals by applying a bituminous coating,self-adhering rubberized asphalt sheet,or other permanent method approved by metal roof panel manufacturer. E.At locations where metal will be in contact with wood or other absorbent material subject to wetting,seal joints with sealing compound and apply one coat of heavy-bodied bituminous paint. 3.03 INSTALLATION A.Overall: Install roofing system in accordance with approved shop drawings and metal roof panel manufacturer's instructions and recommendations,as applicable to specific project conditions;securely anchor components of roofing system in place allowing for thermal and structural movement. 1.Install roofing system with concealed clips and fasteners,except as otherwise recommended by manufacturer for specific circumstances. 2.Minimize field cutting of panels.Where field cutting is required,use methods that will not distort panel profiles.Use of torches for field cutting is prohibited. B.Where valley flashing is installed,the flashing shall be not less than 0.019-inch (0.48 mm)No. 26 gage galvanized sheet corrosion-resistant metal installed over not less than one layer of Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 07 4113 07 4113 Metal Roof Panels 08-01-2024 Page 6 of 6 minimum 72 pound (32.4 kg)mineral-surfaced nonperforated cap sheet complying with ASTM D3909/D3909M,at least 36-inch-wide (914 mm)running the full length of the valley. (Reference CBC 705A.3) C.Accessories:Install necessary components that are required for complete roofing assembly, including flashings,gutters,downspouts,trim,moldings,closure strips,preformed crickets, caps,equipment curbs,rib closures,ridge closures,and similar roof accessory items. D.Underlayment:Install underlayment in accordance with manufacturer's written instructions and recommendations,as applicable to specific project conditions;securely anchor to substrate .Lap underlayment for drainage. E.Roof Panels: Install metal roof panels in accordance with manufacturer's installation instructions,minimizing transverse joints except at junction with penetrations. 3.04 CLEANING A.Clean exposed sheet metal work at completion of installation.Remove grease and oil films, excess joint sealer,handling marks,and debris from installation,leaving the work clean and unmarked,free from dents,creases,waves,scratch marks,or other damage to the finish. 3.05 PROTECTION A.Do not permit storage of materials or roof traffic on installed roof panels.Provide temporary walkways or planks as necessary to avoid damage to completed work.Protect roofing until completion of project. B.Touch-up,repair,or replace damaged roof panels or accessories before Date of Substantial Completion. END OF SECTION Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 07 4646 07 4646 Fiber-Cement Siding 08-01-2024 Page 1 of 6 Section 07 4646 Fiber-Cement Siding PART 1 GENERAL 1.01 SECTION INCLUDES A.Fiber-cement siding. B.Fiber-cement trim. 1.02 RELATED REQUIREMENTS A.Section 04 2000 -Unit Masonry:Siding substrate B.Section 06 1000 -Rough Carpentry: Siding substrate. C.Section 07 2500 -Weather Barriers: Water-resistive barrier under siding. D.Section 07 9200 -Joint Sealants: Sealing joints between siding and adjacent construction and fixtures. E.Section 09 9113 - Exterior Painting: Field painting. 1.03 REFERENCE STANDARDS A.ASTM C1186 -Standard Specification for Flat Fiber-Cement Sheets;2022,with Editorial Revision (2023). 1.04 SUBMITTALS A.See Section 01 3300 -Submittals for submittal procedures. B.Product Data: Submit manufacturer's data sheets on each product to be used,including: 1.Manufacturer's requirements for related materials to be installed by others. 2.Preparation instructions and recommendations. 3.Storage and handling requirements and recommendations. 4.Installation methods,including nail patterns. C.Shop Drawings: Indicate dimensions,layout,joints,construction details,support clips,and methods of anchorage. D.Test Report: Applicable model code authority evaluation report (e.g.ICC-ES). E.Installer's qualification statement. F.Maintenance Instructions: Periodic inspection recommendations and maintenance procedures. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 07 4646 07 4646 Fiber-Cement Siding 08-01-2024 Page 2 of 6 G.Warranty: Submit copy of manufacturer’s warranty,made out in Owner’s name,showing that it has been registered with manufacturer. 1.05 QUALITY ASSURANCE A.Installer Qualifications: Company specializing in performing work of type specified in this section with not less than three yearsofdocumentedexperience. 1.06 DELIVERY,STORAGE,AND HANDLING A.See Section 01 7419 -Construction Waste Management and Disposal for packaging waste requirements. B.Deliver and store materials in manufacturer's unopened packaging,with labels intact,until ready for installation. C.Store materials under dry and waterproof cover,well ventilated,and elevated above grade on a flat surface. D.Protect materials from harmful environmental elements,construction dust,and other potentially detrimental conditions. 1.07 FIELD CONDITIONS A.Do not install panels when air temperature or relative humidity are outside manufacturer's limits. 1.08 WARRANTY A.See Section 01 7800 -Closeout Submittals for additional warranty requirements. B.Manufacturer Warranty: Provide manufacturer warranty for years as indicated under Fiber- Cement Siding article sub-headings for "Warranty".Complete forms in Owner's name and register with manufacturer. PART 2 PRODUCTS 2.01 FIBER-CEMENT SIDING A.Panel Siding: Vertically oriented panels made of cement and cellulose fiber formed under high pressure with integral surface texture,complying with ASTM C1186,Type A,Grade II;with machined edges,for nail attachment. 1.Texture: Simulated cedar grain,vertically grooved. 2.Length (Height): 120 inches,nominal. 3.Width: 48 inches. 4.Thickness: 5/16 inch,nominal. 5.Finish: Factory applied primer. 6.Warranty: 30year limited;transferable. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 07 4646 07 4646 Fiber-Cement Siding 08-01-2024 Page 3 of 6 7.Products: a.James Hardie Building Products,Inc;Sierra 8: www.jameshardie.com/#sle. b.Substitutions: See Section 01 6000 -Product Requirements. B.Soffit Panels: Panels made of cement and cellulose fiber formed under high pressure with integral surface texture,complying with ASTM C1186,Type A,Grade II;with machined edges,for nail attachment. 1.Texture: Smooth. 2.Length: 96 inches,nominal. 3.Width: 48 inches. 4.Thickness: 5/16 inch,nominal. 5.Finish:Factory applied primer. 6.Manufacturer: Same as siding. 2.02 ACCESSORIES A.Furring Strips:1"Nominal wood,or as required by siding manufacturer. B.Trim: Same material and texture as soffit. 1.Finish:Factory-applied primer 2.Thickness:3/4 inch and 1 inch. 3.Width:As indicated on the drawings. C.Metal Trim: Extruded aluminum alloy 6063-T5 temper. 1.Finish: Clear anodized. D.Fasteners: Galvanized or corrosion resistant;length as required to penetrate,1-1/4 inches, minimum. E.Joint Sealer: As specified in Section 07 9200 -Joint Sealants. PART 3 EXECUTION 3.01 EXAMINATION A.Examine substrate,clean and repair as required to eliminate conditions that would be detrimental to proper installation. B.Verify that water-resistant barrier has been installed over substrate completely and correctly; see Section 07 2500. C.Do not begin until unacceptable conditions have been corrected. D.If substrate preparation is responsibility of another installer,notify Architect of unsatisfactory preparation before proceeding. 3.02 PREPARATION A.Protect surrounding areas and adjacent surfaces during execution of this work. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 07 4646 07 4646 Fiber-Cement Siding 08-01-2024 Page 4 of 6 B.Install Sheet Metal Flashing: 1.Above door and window trim and casings. 2.At other locations where indicated on the drawings. 3.03 INSTALLATION A.Install siding in accordance with manufacturer's instructions and recommendations. 1.Read warranty and comply with terms necessary to maintain warranty coverage. 2.Install in accordance with conditions stated in model code evaluation report applicable to location of project. 3.Use trim details as indicated on drawings. 4.Touch up field cut edges before installing. 5.Pre-drill nail holes if necessary to prevent breakage. B.Over Wood and Wood-Composite Sheathing: Fasten siding through sheathing into studs. C.Over Masonry Walls: Install furring strips of adequate thickness to accept full length of nails and spaced at 16 inches on center;leave space at top and bottom open;top may be behind soffit;at bottom install insect screen over opening by wrapping a strip of screen over bottom ends of vertical furring strips.Install with masonry anchors as indicated on the drawings or per manufacturer's instructions. D.Allow space for thermal movement between both ends of siding panels that butt against trim; seal joint between panel and trim with specified sealant. E.Joints in Vertical Siding: Install Z-flashing in horizontal joints between successive courses of vertical siding. F.Do not install siding less than 6 inches from exposed earth surface,or closer than 1 inch to roofs,patios,porches,and other surfaces where water may collect. G.After installation,seal joints except lap joints of lap siding;seal around penetrations,and paint exposed cut edges. H.Finish Painting: See Section 09 9113. 3.04 CLEANING A.See Section 01 7000 -Execution and Closeout Requirements for additional requirements. B.Clean faced panels in accordance with manufacturer’s maintenance instructions,using cleaning materials and methods acceptable to manufacturer. 3.05 PROTECTION A.Protect installed products until Date of Substantial Completion. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 07 4646 07 4646 Fiber-Cement Siding 08-01-2024 Page 5 of 6 B.Touch-up,repair or replace damaged products before Date of Substantial Completion. END OF SECTION Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 07 4646 07 4646 Fiber-Cement Siding 08-01-2024 Page 6 of 6 This page intentionally left blank Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 07 6200 07 6200 Sheet Metal Flashing and Trim 08-01-2024 Page 1 of 4 Section 07 6200 Sheet Metal Flashing and Trim PART 1 GENERAL 1.01 SECTION INCLUDES A.Fabricated sheet metal items,including flashings,counterflashings,gutters,downspouts,and exterior penetrations. 1.02 RELATED REQUIREMENTS A.Section 07 4113 -Metal Roof Panels B.Section 07 4646 -Fiber-Cement Siding C.Section 07 7123 -Manufactured Gutters and Downspouts. D.Section 08 1113 -Hollow Metal Doors and Frames 1.03 REFERENCE STANDARDS A.ASTM A653/A653M -Standard Specification for Steel Sheet,Zinc-Coated (Galvanized)or Zinc-Iron Alloy-Coated (Galvannealed)by the Hot-Dip Process;2023. B.ASTM B32 -Standard Specification for Solder Metal;2020. C.CDA A4050 -Copper in Architecture -Handbook;current edition. D.SMACNA (ASMM)-Architectural Sheet Metal Manual;2012. 1.04 SUBMITTALS A.See Section 01 3300 -Submittals for submittal procedures. B.Shop Drawings: Indicate material profile,jointing pattern,jointing details,fastening methods, flashings,terminations,and installation details. 1.05 QUALITY ASSURANCE A.Perform work in accordance with SMACNA (ASMM)and CDA A4050 requirements and standard details,except as otherwise indicated. B.Maintain one copy of each document on site. C.Fabricator and Installer Qualifications: Company specializing in sheet metal work with 3years ofdocumentedexperience. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 07 6200 07 6200 Sheet Metal Flashing and Trim 08-01-2024 Page 2 of 4 1.06 DELIVERY,STORAGE,AND HANDLING A.Stack material to prevent twisting,bending,and abrasion,and to provide ventilation. Slope metal sheets to ensure drainage. B.Prevent contact with materials that could cause discoloration or staining. PART 2 PRODUCTS 2.01 SHEET MATERIALS A.Galvanized Steel: ASTM A653/A653M,with G90/Z275 zinc coating;minimum 24-gauge, 0.0239-inch thick base metal. B.Note:Flashing directly contacting the roofing is to be flashed with metal by the roofing manufacturer to match roofing material. 2.02 FABRICATION A.Form sections true to shape,accurate in size,square,and free from distortion or defects. B.Form pieces in longest possible lengths. C.Hem exposed edges on underside 1/2 inch;miter and seam corners. D.Form material with flat lock seams,except where otherwise indicated;at moving joints,use sealed lapped,bayonet-type or interlocking hooked seams. E.Fabricate corners from one piece with minimum 18-inch long legs;seam for rigidity,seal with sealant. F.Fabricate flashings to allow toe to extend 4 inches over roofing. Return and brake edges. 2.03 ACCESSORIES A.Sealant: Type specified in Section 09 7200 PART 3 EXECUTION 3.01 EXAMINATION A.Verify roof openings,curbs,pipes,sleeves,ducts,and vents through roof are solidly set,reglets in place,and nailing strips located. B.Verify roofing termination and base flashings are in place,sealed,and secure. C.In the event of a discrepancy,immediately notify the Architect. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 07 6200 07 6200 Sheet Metal Flashing and Trim 08-01-2024 Page 3 of 4 3.02 PREPARATION A.Install starter and edge strips,and cleats before starting installation. B.Back paint concealed metal surfaces with protective backing paint to a minimum dry film thickness of 15 mil,0.015 inch. 3.03 INSTALLATION A.Secure flashings in place using concealed fasteners,and use exposed fasteners only where permitted. B.Apply plastic cement compound between metal flashings and felt flashings. C.Fit flashings tight in place;make corners square,surfaces true and straight in planes,and lines accurate to profiles. END OF SECTION Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 07 6200 07 6200 Sheet Metal Flashing and Trim 08-01-2024 Page 4 of 4 This page intentionally left blank Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 07 7123 07 7123 Manufactured Gutters and Downspouts 08-01-2024 Page 1 of 4 Section 07 7123 Manufactured Gutters and Downspouts PART 1 GENERAL 1.01 SECTION INCLUDES A.Galvanized steel gutters and downspouts. 1.02 RELATED REQUIREMENTS A.Section 07 6100 -Sheet Metal Roofing. B.Section 07 6200 -Sheet Metal Flashing and Trim. C.Section 09 9113 - Exterior Painting: Field painting of metal surfaces. 1.03 REFERENCE STANDARDS A.ASTM A653/A653M -Standard Specification for Steel Sheet,Zinc-Coated (Galvanized)or Zinc-Iron Alloy-Coated (Galvannealed)by the Hot-Dip Process;2023. B.SMACNA (ASMM)-Architectural Sheet Metal Manual;2012. 1.04 ADMINISTRATIVE REQUIREMENTS A.Comply with SMACNA (ASMM)for sizing components for rainfall intensity determined by a storm occurrence of 1 in 5 years. 1.05 SUBMITTALS A.See Section 01 3300 -Submittals for submittal procedures. B.Shop Drawings: Indicate locations,configurations,jointing methods,fastening methods, locations,and installation details. C.Samples: Submit twosamples,12 inch long,illustrating component design,finish,color,and configuration. 1.Samples are to be used by painting contractor to provide samples of special finishing copper paint. 1.06 DELIVERY,STORAGE,AND HANDLING A.Stack material to prevent twisting,bending,or abrasion,and to provide ventilation. Slope to drain. B.Prevent contact with materials that could cause discoloration,staining,or damage. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 07 7123 07 7123 Manufactured Gutters and Downspouts 08-01-2024 Page 2 of 4 1.07 PROJECT CONDITIONS A.Coordinate the work with the downspout discharge pipe inlet. PART 2 PRODUCTS 2.01 MATERIALS A.Pre-Finished Galvanized Steel Sheet: ASTM A653/A653M,with G90/Z275 zinc coating; minimum 0.02 inch thick base metal. 1.Finish: Shop pre-coated with PVDF (polyvinylidene fluoride)coating. 2.Color:To match standing seam mental roofing.. 2.02 COMPONENTS A.Gutters: Profile as indicated. B.Downspouts: Profile as indicated and to match existing. C.Anchors and Supports: Profiled to suit gutters and downspouts. 1.Anchoring Devices: In accordance with SMACNA requirements. 2.Gutter Supports: Brackets. 3.Downspout Supports:Brackets. 2.03 ACCESSORIES A.Splash Pans: Same metal type as downspouts,formed to 16 by 16 inches size;rolled sides 1.75 inch high for inverted pan placement.Install splash pan at all downspots discharging to roof below.Splashpan finish to match roofing. B.Screens:Tightly fitted screens to prevent the accumulation of leaves and debris in the gutter in accordance with CBC 705A.4 PART 3 EXECUTION 3.01 EXAMINATION A.Verify existing conditions before starting work. B.Verify that surfaces are ready to receive work. 3.02 PREPARATION A.Paint concealed sheet metal surfaces and surfaces in contact with dissimilar metals with protective backing paint to a minimum dry film thickness of 15 mil,0.015 inch. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 07 7123 07 7123 Manufactured Gutters and Downspouts 08-01-2024 Page 3 of 4 3.03 INSTALLATION A.Install gutters,downspouts,and accessories in accordance with manufacturer's instructions. B.Sheet Metal:Join lengths with formed seams sealed watertight. Flash and seal gutters to downspouts and accessories. C.Slope gutters 1/16 inch per foot minimum. D.Solder metal joints for full metal surface contact. After soldering,wash metal clean with neutralizing solution and rinse with water. END OF SECTION Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 07 7123 07 7123 Manufactured Gutters and Downspouts 08-01-2024 Page 4 of 4 This page intentionally left blank Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 07 9200 07 9200 Joint Sealants 08-01-2024 Page 1 of 4 Section 07 9200 Joint Sealants PART 1 GENERAL 1.01 SECTION INCLUDES A.Nonsag gunnable joint sealants. B.Self-leveling pourable joint sealants. 1.02 RELATED REQUIREMENTS A.Section 01 6116 -Volatile Organic Compound (VOC)Content Restrictions: Additional requirements for sealants and primers. B.32 1313 -Concrete Paving:Sealant at expansion joints 1.03 REFERENCE STANDARDS A.ASTM C661 -Standard Test Method for Indentation Hardness of Elastomeric-Type Sealants by Means of a Durometer;2015 (Reapproved 2022). B.ASTM C920 -Standard Specification for Elastomeric Joint Sealants;2018. C.ASTM C1193 -Standard Guide for Use of Joint Sealants;2016 (Reapproved 2023). 1.04 SUBMITTALS A.Product Data for Sealants: Submit manufacturer's technical data sheets for each product to be used,that includes the following. 1.Physical characteristics,including movement capability,VOC content,hardness,cure time,and color availability. 2.List of backing materials approved for use with the specific product. 3.Substrates that product is known to satisfactorily adhere to and with which it is compatible. 4.Substrates the product should not be used on. B.Color Cards for Selection: Where sealant color is not specified,submit manufacturer's color cards showing standard colors available for selection. 1.05 WARRANTY A.Installer's Warranty:Correct defective work within a two year period after Date of Substantial Completion. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 07 9200 07 9200 Joint Sealants 08-01-2024 Page 2 of 4 B.Manufacturer'sWarranty: Include coverage for installed sealants and accessories that fail to achieve a watertight seal,exhibit loss of adhesion or cohesion,or do not cure for a period of one year. PART 2 PRODUCTS 2.01 MANUFACTURERS A.Non-Sag Sealants: Permits application in joints on vertical surfaces without sagging or slumping. 1.Dow Corning Corporation: www.dowcorning.com/construction/sle. 2.Hilti,Inc: www.us.hilti.com/#sle. 3.Tremco Global Sealants: www.tremcosealants.com. 4.Sika Corporation: www.usa-sika.com. 5.W.R.Meadows,Inc: www.wrmeadows.com/sle. 6.Substitutions: See Section 01 6000 -Product Requirements. B.Self-Leveling Sealants: Pourable or self-leveling sealant that has sufficient flow to form a smooth,level surface when applied in a horizontal joint. 1.Dow Corning Corporation: www.dowcorning.com/construction/sle. 2.Sika Corporation: www.usa-sika.com. 3.W.R.Meadows,Inc: www.wrmeadows.com/sle. 4.Substitutions: See Section 01 6000 -Product Requirements. 2.02 JOINT SEALANT APPLICATIONS A.Scope: 1.Exterior Joints: Seal open joints,whether or not the joint is indicated on drawings,unless specifically indicated not to be sealed.Exterior joints to be sealed include,but are not limited to,the following items. a.Wall expansion and control joints. b.Joints between door,window,and other frames and adjacent construction. c.Joints between different exposed materials. d.Expansion joints in paving. e.Other joints as indicated below. 2.Do not seal the following types of joints. a.Joints where sealant is specified to be provided by manufacturer of product to be sealed. b.Joints where installation of sealant is specified in another section. B.Exterior Joints: Use nonsag polyurethane sealant,unless otherwise indicated. 1.Control and Expansion Joints in Concrete Paving: Self-leveling polyurethane "traffic- grade"sealant. 2.03 JOINT SEALANTS -GENERAL A.Sealants and Primers: Provide products with levels of volatile organic compound (VOC) content as indicated in Section 01 6116. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 07 9200 07 9200 Joint Sealants 08-01-2024 Page 3 of 4 B.Compatibility: Provide joint sealants,backings,and other related materials that are compatible with one another and with joint substrates under conditions of service and application,as demonstrated by sealant manufacturer,based on testing and field experience. C.Colors: as selected by architect from manufacturer's full range 2.04 NONSAG JOINT SEALANTS A.Polyurethane Sealant: ASTM C920,Grade NS,Uses M and A;single or multicomponent;not expected to withstand continuous water immersion or traffic. 1.Movement Capability: Plus and minus 100 percent,minimum. 2.Manufacturers: a.Sherwin-Williams Company;Stampede 2NS Polyurethane Sealant: www.sherwin- williams.com/#sle. b.Sika Corporation;Sikaflex-2c NS: www.usa-sika.com/#sle. c.W.R.Meadows,Inc;POURTHANE NS: www.wrmeadows.com/#sle. 2.05 SELF-LEVELING SEALANTS A.Self-Leveling Polyurethane Sealant: ASTM C920,Grade P,Uses M and A;single or multicomponent;explicitly approved by manufacturer for traffic exposure;not expected to withstand continuous water immersion . 1.Movement Capability: Plus and minus 25 percent,minimum. 2.Hardness Range: 35 to 55,Shore A,when tested in accordance with ASTM C661. 3.Color: Gray. 4.Manufacturers: a.Pecora Corporation;Urexpan NR-200 and/or Dynatred: www.pecora.com. b.Sherwin-Williams Company;Loxon SL1 Polyurethane Self-Leveling Sealant: www.sherwin-williams.com. c.Sherwin-Williams Company;Loxon SL2 Polyurethane Self-Leveling Sealant: www.sherwin-williams.com. d.Sika Corporation;Sikaflex-1c SL: www.usa-sika.com/#sle. e.Sika Corporation;Sikaflex-2c SL: www.usa-sika.com/#sle. PART 3 EXECUTION 3.01 EXAMINATION A.Verify that joints are ready to receive work. B.Verify that backing materials are compatible with sealants. 3.02 PREPARATION A.Remove loose materials and foreign matter that could impair adhesion of sealant. B.Clean joints,and prime as necessary,in accordance with manufacturer's instructions. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 07 9200 07 9200 Joint Sealants 08-01-2024 Page 4 of 4 C.Perform preparation in accordance with manufacturer's instructions and ASTM C1193. D.Mask elements and surfaces adjacent to joints from damage and disfigurement due to sealant work;be aware that sealant drips and smears may not be completely removable. 3.03 INSTALLATION A.Perform work in accordance with sealant manufacturer's requirements for preparation of surfaces and material installation instructions. B.Perform installation in accordance with ASTM C1193. C.Measure joint dimensions and size joint backers to achieve width-to-depth ratio,neck dimension,and surface bond area as recommended by manufacturer,except where specific dimensions are indicated. D.Install bond breaker backing tape where backer rod cannot be used. E.Install sealant free of air pockets,foreign embedded matter,ridges,and sags,and without getting sealant on adjacent surfaces. F.Do not install sealant when ambient temperature is outside manufacturer's recommended temperature range,or will be outside that range during the entire curing period,unless manufacturer's approval is obtained and instructions are followed. G.Nonsag Sealants: Tool surface concave,unless otherwise indicated;remove masking tape immediately after tooling sealant surface. 3.04 POST-OCCUPANCY A.Post-Occupancy Inspection: Perform visual inspection of entire length of project sealant joints at a time that joints have opened to their greatest width;i.e.at low temperature in thermal cycle. Report failures immediately and repair. END OF SECTION Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 08 1113 08 1113 Hollow Metal Doors and Frames 08-01-2024 Page 1 of 6 Section 08 1113 Hollow Metal Doors and Frames PART 1 GENERAL 1.01 SECTION INCLUDES A.Non-fire-rated hollow metal doors and frames. B.Accessories,including louvers. 1.02 RELATED REQUIREMENTS A.Section 08 7100 -Door Hardware. B.Section 09 9113 - Exterior Painting: Field painting. 1.03 ABBREVIATIONS AND ACRONYMS A.ANSI: American National Standards Institute. B.HMMA: Hollow Metal Manufacturers Association. C.NAAMM: National Association of Architectural Metal Manufacturers. D.NFPA: National Fire Protection Association. E.SDI: Steel Door Institute. F.UL: Underwriters Laboratories. 1.04 REFERENCE STANDARDS A.ADA Standards -2010 ADA Standards for Accessible Design;2010. B.ANSI/SDI A250.4 -Test Procedure and Acceptance Criteria for Physical Endurance for Steel Doors,Frames and Frame Anchors;2022. C.ANSI/SDI A250.8 -Specifications for Standard Steel Doors and Frames (SDI-100);2017. D.ANSI/SDI A250.10 -Test Procedure and Acceptance Criteria for Prime Painted Steel Surfaces for Steel Doors and Frames;2020. E.ASTM A653/A653M -Standard Specification for Steel Sheet,Zinc-Coated (Galvanized)or Zinc-Iron Alloy-Coated (Galvannealed)by the Hot-Dip Process;2023. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 08 1113 08 1113 Hollow Metal Doors and Frames 08-01-2024 Page 2 of 6 F.ASTM A1008/A1008M -Standard Specification for Steel,Sheet,Cold-Rolled,Carbon, Structural,High-Strength Low-Alloy,High-Strength Low-Alloy with Improved Formability, Required Hardness,Solution Hardened,and Bake Hardenable;2021a. G.ASTM A1011/A1011M -Standard Specification for Steel,Sheet and Strip,Hot-Rolled, Carbon,Structural,High-Strength Low-Alloy,High-Strength Low-Alloy with Improved Formability,and Ultra-High Strength;2023. H.ASTM C143/C143M -Standard Test Method for Slump of Hydraulic-Cement Concrete;2020. I.ASTM C476 -Standard Specification for Grout for Masonry;2022. J.ASTM E84 -Standard Test Method for Surface Burning Characteristics of Building Materials; 2023d. K.BHMA A156.115 -Hardware Preparation in Steel Doors and Steel Frames;2016. L.CBC Chapter 11B -California Building Code -Accessibility to Public Buildings,Public Accommodations,Commercial Buildings and Public Housing;2022. M.ICC A117.1 -Accessible and Usable Buildings and Facilities;2017. N.NAAMM HMMA 805 -Recommended Selection and Usage Guide for Hollow Metal Doors and Frames;2012. O.NAAMM HMMA 830 -Hardware Selection for Hollow Metal Doors and Frames;2002. P.NAAMM HMMA 831 -Hardware Locations for Hollow Metal Doors and Frames;2011. Q.NAAMM HMMA 840 -Guide Specifications For Receipt,Storage and Installation of Hollow Metal Doors and Frames;2017. R.NAAMM HMMA 860 -Guide Specifications for Hollow Metal Doors and Frames;2018. S.NAAMM HMMA 861 -Guide Specifications for Commercial Hollow Metal Doors and Frames;2014. T.SDI 117 -Manufacturing Tolerances for Standard Steel Doors and Frames;2019. 1.05 SUBMITTALS A.See Section 01 3300 -Submittals for submittal procedures. B.Product Data: Materials and details of design and construction,hardware locations, reinforcement type and locations,anchorage and fastening methods,and finishes;and one copy of referenced standards/guidelines. C.Shop Drawings: Details of each opening,showing elevations,glazing,frame profiles,and any indicated finish requirements. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 08 1113 08 1113 Hollow Metal Doors and Frames 08-01-2024 Page 3 of 6 D.Manufacturer's Qualification Statement. 1.06 QUALITY ASSURANCE A.Manufacturer Qualifications: Company specializing in manufacturing products specified in this section,with not less than three years documentedexperience. 1.07 DELIVERY,STORAGE,AND HANDLING A.Comply with NAAMM HMMA 840 or ANSI/SDI A250.8 (SDI-100)in accordance with specified requirements. B.Protect with resilient packaging;avoid humidity build-up under coverings;prevent corrosion and adverse effects on factory applied painted finish. PART 2 PRODUCTS 2.01 MANUFACTURERS A.Hollow Metal Doors and Frames: 1.Ceco Door,an Assa Abloy Group company: www.assaabloydss.com/#sle. 2.Steelcraft,an Allegion brand: www.allegion.com/#sle. 3.Substitutions: See Section 01 6000 -Product Requirements. 2.02 PERFORMANCE REQUIREMENTS A.Requirements for Hollow Metal Doors and Frames: 1.Steel Sheet: Comply with one or more of the following requirements;galvannealed steel complying with ASTM A653/A653M,cold-rolled steel complying with ASTM A1008/A1008M,or hot-rolled pickled and oiled (HRPO)steel complying with ASTM A1011/A1011M,commercial steel (CS)Type B,for each. 2.Accessibility: Comply with CBC Chapter 11B, ICC A117.1,and ADA Standards. 3.Exterior Door Top Closures: Flush end closure channel,with top and door faces aligned. 4.Door Edge Profile: Manufacturers standard for application indicated. 5.Typical Door Face Sheets: Flush. 6.Hardware Preparations,Selections and Locations: Comply with NAAMM HMMA 830 and NAAMM HMMA 831 or BHMA A156.115 and ANSI/SDI A250.8 (SDI-100)in accordance with specified requirements. 7.Zinc Coating for Typical Interior and/or Exterior Locations: Provide metal components zinc-coated (galvanized)and/or zinc-iron alloy-coated (galvannealed)by the hot-dip process in accordance with ASTM A653/A653M,with manufacturer's standard coating thickness,unless noted otherwise for specific hollow metal doors and frames. a.Based on NAAMM HMMA Custom Guidelines: Provide at least A25/ZF75 (galvannealed)for interior applications,and at least A60/ZF180 (galvannealed)or G60/Z180 (galvanized)for corrosive locations. B.Combined Requirements: If a particular door and frame unit is indicated to comply with more than one type of requirement,comply with the specified requirements for each type;for Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 08 1113 08 1113 Hollow Metal Doors and Frames 08-01-2024 Page 4 of 6 instance,an exterior door that is also indicated as being sound-rated must comply with the requirements specified for exterior doors and for sound-rated doors;where two requirements conflict,comply with the most stringent. 2.03 HOLLOW METAL DOORS A.Door Finish: Factory primed and field finished. B.Exterior Doors: Thermally insulated. 1.Based on NAAMM HMMA Custom Guidelines: a.Comply with guidelines of NAAMM HMMA 860 for Hollow Metal Doors and Frames. b.Performance Level 3 -Heavy Duty,in accordance with NAAMM HMMA 805. c.Physical Performance Level B,500,000 cycles;in accordance with ANSI/SDI A250.4. d.Door Face Metal Thickness: 16 gauge,0.053 inch,minimum. e.Zinc Coating: G90/Z275 galvanized coating;ASTM A653/A653M. 2.Door Core Material: Polyisocyanurate,2 lbs/cu ft minimum density. a.Foam Plastic Insulation: Manufacturer's standard board insulation with maximum flame spread index (FSI)of 75,and maximum smoke developed index (SDI)of 450 in accordance with ASTM E84,and completely enclosed within interior of door. 3.Door Thermal Resistance: R-Value of 9.9,minimum,for installed thickness of polyisocyanurate.Completely fill door cavity. 4.Door Thickness: 1-3/4 inches,nominal. 2.04 HOLLOW METAL FRAMES A.Comply with standards and/or custom guidelines as indicated for corresponding door in accordance with applicable door frame requirements. B.Exterior Door Frames: Full profile/continuously welded type. 1.Galvanizing: Components hot-dipped zinc-iron alloy-coated (galvannealed)in accordance with ASTM A653/A653M,with A40/ZF120 coating. 2.Frame Metal Thickness: 14 gauge,0.067 inch,minimum. 3.Frame Finish: Factory primed and field finished. 4.Weatherstripping: Separate,see Section 08 7100. C.Provide mortar guard boxes for hardware cut-outs in frames to be installed in masonry or to be grouted. D.Frames in Masonry Walls: Size to suit masonry coursing with head member 4 inches high to fill opening without cutting masonry units. 2.05 FINISHES A.Primer: Rust-inhibiting,complying with ANSI/SDI A250.10,door manufacturer's standard. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 08 1113 08 1113 Hollow Metal Doors and Frames 08-01-2024 Page 5 of 6 2.06 ACCESSORIES A.Louvers: Roll formed steel with overlapping frame;finish same as door components ;factory- installed. 1.Style: Sightproof inverted V blade. 2.Louver Free Area: Min 50percent. 3.Fasteners: Exposed,tamper prooffasteners. B.Grout for Frames: Mortar grout complying with ASTM C476 with maximum slump of 4 inches as measured in accordance with ASTM C143/C143M for hand troweling in place; plaster grout and thinner pumpable grout are prohibited. C.Silencers: Resilient rubber,fitted into drilled hole;provide three on strike side of single door, three on center mullion of pairs,and two on head of pairs without center mullions. D.Temporary Frame Spreaders: Provide for factory-or shop-assembled frames. PART 3 EXECUTION 3.01 EXAMINATION A.Verify existing conditions before starting work. B.Verify that opening sizes and tolerances are acceptable. C.Verify that finished walls are in plane to ensure proper door alignment. 3.02 PREPARATION A.Coat inside of frames to be installed in masonry or to be grouted,with bituminous coating,prior to installation. 3.03 INSTALLATION A.Install doors and frames in accordance with manufacturer's instructions and related requirements of specified door and frame standards or custom guidelines indicated. B.Coordinate frame anchor placement with masonry wall construction. C.Grout frames in masonry construction,using hand trowel methods;brace frames so that pressure of grout before setting will not deform frames. D.Install door hardware as specified in Section 08 7100. 3.04 TOLERANCES A.Clearances Between Door and Frame: Comply with related requirements of specified frame standards or custom guidelines indicated in accordance with SDI 117 or NAAMM HMMA 861. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 08 1113 08 1113 Hollow Metal Doors and Frames 08-01-2024 Page 6 of 6 B.Maximum Diagonal Distortion: 1/16 inch measured with straight edge,corner to corner. 3.05 ADJUSTING A.Adjust for smooth and balanced door movement. B.Adjust sound control doors so that seals are fully engaged when door is closed. C.Test doors for force to close,latch,and unlatch;adjust as necessary in compliance with requirements. 1.Comply with all applicable codes. END OF SECTION Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 08 3323 08 3323 Overhead Coiling Doors 08-01-2024 Page 1 of 4 Section 08 3323 Overhead Coiling Doors PART 1 GENERAL 1.01 SECTION INCLUDES A.Exterior coiling doors. 1.02 RELATED REQUIREMENTS A.Section 07 9200 -Joint Sealants: Sealing joints between frames and adjacent construction. B.Section 08 7100 -Door Hardware: Cylinder cores and keys. C.Section 09 9113 - Exterior Painting: Field paint finish. 1.03 REFERENCE STANDARDS A.ASTM A36/A36M -Standard Specification for Carbon Structural Steel;2019. B.ASTM A123/A123M -Standard Specification for Zinc (Hot-Dip Galvanized)Coatings on Iron and Steel Products;2017. C.ASTM A653/A653M -Standard Specification for Steel Sheet,Zinc-Coated (Galvanized)or Zinc-Iron Alloy-Coated (Galvannealed)by the Hot-Dip Process;2023. 1.04 SUBMITTALS A.Product Data: Provide general construction,electrical equipment,and component connections and details. B.Shop Drawings: Indicate pertinent dimensioning,anchorage methods,hardware locations,and installation details. C.Samples: Twoslats,2 by 2 inchesin size illustrating shape,color and finish texture. D.Manufacturer's Installation Instructions: Indicate installation sequence and procedures, adjustment and alignment procedures. E.Manufacturer's qualification statement. F.Maintenance Data:Indicate lubrication requirements and frequency and periodic adjustments required. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 08 3323 08 3323 Overhead Coiling Doors 08-01-2024 Page 2 of 4 1.05 QUALITY ASSURANCE A.Manufacturer Qualifications: Company specializing in manufacturing the products specified in this section with minimum three years of documented experience. B.Installer Qualifications: Company specializing in performing work of type specified and with at least three years documented experience. 1.06 WARRANTY A.See Section 01 7800 -Closeout Submittals for additional warranty requirements. B.Manufacturer Warranty:Provide five-year manufacturer warranty for door and operator system. Complete forms in Owner's name and register with the manufacturer. C.Manufacturer Warranty:Provide 2-year manufacturer warranty for all parts and components. Complete forms in Owner's name and register with manufacturer. PART 2 PRODUCTS 2.01 MANUFACTURERS A.Overhead Coiling Doors: 1.Clopay Building Products;CESD10:www.clopaydoor.com/#sle. 2.Raynor Garage Doors;DuraCoil,Model FF:www.raynor.com/#sle. 3.Overhead Door;Model 620,Basis of Design:https://www.overheaddoor.com/#sle. 4.Substitutions: See Section 01 6000 -Product Requirements. 2.02 COILING DOORS A.Exterior Coiling Doors: Steelslat curtain. 1.Capable of withstanding positive and negative wind loads of 20 psf without undue deflection or damage to components. 2.Single Thickness Slats: Manufacturer's standard. 3.Nominal Slat Size: 2 inches wide by required length. 4.Finish:Factory painted,color as selected from the full line of colors. 5.Guide,Angles: Galvanized steel. 6.Hood Enclosure: Manufacturer's standard;primed steel. 7.Manual hand chain lift operation. 8.Mounting: Surface mounted. 9.Locking Devices:Slide bolt on inside. 2.03 MATERIALS AND COMPONENTS A.Metal Curtain Construction: Interlocking slats. 1.Curtain Bottom for Slat Curtains: Fitted with angles to provide reinforcement and positive contact in closed position. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 08 3323 08 3323 Overhead Coiling Doors 08-01-2024 Page 3 of 4 2.Weatherstripping for Exterior Doors:Moisture and rot proof,resilient type,located at jamb edges,bottom of curtain,and where curtain enters hood enclosure of exterior doors. 3.Steel Slats:Minimum thickness,18 gauge,.0478 inch;ASTM A653/A653M galvanized steel sheet. B.Guides -Angle: ASTM A36/A36M metal angles,size as indicated. 1.Hot-dip galvanized in compliance with ASTM A123/A123M. 2.Powder coated. C.Hood Enclosure and Trim: Internally reinforced to maintain rigidity and shape. D.Lock Hardware: 1.Slide Bolt: Provide on single-jamb side,extending into slot in guides,with padlock on one side. 2.Manual Chain Lift: Provide padlockable chain keeper on guide. PART 3 EXECUTION 3.01 EXAMINATION A.Verify that adjacent construction is suitable for door installation. B.Verify that door opening is plumb,header is level,and dimensions are correct. C.Notify Architect of any unacceptable conditions or varying dimensions. D.Commencement of installation indicates acceptance of substrate and door opening conditions. 3.02 INSTALLATION A.Install units in accordance with manufacturer's instructions. B.Use anchorage devices to securely fasten assembly to wall construction and building framing without distortion or stress. C.Securely and rigidly brace components suspended from structure.Secure guides to structural members only. D.Fit and align assembly including hardware;level and plumb,to provide smooth operation. E.Install enclosure and perimeter trim. 3.03 TOLERANCES A.Maintain dimensional tolerances and alignment with adjacent work. B.Maximum Variation From Plumb: 1/16 inch. C.Maximum Variation From Level: 1/16 inch. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 08 3323 08 3323 Overhead Coiling Doors 08-01-2024 Page 4 of 4 D.Longitudinal or Diagonal Warp: Plus or minus 1/8 inch per 10 feet straight edge. 3.04 ADJUSTING A.Adjust operating assemblies for smooth and noiseless operation. 3.05 CLEANING A.Clean installed components. B.Remove labels and visible markings. END OF SECTION Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 08 7100 08 7100 Door Hardware 08-01-2024 Page 1 of 12 Section 08 7100 Door Hardware PART 1 GENERAL 1.01 SECTION INCLUDES BUT IS NOT LIMITED TO: A.Door hardware,including electric hardware. B.Lock cylinders for doors that hardware is specified in other sections. C.Thresholds. D.Weatherstripping and gasketing. E.Storefront and entrance door hardware. F.Gate Hardware. G.Power supplies for electric hardware. H.Remote button release hardware. I.Door position switches. J.Cylinders for doors fabricated with locking hardware. K.Point-to-point wiring diagrams for electric hardware. 1.02 RELATED REQUIREMENTS A.Section 07 9200 -Joint Sealants: Sealants for setting exterior door thresholds. B.Section 08 1113 -Hollow Metal Doors and Frames. C.Section 08 3006 -Interior Sliding Doors D.Section 08 4313 -Aluminum-Framed Storefronts: Door hardware,except as noted in section. E.Section 08 8859 -Attack-Resistant Glazed Assemblies:Attack resistant door. F.Section 10 1400 -Signage: Additional signage requirements. G.Section 26 0500 -Common Work Results for Electrical: Power supply to electric hardware devices. H.Section 28 1000 -Access Control: Electronic access control devices. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 08 7100 08 7100 Door Hardware 08-01-2024 Page 2 of 12 1.03 QUALITY ASSURANCE -INSTALLER A.Work to be performed only by workers thoroughly skilled and specially trained in the techniques of installing finish hardware,and who are completely familiar wit hthe published recommendations of the manufacturer of the material being used. 1.04 REFERENCE STANDARDS A.ADA Standards -2010 ADA Standards for Accessible Design;2010. B.BHMA A156.1 -Standard for Butts and Hinges;2021. C.BHMA A156.2 -Bored and Preassembled Locks and Latches;2017. D.BHMA A156.4 -Door Controls -Closers;2019. E.BHMA A156.5 -Cylinders and Input Devices for Locks;2020. F.BHMA A156.18 -Materials and Finishes;2020. G.BHMA A156.21 -Thresholds;2019. H.BHMA A156.22 -Standard for Gasketing;2021. I.BHMA A156.26 -Standard for Continuous Hinges;2021. J.CBC Chapter 11B -California Building Code -Accessibility to Public Buildings,Public Accommodations,Commercial Buildings and Public Housing;2022. K.ICC A117.1 -Accessible and Usable Buildings and Facilities;2017. 1.05 ADMINISTRATIVE REQUIREMENTS A.Coordinate the manufacture,fabrication,and installation of products that door hardware is installed on. B.Furnish templates for door and frame preparation to manufacturers and fabricators of products requiring internal reinforcement for door hardware. C.Keying Requirements Meeting: 1.Schedule meeting at project site prior to Contractor occupancy. 2.Attendance Required: a.Contractor. b.Owner. c.Architect. d.Installer's Architectural Hardware Consultant (AHC). e.Hardware Installer. f.Owner's Security Consultant 3.Agenda: Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 08 7100 08 7100 Door Hardware 08-01-2024 Page 3 of 12 a.Establish keying requirements. b.Verify locksets and locking hardware are functionally correct for project requirements. c.Verify that keying and programming complies with project requirements. d.Establish keying submittal schedule and update requirements. 4.Incorporate "Keying Requirements Meeting"decisions into keying submittal upon review of door hardware keying system including,but not limited to,the following: a.Access control requirements. b.Key control system requirements. 5.Record minutes and distribute copies within two days after meeting to participants,with two copies to Architect,Owner,participants,and those affected by decisions made. 6.Deliver established keying requirements to manufacturers. 1.06 SUBMITTALS A.See Section 01 3300 -Submittals for submittal procedures. B.Product Data: Manufacturer's catalog literature for each type of hardware,marked to clearly show products to be furnished for this project,and includes construction details,material descriptions,finishes,and dimensions and profiles of individual components. C.Shop Drawings -Door Hardware Schedule: Submit detailed listing that includes each item of hardware to be installed on each door.Use door numbering scheme as included in Contract Documents. 1.Prepared by or under supervision of Architectural Hardware Consultant (AHC). 2.Provide complete description for each door listed. 3.Provide manufacturer name,product names,and catalog numbers;include functions, types,styles,sizes and finishes of each item. 4.Include account of abbreviations and symbols used in schedule. D.Shop Drawings -Electrified Door Hardware: Submit diagrams for power,signal,and control wiring for electrified door hardware that include details of interface with building safety and security systems.Provide elevations and diagrams for each electrified door opening as follows: 1.Prepared by or under supervision of Architectural Hardware Consultant (AHC)and Electrified Hardware Consultant (EHC). 2.Elevations: Submit front and back elevations of each door opening showing electrified devices with connections installed and an operations narrative describing how opening operates from either side at any given time. 3.Diagrams: Submit point-to-point wiring diagram that shows each device in door opening system with related colored wire connections to each device. E.Bid and submit manufacturer’s updated/improved item if scheduled item is discontinued. F.Deviations:Highlight,encircle or otherwise identify deviations from “Schedule of Finish Hardware”on submittal with notations clearly designating those portions as deviating from this section. G.If discrepancy between drawings and scheduled material in this section,bid the more expensive of the two choices,note the discrepancy in the submittal and request direction from Architect for resolution. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 08 7100 08 7100 Door Hardware 08-01-2024 Page 4 of 12 H.Items listed with no substitute manufacturers have been requested by Owner to meet existing standard. I.Maintenance Data: Include data on operating hardware,lubrication requirements,and inspection procedures related to preventative maintenance. J.Warranty: Submit manufacturer's warranty and ensure that forms have been completed in Owner's name and registered with manufacturer. K.Project Record Documents: Record actual locations of concealed equipment,services,and conduit. 1.07 QUALITY ASSURANCE A.Manufacturer Qualifications: Company specializing in manufacturing products specified in this section with minimum three years of documented experience. B.Supplier Qualifications: Company with certified Architectural Hardware Consultant (AHC) and Electrified Hardware Consultant (EHC)to assist in work of this section. 1.08 PROJECT CONDITIONS AND COORDINATION: A.Where exact types of hardware specified are not adaptable to finished shape or size of members requiring hardware,provide suitable types having as nearly as practical the same operation and quality as type specified,subject to Architect’s approval. B.Coordination:Coordinate hardware with other work. Furnish hardware items of proper design for use on doors and frames of the thickness,profile,swing,security and similar requirements indicated,as necessary for proper installation and function,regardless of omissions or conflicts in the information on the Contract Documents. Furnish related trades with the following information: 1.Location of embedded and attached items to concrete. 2.Location of wall-mounted hardware,including wall stops. 3.Location of finish floor materials and floor-mounted hardware. 4.At masonry construction,coordinate with the anchoring and hollow metal supplier prior to frame installation by placing a strip of insulation,wood,or foam,on the back of the hollow metal frame behind the rabbet section for continuous hinges,as well as at rim panic hardware strike locations,silencers,coordinators,and door closer arm locations. When the frame is grouted in place,the backing will allow drilling and tapping without dulling or breaking the installer’s bits. 5.Locations for conduit and raceways as needed for electrical,electronic and electro- pneumatic hardware items. Fire/life-safety system interfacing. Point-to-point wiring diagrams plus riser diagrams to related trades. 6.Coordinate:low-voltage power supply locations. 7.Coordinate:flush top rails of doors at outswinging exteriors,and throughout where adhesive-mounted seals occur. 8.Manufacturers’templates to door and frame fabricators. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 08 7100 08 7100 Door Hardware 08-01-2024 Page 5 of 12 C.Check Shop Drawings for doors and entrances to confirm that adequate provisions will be made for proper hardware installation. D.Environmental considerations:segregate unused recyclable paper and paper product packaging, uninstalled metals,and plastics,and have these sent to a recycling center. 1.09 WARRANTY A.See Section 01 7800 -Closeout Submittals for additional warranty requirements. B.Warranty against defects in material and workmanship for period indicated,from Date of Substantial Completion. 1.Closers: 30 years mechanical,minimum. 2.Exit Devices: Three years mechanical,one year electrical,minimum. 3.Locksets and Cylinders: Three years,minimum. 4.Stand alone electric locks:One year minimum 5.Hinges:One year minimum 6.Automatic Door Bottoms:Three years,minimum. 7.Other Hardware:Two years,minimum. C.Include factory order numbers with close-out documents to validate warranty information, required for Owner in making future warranty claims 1.10 COMMISSIONING: A.Conduct these tests prior to request for certificate of substantial completion: 1.With installer present,test door hardware operation with climate control system and stairwell pressurization system both at rest and while in full operation. 2.With installer,access control contractor and electrical contractor present,test electrical, electronic and electro-pneumatic hardware systems for satisfactory operation. PART 2 PRODUCTS 2.01 DESIGN AND PERFORMANCE CRITERIA A.Provide specified door hardware as required to make doors fully functional,compliant with applicable codes,and secure to extent indicated. B.Provide individual items of single type,of same model,and by same manufacturer. C.Provide door hardware products that comply with the following requirements: 1.Applicable provisions of federal,state,and local codes. 2.Accessibility: ADA Standards and ICC A117.1. D.Lock Function: Provide lock and latch function numbers and descriptions of manufacturer's series.See Door Hardware Schedule. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 08 7100 08 7100 Door Hardware 08-01-2024 Page 6 of 12 2.02 HINGES A.Manufacturers: 1.Ives,an Allegion brand;Basis of design: www.allegion.com/us/#sle. 2.Hager Companies: www.hagerco.com/#sle. B.Hinges: Comply with BHMA A156.1,Grade 1. 1.Continuous Hinges: Comply with BHMA A156.26. 2.Provide hinges on every swinging door. 3.Provide quantity of butt hinges for each door: 2.03 LOCK CYLINDERS A.Manufacturers: 1.Schlage,an Allegion brand;County standard: www.allegion.com/us/#sle. B.Lock Cylinders: Provide key access on outside of each lock,unless otherwise indicated. 1.Provide small format interchangeable core (SFIC)type cylinders,Grade 1,with six-pin core in compliance with BHMA A156.5 at locations indicated. 2.Provide cylinders from same manufacturer as locking device. 3.Provide cams and/or tailpieces as required for locking devices. 4.Key System:Verify with Owner,interchangeable core keyway. a. Key blanks available only from factory-direct sources,not available from after- market key blank manufacturers. b.Initiate and conduct meeting(s)with Owner and key system representatives to determine system keyway(s),keybow styles,structure and degree of geographic exclusivity. Furnish Owner’s written approval of the system;do not order keys or cylinders without written confirmation of actual requirements from the Owner. c.Contractor will install permanent cylinders/cores. C.Keys: 1.Existing factory registered master key system. 2.Construction keying: a.Furnish temporary keyed-alike cores. b.Remove at substantial completion and install permanent cylinders/cores. c.Demonstrate that construction key no longer operates. d.Furnish 10 construction keys minmum. e.Furnish 2 construction control keys. 3.Furnish 2 Emergency keys per each Restroom Lock 4.Permanent keys: a.Use secured shipment direct from point of origination to Owner. b.For estimate: 1) 3 keys per change combination 2)5 master keys per group 3)5 grand-master keys 4)3 control keys. c.For estimate:VKC stamping plus “DO NOT DUPLICATE”. d.Bitting List:use secured shipment direct from point of origination to Owner upon completion. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 08 7100 08 7100 Door Hardware 08-01-2024 Page 7 of 12 2.04 CYLINDRICAL LOCKS A.Manufacturers: 1.Schlage,an Allegion brand;:www.allegion.com/us/#sle. 2.Substitutions: See Section 01 6000 -Product Requirements. B.Cylindrical Locks (Bored):Comply with BHMA A156.2,Grade 1,4000 Series. 1.UL listed for A label and lesser class single doors up to 4 feet x 8 feet. 2.Bored Hole: 2-1/8 inch diameter. 3.Latchbolt Throw:1/2 inch,minimum. 4.Backset: 2-3/4 inch unless otherwise indicated. 5.Strikes: Provide manufacturer's standard strike for each latchset or lockset with strike box and curved lip extending to protect frame in compliance with indicated requirements. a.Finish: To match lock or latch. 6.Accessibility:Require not more than 5 lb to retract the latchbolt or deadbolt,or both,per CBC Chapter 11B-404.2.7 and 11B-309.4 2.05 CLOSERS A.Manufacturers;Surface Mounted: 1.LCN,an Allegion brand;County standard:www.allegion.com/us/#sle. B.Closers: Comply with BHMA A156.4,Grade 1. 1.Type: As indicated in door hardware sets. 2.Provide door closer on interior side of each exterior swinging door. 2.06 MOP PLATES A.Manufacturers: 1.Ives,an Allegion brand;Basis of design:www.allegion.com/us/#sle. B.Mop Plates: Provide along bottom edge of push side of doors to provide protection from cleaning liquids and equipment damage to door surface. 1.Size:6 inchhigh by 1-1/2 inchless door width (LDW)on pull side and 2 inchLDW on push side of door. 2.07 THRESHOLDS A.Manufacturers: 1.Pemko;an Assa Abloy Group company:www.assaabloydss.com/#sle. 2.Hager Companies:www.hagerco.com/#sle. 3.Zero International,Inc:www.zerointernational.com/#sle. 4.Substitutions: See Section 01 6000 -Product Requirements. B.Thresholds: Comply with BHMA A156.21. 1.Provide threshold at each exterior door,unless otherwise indicated. 2.Type: Flat surface. 3.Material: Aluminum. 4.Threshold Surface: Fluted horizontal grooves across full width. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 08 7100 08 7100 Door Hardware 08-01-2024 Page 8 of 12 5.Field cut threshold to profile of frame and width of door sill for tight fit. 6.Provide non-corroding fasteners at exterior locations. 7.Comply with CBC Chapter 11B-404.2.5 2.08 WEATHERSTRIPPING AND GASKETING A.Manufacturers: 1.Pemko;an Assa Abloy Group company:www.assaabloydss.com/#sle. 2.National Guard Products,Inc:www.ngpinc.com/#sle. 3.Zero International,Inc;Basis of design:www.zerointernational.com/#sle. 4.Substitutions: See Section 01 6000 -Product Requirements. B.Weatherstripping and Gasketing: Comply with BHMA A156.22. 1.Head and Jamb Type: Adjustable. 2.Door Sweep Type: Encased in retainer. 3.Material: Aluminum,with brush weatherstripping. 2.09 FINISHES A.Finishes: Provide door hardware of same finish,unless otherwise indicated. 1.Finish:Per Schedule PART 3 EXECUTION 3.01 ACCEPTABLE INSTALLERS: A.Can read and understand manufacturers’templates,suppliers’hardware schedule and printed installation instructions. Can readily distinguish drywall screws from manufacturers’furnished fasteners. Available to meet with manufacturers’representatives and related trades to discuss installation of hardware. 3.02 EXAMINATION A.Verify that doors and frames are ready to receive this work;labeled,fire-rated doors and frames are properly installed,and dimensions are as indicated on shop drawings. B.Overhead stops:before installing,determine proposed locations of furniture items,fixtures,and other items to be protected by the overhead stop's action. 3.03 INSTALLATION A.Install hardware in accordance with manufacturer's instructions and applicable codes. B.Use templates provided by hardware item manufacturer. C.Do not install surface mounted items until application of finishes to substrate are fully completed. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 08 7100 08 7100 Door Hardware 08-01-2024 Page 9 of 12 D.Door Hardware Mounting Heights:Distance from finished floor to center line of hardware item. As indicated in following list,unless noted otherwise on drawings. 1.Mounting heights in compliance with ADA Standards: E.Set exterior door thresholds with full-width bead of elastomeric sealant at each point of contact with floor providing a continuous weather seal;anchor thresholds with stainless steel countersunk screws. 3.04 FIELD QUALITY CONTROL A.Perform field inspection and testing under provisions of Section 01 4000 -Pumptrack Specialty Work Qualification. 3.05 ADJUSTING A.Adjust work under provisions of Section 01 7000 -Execution and Closeout Requirements. B.Adjust hardware for smooth operation. C.Adjust gasketing for complete,continuous seal;replace if unable to make complete seal. D.Hardware damaged by improper installation or adjustment methods:repair or replace to Owner’s satisfaction. 3.06 CLEANING A.Clean finished hardware in accordance with manufacturer's written instructions after final adjustments have been made. B.Clean adjacent surfaces soiled by hardware installation. C.Replace items that cannot be cleaned to manufacturer's level of finish quality at no additional cost. 3.07 DEMONSTRATION: A.Demonstrate mechanical hardware and electrical,electronic and pneumatic hardware systems, including adjustment and maintenance procedures. 3.08 PROTECTION A.Protect finished Work under provisions of Section 01 7000 -Execution and Closeout Requirements. B.Do not permit adjacent work to damage hardware or finish. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 08 7100 08 7100 Door Hardware 08-01-2024 Page 10 of 12 3.09 SCHEDULE OF FINISH HARDWARE A.Do not order material until submittal has been reviewed,stamped,and signed by Architect’s door hardware consultant. B.The hardware sets represent the design intent and direction of the owner and architect.They are a guideline only and should not be considered a detailed hardware schedule.Discrepancies, conflicting hardware and missing items should be brought to the attention of the architect with corrections made prior to the bidding process.Omitted items not included in a hardware set should be scheduled with the appropriate additional hardware required for proper application and functionality. Continues Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 08 7100 08 7100 Door Hardware 08-01-2024 Page 11 of 12 END OF SECTION Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 08 7100 08 7100 Door Hardware 08-01-2024 Page 12 of 12 Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 08 9100 08 9100 Louvers 08-01-2024 Page 1 of 4 Section 08 9100 Louvers PART 1 GENERAL 1.01 SECTION INCLUDES A.Louvers,frames,and accessories. 1.02 RELATED REQUIREMENTS A.Section 01 2500 -Substitutions B.Section 07 9200 -Joint Sealants: Sealing joints between frames and adjacent construction. C.Section 09 9113 - Exterior Painting: Field painting. 1.03 REFERENCE STANDARDS A.AMCA 511 -Certified Ratings Program Product Rating Manual for Air Control Devices;2021. B.ASTM A653/A653M -Standard Specification for Steel Sheet,Zinc-Coated (Galvanized)or Zinc-Iron Alloy-Coated (Galvannealed)by the Hot-Dip Process;2023. C.ASTM E2886/E2886M -Standard Test Method for Evaluating the Ability of Exterior Vents to Resist the Entry of Embers and Direct Flame Impingement;2020. 1.04 SUBMITTALS A.See Section 01 3300 -Submittals for submittal procedures. B.Product Data: Provide data describing design characteristics,maximum recommended air velocity,design free area,materials and finishes. C.Shop Drawings: Indicate louver layout plan and elevations,opening and clearance dimensions, and tolerances;head,jamb and sill details;blade configuration,screens,blank-off areas required,and frames. D.Samples: Submit two samples 2 by 2 inches in size illustrating finish and color of exterior and interior surfaces. E.Test Reports:Independent agency reports showing compliance with specified performance criteria. 1.Submittal data shall show compliance with CBC Chapter 7A Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 08 9100 08 9100 Louvers 08-01-2024 Page 2 of 4 1.05 QUALITY ASSURANCE A.Manufacturer Qualifications: Company specializing in manufacturing products of the type specified in this section,with minimum three years of documented experience. 1.06 WARRANTY A.See Section 01 7800 -Closeout Submittals for additional warranty requirements. B.Provide five-year manufacturer's warranty against distortion,metal degradation,and connection failures of louver components. 1.Finish: Include twenty-year coverage against degradation of exterior finish. PART 2 PRODUCTS 2.01 MANUFACTURERS A.Louvers: 1.Able Sheet Metal;Louvers:www.ablemetal.com/#sle. 2.BrandGuard Vents;Louvers:www.brandguardvents.com/#sle. 3.Vulcan Vents;Louvers,Basis of Design:https://www.vulcanvents.com/#sle 4.Substitutions: See Section 01 6000 -Product Requirements. 2.02 LOUVERS A.Louvers: Factory fabricated and assembled,complete with frame,mullions,and accessories; AMCA Certified in accordance with AMCA 511. 1.Ember Resistance:Design to comply with the applicable requirements of ASTM E2886/E2886M. B.Stationary Louvers,Ember-resistant type:Horizontalblade,formed galvanized steel sheet construction. 1.Free Area: 42%,minimum. 2.Size:As indicated on the drawings 3.Blades: V-shaped,sight-proof. 4.Frame:Depth as indicated on drawings,channel profile;corner joints mitered and,with continuous recessed caulking channel each side. 5.Steel Thickness,Galvanized:Frame 26 gauge,0.018 inchminimum base metal;blades 16 gauge,0.0598 inchminimum base metal. 6.Steel Finish: Field Painted ,finished after fabrication. 7.Screen:Ember-catching stainless steel mesh 8.Core:1-hour intumescent coating compliant with CBC Chapter 7A 9.Flange Type:As required for full and complete installation as indicated on the drawings: a.Type A:VG-S,min.3/4"exterior depth b.Type B:VG-FB,min.1-1/2"exterior depth Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 08 9100 08 9100 Louvers 08-01-2024 Page 3 of 4 2.03 MATERIALS A.Steel Sheet: Hot-dipped galvanized steel sheet,ASTM A653/A653M,with G90/Z275 coating. 2.04 ACCESSORIES A.Flashings: Of same material as louver frame,formed to required shape,single length in one piece per location. B.Sealant for Setting Sills and Sill Flashing:Non-curing butyl type. C.Fire caulking as required by the manufacturer for full and complete installation. 1.EverKem 814+or approved equal PART 3 EXECUTION 3.01 EXAMINATION A.Verify that prepared openings and flashings are ready to receive this work and opening dimensions are as indicated on shop drawings. 3.02 INSTALLATION A.Install louver assembly in accordance with manufacturer's instructions. B.Install louvers level and plumb. C.Install flashings and alignlouver assembly to ensure moisture shed from flashings and diversion of moisture to exterior. D.Secure louver frames in openings with concealed fasteners. 3.03 CLEANING A.Strip protective finish coverings. B.Clean surfaces and components. END OF SECTION Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 08 9100 08 9100 Louvers 08-01-2024 Page 4 of 4 This page intentionally left blank Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 09 9113 09 9113 Exterior Painting 08-01-2024 Page 1 of 6 Section 09 9113 Exterior Painting PART 1 GENERAL 1.01 SECTION INCLUDES A.Surface preparation. B.Field application of paints. C.Scope: Finish exterior surfaces exposed to view,unless fully factory-finished and unless otherwise indicated,including the following: 1.Both sides and edges of plywood backboards for electrical and telecom equipment before installing equipment. 2.Exposed steel surfaces such as structural steel elements 3.Exposed galvanized metal surfaces such as sheet metal flashing,vents,and trim. D.Do Not Paint or Finish the Following Items: 1.Items factory-finished unless otherwise indicated;materials and products having factory- applied primers are not considered factory finished. 2.Items indicated to receive other finishes. 3.Items indicated to remain unfinished. 4.Fire rating labels,equipment serial number and capacity labels,and operating parts of equipment. 5.Stainless steel,anodized aluminum,bronze,terne-coated stainless steel,zinc,and lead. 6.Floors,unless specifically indicated. 7.Brick,glass unit masonry,architectural concrete,cast stone,integrally colored plaster and stucco. 8.Glass. 9.Concealed pipes,ducts,and conduits. 1.02 RELATED REQUIREMENTS A.Section 01 8113 -Sustainable Design Requirements –LEED for Homes,including VOC restrictions 1.03 DEFINITIONS A.Comply with ASTM D16 for interpretation of terms used in this section. 1.04 REFERENCE STANDARDS A.40 CFR 59,Subpart D -National Volatile Organic Compound Emission Standards for Architectural Coatings;U.S.Environmental Protection Agency;Current Edition. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 09 9113 09 9113 Exterior Painting 08-01-2024 Page 2 of 6 B.ASTM C67/C67M -Standard Test Methods for Sampling and Testing Brick and Structural Clay Tile;2021. C.ASTM C410 -Standard Specification for Industrial Floor Brick;2013 (Reapproved 2017). D.ASTM D16 -Standard Terminology for Paint,Related Coatings,Materials,and Applications; 2019. E.ASTM D2369 -Standard Test Method for Volatile Content of Coatings;2020. F.ASTM D6490 -Standard Test Method for Water Vapor Transmission of NonFilm Forming Treatments Used on Cementitious Panels;2014. G.ASTM D7089 -Standard Practice for Determination of the Effectiveness of Anti-Graffiti Coating for Use on Concrete,Masonry and Natural Stone Surfaces by Pressure Washing;2021. H.ASTM E96/E96M -Standard Test Methods for Gravimetric Determination of Water Vapor Transmission Rate of Materials;2023. I.MPI (APSM)-Master Painters Institute Architectural Painting Specification Manual;Current Edition. J.South Coast Air Quality Management District (SCAQMD)Rule 1113. K.SSPC-SP 1 -Solvent Cleaning;2015,with Editorial Revision (2016). L.SSPC-SP 6 -Commercial Blast Cleaning;2007. 1.05 SUBMITTALS A.Product Data: Provide complete list of products to be used,with the following information for each: 1.Manufacturer's name,product name and/or catalog number,and general product category (e.g."alkyd enamel"). 2.MPI product number (e.g.MPI #47). 3.Cross-reference to specified paint system(s)product is to be used in;include description of each system. B.Samples: Submit three paper "draw down"samples,8-1/2 by 11 inches in size,illustrating range of colors available for each finishing product specified. 1.Where sheen is specified,submit samples in only that sheen. 2.Paint color submittals will not be considered until color submittals for major materials not to be painted,such as factory finished metals and roof tiles,have been approved. C.Certification: By manufacturer that paints and finishes comply with VOC limits specified. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 09 9113 09 9113 Exterior Painting 08-01-2024 Page 3 of 6 1.06 QUALITY ASSURANCE A.Manufacturer Qualifications: Company specializing in manufacturing the products specified, with minimum three years documented experience. B.Applicator Qualifications: Company specializing in performing the type of work specified with minimum three years experience and approved by manufacturer. 1.07 DELIVERY,STORAGE,AND HANDLING A.Deliver products to site in sealed and labeled containers;inspect to verify acceptability. B.Container Label: Include manufacturer's name,type of paint,brand name,lot number,brand code,coverage,surface preparation,drying time,cleanup requirements,color designation,and instructions for mixing and reducing. C.Paint Materials: Store at minimum ambient temperature of 45 degrees F and a maximum of 90 degrees F,in ventilated area,and as required by manufacturer's instructions. 1.08 FIELD CONDITIONS A.Do not apply materials when surface and ambient temperatures are outside the paint product manufacturer's temperature ranges. B.Follow manufacturer's recommended procedures for producing best results,including testing of substrates,moisture in substrates,and humidity and temperature limitations. C.Do not apply exterior paint and finishes during rain or snow,or when relative humidity is outside the humidity ranges required by the paint product manufacturer. D.Provide lighting level of 80 ft candles measured mid-height at substrate surface. PART 2 PRODUCTS 2.01 MANUFACTURERS A.Provide paints and finishes from the same manufacturer. B.Paints: 1.Base Manufacturer: Dunn Edwards Paints,www.dunnedwards.com 2.PPG Paints;_____: www.ppgpaints.com/#sle. 3.Sherwin-Williams Company;_____: www.sherwin-williams.com/#sle. 2.02 PAINTS AND FINISHES -GENERAL A.Paints and Finishes: Ready-mixed,unless required to be a field-catalyzed paint. 1.Provide paints and finishes of a soft paste consistency,capable of being readily and uniformly dispersed to a homogeneous coating,with good flow and brushing properties, Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 09 9113 09 9113 Exterior Painting 08-01-2024 Page 4 of 6 and capable of drying or curing free of streaks or sags. 2.Supply each paint material in quantity required to complete entire project's work from a single production run. 3.Do not reduce,thin,or dilute paint or finishes or add materials unless such procedure is described explicitly in manufacturer's product instructions. B.Volatile Organic Compound (VOC)Content: 1.Provide paints and finishes that comply with the most stringent requirements specified in the following: a.40 CFR 59,Subpart D--National Volatile Organic Compound Emission Standards for Architectural Coatings. b.Architectural coatings VOC limits of California. 2.Determination of VOC Content: Testing and calculation in accordance with 40 CFR 59, Subpart D (EPA Method 24),exclusive of colorants added to a tint base and water added at project site;or other method acceptable to authorities having jurisdiction. C.Colors: To be selected from manufacturer's full range of available colors. 1.Selection to be made by Architect after award of contract. 2.Allow for minimum of three colors for each system,unless otherwise indicated,without additional cost to Owner. 2.03 PAINT SYSTEMS -EXTERIOR A.Exterior Surfaces to be Painted,Unless Otherwise Indicated: Including primed metal and plaster. 1.Two top coats and one coat primer. 2.Top Coat(s): Exterior Latex. a.Products: 1)Dunn Edwards EVERSHIELD,Exterior Eggshell Paint (EVSH30) 2)Dunn Edwards EVERSHIELD,Exterior Semi-Gloss Paint (EVSH50) 3)Dunn Edwards EVERSHIELD,Exterior Gloss Paint (EVSH60) 3.Primer: As recommended by top coat manufacturer for specific substrate. 2.04 ACCESSORY MATERIALS A.Accessory Materials: Provide primers,sealers,cleaning agents,cleaning cloths,sanding materials,and clean-up materials as required for final completion of painted surfaces. B.Water and Graffiti-Resistant Treatment:Use clear-drying,penetrating,water-based silicone emulsion for weatherproofing masonry materials and protecting them from graffiti attacks without altering their natural appearance. 1.Properties: a.Total Solids per ASTM D2369:Minimum Nine (9)percent. b.Comply withProject State VOC regulations. c.Water Absorption Reduction (Brick)per ASTM C67/C67M:Greater than 96 percent. d.Water Absorption Reduction (CMU)per ASTM C410: 1)Heavy Weight CMU:Greater than 89 percent. e.Water Vapor Transmission per ASTM E96/E96M: 1)Concrete Block:Greater than 95 percent. 2)Mortar:Greater than 95 percent. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 09 9113 09 9113 Exterior Painting 08-01-2024 Page 5 of 6 f.Water Vapor Transmission WVT per ASTM D6490:Minimum 88 percent retention. g.Cleanability Level 2 per ASTM D7089 2.Products: a.PROSOCO,Inc;Sure Klean Weather Seal Blok-Guard &Graffiti Control VOC 9: prosoco.com b.Or approved equal c.Substitutions:Section 01 6000 -Product Requirements. C.Patching Material: Latex filler. D.Fastener Head Cover Material: Latex filler. PART 3 EXECUTION 3.01 EXAMINATION A.Verify that surfaces are ready to receive work as instructed by the product manufacturer. B.Examine surfaces scheduled to be finished prior to commencement of work.Report any condition that may potentially effect proper application. C.Test shop-applied primer for compatibility with subsequent cover materials. D.Measure moisture content of surfaces using an electronic moisture meter.Do not apply finishes unless moisture content of surfaces are below the following maximums: 1.Exterior Plaster and Stucco: 12 percent. 3.02 PREPARATION A.Clean surfaces thoroughly and correct defects prior to application. B.Prepare surfaces using the methods recommended by the manufacturer for achieving the best result for the substrate under the project conditions. C.Remove or mask surface appurtenances,including electrical plates,hardware,light fixture trim, escutcheons,and fittings,prior to preparing surfaces for finishing. D.Seal surfaces that might cause bleed through or staining of topcoat. E.Remove mildew from impervious surfaces by scrubbing with solution of tetra-sodium phosphate and bleach.Rinse with clean water and allow surface to dry. F.Exterior Plaster: Fill hairline cracks,small holes,and imperfections with exterior patching plaster.Make smooth and flush with adjacent surfaces.Wash and neutralize high alkali surfaces. G.Galvanized Surfaces: 1.Remove surface contamination and oils and wash with solvent according to SSPC-SP 1. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 09 9113 09 9113 Exterior Painting 08-01-2024 Page 6 of 6 H.Ferrous Metal: 1.Solvent clean according to SSPC-SP 1. 2.Remove rust,loose mill scale,and other foreign substances using methods recommended in writing by paint manufacturer and blast cleaning according to SSPC-SP 6 Commercial Blast Cleaning.Protect from corrosion until coated. 3.03 APPLICATION A.Apply products in accordance with manufacturer's written instructions and recommendations in "MPI Architectural Painting Specification Manual". B.Do not apply finishes to surfaces that are not dry.Allow applied coats to dry before next coat is applied. C.Apply each coat to uniform appearance. D.Vacuum clean surfaces of loose particles.Use tack cloth to remove dust and particles just prior to applying next coat. E.Reinstall electrical cover plates,hardware,light fixture trim,escutcheons,and fittings removed prior to finishing. 3.04 CLEANING A.Collect waste material that could constitute a fire hazard,place in closed metal containers,and remove daily from site. END OF SECTION Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 10 1423 10 1423 Panel Signage 08-01-2024 Page 1 of 4 Section 10 1423 Panel Signage PART 1 GENERAL 1.01 SECTION INCLUDES A.Room and door signs. 1.02 REFERENCE STANDARDS A.ADA Standards -2010 ADA Standards for Accessible Design;2010. B.ICC A117.1 -Accessible and Usable Buildings and Facilities;2017. 1.03 SUBMITTALS A.See Section 01 3300 -Submittals for submittal procedures. B.Product Data: Manufacturer's product literature for each type of panel sign,indicating styles, font,foreground and background colors,locations,and overall dimensions of each sign. C.Shop Drawings: 1.Include dimensions,locations,elevations,materials,text and graphic layout,attachment details,and schedules. 2.Schedule: Provide information sufficient to completely define each panel sign for fabrication,including room number,room name,other text to be applied,sign and letter sizes,fonts,and colors. a.When room numbers to appear on signs differ from those on drawings,include the drawing room number on schedule. b.When content of signs is indicated to be determined later,request such information from Owner through Architect at least 2 months prior to start of fabrication;upon request,submit preliminary schedule. c.Submit for approval by Owner through Architect prior to fabrication. D.Selection Samples: Where colors,materials,and finishes are not specified,submit two sets of color selection charts or chips. E.Verification Samples: Submit samples showing colors,materials,and finishes specified. 1.04 DELIVERY,STORAGE,AND HANDLING A.Package signs as required to prevent damage before installation. B.Package room and door signs in sequential order of installation,labeled by floor or building. C.Store tape adhesive at normal room temperature. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 10 1423 10 1423 Panel Signage 08-01-2024 Page 2 of 4 1.05 FIELD CONDITIONS A.Do not install tape adhesive when ambient temperature is lower than recommended by manufacturer. B.Maintain minimum ambient temperature during and after installation. PART 2 PRODUCTS 2.01 MANUFACTURERS A.Panel Signage: 1.Best Sign Systems,Inc: www.bestsigns.com/#sle.(Basis of Design) 2.FASTSIGNS International,Inc: www.fastsigns.com/#sle. 3.Seton Identification Products: www.seton.com/aec/#sle. 2.02 REGULATORY REQUIREMENTS A.Accessibility Requirements: Comply with ADA Standards and ICC A117.1 and applicable building codes,unless otherwise indicated;in the event of conflicting requirements,comply with the most restrictive requirements. 2.03 PANEL SIGNAGE A.Panel Signage: 1.Application: Room and door signs. 2.Description: Flat signs with engraved panel media,tactile characters. 3.Sign Size: 4 inches by 6 inches typical,larger if required. 4.Total Thickness: 1/8 inch. 5.Sign Edges: Squared. 6.Corners: Radiused. 7.Color and Font,unless otherwise indicated: a.Character Font: As selected by the City. b.Character Case: Upper case only. c.Background Color: As selected by the City. d.Character Color: Contrasting color. 8.Material: Laminated colored plastic engraved through face to expose core as background color. 9.Profile: Flat panel withoutframe. 10.Tactile Letters: Raised 1/32 inch minimum. 11.Braille: Grade II,ADA-compliant. 12.One-Sided Wall Mounting: Tape adhesive. 2.04 SIGNAGE APPLICATIONS A.Room and Door Signs:Provide a sign for every doorway,whether it has a door or not,not including corridors,lobbies,and similar open areas. 1.Sign Type: Flatsigns with engravedpanel media as specified. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 10 1423 10 1423 Panel Signage 08-01-2024 Page 3 of 4 2.Provide "tactile"signage,with letters raised minimum 1/32 inchand Grade II braille. 3.Character Height: 1 inch. 4.Sign Height: 2 inches,unless otherwise indicated. 5.Service Rooms: Identify with room names and numbers to be determined later,not those indicated on drawings. 6.Restrooms: Identify with pictograms,the names "MEN"and "WOMEN"or "BOYS"and "GIRLS",and braille. a.Verify gender identity signage for restrooms with city and architect prior to fabrication. PART 3 EXECUTION 3.01 Examination A.Verify that substrate surfaces are ready to receive work. B.Notify Architect if conditions are not suitable for installation of signs;do not proceed until conditions are satisfactory. 3.02 Installation A.Install in accordance with manufacturer's instructions. B.Install with horizontal edges level. C.Locate panel signs and mount at heights indicated on drawings and in accordance with ADA Standards and ICC A117.1. D.Protect from damage until Date of Substantial Completion;repair or replace damaged items. End of Section Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 10 1423 10 1423 Panel Signage 08-01-2024 Page 4 of 4 This page intentionally left blank Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 10 2800 10 2800 Toilet,Bath,and Laundry Accessories 08-01-2024 Page 1 of 6 Section 10 2800 Toilet,Bath,and Laundry Accessories PART 1 GENERAL 1.01 SECTION INCLUDES A.Commercial toilet accessories. B.Under-lavatory pipe supply covers. C.Electric hand/hair dryers. D.Utility room accessories. 1.02 RELATED REQUIREMENTS A.Section 06 1000 Rough Carpentry: Concealed supports for accessories,including in wall framing and plates. B.Section 09 3000 -Tiling C.Section 22 0000 Plumbing:Toilet and lavatory fixtures 1.03 REFERENCE STANDARDS A.ADA Standards -2010 ADA Standards for Accessible Design;2010. B.ASTM A123/A123M -Standard Specification for Zinc (Hot-Dip Galvanized)Coatings on Iron and Steel Products;2017. C.ASTM A653/A653M -Standard Specification for Steel Sheet,Zinc-Coated (Galvanized)or Zinc-Iron Alloy-Coated (Galvannealed)by the Hot-Dip Process;2023. D.ASTM A666 -Standard Specification for Annealed or Cold-Worked Austenitic Stainless Steel Sheet,Strip,Plate,and Flat Bar;2023. E.ASTM C1036 -Standard Specification for Flat Glass;2021. F.ASTM C1503 -Standard Specification for Silvered Flat Glass Mirror;2018. G.ASTM F2285 -Standard Consumer Safety Performance Specification for Diaper Changing Tables for Commercial Use;2022. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 10 2800 10 2800 Toilet,Bath,and Laundry Accessories 08-01-2024 Page 2 of 6 1.04 ADMINISTRATIVE REQUIREMENTS A.Coordinate the work with the placement of internal wall reinforcement to receive anchor attachments. 1.05 SUBMITTALS A.See Section 01 3300 -Submittals,for submittal procedures. B.Product Data: Submit data on accessories describing size,finish,details of function,and attachment methods. C.Manufacturer's Installation Instructions: Indicate special procedures and conditions requiring special attention. PART 2 PRODUCTS 2.01 MANUFACTURERS A.Basis of Design: Bobrick. B.Commercial Toilet,Shower,and Bath Accessories: 1.ASI -American Specialties,Inc: www.americanspecialties.com. 2.Bradley Corporation: www.bradleycorp.com. C.Electric Hand/Hair Dryers: 1.American Dryer,Inc: www.americandryer.com. 2.Excel Dryer: www.exceldryer.com. 3.World Dryer Corporation;Basis of Design: www.worlddryer.com. 4.Bobrick Washroom Equipment Inc.:www.bobrick.com D.Provide products of each category type by single manufacturer. 2.02 MATERIALS A.Accessories -General: Shop assembled,free of dents and scratches and packaged complete with anchors and fittings,steel anchor plates,adapters,and anchor components for installation. B.Stainless Steel Sheet: ASTM A666,Type 304. C.Galvanized Sheet Steel: Hot-dipped galvanized steel sheet,ASTM A653/A653M,with G90/Z275 coating. D.Mirror Glass: Annealed float glass,ASTM C1036 Type I,Class 1,Quality Q2,with silvering, protective and physical characteristics complying with ASTM C1503. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 10 2800 10 2800 Toilet,Bath,and Laundry Accessories 08-01-2024 Page 3 of 6 2.03 FINISHES A.Stainless Steel: Satin finish,unless otherwise noted. B.Galvanizing for Items Other than Sheet: Comply with ASTM A123/A123M;galvanize ferrous metal and fastening devices. 2.04 COMMERCIAL TOILET ACCESSORIES A.Toilet Paper Dispenser: Doubleroll,surface mounted bracket type,stainless steel,spindleless type for tension spring delivery designed to prevent theft of tissue roll. 1.Products: a.Product:B-4288 manufactured by [Bobrick] B.Electric Dryers: Traditional fan-in-case type,with downward nozzle. 1.Style: High speed,energy efficient,fixed nozzle. 2.Cover:Stainless steel with brushed finish. 3.Heater:Capable of raising 70 degree ambient air to 130 degrees. 4.Fan Control:Hi/low speed switch 5.Total Wattage: 950,maximum. 6.Air Filter:HEPA to remove contaminants 0.3 microns or larger 7.Projection from wall:4"Max. 8.Warranty: 5 years. 9.Product:VERDEdri by Workd Dryer as Basis of Design C.Soap Dispenser: Liquid soap dispenser,wall-mounted,surface,with stainless steel cover and stainless steel tank and working parts;push type soap valve,check valve,and window refill indicator,key lock. 1.Minimum Capacity: 40 ounces. 2.Product: B-2111 manufactured by Bobrick. D.Mirrors: Stainless steel framed,1/4 inch thick annealed float glass;ASTM C1036. 1.Tempered Float Glass: Silvering,protective and physical characteristics in compliance with ASTM C1503. 2.Size: 24 inches wide by 36 inches tall. 3.Frame: 0.05 inchangle shapes,with mitered and welded and ground corners,and tamperproof hanging system;satin finish. 4.Backing: Full-mirror sized,minimum 0.03 inch galvanized steel sheet and nonabsorptive filler material. 5.Product: B-2908 manufactured by Bobrick. E.Seat Cover Dispenser: Stainless steel,surface-mounted,reloading by concealed opening at base,tumbler lock. 1.Minimum capacity: 250 seat covers. 2.Product:B-221 as manufactured by Bobrick F.Grab Bars: Stainless steel,smooth surface. 1.Standard Duty Grab Bars: a.Push/Pull Point Load: 250 pound-force,minimum. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 10 2800 10 2800 Toilet,Bath,and Laundry Accessories 08-01-2024 Page 4 of 6 b.Dimensions: 1-1/4 inch outside diameter,minimum 0.05 inch wall thickness, exposed flange mounting,1-1/2 inch clearance between wall and inside of grab bar. c.Length and Configuration: As indicated on drawings. d.Products:B-5806 as manufactured by Bobrick G.Diaper Changing Station:Wall-mounted folding diaper changing station for use in commercial toilet facilities,meeting or exceeding ASTM F2285. 1.Manufacturers: a.Koala Kare KB300:www.koalabear.com/#sle. b.Or equal. 2.05 UNDER-LAVATORY PIPE AND SUPPLY COVERS A.Under-Lavatory Pipe and Supply Covers: 1.Insulate exposed drainage piping,including hot,cold,and tempered water supplies under lavatories or sinks to comply with ADA Standards. 2.Exterior Surfaces: Smooth non-absorbent,non-abrasive surfaces. 3.Construction: 1/8 inch flexible PVC. 4.Color: White. 2.06 UTILITY ROOM ACCESSORIES A.Combination Utility Shelf/Mop and Broom Holder: 0.05 inch thick stainless steel,Type 304, with 1/2 inch returned edges,0.06 inch steel wall brackets. 1.Hooks: 4,0.06 inch stainless steel rag hooks at shelf front. 2.Mop/broom holders: Three spring-loaded rubber cam holders at shelf front. 3.Length: 34 inches. 4.Product: B-239 manufactured by Bobrick. PART 3 EXECUTION 3.01 EXAMINATION A.Verify existing conditions before starting work. B.Verify exact location of accessories for installation. C.For electrically-operated accessories,verify that electrical power connections are ready and in the correct locations. 3.02 PREPARATION A.Deliver inserts and rough-in frames to site for timely installation. B.Provide templates and rough-in measurements as required. 3.03 INSTALLATION A.Mounting Heights: As required by accessibility regulations,unless otherwise indicated. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 10 2800 10 2800 Toilet,Bath,and Laundry Accessories 08-01-2024 Page 5 of 6 3.04 PROTECTION A.Protect installed accessories from damage due to subsequent construction operations. END OF SECTION Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 10 2800 10 2800 Toilet,Bath,and Laundry Accessories 08-01-2024 Page 6 of 6 This page intentionally left blank Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 11 6813 11 6813 Playground Equipment 08-01-2024 Page 1 of 8 Section 11 6813 Playground Equipment PART 1 GENERAL 1.01 SECTION INCLUDES A.Playground layout (staking). B.Concrete footings for playground equipment. C.Manufactured playground equipment. D.Location of each item of playground equipment is indicated on drawings. 1.02 DEFINITIONS A.Play Event: A piece of playground equipment that supports one or more play activities. B.Use Zone: Area under and around a play event within which the ground surfacing must meet fall impact attenuation requirements of ASTM F1292 when tested at the fall height specified for the play event. C.Fall Height: Vertical distance between the finished elevation of the designated play surface and the finished elevation of the protective surfacing beneath it,as defined in ASTM F1487. D.Protective Surfacing: Resilient ground surfacing. The characteristics of the protective surfacing are based on the fall height of the playground equipment. Changes in either the surfacing or the fall height,particularly reducing the resilience of the protective surfacing or increasing the fall height,will reduce safety-related performance. E.Subgrade: Surface of the ground on which the protective surfacing is installed;the subbase for the protective surfacing is installed over the subgrade. 1.03 REFERENCE STANDARDS A.ASTM A123/A123M -Standard Specification for Zinc (Hot-Dip Galvanized)Coatings on Iron and Steel Products;2017. B.ASTM A135/A135M -Standard Specification for Electric-Resistance-Welded Steel Pipe;2021. C.ASTM A500/A500M -Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes;2021a. D.ASTM A513/A513M -Standard Specification for Electric-Resistance-Welded Carbon and Alloy Steel Mechanical Tubing;2020a. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 11 6813 11 6813 Playground Equipment 08-01-2024 Page 2 of 8 E.ASTM B221 -Standard Specification for Aluminum and Aluminum-Alloy Extruded Bars, Rods,Wire,Profiles,and Tubes;2021. F.ASTM D3363 -Standard Test Method for Film Hardness by Pencil Test;2022. G.ASTM F1292 -Standard Specification for Impact Attenuation of Surfacing Materials Within the Use Zone of Playground Equipment;2022. H.ASTM F1487 -Standard Consumer Safety Performance Specification for Playground Equipment for Public Use;2021. I.AWPA U1 -Use Category System:User Specification for Treated Wood;2022. J.CPSC Pub.No.325 -Public Playground Safety Handbook;2015. 1.04 ADMINISTRATIVE REQUIREMENTS A.Preinstallation Meetings: Convene a meeting one week before starting earthwork for playground to discuss coordination between various installers. 1.Require attendance by personnel responsible for grading and installers of playground equipment,protective surfacing,footings,and adjacent work. 2.Include representatives of Contractor. 3.Notify Landscape Architect at least 2 weeks prior to meeting. 1.05 SUBMITTALS A.See Section 01 -General Conditions for submittal procedures. B.Substitutions: 1.Substitutions that will increase fall height,platform height,or maximum equipment height will not be considered;submit shop drawings with proposed modifications clearly identified and sufficient information to determine compliance with specified criteria. 2.Substitutions that require changes to the site design will not be considered. 3.Substitutions that,in the opinion of the City,are not equivalent in play value,architectural aesthetic,or quality,will not be considered. C.Product Data: For manufactured equipment,provide manufacturer's product data showing materials of construction,compliance with specified standards,installation procedures,safety limitations,and the number of users permitted. 1.Wood Finishes: Provide information on wood finish chemical content and toxicity level. 2.Certifications: Provide International Play Equipment Manufacturers Association (IPEMA)certification that product complies with ASTM F1487,excluding section 10 and 12.6.1. D.Shop Drawings: Detailed scale drawings showing play equipment layout,Use Zone perimeters, and fall height for each play event. 1.Show locations and dimensions of footings and anchorage points. 2.Show locations of related construction such as walkways and roadways,fences,site furnishings,and plantings. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 11 6813 11 6813 Playground Equipment 08-01-2024 Page 3 of 8 E.Samples: For each item that a color must be selected,provide color chart showing full range of colors and finishes. F.Maintenance Data: Provide manufacturer's recommended maintenance instructions and list of replaceable parts for each equipment item,with address and phone number of source of supply. G.Warranty: Submit manufacturer warranty and ensure that forms have been completed in Owner's name and registered with manufacturer. 1.06 QUALITY ASSURANCE A.Maintain one copy of the latest edition of ASTM F1487 and CPSC Pub.No.325 at project site. B.Manufacturer Qualifications: Company regularly engaged in manufacturing materials and products specified in this section,with not less than 5 years of documented experience. 1.Provide documentation showing that playground equipment similar to that specified has been installed in at least ten sites and in successful service for at least five years;provide addresses. C.Installer Qualifications: Company specializing in playground construction shall perform the work in this Section. 1.Provide documentation that company has installed at least 5 playgrounds of a smiliar scale for public agencies,that have been in successful service for a minimum of 5 year;provide adresses. 1.07 DELIVERY,STORAGE,AND HANDLING A.Deliver,handle,and store equipment to project site in accordance with manufacturer's recommendations. B.Store materials in a dry,covered area,elevated above grade. 1.08 WARRANTY A.See Section 01 -General Conditions for additional warranty requirements. B.See individual Manufacturer's warranty for play equipment. PART 2 PRODUCTS 2.01 PLAYGROUND EQUIPMENT -GENERAL A.Design Assumptions: Because the safety of the playground depends on strict compliance with design criteria,this information is provided for Contractor's information. 1.Playground has been designed for children ages 2-5 and 5-12 years. 2.Separate areas for different age groups are indicated on drawings. 3.If deviations from specified dimensions,especially fall heights,is required,obtain approval prior to proceeding;follow approval request procedure as specified for Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 11 6813 11 6813 Playground Equipment 08-01-2024 Page 4 of 8 substitutions. B.Mount equipment on concrete footings,unless otherwise indicated. 1.Playground protective surfacing constitutes a resilient layer installed over a subbase (non- resilient)that is installed over subgrade;top of footings and anchorage devices is to be covered by full depth of resilient portion of protective surfacing. 2.Unless otherwise note in the Drawings,footings shall be per the manufacturer's details, and should be included in Contractor's scope of work at no extra cost to the City. C.Provide supports as required to mount equipment at proper height above finish and sub-grades to allow installation of sufficient depth of protective surfacing;portion of support below top of surfacing must comply with specified requirements for equipment. D.Paint portion of support that is intended to be installed below top surface of protective surfacing a different color,or mark in other permanent way,so that installers and maintainers of protective surfacing can easily determine whether sufficient depth has been installed. E.Provide permanent label for each equipment item stating age group that equipment was designed for,manufacturer identification,and warning labels in accordance with ASTM F1487. 2.02 PLAYGROUND EQUIPMENT A.Comply with ASTM F1487 and CPSC Pub.No.325;provide equipment complying with specified requirements for relevant age group(s). B.Playground Equipment numbers listed below references Play Equipment Plans in the Drawing set. C.Manufacturers: 1.Berliner,https://berliner-playequipment.com/us/ a.Contact/Sales Representative:Eric Molano,CPSI,800-669-2585, EricM@davebang.com b.Quote Reference:07402-2 c.Quote number represents multiple play components,as listed below: 1)PE-01 -Geo Arena Climber 2)PE-02 -Tritopia Composite 3)PE-03 -Fairview Composite 4)PE-04 -Triple Bay Swing 5)PE-05 -Spider Web Net 6)PE-06 -O'tannenbaum Spinner 7)PE-07 -See-Saw Rocking 8)PE-09 -Spring Rider 9)PE-12 -Horizontal bars 10)PE-13 -Whitewater climber 2.Columbia Cascade Co.,www.playground.columbia-casscade.com a.Contact/Sales Representative:Chris Kirn,chrisk@timberform.com (503)223-1157 b.Quote Reference No: 1)P-08 -Embankment Slide 3.Goric Playgrounds.,https://goric.com/ a.Contact/Sales Representative: Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 11 6813 11 6813 Playground Equipment 08-01-2024 Page 5 of 8 b.Quote Reference No: 1)PE-10 -Nest Spinner 2)PE-11 -Tight Rope Balance 3) 4.Percussion Play,www.percussionplay.com a.Contact/Sales Representative:Daniel Fry,fry@percussionplay.com b.Quote Reference No: c.Quote number represents multiple play components,as listed below: 1)PE-14 -Tubular Bells 2)PE-15 -Babel Drum 3)PE-16 -Bell Lyre 4)PE-17 -Harmony 2.03 MATERIALS A.Steel Pipe and Tube: Comply with ASTM A135/A135M,ASTM A500/A500M,or ASTM A513/A513M;hot-dipped galvanized and free of excess weld and spatter. 1.Tensile Strength: 45,000 psi,minimum. 2.Yield Point: 33,000 psi,minimum. 3.Galvanizing: Hot-dip metal components in zinc after fabrication,in accordance with ASTM A123/A123M;remove tailings and sharp protrusions and burnish edges. B.Extruded Aluminum: ASTM B221 or ASTM B221M,Alloy 6061,6062,or 6063. 1.Tensile Strength: 39,000 psi,minimum. 2.Yield Point: 36,500 psi,minimum. C.Chain: Corrosion resistant zinc plated steel;minimum size 4/0;polyvinyl chloride (PVC) coating. D.Rope Cable: Strands of steel cable with UV-stabilized polypropylene synthetic covering;ends capped to prevent fraying. E.Hardware: Provide without hazardous protrusions,corners,or finishes,and that require tools for removal after installation;countersunk fasteners are preferred. 1.Use stainless steel for metal-to-metal connections;select type to minimize galvanic corrosion of materials connected by hardware. 2.Use stainless steel for wood-to-wood and wood-to-metal connections. 3.Use stainless steel with plastic components. 4.Bearings: Self lubricating. 5.Hooks,Including S-Hooks: Closed loop;maximum gap 0.04 inches,less than the thickness of a dime. 6.Rails,Loops,and Hand Bars: Same metal as item is mounted on or aluminum;with powder coating. 7.Anchors: In accordance with manufacturer's recommendations. F.Boards and Timbers: Free of holes,cracks,and loose knots;do not use wood or wood coatings that contain pesticides;do not utilize used lumber. G.Polyvinyl Chloride (PVC)Coating: Ultraviolet (UV)stabilized and mold-resistant;slip- resistant finish;prime parts to be coated with clear acrylic thermosetting solution,and preheat Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 11 6813 11 6813 Playground Equipment 08-01-2024 Page 6 of 8 prior to dipping in liquid PVC. 1.Thickness: 0.08 inch,minimum,plus/minus 0.02 inch. 2.Hardness: 85 durometer,when tested in accordance with ASTM D3363. PART 3 EXECUTION 3.01 VERIFICATION OF CONDITIONS A.Verify that playground area has been graded to subgrade elevations required and that excess soil,rocks,and debris have been removed. B.Verify that playground equipment footings have been installed in proper locations and at proper elevations. C.Verify location of underground utilities and facilities in playground area;damage to underground utilities and facilities will be repaired at Contractor's expense. 3.02 PREPARATION A.Stake layout of entire Use Zone perimeter before starting any work and before subbase under resilient surfacing is laid. 1.Verify that Use Zone perimeters do not overlap hard surfaces,whether currently installed or not. 2.Verify that Use Zones are free of obstructions that would extend into resilient portion of protective surfacing. 3.If conflicts or obstructions exist,notify Landscape Architect. 4.Do not proceed until revised drawings have been provided,showing corrected layout,and obstructions have been removed. 3.03 INSTALLATION A.Coordinate work with preparation for and installation of protective surfacing specified in Section 32 1816.13;install_____protective surfacing after playground equipment installation. B.Install concrete footings with top surface a minimum of 1/2 inch below required subgrade elevation. C.Install in accordance with CPSC Pub.No.325,ASTM F1487,manufacturer's instructions,and requirements of authorities having jurisdiction (AHJ). D.Anchor equipment securely below bottom elevation of resilient surfacing layer. E.Install without sharp points,edges or protrusions,entanglement hazards,pinch,crush,or shear points. F.Do not modify play events on site without written approval of manufacturer. G.Install required signage if not factory-installed. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 11 6813 11 6813 Playground Equipment 08-01-2024 Page 7 of 8 H.Coordinate with work of other sections that is integral to play areas and components,including but not limited to: 1.Elevated Boardwalk 2.Play Portals 3.Site-built mounds 3.04 FIELD QUALITY CONTROL A.Owner or Owner's representative will inspect playground equipment after installation to verify that playground meets specified design safety and accessibility requirements. B.Repair or replace rejected work until compliance is achieved. 3.05 CLEANING A.Restore adjacent existing areas that have been damaged from the construction. B.Clean playground equipment of construction materials,dirt,stains,filings,and blemishes due to shipment or installation;clean in accordance with manufacturer's instructions,using cleaning agents as recommended by manufacturer. C.Clean playground area of excess construction materials,debris,and waste. D.Remove excess and waste material and dispose of off-site in accordance with requirements of authorities having jurisdiction (AHJ). 3.06 PROTECTION A.Protect installed products until Date of Substantial Completion. B.Replace damaged products before Date of Substantial Completion. END OF SECTION Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 11 6813 11 6813 Playground Equipment 08-01-2024 Page 8 of 8 This page intentionally left blank Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 11 6833 11 6833 Athletic Field Equipment 08-01-2024 Page 1 of 6 Section 11 6833 Athletic Field Equipment PART 1 GENERAL 1.01 SECTION INCLUDES A.Outdoor basketball equipment. B.Futsol Court C.Tennis court equipment. D.Pickleball courts 1.02 ABBREVIATIONS A.NFHS -National Federation of State High School Associations;www.nfhs.com and www.nfhs.org. 1.03 REFERENCE STANDARDS A.ASTM A53/A53M -Standard Specification for Pipe,Steel,Black and Hot-Dipped,Zinc- Coated,Welded and Seamless;2022. B.ASTM A123/A123M -Standard Specification for Zinc (Hot-Dip Galvanized)Coatings on Iron and Steel Products;2017. C.ASTM A135/A135M -Standard Specification for Electric-Resistance-Welded Steel Pipe;2021. D.ASTM A500/A500M -Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes;2021a. E.ASTM A513/A513M -Standard Specification for Electric-Resistance-Welded Carbon and Alloy Steel Mechanical Tubing;2020a. F.ASTM B26/B26M -Standard Specification for Aluminum-Alloy Sand Castings;2018,with Editorial Revision. G.ASTM B108/B108M -Standard Specification for Aluminum-Alloy Permanent Mold Castings; 2019. H.ASTM B179 -Standard Specification for Aluminum Alloys in Ingot and Molten Forms for Castings from All Casting Processes;2018. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 11 6833 11 6833 Athletic Field Equipment 08-01-2024 Page 2 of 6 1.04 SUBMITTALS A.Product Data: Provide athletic field equipment manufacturer's product data indicating materials of construction,compliance with specified standards,installation procedures,and necessary safety limitations. B.Shop Drawings: Submit detailed scale drawings showing athletic field equipment and perimeter layout. 1.Indicate locations and dimensions of footings and anchorage points. 2.Identify mounting elevations in relation to fixed survey point on site,and subgrade elevation. C.Maintenance Data: Submit manufacturer's recommended maintenance instructions and list of replaceable parts for each athletic field equipment item,along with supplier's address and phone number. D.Warranty: Submit manufacturer warranty and ensure that forms have been completed in Owner's name and registered with manufacturer. 1.05 QUALITY ASSURANCE A.Manufacturer Qualifications: Company specializing in manufacturing products specified in this section,with not less than three years of experience. 1.06 DELIVERY,STORAGE,AND HANDLING A.Deliver,handle,and store equipment on project site in accordance with manufacturer's recommendations. PART 2 PRODUCTS 2.01 ATHLETIC FIELD EQUIPMENT -GENERAL A.Mount supporting posts in concrete footings,unless otherwise indicated,refer to Section 03 3000 for additional concrete footing installation requirements. 2.02 OUTDOOR BASKETBALL EQUIPMENT A.Manufacturers: 1.LA Steelcraft. 2.Jaypro Sports. 3.Kompan 4.Approved Equal. B.Combination Basketball &Futsal 1.Kompan:www.kompan.com 2.Multi Goal,3m -includes basketball hoop combination with futsal goal Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 11 6833 11 6833 Athletic Field Equipment 08-01-2024 Page 3 of 6 C.Basketball Hoop (stand alone) 1.Jaypro:www.shop.jayprosports.com a.Basketball System -Straight Post (4-1/2 in.Pole with 4 ft.Offset)-72 in.Steel Backboard -Double Rim 2.03 PICKLEBALL COURTS A.Pickleball Post &Nets 1.Manufacturer:LA SteelCraft (lasteelcraft.com)or approved equal a.Post Model:LA-PBP3-BG-3-1/2"OD Pickleball w/Net Tightener 1)Color:Black as approved b.Ground Sleeve:LA-8303-18-1H -Sincle Ground Sleeve for 3-1/2"O.D.x18"with hinged cap c.Net Model:LA-PB-NC-Pickleball Net 36"x21'9"w/cable thru top binding B.Pickleball Paddle Holder Rack 1.pickleballpaddleorganizer2018@gmail.com 2.Two (2)-4 court options 3.Each to be mounted on respective fencing along central walkway between courts near gates.Verify in field. 2.04 TENNIS COURT EQUIPMENT A.Jaypro Model -Tennis Posts -(3 in.Post)(Outdoor)-Club Tennis Upright (Square)(Black)or approved equal B.Outdoor Tennis Uprights: Single piece uprights,60 inch long of galvanized steel and 3 inch square with net lacing rods and bottom pin to set at 42 inch height with remaining 18 inch of upright mounted in concrete footing. 1.Provide cast aluminum cap with cable guide pins to close top of uprights. 2.Provide winch post on one side with internal cable length adjustment using removable handle,and internal net attachment in fixed post on other side. 3.Color and Finish: Black powder coat. C.Tennis Net: Polyethylene cord with 0.12 inch thick hollow braid,36 ounce single layer vinyl headband,18 ounce coated vinyl side and bottom tapes with brass grommets;vinyl coated galvanized cable at top and 1/2 inch diameter fiberglass dowels at each end. 1.Center Strap: Heavy-duty polyester webbing with black oxide coated brass slide buckles, nickel-plated double end snap with reinforced ends. 2.Center Ground Anchor: Galvanized steel tubing,1-1/2 inch diameter and 9 inch long with stainless steel pin to attach to center strap,and mounted in concrete footing. 2.05 MATERIALS A.Steel Pipe and Tube: Complying with ASTM A135/A135M,ASTM A500/A500M,or ASTM A513/A513M;hot-dip galvanized and free of excess weld and spatter. 1.Tensile Strength: 45,000 psi,minimum. 2.Yield Point: 33,000 psi,minimum. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 11 6833 11 6833 Athletic Field Equipment 08-01-2024 Page 4 of 6 3.Galvanizing: Hot-dip metal components in zinc after fabrication,in accordance with ASTM A123/A123M;remove tailings and sharp protrusions and burnish edges. B.Cast Aluminum: ASTM B26/B26M,ASTM B108/B108M,or ASTM B179. C.Powder Coating for Steel: Electrostatically applied and oven cured polyester powder over electrostatic zinc coating. PART 3 EXECUTION 3.01 VERIFICATION OF CONDITIONS A.Verify that athletic field equipment area has been graded to subgrade elevations required and that excess soil,rocks,and debris has been removed as necessary for installation of footings. B.Verify that athletic field equipment footings have been installed in proper locations and at proper elevations. C.Verify location of underground utilities and facilities in athletic field equipment area;damage to underground utilities and facilities will be repaired at Contractor's expense. D.Verify post locations will not conflict with post tension slab tendons 3.02 PREPARATION A.Stake location of athletic field equipment elements,including necessary athletic field perimeters,surfacing,access and egress points,hard surfaces,walls,fences,_____,and/or structures. B.Stake layout of athletic field equipment perimeter in accordance with approved shop drawings before starting any work. 1.Verify that athletic field perimeters do not overlap hard surfaces,whether currently installed or not. 2.Verify that athletic fields are free of obstructions. 3.If conflicts or obstructions are found,notify Architect. 4.Do not proceed with this work until revised drawings have been provided,showing corrected layout,and that any obstructions have been removed or corrections to layout have been made. 3.03 INSTALLATION A.Install athletic field equipment in accordance with manufacturer's instructions,and rules and regulations of specified athletic association indicated for this work. B.Install athletic field equipment without sharp points,edges,or protrusions;entanglement hazards or pinch,crush,or shear points. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 11 6833 11 6833 Athletic Field Equipment 08-01-2024 Page 5 of 6 3.04 CLEANING A.Clean athletic field equipment of construction materials,dirt,stains,filings,and blemishes due to shipment or installation;clean in accordance with manufacturer's instructions,using cleaning agents as recommended by manufacturer. B.Clean athletic field area of excess construction materials,debris,and waste. C.Remove excess and waste material and dispose of off-site in accordance with requirements of authorities having jurisdiction. 3.05 PROTECTION A.Protect installed products until Date of Substantial Completion. B.Replace damaged products before Date of Substantial Completion. END OF SECTION Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 11 6833 11 6833 Athletic Field Equipment 08-01-2024 Page 6 of 6 This page intentionally left blank Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 13 3000 13 3000 Pre-Fabricated Metal Structures 08-01-2024 Page 1 of 4 Section 13 3000 Pre-Fabricated Metal Structures PART 1 GENERAL 1.01 SECTION INCLUDES A.Manufacturer-engineered,shop-fabricated shade structure at picnic area. B.Manufacturer-engineered,shop-fabricated circular shade trellis. 1.02 RELATED REQUIREMENTS A.Section 03 3000 -Cast-in-Place Concrete. 1.03 REFERENCE STANDARDS A.AISC 360 -Specification for Structural Steel Buildings;American Institute of Steel Construction,Inc.;2010. B.ASCE 55 -Tensile Membrane Structures;2016 C.ASTM A36/A36M -Standard Specification for Carbon Structural Steel;2012. D.AWS A2.4 -Standard Symbols for Welding,Brazing,and Nondestructive Examination; American Welding Society;2012. E.AWS D1.1/D1.1M -Structural Welding Code -Steel;American Welding Society;2010. 1.04 ADMINISTRATIVE REQUIREMENTS A.Preinstallation Meeting: Convene two weeks before starting work of this section.Attendees shall include: 1.Contractor 2.Manufacturer's representative 3.City's representative. 1.05 SUBMITTALS A.See Section 01 -General Conditions for submittal procedures. B.Shop Drawings:Complete shop drawings suitable for permitting,including footings,stamped and signed by a CA licensed Structural Engineer.Schematic drawings are included in the plans for reference. C.Samples:Submit samples of metal roof and poweder coat colors. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 13 3000 13 3000 Pre-Fabricated Metal Structures 08-01-2024 Page 2 of 4 D.Project Record Documents: Record actual locations of concealed components and utilities. 1.06 QUALITY ASSURANCE A.Design structural components,develop shop drawings,and perform shop and site work under direct supervision of a Professional Structural Engineer experienced in design of this Work. 1.Design Engineer Qualifications: Licensed in California. 2.Conform to applicable codefor submission of design calculationsas required for acquiring permits. B.Perform welding in accordance with AWS D1.1. C.Tensile Membrane Structures 1.Tensile membrane structures consisting of tensioned membranes stretched over flexible and nonflexible structural suport elements. 2.Provide smooth,uniform membrane surface with even-curved edges and interfaces; without wrinkles.cuts,abrasions,stains,marks,surface defects or seaming aberrations. D.Manufacturer Qualifications:Company specializing in the manufacture of products similar to those required for this project. 1.Not less than3 years of documentedexperience E.Erector Qualifications: Company specializing in performing the work of this section with minimum 5 years experience. 1.07 WARRANTY A.See Section 01 -General Conditions for additional warranty requirements. B.Provide standard manufacturer warranty in Owner's name. PART 2 PRODUCTS 2.01 MANUFACTURERS A.Steel Shade Structure at Picnic Area 1.Icon Shelter Systems,Inc.www.iconshelters.com or approved equal. a.Contact/Sales Representative:Gary Kimbrough,Park Planet,gary@parkplanet.com b.Quote Reference No:Q-23-1755 c.Product No:RH28x44-9TM2C-P4 d.Type:Custom Hip Two-Tier Clerestory e.Slope:4:12 roof slope f.Roof:24 ga.pre-cut multi-rib metal roof g.Options:Cupola h.Posts:Quad posts for site built bases i.Height:9'eave height j.Provide electrical cutouts as shown on the drawings k.Colors:To be selected by Landscape Architect from Manufacturer's full range Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 13 3000 13 3000 Pre-Fabricated Metal Structures 08-01-2024 Page 3 of 4 B.Steel and Fabric Shade Trellis 1.Custom Canopies,Inc.,www.customshadecanopies.com,or approved equal. a.Contact/Sales Representative:Gary Kimbrough,Park Planet,gary@parkplanet.com b.Quote Reference No:Q23-1617 c.Product:56'Circular T-Bar Flat Sail Custom d.Fabric Size:21'x12' e.Height:8'eave height,sloping to 10' f.Colors:To be selected by Landscape Architect from Manufacturer's full range PART 3 EXECUTION 3.01 EXAMINATION A.Verify that foundation,floor slab,mechanical and electrical utilities,and placed anchors are in correct position 3.02 ERECTION -SHADE STRUCTURES A.Install in accordance with manufacturer's instructions. B.Exercise care when cutting prefinished material to ensure cuttings do not remain on finish surface. C.Locate end laps over supports. End laps minimum 2 inches. Place side laps over bearing. D.Use concealedfasteners. E.Install sealant and gaskets to prevent weather penetration. 3.03 TOLERANCES A.Framing Members: 1/4 inchfrom level;1/8 inchfrom plumb. B.Siding and Roofing: 1/8 inchfrom true position. END OF SECTION Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 13 3000 13 3000 Pre-Fabricated Metal Structures 08-01-2024 Page 4 of 4 This page intentionally left blank Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 22 0000 22 0000 Plumbing 08-01-2024 Page 1 of 2 Section 22 0000 Plumbing THIS SECTION PROVIDED BY ELECTRICAL ENGINEER END OF SECTION Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 22 0000 22 0000 Plumbing 08-01-2024 Page 2 of 2 This page intentionally left blank Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0500 26 0500 Common Work Results for Electrical 7/30/2024 Page 1 of 6 SECTION 26 0500 COMMON WORK RESULTS FOR ELECTRICAL PART 1 - GENERAL 1.01 RELATED DOCUMENTS A. Drawings and general provisions of this Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY A. This Section Includes: 1. Materials and equipment shall be furnished and installed in support of electrical work described in these plans and specifications including but not limited to, raceways, boxes, enclosures, feeders, branch circuiting, supports, terminal cabinets, sleeves, gutters, panels, transformers, switchgear, lighting fixtures, controls, relays, contactors, in order to complete and make fully functional the systems described. 2. Lighting systems, both interior and exterior as shown on the plans and as specified herein, including controls, occupancy sensors, lumen sensors, photocell controls, lamps, dimmers, racks, dimming ballasts, supports, fasteners, straps, and miscellaneous mounting hardware and support structures for such equipment. 3. Electrical, Telephone and CATV Utility company site work as required by the serving companies. All utility company conduits, raceways, trenching, backfilling, utility vaults, equipment pads and substructures shall meet both the respective utility companies requirements as well as those of the authority having jurisdiction, whichever is more restrictive. In no case shall work be completed and covered without the written approval of the serving utility companies both on and off site. 4. Duct banks and raceways for all power and communications systems as shown and/or required. Duct banks shall include all trenching, racking, conduit, concrete, backfill, boxes, pads, substructures required for a fully developed and useable pathway for cables, conductors, as shown on site, etc. 5. HVAC and plumbing electrical: Conduit, conductors and terminations for all line voltage power, line voltage controls and fusible and/or non-fusible safety disconnect switches for HVAC equipment, including but not limited to air conditioners, furnaces, fans, heat pumps, cooling towers, system pumps, condensing units. Provide protective equipment unless otherwise noted, etc. including protective devices. 6. Plumbing Electrical: Conduit, conductors and terminations for plumbing equipment with power requirements including necessary fusible and/or non-fusible safety disconnect devices. Provide motor starters where required unless provided by mechanical specification. 7. Power and Lighting Distribution: Furnish and install power and lighting distribution systems including but not limited to panels, feeders, transformers, branch circuits, devices, fixtures, disconnect switches, contactors, controls, etc. for a complete working system. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0500 26 0500 Common Work Results for Electrical 7/30/2024 Page 2 of 6 8. Fiber infrastructure including all boxes, raceways, cable tray, , dedicated branch circuits, sleeves and penetrations, etc. as described and as shown in plans, risers, specifications, EIA/TIA standards and/or required for a complete and operating system. 9. Lighting acceptance testing, documentation and completion of required forms as specified in Section 26 5670, LIGHTING ACCEPTANCE TESTING. 10. Allocation of time to adequately train the Owner on the use and operation of all systems installed within the facility or on the property. Minimum two week advance notice shall be coordinated with the Owner and his representatives. Training shall be as outlined in individual system specifications identified to follow. B. Related Sections Under Other Divisions: 1. Mechanical Wiring: Control circuit wiring, energy management controls and interlocks for mechanical equipment shall be installed by Mechanical Contractor. 2. Painting of electrical equipment where exposed and required by the Architect to be painted as described elsewhere in the specification. 3. Irrigation System: Provide all line voltage (50 volts or above) connections to irrigation system equipment, time clocks and or powered satellite controls. Coordinate locations of this work with the Landscape Contractor. 4. Pole Bases: Contractor shall be responsible to furnish light standard concrete pole bases, rebar, bolt templates and anchor bolt kits for a complete installation. Concrete, rebar, excavation shall be by Contractor in accordance with all parts of this specification. 5. HVAC Control Raceway: Raceways, boxes, and control wiring for thermostats, temperature sensors and control components specified within the mechanical specifications, shall be furnished and installed as required by Division 25 and installed in accordance with the minimum wiring methods allowed for branch circuit wiring in Division 26 (the DDC systems/EMS systems and components are installed in accordance with Division 25). 1.03 SYSTEM DESCRIPTION A. The electrical plans indicate the general layout and arrangement; the architectural drawings and field conditions shall determine exact locations. Field verify all conditions and modify as required to satisfy design requirements as well as code minimums. Maintain all required working clearances as described in CEC Article 110 as well as other applicable articles. B. Discrepancies shall be brought immediately to the attention of the Architect for clarification. The Architect shall approve any changes. Prior to rough-in, refer to architectural plans that shall take precedence over electrical plans with respect to locations. C. Verify all power and communications utility company requirements prior to commencement of utility work. Make proper adjustments to the construction to satisfy the serving utility requirements if they differ from the construction documents. It shall be the Contractor’s responsibility to contact each utility company for obtaining finalized utility design drawings and/or approval, and for scheduling inspection of utility infrastructure installations. D. Charges imposed by the electric and communications utility companies shall be paid by Owner directly to utility companies. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0500 26 0500 Common Work Results for Electrical 7/30/2024 Page 3 of 6 1.04 SUBMITTALS AND SHOP DRAWINGS A. Before construction, submit in accordance with the General Conditions of this Specification: A complete list of all materials proposed to be furnished and installed under this section. B. Manufacturers' specifications, catalog cuts and shop drawings as required to demonstrate compliance with the specifications. Identify specific intended use for each component where submittal may be ambiguous. Submit entire bound submittal at one time; partial submittals will not be accepted. At a minimum, submittals will be required for the following: 1. Utility service/site work equipment including ducts, conduits, fittings, concrete manholes, concrete and fiberglass pull, manhole, boxes, vaults, trench racks, accessories, etc. 2. Distribution equipment including main switchboards, distribution switchgear, transformers, distribution panels and breakers, motor controls, distribution and branch circuit panels, grounding, transient voltage surge suppressors, etc. 3. Electrical equipment including disconnects, fuses, raceways, straps and racks, fittings, conductors, boxes, gutters, devices, plates, etc. 4. Lighting equipment including fixtures, ballasts, lamps, mounting accessories, color charts (where required), etc. 5. Lighting control equipment including low voltage switching system, dimmer switchbank / accessories, occupancy sensing equipment, time clocks, contactors, photocells, lumen sensors, etc. 6. Constructability review letter/comments for lighting acceptance testing as required by Section 26 5670, LIGHTING ACCEPTANCE TESTING. 7. Complete system component submittals and shop drawings for: a. City Fiber b. Communication Data Cabinet c. Conduit including all fittings, etc. d. Wiring and cable, terminations, etc. e. Fire rating penetration materials, details, etc. C. The intent of these specifications is to establish a standard of quality for materials and equipment. Therefore, some items are identified by manufacturer or trade name designation. Substitutions shall be subject to the Architect's approval. Samples of the proposed and substitute materials may be required for inspection prior to approval. Costs, if any, for evaluation of substitutions shall be the Contractor's responsibility. The decision of the Architect shall be final. Where the substitution will affect other trades, coordinate all changes with those trades concerned and pay any additional costs incurred by them as a result of this substitution. Approval of substitutions shall not relieve the Contractor from providing an operational system in accordance with all applicable codes and ordinances. D. SUPPORTING DEVICES 1. Provide all details of suspension and support for ceiling hung equipment. 2. Where walls, floor, slabs or supplementary steel work are used for seismic restraint locations, details of acceptable attachment methods for ducts, conduit and pipe must be included and approved before the submittals must include spacing, static loads and seismic loads at all attachment and support points. 3. Provide seismic details of seismic restraints and anchors; including number, size and locations for each piece of equipment. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0500 26 0500 Common Work Results for Electrical 7/30/2024 Page 4 of 6 1.05 DELIVERY, STORAGE AND HANDLING A. Storage of equipment for the job is the responsibility of the Electrical Contractor and shall be scheduled for delivery to the site, as the equipment is required. Damage to the equipment delivered to the site or in transport to the job shall be the responsibility of the Electrical Contractor. PART 2 - PRODUCTS 2.01 MATERIALS A. Materials shall be new and bear the label of or be listed by a nationally recognized testing laboratory. The quality and suitability of all materials shall conform to the standards and practices of this trade. B. Supplied materials shall be of a current manufactured product line. Discontinued products are not acceptable. Where products are identified on the contract documents by part number, supply the current product model or series which meets the specification and intended use of the specified component. 2.02 SUPPORTING DEVICES A. Hangers: Kindorf B-905-2A Channel, H-119-D washer, C105 strap, 3/8” rod with ceiling flange. B. Concrete Inserts: Kindorf D-255, cast in concrete for support fasteners for loads up to 800 lbs. C. Pipe Straps: Two-hole galvanized or malleable iron. PART 3 - EXECUTION 3.01 INSTALLATION A. Professionalism and appearance of installations shall be in accordance with accepted practices of this trade. Installation methods shall conform to manufacturers' specifications and recommendations. The Contractor shall man the job with qualified journeymen and helpers in this trade for the duration of the job. It is the Contractor's responsibility to communicate with and keep the job superintendent appraised of changes or clarifications, etc. B. Employment of any person on any job in the capacity of an electrician is not permitted unless such person has qualified for and holds a valid Journeyman Electrician Pocket Card or General Journeyman Electrician Certificate issued by the State of California Division of Apprenticeship Standards except, Contractor may employ electrical helpers or apprentices on any job of electrical construction, new or existing, when the work of such helpers or apprentices is performed under the direct and constant personal supervision of a journeyman electrician Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0500 26 0500 Common Work Results for Electrical 7/30/2024 Page 5 of 6 holding a valid Pocket Card accepted by the State of California Division of Apprenticeship Standards. 1. Each Pocket Card carrying journeyman electrician will be permitted to be responsible for the quality of workmanship for a maximum of one helper or apprentice during any same time period, provided the nature of work is such that good supervision can be maintained and the quality of workmanship is the best, as expected by Owner and implied by the latest edition of the National Electrical Code. 2. Before each journeyman electrician commences work, deliver to Owner at the project site, a photocopy of the journeyman’s valid Pocket Card. C. Materials shall be installed in accordance with the manufacturers' specification and recommendations. They must conform to the approval AHJ adopted codes and standards, but not less than the 2013 CEC and all applicable codes and standards, including but not necessarily limited to California Code of Regulations Title 24, NFPA, National Electrical Manufacturers Association, ANSI, CBC, and any other adopted ordinances of applicable agencies having jurisdiction. Refer to general conditions of specifications. D. Electrical Contractor shall lay work out in advance in order to avoid unnecessary cutting, chasing, and drilling of floors, walls, ceilings and other surfaces. Work of this nature shall be carefully done so as not to damage work already performed by other trades. Any damage which results must be properly repaired at no extra cost to the Owner. Such alterations shall not depreciate the integrity of the structure. Approval for cuts or penetrations in structural members shall be by the Architect. E. Supporting Devices: 1. Verify mounting height of all luminaires or items prior to installation when heights are not detailed. 2. Install vertical support members for equipment and luminaires, straight and parallel to building walls. Provide independent supports to structural member for electrical luminaires, materials, or equipment installed in or on ceiling, walls or in void spaces or over furred or suspended ceilings. 3. Do not use other trade’s fastening devices as supporting means for electrical equipment, materials or luminaires. Do not use supports or fastening devices to support other than one particular item. 4. Support conduits within 18” of outlets, boxes, panels, cabinets and deflections. Maximum distance between supports not to exceed 8’ spacing. 5. Securely suspend all junction boxes, pull boxes or other conduit terminating housings located above suspended ceiling from the floor above or roof structure to prevent sagging and swaying. 6. Provide seismic bracing per UBC requirements for this building location. F. Coordinate work with other trades as required to eliminate any delays during construction. Coordinate changes with other prime contractors to avoid construction conflicts. G. Engineer's Field Observation: Site visits during construction for field observations and reports will be conducted by electrical engineer when directed by the Architect. A list of items that need to be addressed will be submitted to the Architect for forwarding to the Contractor. A written response to all items shall be submitted for Owner’s review once complete. When Electrical Engineering representative performs a field observation, the Electrical Contractor shall be present and available to remove equipment covers as needed. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0500 26 0500 Common Work Results for Electrical 7/30/2024 Page 6 of 6 H. Drawings of Record: Provide a full and accurate set of field record drawings marked up in a neat and understandable manner submitted to the Owner Representative, Construction Manager, or Architect upon completion of the work and prior to issuance of a certificate of completion. The drawings shall dimension all electrical facilities including but not limited to underground conduit, vaults, boxes as well as conduit routing scaled to within 12" of actual field conditions and shall be kept up to date on a daily basis reflecting changes or deviations. Electrical facilities shall be accurately drawn on the plan to scale. Refer to the general conditions of these specifications for additional requirements. Record drawings shall be required to identify both horizontal and vertical dimensions to visible and fixed points such as concrete, asphalt, buildings, sidewalks, etc. I. Identification: Provide engraved laminated plastic nameplates for all switchboards, panelboards, fire alarm terminal cabinets, telephone and cable television backboards, main devices, control panels, time clocks, contactors and safety disconnect switches accurately identifying each device. Labels shall be attached to the equipment by means of screws or rivets. Self-adhering labels will not be acceptable. Refer to Section 26 0553, IDENTIFICATION OF ELECTRICAL SYSTEMS. J. Safety: The Electrical Contractor is responsible to maintain equipment in a safe and responsible manner. Keep dead front equipment in place while equipment is energized. Conduct construction operations in a safe manner for employees as well as other work persons or anyone visiting the job site. Provide barriers, trench plates, flags, tape, etc. The Contractor shall hold all parties harmless of negligent safety practices that may cause injury to others on or near the job site. K. Guarantees: Equipment and labor shall be guaranteed and warranted free of defects, unless otherwise stated to be more restrictive, for a period of one year from the date of final acceptance by the Owner. A written warranty shall be presented to the Architect at the time of completion prior to final acceptance. Equipment deemed to be damaged, broken or failed should be repaired or replaced at no additional cost to the Owner. Materials or system requiring longer than a one-year warranty as described herein shall be separately warranted in separate letters of guarantee stating the duration of warranty. L. Operating and Installation Manuals: Provide two copies each of manuals, operating and installation instructions for equipment indicated in submittal packages. Instruct the Owner's representative as to the operation and location of equipment necessary to allow them to operate the facility upon final acceptance. This instruction period shall be prearranged with the Owner's representative prior to occupancy of the facility and the weeks prior to training scheduled. M. Lighting Acceptance Testing: Provide two copies of lighting acceptance testing results and equipment operating manuals as specified in Section 26 5670, LIGHTING ACCEPTANCE TESTING. Instruct the Owner on operation of control systems. END OF SECTION Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0519 26 0519 Low Voltage Electrical Power Conductors and Cables 7/30/2024 Page 1 of 6 SECTION 26 0519 LOW VOLTAGE ELECTRICAL POWER CONDUCTORS AND CABLES PART 1 - GENERAL 1.01 RELATED DOCUMENTS A. Drawings and general provisions of this Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY A. Section Includes: 1. Wires and cables. 2. Connectors. 3. Lugs and pads. 4. MC cable (not allowed) 1.03 SYSTEM DESCRIPTION A. Provide wires, cables, connectors, lugs, strain reliefs, racking insulators for a complete and operational electrical system. 1.04 SUBMITTALS A. Provide product data for the following equipment: 1. Wires. 2. Cables. 3. Connectors. 4. Lugs. 5. Splice Kits. 6. Strain Relief Fittings. 7. Cable Racking and Insulators. B. Provide the insulation cable testing report in the project closeout documentation, refer to Closeout Requirements in the General Conditions portion of this specification. 1.05 REGULATORY REQUIREMENTS A. Conform to requirements of the CEC, latest adopted version with amendments by local Authority Having Jurisdiction (AHJ). B. Furnish products listed by UL or other testing firm acceptable to AHJ. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0519 26 0519 Low Voltage Electrical Power Conductors and Cables 7/30/2024 Page 2 of 6 PART 2 - PRODUCTS 2.01 MANUFACTURERS A. Wires and Cables: General Cable, Okonite, Southwire, or approved equal. B. Connectors: Burndy, Ilsco, Thomas & Betts, or approved equal. C. Wire connectors shall be minimum 75 degree centigrade rated and properly sized for the number of conductors being connected, terminated, spliced etc. All above grade connectors shall be solderless lug or plastic wire nut type, screw on, pressure cable type (wire nut or spring nut type), 600 volt, 105 degree C, with skirt to cover all portions of stripped wires. Connector shall be U.L. rated for number and size of conductors being joined together as a splice. D. Splices: 1. Branch Circuit Splices: Ideal, Scotch-Lock, 3M, or approved. 2. Feeder Splices: Compression barrel splice with two layers Scotch 23 and four layers of Scotch 33+ as vapor barrier. 3. Screw Terminal Lugs. 4. Kearney Split Bolt. E. MC Cable: Alflex, AFC, or approved and shall meet all CEC Article 334 provisions. 2.02 WIRES AND CABLES FOR LINE VOLTAGE SYSTEM AND CONTROLS. WIRE AND CABLE SHALL BE: A. Copper, 600 volt rated throughout. Conductors 14AWG to 10AWG, solid or stranded. Conductors 8AWG and larger, stranded. B. Phase color to be consistent at all feeder terminations; A-B, top to bottom, left to right, front to back. Phasing tape shall be permitted on sizes #6 and larger. C. Color Code Conductors as Follows: PHASE 240 VOLT A Black B. Red Neutral White Ground Green D. All conductors shall be copper unless otherwise noted. Minimum size for individual conductors shall be #12 AWG unless otherwise noted. Sizes #8 AWG and larger shall be stranded conductor. Individual conductors shall be insulated with type, XHHW, THW, THHN/THWN 600-volt insulation unless otherwise noted. Control, signal, communication conductors shall be as dictated by the vendor of that equipment or as specified here-in. Proper insulation type shall be used for the proper environmental application (i.e., waterproof, wet location, plenum, temperature rated). If a condition exists where the application is uncertain, contact the Engineer for direction. Contractor is responsible to follow specific cabling requirements described in other sections of this specification relative to various communications and controls systems as Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0519 26 0519 Low Voltage Electrical Power Conductors and Cables 7/30/2024 Page 3 of 6 well as the respective riser diagrams shown on plans. If a discrepancy occurs, communicate such discrepancy to the Architect and Engineer immediately for resolution. E. Insulation types THWN, THHN or XHHW. Minimum insulation rating of 90C for branch circuits. F. Refer to signal and communications specification sections for cable requirements. 2.03 CONNECTORS A. Copper Pads: Drilled and tapped for multiple conductor terminals. B. Lugs: Indent/compression type for use with stranded branch circuit or control conductors. C. Solid Conductor Branch Circuits: Spring connectors, wire nuts, for conductors 18 through 8AWG. 2.04 LUGS AND PADS A. Ampacity: Cross-sectional area of pad for multiple conductor terminations to match ampere rating of panelboard bus or equipment line terminals. PART 3 - EXECUTION 3.01 INSTALLATION A. Installation: Conductors shall not be installed until after conduit systems are permanently in place. Use an approved non hardening type wire pulling lubricant if lubricant is to be used. Maintain all conduits and wire pulls free from foreign material. If due to field conditions, more than a total of 300 degrees of bend are required; a pull box shall be furnished and installed for ease of installation. Said pull boxes must be sized and rated for the appropriate application and must remain easily accessible upon completion of the project (approval of the location shall be obtained from the Architect prior to installation). Show these pullboxes on the field record drawings. Conductors installed in underground raceways on site shall be duct sealed and taped where they exit the raceway to prevent the entrance of foreign material and moisture after the conductors are installed. Proper drainage shall be provided for underground pull and splice boxes. B. Insulation: Use proper insulation types where temperature and environment are a factor. C. Splices at or below grade level shall be made with wet location rated and approved mechanical connectors and shall be encapsulated in epoxy or plastic molded poured kits. The connections must be assured to be watertight. Splices at or below grade shall always be avoided and minimized. Prior approval is required for feeder splices below grade. Submit proposed materials and exhibit showing location of intended splices for Engineer’s review and approval prior to commencing with the work. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0519 26 0519 Low Voltage Electrical Power Conductors and Cables 7/30/2024 Page 4 of 6 D. Labeling: All conductors in panels, switchboards, terminal cabinets, vaults, pull boxes, and junction boxes shall be labeled with tape number markers indicating circuit number and identifying system. All labeling shall be permanent. In manholes and vaults, provide embossed brass tags identifying system serviced and function. See Section 26 0553 IDENTIFICATION OF ELECTRICAL SYSTEMS. E. All conductors, wiring, cable where installed below floor, slab or underground shall be considered wet locations, and shall be rated accordingly. Non waterproof cabling is not allowed in any below grade or wet application. F. Cables routed together in cable tray shall be stacked, organized and tie wrapped together in a neat and workman like manner. Random cable routing is not acceptable. G. Cable and conductors routed through pull boxes and vaults shall be properly supported on porcelain or equal insulators mounted on steel rack inserts. Bend radius of cable or conductor shall not be less than six times the overall cable diameter. H. Wires and Cables: 1. Conductor Installation: a. Install conductors in raceways having adequate, code size cross-sectional area for wires indicated. b. Install conductors with care to avoid damage to insulation. c. Do not apply greater tension on conductors than recommended by manufacturer during installation. d. Use of pulling compounds is permitted. Clean residue from exposed conductors and raceway entrances after conductor installation. 2. Conductor Size and Quantity: a. Install no conductors smaller than 12AWG unless otherwise shown. b. Provide all required conductors for a fully operable system. 3. Provide dedicated neutrals (one neutral conductor for each phase conductor) in the following single phase circuits: a. Dimmer controlled circuits. b. 120v circuit c. Ground fault and arc fault protected circuits where a GFI and arc fault breakers are used in panelboards. 4. Conductors in Cabinets: a. Cable and train all wires in panels and cabinets for power and control neatly and uniformly. Use plastic ties in panels and cabinets. b. Tie and bundle feeder conductors in wireways of panelboards. c. Hold conductors away from sharp metal edges. d. Connectors: Retighten mechanical type lugs and connectors for conductors to equipment prior to Notice of Completion. 3.02 FIELD QUALITY CONTROL A. Tests: Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0519 26 0519 Low Voltage Electrical Power Conductors and Cables 7/30/2024 Page 5 of 6 1. Test conductor insulation on feeders of 400 amp and greater for conformity with 1000 volt megohmmeter. Use Insulated Cable Engineers Association testing procedures. Minimum insulation resistance acceptable is 1 megohm for systems 600 volts and below. 2. Test Report: Prepare a typed tabular report indicating the testing instrument, the feeder tested, amperage rating of the feeder, insulation type, voltage, the approximate length of the feeder, conduit type, and the measured resistance of the megohmmeter test. Submit report with operating and maintenance manual. END OF SECTION Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0519 26 0519 Low Voltage Electrical Power Conductors and Cables 7/30/2024 Page 6 of 6 THIS PAGE INTENTIONALLY LEFT BLANK Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0526 26 0526 Grounding and Bonding for Electrical Systems 7/30/2024 Page 1 of 6 SECTION 26 0526 GROUNDING AND BONDING FOR ELECTRICAL SYSTEMS PART 1 - GENERAL 1.01 RELATED DOCUMENTS A. Drawings and general provisions of this Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY A. This Section Includes: 1. Grounding and bonding requirements of electrical installations for personnel safety and to provide a low impedance path for possible ground fault currents as described in CEC Article 250. 2. “Grounding electrode system” refers to all electrodes required by CEC, as well as including made, supplementary, lightning protection system and telecommunications system grounding electrodes. 3. The terms “connect” and “bond” are used interchangeably in this specification and have the same meaning. B. Related Work: 1. Section 26 0500, COMMON WORK RESULTS FOR ELECTRICAL. 2. Section 26 0519, LOW VOLTAGE ELECTRICAL POWER CONDUCTORS AND CABLES. PART 2 - PRODUCTS 2.01 GROUNDING AND BONDING CONDUCTORS A. Equipment grounding conductors shall be UL 83 insulated stranded copper, except that sizes No. 10 AWG and smaller shall be solid copper. Insulation color shall be continuous green for all equipment grounding conductors, except that wire sizes No. 4 AWG and larger shall be permitted to be identified per CEC. B. Bonding conductors shall be ASTM B8 bare stranded copper, except that sizes No. 10 AWG and smaller shall be ASTM B1 solid bare copper wire. C. Conductor sizes shall not be less than what is shown on the drawings and not less than required by the CEC, whichever is greater. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0526 26 0526 Grounding and Bonding for Electrical Systems 7/30/2024 Page 2 of 6 2.02 GROUND RODS A. Copperclad steel, 5/8" diameter by 8’ long, conforming to UL 467 unless otherwise noted on drawings and details. B. Quantity of rods shall be as required to obtain the specified ground resistance or additional rods shall be driven to obtain specified resistance or less. 2.03 SPLICES AND TERMINATION COMPONENTS A. Components shall meet or exceed UL 467 and be clearly marked with the manufacturer, catalog number, and permitted conductor size(s). PART 3 - EXECUTION 3.01 GENERAL A. Ground in accordance with the CEC, as shown on drawings, and as hereinafter specified. B. System Grounding: 1. Secondary service neutrals: Ground at the supply side of the secondary disconnecting means and at the related transformers. 2. Separately derived systems (transformers downstream from the service entrance): Ground the secondary neutral. C. Equipment Grounding: Metallic structures (including ductwork and building steel), enclosures, fire sprinklers, plumbing piping, raceways, junction boxes, outlet boxes, cabinets, machine frames, and other conductive items in close proximity with electrical circuits shall be bonded and grounded. 3.02 INACCESSIBLE GROUNDING CONNECTIONS A. Make grounding connections which are buried or otherwise normally inaccessible (except connections for which periodic testing access is required) by exothermic weld. 3.03 SECONDARY EQUIPMENT AND CIRCUITS A. Main Bonding Jumper: Bond the secondary service neutral to the ground bus in the service equipment. B. Metallic Piping, Building Steel, and Supplemental Electrode(s): 1. Provide a grounding electrode conductor sized per CEC between the service equipment ground bus and all metallic water and gas pipe systems, building steel, and supplemental or made electrodes. Jumper insulating joints in the metallic piping. All connections to electrodes shall be made with fittings that conform to UL 467. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0526 26 0526 Grounding and Bonding for Electrical Systems 7/30/2024 Page 3 of 6 2. Provide a supplemental ground electrode and bond to the grounding electrode system. C. Service Disconnect: Provide a ground bar bolted to the enclosure with lugs for connecting the various grounding conductors. D. Switchgear, Switchboards, Unit Substations, and Motor Control Centers: 1. Connect the various feeder equipment grounding conductors to the ground bus in the enclosure with suitable pressure connectors. 2. For service entrance equipment, connect the grounding electrode conductor to the ground bus. 3. Connect metallic conduits, which terminate without mechanical connection to the housing, by grounding bushings and grounding conductor to the equipment ground bus. E. Transformers: 1. Exterior: Exterior transformers supplying interior service equipment shall have the neutral grounded at the transformer secondary. Provide a grounding electrode at the transformer. 2. Separately derived systems (transformers downstream from service equipment): Ground the secondary neutral at the transformer. Provide a grounding electrode conductor from the transformer to nearest component of the grounding electrode system and the ground bar at the service equipment. F. Conduit Systems: 1. Ground all metallic conduit systems. All metallic conduit systems shall contain an equipment grounding conductor sized per CEC. 2. Non metallic conduit systems shall contain an equipment grounding conductor, except that non-metallic feeder conduits which carry a grounded conductor from exterior transformers to interior or building-mounted service entrance equipment need not contain an equipment grounding conductor. 3. Metal conduit containing only a grounding conductor, and which is provided for mechanical protection of the conductor, shall be bonded to that conductor at the entrance and exit from the conduit. G. Feeders and Branch Circuits: Install equipment grounding conductors with all feeders, power and lighting branch circuits. H. Boxes, Cabinets, Enclosures, and Panelboards: 1. Bond the equipment grounding conductor to each pullbox, junction box, outlet box, device box, cabinets, and other enclosures through which the conductor passes. 2. Provide lugs in each box and enclosure for equipment grounding conductor termination. 3. Provide ground bars in panelboards, bolted to the housing, with sufficient lugs to terminate the equipment grounding conductors. I. Motors and Starters: Provide lugs in motor terminal box and starter housing or motor control center compartment to terminate equipment grounding conductors. J. Receptacles shall not be grounded through their mounting screws. Ground with a jumper from the receptacle green ground terminal to the device box ground screw and the branch circuit equipment grounding conductor. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0526 26 0526 Grounding and Bonding for Electrical Systems 7/30/2024 Page 4 of 6 K. Ground lighting fixtures to the equipment grounding conductor of the wiring system when the green ground is provided; otherwise, ground the fixtures through the conduit systems. Fixtures connected with flexible conduit shall have a green ground wire included with the power wires from the fixture through the flexible conduit to the first outlet box. L. Fixed electrical appliances and equipment shall be provided with a ground lug for termination of the equipment grounding conductor. M. Raised Floors: Provide bonding of all raised floor components. N. Panelboard Bonding: The equipment grounding terminal buses of the normal and emergency branch circuit panelboards shall be bonded together with an insulated continuous copper conductor not less than No. 8 AWG where panels are in same room together or within 25’ of each other. These conductors shall be installed in rigid metal conduit. 3.04 CONDUCTIVE PIPING A. Bond all conductive piping systems, interior and exterior, to the building to the grounding electrode system. Bonding connections shall be made as close as practical to the equipment ground bus. 3.05 TELECOMMUNICATIONS SYSTEM A. Bond telecommunications system grounding equipment to the electrical grounding electrode system. Refer to City of SLO Cabling Standards 3.06 GROUND RESISTANCE A. Grounding system resistance to ground shall not exceed 25 ohms. Make necessary modifications or additions to the grounding electrode system for compliance without additional cost to the Owner. Final tests shall assure that this requirement is met and test results shall be submitted to the Owner with final close out documents. B. Resistance of the grounding electrode system shall be measured using a four-terminal fall-of- potential method as defined in IEEE Standard 81. Ground resistance measurements shall be made before the electrical distribution system is energized and shall be made in normally dry conditions not less than 48 hours after the last rainfall. Resistance measurements of separate grounding electrode systems shall be made before the systems are bonded together below grade. The combined resistance of separate systems may be used to meet the required resistance, but the specified number of electrodes must still be provided. C. Services at Pacific Gas and Electric Company interface point shall comply with their ground resistance requirements. D. Below-grade connections shall be visually inspected by the IOR prior to backfilling. The Contractor shall notify the IOR 24 hours before the connections are ready for inspection. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0526 26 0526 Grounding and Bonding for Electrical Systems 7/30/2024 Page 5 of 6 E. Furnish a copy of tests to Owner at completion of project. 3.07 GROUND ROD INSTALLATION A. Drive each rod vertically in the earth, not less than 7 1/2’ in depth. B. Where permanently concealed ground connections are required, make the connections by the exothermic process to form solid metal joints. Make accessible ground connections with mechanical pressure type ground connectors. C. Where rock prevents the driving of vertical ground rods, install angled ground rods or grounding electrodes in horizontal trenches to achieve the specified resistance. END OF SECTION Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0526 26 0526 Grounding and Bonding for Electrical Systems 7/30/2024 Page 6 of 6 THIS PAGE INTENTIONALLY LEFT BLANK Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0533 26 0533 Raceways and Boxes for Electrical Systems 7/30/2024 Page 1 of 12 SECTION 26 0533 RACEWAYS AND BOXES FOR ELECTRICAL SYSTEMS PART 1 - GENERAL 1.01 RELATED DOCUMENTS A. Drawings and general provisions of this Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY A. Section Includes: 1. Conduit and fittings. 2. Outlet boxes. 3. Weatherproof outlet boxes. 4. Junction and pull boxes. 5. Cabinets, termination cabinets. 6. Gutters. 7. Concrete boxes and vaults. 8. Fiberglass or composite boxes and vaults. 9. Hazardous Location: Sealing Fitting B. Related Work: 1. Installation of all wire, cable, conductor, boxes/gutters, pull ropes, fiber optic cable raceway, conduit, innerduct, cable sleeve and duct as described on the plans and/or as specified here-in. This scope shall include pathways to be installed underground on site and offsite, underslab, above grade, both concealed and exposed, overhead concealed and exposed as appropriately applied. Raceways/boxes shall be installed in accordance with their intended and allowed uses and as specified here-in whichever is more restrictive. Size and capacity of all raceway/boxes shall be as specified here-in or as depicted on the drawings, but shall not be less than that required by code. Larger raceway sizes may be specified than code would permit. The specifications shall govern. 2. Listed products for termination, coupling, extending, benching supports of raceways shall be used. 3. Raceways/boxes described by this section shall include, but not be limited to, power for site utilities and lighting, site and building communications, controls, fire alarm, security, access control, sound systems, data system, energy management systems, power distribution, lighting, lighting controls, video, CATV, voice communications, intercom, nurse call, HVAC and other building low voltage/communications systems controls as may be required. Raceways, boxes and duct paths required for utility companies shall be installed per plans unless utility company requirements are more restrictive at which time those requirements shall take precedence. 4. Protection of and cleanliness of pathways and raceways must be assured during the construction process in order to eliminate the possibility of debris entering the conduit, Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0533 26 0533 Raceways and Boxes for Electrical Systems 7/30/2024 Page 2 of 12 duct, pathway resulting in decreased wire capacity and potential damage to installed conductors and cables. 5. Pathways are shown in a diagrammatic way and are generally accurate as to routing, however, it is the Contractor’s responsibility as a means and methods process to coordinate with all other trades that require space within a building. The Contractor shall obtain approval for installation of raceways routing through structural footings, retaining walls, columns, beams, perlins, grade beams, etc. 6. It is the Contractor’s responsibility to insure that all raceway and boxes systems penetrate fire assemblies and sound rated assemblies in an approved manner using the appropriate and listed products for the purpose. 7. Trenching and backfilling for all underground conduit systems installed by the Electrical Contractor shall be the responsibility of the Contractor. Conduits shall have minimum cover requirement of 36” below finish grade with the exception of site lighting conduits which may be 24” below finish grade minimum. More stringent depth requirements may be imposed by the local agency and utility company and shall be adhered to, and / or this specification or as detailed on the plans. Joint trenching may be utilized where practicable and where permitted by this specification. Concrete, native material and sand shall be used as backfill material and shall be compacted in accordance with and coordinated with the grading and site preparation requirements. Conduits shall rest in a minimum of 4” bed of sand prior to backfill and compaction. Locations of existing underground (UG) utility systems shall be determined by calling Underground Service Alert (USA) at least 48 hours prior to any excavation. Also refer to Section 26 0546.13, ELECTRIC UTILITY SYSTEMS. 8. Minimum conduit size shall be 1/2" except if plan shows or code requires larger size. Exception: Use minimum 3/4" for underslab and below grade applications outside of building exterior walls. 9. All electrical, control, communications systems shall be installed in metallic conduit system. This shall include but not be limited to all systems described in Section B.3 above, except for voice and data systems which shall be installed as described on these plans and as specified here-in but shall not be less than the recommendations of EIA/TIA standards. 10. All line voltage wiring within the building shall be installed in metallic conduit. 11. All conduit, concrete pads, underground concrete or fiberglass substructures shall be furnished and installed with the approved materials and type for the application. Provide proper traffic control during construction as well as barriers and protection of all excavations and trenching. 12. Empty or future conduits shall be properly plugged with plastic caps or inserts with a 3/8” polyethylene pull rope. Plastic or "duct" tape will not be acceptable. 13. Exterior installations: After conductors are installed, seal conduit ends to prevent entrance of foreign material using pliable duct seal, caps or waterproof expanding foam. 14. All low voltage systems including intercom, fire alarm, public address, etc. shall be in dedicated conduit systems and as recommended by EIA/TIA standards. It shall be the contractor’s responsibility to provide raceway down walls to outlet boxes and to provide sleeves across inaccessible ceiling spaces. 15. Underground conduits entering building shall have the open end of conduit within building above the elevation of the conduit outside the building such that water cannot enter building through conduit. If such a condition exists, a pull box outside of building footprint shall be installed in conduit route before conduit enters building whereby top of Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0533 26 0533 Raceways and Boxes for Electrical Systems 7/30/2024 Page 3 of 12 pull box is below finish floor of building and moisture may exit box before entering building. 16. No single conduit run of any type shall exceed 300 degrees of radius bend from termination box to termination box. 17. Separate Raceway System: Provide a separate dedicated raceway system for each system installed, do not combine different systems into a raceway or cable tray system, unless otherwise noted or allowed. 18. Spare, Future Conduits: Conduits labeled conduit only, spare, or for future use, shall be provided with a pullrope, capped at each end, labeled as spare with destination marked, and turned over to the Owner in an unused state. Contractor shall not utilize these conduits for the installation of cabling or conductors as part of this scope of work. Contractor to verify and install at no additional cost to the Owner, additional conduits as required for the installation of the systems being installed. 19. Outlet System: Provide electrical boxes and fittings as required for a complete installation. Including but not limited to outlet boxes, junction boxes, pull boxes, bushings, locknuts, covers and all other necessary components. 20. Code Compliance: Comply with CEC as applicable to construction and installation of electrical boxes and fittings and size boxes according to CEC 312, 314 and 366 except as noted otherwise. 21. Outlets to be flush mounted: Maintain integrity of insulation and vapor barrier. Unless otherwise noted, flush mount all outlet boxes. 22. Provide putty pads of proper type around outlet boxes and/or as detailed on plan to meet sound transmission restrictions and fire ratings of walls. 1.03 SUBMITTALS A. Provide Shop Drawings and Product Data for the Following Equipment: 1. Conduit and fittings. 2. Outlet boxes. 3. Weatherproof outlet boxes. 4. Junction and pull boxes. 5. Cabinets, termination cabinets. 6. Gutters. 7. Concrete boxes and vaults. 8. Paver vaults boxes and vaults 9. Putty pads. 10. Raceways 1.04 REGULATORY REQUIREMENTS A. Conform to requirements of the CEC, latest adopted version with amendments by local AHJs. B. Furnish products listed by UL or other independent and nationally recognized testing firm. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0533 26 0533 Raceways and Boxes for Electrical Systems 7/30/2024 Page 4 of 12 PART 2 - PRODUCTS 2.01 MATERIALS A. Heavy wall Rigid Non-Metallic Conduit, shall be PVC schedule 40 manufactured in accordance with NEMA Standard TC-2, UL-651 and WC 1094A specifications. B. Extra heavy wall non-metallic conduit, shall be PVC schedule 80 manufactured in accordance with NEMA Standard TC-2, UL-651 and WC 1094A specifications. C. Galvanized Rigid Steel (GRS) conduit shall be hot dipped galvanized, zinc coated and shall comply with Underwriters Laboratories UL-6, ANSI Specification C-80.1 and Federal Specification WW-C-581E. D. Electrical Metallic Tubing (EMT) shall be zinc coated, with a protective coating applied to the inside surface and shall comply with Underwriter Laboratories UL-797 ANSI Specification C- 80.3 and Federal Specification WW-C-563A. E. Flexible Metal Conduit (FMC) shall be continuous wound reduced wall galvanized steel produced to UL standards. F. Liquid tight flexible metal conduit shall have a thermoplastic cover over a galvanized steel core containing an integral copper ground in sizes to 1 1/4" and shall be in compliance with UL standards and CEC Article 350. G. Manufacturers: 1. Outlet Boxes: Bowers, Raco, Steel City or equal. 2. Weatherproof Outlet Boxes: Bell, Red Dot, [Carlon] or equal. 3. Floor Boxes: Wiremold/Walker, Hubbell, Steel City, or equal. 4. Junction and Pull Boxes: Circle AW, Hoffman, Wireguard or equal. 5. Box Extension Adapter: Bell, Red Dot, [Carlon] or equal. 6. Conduit Fittings: O-Z Gedney, Thomas & Betts, or equal. 7. Vaults: Christy, Brooks, Utility Vault or equal. 8. Putty pads: 3M, Hilti, or equal. 9. Heavy wall rigid non-metallic conduit, Carlon, Certainteed, R&G Sloane or equal. 10. Extra heavy wall non-metallic conduit, Carlon, Certainteed, R&G Sloane or equal. 11. Galvanized Rigid Steel (GRS) conduit shall be hot dipped galvanized, zinc coated and shall comply with Underwriters Laboratories UL-6, ANSI Specification C-80.1 and Federal Specification WW-C-581E. 12. Electrical Metallic Tubing (EMT) shall be zinc coated, with a protective coating applied to the inside surface and shall comply with Underwriter Laboratories UL-797 ANSI Specification C-80.3 and Federal Specification WW-C-563A. 13. Flexible Metal Conduit (FMC), Alflex, American Flexible Conduit or equal. 14. Liquid tight flexible metal conduit, Anacanda (type UA), Electri-flex Liquatite or equal. 15. Surface mount raceway, Wiremold, Three Compartment Series 5500 or equal 16. Masonry Boxes, outlets in concrete, Raco Series 690 or equal. 17. Exterior In-Grade Boxes for Non-Utility Company, Precast concrete or polymer concrete, Utility Vault and Christy. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0533 26 0533 Raceways and Boxes for Electrical Systems 7/30/2024 Page 5 of 12 2.02 OUTLET BOXES A. NEMA 1 gutter, junction and pull boxes shall be fabricated from code gage steel finished in grey enamel with screw cover fronts and concentric knockouts in all sides. B. NEMA 3R gutter, junction and pull boxes shall be fabricated from code gage galvanized steel with screw cover fronts and concentric knockouts in the bottom only. Any penetrations to the side, top or back shall be weatherproofed in an approved manner such as “MYERS” gasketed type hub or equal. C. Steel outlet boxes and plaster rings shall be galvanized rigid assemblies, either one piece pressed or factory welded construction containing the size and number of knockouts required. Steel outlet boxes shall be manufactured, sized and installed in accordance with CEC Article 314. Device Outlet: Installation of one or two devices at common location, minimum 4” square, minimum 1 1/2" deep. Single or 2 gang flush device plaster ring. Raco Series 681 and 686 or equal. D. Luminaire Outlet: minimum 4” square with correct plaster ring depth, minimum 1 1/2” deep with 3/8” luminaire stud if required. Provide proper depth plaster ring on bracket outlets and on ceiling outlets. E. Multiple Devices: Three or more devices at common location. Install 1 piece gang boxes with 1 piece device plastering. Install one device per gang unless otherwise allowed. F. Construction: Provide galvanized steel interior outlet wiring boxes, of the type, shape and size, including depth of box, to suit each respective location and installation; constructed with stamped knockouts in back and sides, and with threaded holes with screws for securing box covers or wiring devices. Boxes shall be properly secured to the structure such that they are flush with the finish surface. Boxes shall be made structurally secure by means of the proper fastening devices. G. Accessories: Provide outlet box accessories as required for each installation, including mounting brackets, wallboard hangers, extension rings, plaster rings, luminaire studs, cable clamps and metal straps for supporting outlet boxes, compatible with outlet boxes being used and meeting requirements of individual wiring situations. 2.03 WEATHERPROOF OUTLET BOXES A. Cover plates on outlet boxes mounted flush in the wall shall be gasketed to the wall in a watertight manner. Weatherproof boxes in wet locations as described in CEC 406.8 (B) shall be provided with a “while-in-use” cover; red dot ‘CK’ Series of aluminum die-cast construction, NEMA 3R, with lacquer finish. 2.04 JUNCTION AND PULL BOXES A. Construction: Provide galvanized sheet steel junction and pull boxes, with screw-on covers; of the type shape and size, to suit each respective location and installation; with welded seams and equipped with steel nuts, bolts, screws and washers. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0533 26 0533 Raceways and Boxes for Electrical Systems 7/30/2024 Page 6 of 12 B. Location: 1. Install junction boxes above accessible ceilings for drops into walls for receptacle outlets from overhead. 2. Install junction boxes and pull boxes as required to facilitate the installation of conductors and limiting the accumulated angular sum of bends between boxes, cabinets and appliances to 300 degrees. 3. Locations: Junction boxes shall be located only where necessary and only in equipment rooms, closets, and accessible attic and underfloor spaces. A horizontal distance of 24” shall separate outlet boxes on opposite sides of occupancy separation walls, fire-rated walls or partitions. 4. Labeling: Junction box covers shall be marked with indelible ink indicated the circuit numbers passing through the box. 2.05 BOX EXTENSION ADAPTER A. Construction: Diecast aluminum. B. Location: Install over flush wall outlet boxes to permit flexible raceway extension from flush outlet to fixed or movable equipment. 2.06 CONDUIT FITTINGS A. Requirements: Provide corrosion-resistant punched-steel box knockout closures, conduit locknuts and plastic conduit bushings of the type and size to suit each respective use and installation. B. Steel boxes may allow for field knock-out modifications, but shall in all other ways conform to code requirements. 2.07 EXTERIOR IN-GRADE BOXES FOR NON-UTILITY COMPANY USE SHALL BE: A. Precast concrete or polymer concrete type with full bottoms and draining into gravel drywell. . Open bottom splice/pull boxes 24” x 36” and smaller shall be open bottom, with minimum 12” of gravel below for drainage. B. Flushmount in hardscape and 1” above grade in softscape. C. Provided with correct traffic type lid, i.e., full vehicular, intermediate incidental vehicular or pedestrian-rated as applicable stamped with “ELECTRIC”, “LIGHTING”, COMMUNICATIONS”, etc. cover identification as shown on the drawings or as applicable. All boxes or vaults located in streets, driveways, sidewalks wider than 8’, and turf areas where mowing takes place shall be traffic rated. D. Provided with brass hold-down bolts in cover. E. Provided with necessary box extensions to gain proper depth. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0533 26 0533 Raceways and Boxes for Electrical Systems 7/30/2024 Page 7 of 12 F. Seal all conduits in underground boxes with duct seal after conductors have been installed. 2.08 IN-GRADE UTILITY COMPANY BOXES AND VAULTS A. In-grade boxes and pads for utility company, shall be as specified by the respective utility company with all of the company’s requirements and construction methods met. 2.09 PUTTY PADS A. Intumescent moldable firestop putty designed to protect electrical outlet boxes. B. Designed to install around outside of outlet boxes. PART 3 - EXECUTION 3.01 INSTALLATION A. Conduit systems listed below are for use in installations where they are permitted to be used by CEC and/or other occupancy restrictions. The below installation methods do not intend to suggest that these materials be installed in conflict with any applicable code. Special attention to applications shall be made in building types such as Educational, Health Care, wet location, hazardous locations, assembly occupancy and multi-story, but not limited to these. Requirements which are more restrictive than the CEC may be called for by the drawings and / or these specifications. These requirements must be adhered to. The Electrical Contractor shall be responsible to use the proper conduit system for the application. Exposed conduit is not allowed below ceilings or above slab of floor, without the permission and approval of the Architect. All conduits shall be concealed except in electrical and telecommunication rooms or where shown to be surface mounted. Exposed conduit (where allowed) shall be run square and plumb with building lines in an approved manner. Support roofmount conduits, where allowed, with minimum 12” wide blocks set in mastic unless otherwise detailed in roof requirements or as specified in roofing specification, by the Architect. Strap conduits to blocks with proper sized conduit straps. Spacing of support shall be a minimum as provided for in the CEC. All exposed conduit mounted below 8’ above finished grade shall be strapped at a minimum of 5’ spacing. B. Non-Metallic Rigid Conduit shall be used in concrete slabs, below concrete slabs on grade, or underground outside of a building slab or foundation. Maintain minimum depth requirements and cover with appropriate fill material. Minimum 4” of bedding and cover of backfill material 1/4" size grain and smaller maximum. Conduit shall be heavy wall Schedule 40 or 80, rigid PVC only. Rigid utility P&C duct shall not be used in any application. Properly sized grounding conductors shall be installed per CEC article 250, in all non-metallic conduit branch circuit and feeder runs. PVC conduit shall be formed or field bent only with the use of properly approved bending tools such as to not decrease the internal bore of the conduit. All conduits shall be cut square and reamed of burrs. Approved and compatible glue shall be used on all PVC fittings to attain watertight joints. All non-metallic conduit runs over 150’ in length and over 1 1/4" trade size conduit shall utilize galvanized rigid steel elbows. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0533 26 0533 Raceways and Boxes for Electrical Systems 7/30/2024 Page 8 of 12 C. Galvanized Rigid Steel (GRS) conduit shall be used where exposed less than 8’–0” above finished grade to 18” below finished grade and where subject to physical damage. Conduits shall be cut square and reamed to remove burrs and sharp edges. Strap conduit below 8’ above grade at 5’ intervals. Unless otherwise noted, threadless setscrew and threadless weathertight fittings may be used in lieu of threaded fittings. All threaded ends entering a junction box of any type shall require one locknut on the inside and one on the outside of the enclosure and be provided with a plastic bushing or grounding bushing where necessary for proper grounding. Where exposed to moisture, a watertight hub or other approved method shall be required. All conduits shall be stubbed up straight and uniform into junction boxes, panels, cabinets, etc., and shall be (GRS) properly supported and strapped. All GRS conduit located below grade, shall be tape wrapped. D. Electrical Metallic Tubing (EMT) shall be used as allowed by code and as permitted by this specification. It shall not be in contact with soil or the concrete slab on the ground floor of any structure. Connectors and couplings shall be steel insulated set screw type where installed in indoor dry locations not subject to moisture. Where the potential for moisture is present, compression type weathertight fittings are required. One hole conduit straps are permitted from 1/2" to 1” and two hole conduit straps are required for size 1 1/4” and larger. EMT shall not be allowed in areas subject to severe physical damage. Install copper ground wire sized per CEC 250-122 in all EMT conduits. E. Flexible conduit may be used where concealed in building construction or above dropped ceilings, but shall meet the following criteria: No individual circuit path from distribution panel to last device shall exceed a cumulative length of 30’ of flexible conduit from start to end. Flexible conduit shall not exceed a total directional change of 270 bending degrees in any one run between conduit terminations. Squeeze type or Jake type steel flex fittings of a grounding type are required. Flexible conduit must be supported in accordance with CEC. Where exposed to the weather, moisture, or spray down flexible conduit shall be of the liquidtight type. Fittings shall be manufactured for use with liquidtight flexible conduit. All motor connections shall be made with liquidtight flex. Flexible conduit may not be used where exposed except for last 2’ of equipment connection and unless otherwise noted or approved. A copper ground wire sized per CEC 250-122 shall be installed in all flexible conduit runs. Flexible conduit may not be used exposed. Weatherproof liquid tight conduit shall not be used at roof level for equipment connections with lengths exceeding 24” nor shall it be used to circumvent a rigid conduit system in a horizontal direction. Connect recessed lighting fixtures to conduit runs with a maximum of 6’ of flexible metal conduit extending from junction box to fixture. “Master” “Slave” fixtures are permitted to use manufactured flexible cable of longer dimension up to 12’ between “Master” and “Slave” only and only as a U.L. listed system component. F. Underground conduits and transition to above grade/slab shall be as follows: 1. PVC elbows allowed if top of elbow is minimum 18” BFG or below top of slab, otherwise GRS elbows are required. 2. GRS elbows are required if conduit run is 150’ or greater. 3. GRS risers are required from elbow below grade to equipment (device, outlet, panel, cabinet, etc.) above grade. 4. GRS elbows/risers to be PVC coated or 10 MIL taped wrapped (1/2” lapped) to 3” above finish grade or top of slab. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0533 26 0533 Raceways and Boxes for Electrical Systems 7/30/2024 Page 9 of 12 G. Conduit Supports: Conduit runs may be supported by one-hole and two-hole straps or supports as manufactured by Unistrut, Minerallac, Caddy or equals. Supports may be fastened by means of anchors, shields, beam clamps, toggle bolts, or other approved methods appropriate for the application and size of conduit. Pipe nailers (J-hooks) may only be used for 1” conduit and smaller and only in wood frame construction. Conduit support methods are subject to review by the engineer and authority having jurisdiction for adequacy. Installations deemed inadequate shall be corrected by the contractor at no cost to the Owner. H. Bends and offsets shall be made with approved tools for the type of conduit being utilized. Bends shall be made without kinking or destroying the smooth bore of the conduit. Parallel conduits shall be run straight and true with bends uniform and symmetrical. Minimum radii shall be per CEC 344-24. I. Conduit Stub-outs below grade shall be capped with plastic cap, and identified by placing a pull box marked with correctly identified utility such as “Elec”, “Tel”, etc. Dimension for exact location on field record drawings. Provide lids for proper field application (i.e. traffic, incidental, pedestrian). J. Conduit Seals: Where below grade conduits enter structure through slab or retaining wall of building or basement, seal the inside of each conduit as follows: 1. Provide damming material around conductors 3” into conduit. 2. Fill 3” of conduit with 3M #2123 sealing compound. 3. Wrap conductors where they exit the conduit with 3M #2229 "Scotch Seal" mastic tape. Lap tape to approximate diameter of the raceway and wrap outside of conduit opening with (minimum) one turn. 4. Use conduit sealing bushings type CSB (O-Z/Gedney) or equal. 5. Empty conduits shall be sealed with standard non-hardening duct seal compound and then capped to prevent entrance of moisture and gases and to meet fire resistance requirements. 6. Provide cable drip loop minimum 12” high. K. Marker tape: Place plastic yellow marker tape at 12” below finish grade along and above buried conduits. Label tape "CAUTION: ELECTRICAL LINES BELOW" or similar wording. L. Electrical and communications systems raceways routed underground shall not occupy the same trench as plumbing utilities such as sewer, water, storm drain, gas or other wet or dry gaseous utility system. A minimum of 12” of undisturbed earth is required. Where utilities must cross in closer proximity to each other due to physical constraints, 6” minimum crossing distances are allowed, however 18” on all sides of a utility crossing must be concrete encased. M. Conduits, routed below footings, slabs, grade beams, columns, and other structural elements shall be installed in strict compliance with structural details and criteria shown on structural plans. Clearances below structural elements and sleeves through structural elements must be carefully planned to avoid conflict and must be approved by the structural engineer if conflict arises. N. All conduit or raceways passing through fire rated walls, floors, or ceilings shall be installed with a listed penetration method which protects the opening to the same rating as the assembly and is non hardening. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0533 26 0533 Raceways and Boxes for Electrical Systems 7/30/2024 Page 10 of 12 O. Expansion Joints 1. Conduits 3” and larger, that are secured to the building structure on opposite sides of a building expansion joint, require expansion and deflection couplings. Install the couplings in accordance with the manufacturer’s recommendations. 2. Provide conduits smaller than 3” with junction boxes on both sides of the expansion joint. Connect conduits to junction boxes with sufficient slack of flexible conduit to produce 5” vertical drop midway between the end. All conduit shall have a copper green grounding bonding conductor installed. P. Seismic Joints 1. At seismic joints, provide conduits rigidly secured to the building structure on opposite sides of a building expansion joint with junction boxes or approved fittings, on both sides of the joint. Connect conduits to junction boxes with sufficient slack flexible conduit such that these slack conduits are 1 1/2 times the distance between conduit ends. Flexible conduit shall have a copper green ground bonding jumper installed. Q. Location: Locate boxes and conduit bodies so as to ensure accessibility of electrical wiring. R. Anchoring: Secure boxes rigidly to the substrate upon which they are being mounted, or solidly embed boxes in concrete or masonry. S. Special Application: Provide weatherproof outlets for locations exposed to weather or moisture. T. Knockout Closures: Provide knockout closures to cap unused knockout holes where blanks have been removed. U. Mount outlet boxes, unless otherwise required by ADA, or noted on drawings, the following distances above the finished floor: 1. Receptacles, Telephone, TV & Data outlets. (measured to bottom of outlet box): +15". 2. Outlet above counter (measured to top of outlet box): +46". 3. Control (light) Switches. (measured to top of outlet box): +48". 4. Fire Alarm Manual Pull Stations, T-stats. (measured to top of outlet box): +48". 5. Fire Alarm Visuals: the lower of +80" to bottom of lens, or 6" below ceiling. 6. Other Outlets: As indicated in other sections of specifications or as detailed on drawings. V. Coordinate all electrical device locations with the architectural floor plan and interior and exterior elevations to prevent mounting devices within elements that they may conflict such as cabinetry, mirrors, planters, etc. W. Size outlet and junction boxes to minimum wire fill space requirements. Upsize box as required to allow ease of wire installation and device installation. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0533 26 0533 Raceways and Boxes for Electrical Systems 7/30/2024 Page 11 of 12 X. Outlet and junction boxes in fire rated walls shall be gauged and spaced so as not to exceed the maximum penetration allowed by the assembly without compromising the fire rating. If a conflict arises relative to a specific condition, the contractor shall follow the requirements of the fire authority and ask for guidance from the design team. At no time should a larger box be installed prior to resolution of conflict. END OF SECTION Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0533 26 0533 Raceways and Boxes for Electrical Systems 7/30/2024 Page 12 of 12 THIS PAGE INTENTIONALLY LEFT BLANK Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0534 26 0534 Cabinets 7/30/2024 Page 1 of 2 SECTION 26 0534 CABINETS PART 1 - GENERAL 1.01 RELATED DOCUMENTS A. Drawings and general provisions of this Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY A. This Section Includes: 1. Cabinets where shown on the contract drawings and specified herein. B. Related Work: 1. Section 26 0500, COMMON WORK RESULTS FOR ELECTRICAL. 2. Section 26 0553, IDENTIFICATION OF ELECTRICAL SYSTEMS. PART 2 - PRODUCTS 2.01 MATERIALS A. Type: Cabinets shall be flush or surface mounted type as indicated on the contract drawing, as per Code and U.L. Standard 50. B. Cabinet Construction: Sizes as indicated, constructed of code gauge sheet steel with hinged lockable doors, common keyed with panelboards. Equip cabinets with 3/4" fire retardant treated plywood backboards and/or barriers as applicable, terminal blocks for connection; index card holders and cards mounted behind heavy plastic on inside of cabinet doors. C. Finish: Cabinets shall be chemically cleaned and the fronts shall be finished in same way as panelboards and switchboards. D. Controls: As indicated on the contract drawings. E. Identification: Provide on exterior of cabinet doors engraved plastic nameplate identifying the cabinet as designated on the Contract Drawing. Lettering shall be white on black finish and shall be minimum 3/16” high. Affix nameplates to cabinet doors with a minimum of two escutcheon pins or screws. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0534 26 0534 Cabinets 7/30/2024 Page 2 of 2 PART 3 - EXECUTION 3.01 GENERAL A. Required: To be located where indicated on the Contract Drawing and installed as per manufacturer's instruction. Securely fasten to structural members or Unistrut support in vertical and plumb position and at heights indicated. B. Nameplates: Conform to provisions noted in 2.1E above or as designated on the plans. END OF SECTION Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0546.13 26 0546.13 Electric Utility Systems 7/30/2024 Page 1 of 6 SECTION 26 0546.13 ELECTRIC UTILITY SYSTEMS PART 1 - GENERAL 1.01 RELATED DOCUMENTS A. Drawings and general provisions of this Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY A. This Section Includes: 1. Manholes, handholes and ducts to form a complete underground raceway system. 2. “Duct” and “conduit”, and “raceway” are used interchangeably in this specification and have the same meaning. Refer to Section 26 0533, RACEWAYS AND BOXES FOR ELECTRICAL SYSTEMS for approved raceway and materials as well as execution. 3. Scope of Work: Furnishing, installation and connection of manholes, handholes and ducts to form a complete underground raceway system for distribution of electrical and signal systems and utility service entrance facilities. This specification shall also provide guidance for construction of the utility company underground and substructure requirements. Contact serving company directly and obtain current detailed requirements of installation and adhere by same. Provide trenching, conduit, backfill, boxes and equipment pads as applicable. Nothing here in shall be construed to be in conflict with the requirements of the utility company, which shall take precedence over any possible conflicting requirement. B. Related Work: 1. SITEWORK. 2. FLATWORK. 3. LANDSCAPING. 4. Section 26 0500, COMMON WORK RESULTS FOR ELECTRICAL. 5. Section 26 0533, RACEWAYS AND BOXES FOR ELECTRICAL SYSTEMS: Conduits, fittings and boxes for raceway systems. 6. Section 26 0526, GROUNDING AND BONDING FOR ELECTRICAL SYSTEMS. 7. Section 31 2200, GRADING 1.03 SUBMITTALS A. Submit in accordance with Section 26 0500, COMMON WORK RESULTS FOR ELECTRICAL. B. Shop Drawings: 1. Sufficient information, clearly presented, shall be included to determine compliance with drawings and specifications. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0546.13 26 0546.13 Electric Utility Systems 7/30/2024 Page 2 of 6 2. Include manholes, handholes, duct materials, and hardware. Proposed deviations from details on the drawings shall be clearly marked on the submittals. 3. If necessary to locate manholes or handholes at locations other than shown on the drawings, show the proposed locations accurately on scaled site drawings. 4. Precast manholes and handholes: Submit detail drawings and design calculations for approval prior to installation. 1.04 APPLICABLE PUBLICATIONS A. Publications listed below (including amendments, addenda, revisions, supplements, and errata) form a part of this specification to the extent referenced. Publications are referenced in the text by the basic designation only. B. Underwriters Laboratories, Inc. (UL): 1. UL 467 Grounding and Bonding Equipment 2. UL 651 Schedule 40 and 80 Rigid PVC Conduit 3. UL 6 Electrical Rigid Metal Conduit-Steel C. National Fire Protection Association (NFPA): 1. 70 California Electrical Code (CEC) D. National Electrical Manufacturers Association (NEMA): 1. RN 1 Polyvinyl Chloride (PVC) Externally Coated Galvanized Rigid Steel Conduit and Intermediate Metal Conduit 2. TC 2 Electrical Polyvinyl Chloride (PVC) Tubing And Conduit 3. TC 3 PVC Fittings For Use With Rigid PVC Conduit And Tubing E. American Concrete Institute (ACI): 1. 318 Building Code Requirements For Structural Concrete F. American Society for Testing and Materials (ASTM): 1. C478 Standard Specification for Precast Reinforced Concrete Manhole Sections 2. C478M Standard Specification for Precast Reinforced Concrete Manhole Sections (Metric). 3. F512-95 Standard Specification for Smooth-Wall Polyvinyl Chloride (PVC) Conduit and Fittings for Underground Installation G. Utility company Handout Package and Construction Requirements for Underground and Substructure Installation. PART 2 - PRODUCTS 2.01 MATERIALS A. Concrete: ACI 318, 3000 psi minimum 28 day compressive strength. B. Reinforcing Steel: Number 4 minimum. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0546.13 26 0546.13 Electric Utility Systems 7/30/2024 Page 3 of 6 C. Manhole Hardware: 1. Frames and covers (traffic type). 2. Sump frames and gratings. 3. Pulling Irons: 7/8” diameter hot dipped galvanized steel bar with exposed triangular shaped opening. 4. Cable supports: a. Cable stanchions, hot rolled, heavy duty, hot dipped galvanized "T" section steel 2 1/4" by 1/4" in size and punched with 14 holes on 1 1/2" centers for attaching cable arms. b. Cable arms, 3/16” gage, hot rolled, hot dipped galvanized sheet steel pressed to channel shape. Arms shall be approximately 2 1/2" wide and 14” long. c. Insulators for cable supports, high glazed, wet process porcelain. d. Spares: Equip each cable stanchion with two spare cable arms and six spare insulators for future use. e. Miscellaneous hardware, hot dipped galvanized steel. D. Handhole Hardware: 1. Frames and covers configuration as shown on the drawings. 2. Pulling irons, 7/8” diameter galvanized steel bar with exposed triangular shaped opening. E. Cable supports are not required. F. Ground Rod Sleeve: Provide a 3” PVC sleeve in manhole floors so that a driven ground rod may be installed. G. Manholes and Handholes shall be precast units and be constructed as described below. Units shall comply with ASTM C478, C478M. 1. Size: Plan area and clear height shall be not less than that shown on the drawings. 2. Accessories, hardware, and facilities shall be the same as required for poured in place type. 3. Assume ground water level 3’ below ground surface unless a higher water table is shown in the boring logs and adjust design accordingly. H. Ducts: 1. Size shall be as shown on drawings. 2. Ducts (concrete encased): a. Plastic Conduit: 1) NEMA TC6 & 8 and TC9 plastic utilities conduit UL 651 and 651A Schedule 40 PVC. 2) Duct shall be suitable for use with 90 degree C rated conductors. 3. Ducts (direct burial): a. Plastic duct: 1) NEMA TC2 and TC3, EPC-40, Type II. 2) UL 651 and 651A, Schedule 40 Schedule 80 PVC. 3) Duct shall be suitable for use with 75 degree C rated conductors. b. Rigid metal conduit, PVC-coated: UL6 and NEMA RN1 galvanized rigid steel, threaded type, coated with PVC sheath bonded to the galvanized exterior surface, nominal 0.040” thick. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0546.13 26 0546.13 Electric Utility Systems 7/30/2024 Page 4 of 6 I. Ground Rods: Per Section 26 0526, GROUNDING AND BONDING FOR ELECTRICAL SYSTEMS. J. Ground Wire: Stranded bare copper No. 6 AWG minimum. K. Conduit Spacers: Prefabricated plastic. L. Warning Tape: Standard 4 mil polyethylene 3” wide tape, detectable type, red with black letters, imprinted with “CAUTION BURIED ELECTRIC CABLE BELOW”. M. Pull Rope: Plastic with 200 pound minimum tensile strength. PART 3 - EXECUTION 3.01 TRENCHING A. Refer to EARTHWORK section of specification for trenching back-filling, and compaction requirements. B. Work with extreme care near existing ducts, conduits, cables, and other utilities to avoid damaging them. C. Cut the trenches neatly and uniformly for utility company trenches, notify for inspections by utility company a minimum of 48 hours in advance. D. Conduits to be installed under existing paved areas, roads, and railroad tracks which are not to be disturbed shall be protected into place. Conduits shall be minimum 36” cover. E. Trench Preparation: A 4” sand bedding is required if trench bottom is not rock free. A 4” sand covering over the cable is required if the native backfill is not rock free. Backfill and compaction should meet City, County, State and utility company requirements. The serving utility company may required 100% sand backfill. All backfill requirements shall also meet or exceed those set forth in the earthwork or civil section of this specification. F. Excavation: Provide 6” gravel in bottom of excavated holes for subsurface transformers and all concrete boxes. Spare gravel shall be available for final adjustment. The Contractor is responsible for final grade level of enclosures and boxes. Non-conformance will be corrected by electrical contractor at his expense. G. Conduit Routing: Sharp turns, bends, or other irregularities in the conduit must be avoided. Minimum radius bends shall be as required by the serving utility company. Every effort should be made to obtain a straight water tight conduit line. The end of all spare conduits must be capped. The utility company Inspector must approve deviation from layout. H. Conformance: All work must conform to the utility company “handout package” and Specification 59 and/or 99. Copies are available from the utility company upon request. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0546.13 26 0546.13 Electric Utility Systems 7/30/2024 Page 5 of 6 I. Joint Trenching: Maintain all required depths, clearance and separations as required by code, ordinance or utility company policies. Coordinate with other utilities to confirm requirements. 3.02 OTHER PADMOUNTED EQUIPMENT A. Provide adequately sized and reinforced concrete pads with openings for conduit(s) as necessary by the utility company and or the equipment manufacturer. B. A grounding system shall be installed at each padmounted piece of equipment including, but not limited to, a ground rod, grounding conductor, ufer, and ground grid (if called for). C. Padmounted equipment shall be bolted to concrete pad with minimum 5/8” x 7 1/2" anchor bolts, one in each of 4 corners of each section of padmounted equipment. END OF SECTION Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0546.13 26 0546.13 Electric Utility Systems 7/30/2024 Page 6 of 6 THIS PAGE INTENTIONALLY LEFT BLANK Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0553 26 0553 Identification of Electrical Systems 7/30/2024 Page 1 of 4 SECTION 26 0553 IDENTIFICATION OF ELECTRICAL SYSTEMS PART 1 - GENERAL 1.01 RELATED DOCUMENTS A. Drawings and general provisions of this Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY A. This Section Includes: 1. Nameplates and warning signs where specified herein and as shown on contract documents including the following: a. Nameplates and warning signs permanently installed on all electrical equipment and devices including, but not limited to, the following items: 1) Enclosures for transformers, switchboards, motor control, panels, pullboxes, cabinets, motors, generators, transfer switches. 2) Enclosures for all separately enclosed devices including, but not limited to, disconnect switches, circuit breakers, contactors, time switches, control stations and relays, fire alarm panels and lighting control panel. 3) Wall switches not within sight of outlet controlled. 4) Special systems such as, but not limited to, telephone, fire alarm, warning and signal systems. Identification shall be at each equipment rack, terminal cabinet, control panel, annunciator and pullbox. 5) Devices mounted within and part of equipment including circuit breakers, switches, control devices, control transformers, relays, indication devices and instruments. 2. Conductor and Cable Identification. B. Related Work: 1. Section 26 0500, COMMON WORK RESULTS FOR ELECTRICAL. 2. Section 26 0519, LOW VOLTAGE ELECTRICAL POWER CONDUCTORS AND CABLES. 3. Section 26 2416, PANELBOARDS. PART 2 - PRODUCTS 2.01 EQUIPMENT LABEL DESIGNATIONS A. Equipment labels indicating equipment designations both emergency and normal. Designation data per drawings or to be supplied with shop drawings approval. B. Panelboard labels showing panel designation, voltage, phase and source. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0553 26 0553 Identification of Electrical Systems 7/30/2024 Page 2 of 4 C. In accordance with CEC 110.16, provide arc flash protection warning labels on all switchboards, panelboards, distribution panels, transformers, safety switches, transfer equipment, etc. Labels shall be per ANSI Z535.4 guidelines. 2.02 MATERIALS A. For Labels: Three layer laminated plastic or micarta with engraved white letters over black background. B. For Warning Signs: Minimum 18 gauge steel with red lettering on white porcelain enamel finish. C. Arc flash labels shall be provided as required by CEC Article 70E. D. Conductor tape number markers: TayMac MX4280 Series non-fading permanent adhesive. PART 3 - EXECUTION 3.01 MOUNTING A. Equipment labels shall be mounted by self-tapping, threaded screws and bolts, or by rivets. Adhesive types are not acceptable unless specifically noted in this section. B. Conductor tape markers shall be consistently placed for ready conductor identification. 3.02 HEIGHTS ON LABELS A. Panelboards, Switchboards and Motor Control Centers and Special Systems Enclosures: 1/4" identify equipment designation; 1/8” identify voltage rating and source. B. Individual Circuit Breakers, Switches, and Motor Starters in Panelboards, Switchboards, and Motor Control Centers: 3/16” identify circuit and load served, including location of equipment. C. Enclosed Circuit Breakers, Enclosed Switches, and Motor Starters: 3/16” identify load served. D. Transformers: 3/16” identify equipment designation; 1/8” identify primary and secondary voltages, primary source and secondary load. Include location of primary source or secondary load if remote from transformer. 3.03 WARNING SIGNS A. Warning signs shall be permanently mounted with cadmium plated steel screws or nickel-plated brass bolts. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0553 26 0553 Identification of Electrical Systems 7/30/2024 Page 3 of 4 B. Warning signs to read "DANGER - HIGH VOLTAGE", with letters 1 1/2" high, 3/16” stroke minimum. C. Provide warning sign on all doors or immediately next to door for equipment rooms, enclosures or closets containing equipment energized above 150 volts to ground as per CEC, and/or as directed by the Architect. For interior finish spaces and interior doors, signage shall be coordinated and approved with the Architect in advance of installation. END OF SECTION Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0553 26 0553 Identification of Electrical Systems 7/30/2024 Page 4 of 4 THIS PAGE INTENTIONALLY LEFT BLANK Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0900 26 0900 Controls and Instrumentation 7/30/2024 Page 1 of 2 SECTION 26 0900 CONTROLS AND INSTRUMENTATION PART 1 - GENERAL 1.01 RELATED DOCUMENTS A. Drawings and general provisions of this Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY A. This Section Includes: 1. Control devices, shown on the drawings and/or required by other sections, to assure a complete and operating system. 2. Furnish submittals/shop drawings for all equipment in this section as described in Section 26 0500, 1.4, COMMON WORK RESULTS FOR ELECTRICAL. PART 2 - PRODUCTS 2.01 MATERIALS A. Terminal and Control Cabinets shall be manufactured from code gauge galvanized steel with hinged locking covers finished in grey or hammer tone enamel. Knockouts, barriers and plywood backing shall be provided where required. Cabinets shall be of raintight construction where exposed to the weather. Approved manufacturers are Circle AW, Wireguard, Benner- Nawman, or equal. B. Photocontrols and time switches shall be provided as indicated on the drawings. Approved manufacturers are Intermatic, Paragon, Tork or equal. Where indicated on the fixture schedule, photocells in outdoor fixtures shall be factory installed and wired. C. Lighting Contactors shall be of the correct number of poles with suitable contact ampere ratings. Provide fusing protection for all lighting contactor control circuits. Verify all coil voltages prior to installation. Approved manufacturers are General Electric, Westinghouse, Square "D" or equal. D. Motor Controls shall be manual or magnetic with motor overload thermal relays. Individual thermal elements sized to the correct motor full load amps shall be used. Provide correct NEMA rated enclosure. Select proper voltage, class, size and horsepower rating. Select the correct coil voltage if magnetic. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 0900 26 0900 Controls and Instrumentation 7/30/2024 Page 2 of 2 PART 3 - EXECUTION 3.01 INSTALLATION A. Power to all irrigation controllers shall be provided by the Electrical Contractor as required for the irrigation equipment. Also provide and install conduit sweeps as required to house low voltage wiring between controller and exterior below grade. B. General Purpose Control Contactors shall be rated for the use with the correct ampere rating, voltage, size and horse power rating. Select the correct control coil voltage. END OF SECTION Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 2413 26 2413 Service and Distribution Switchboard 7/30/2024 Page 1 of 4 SECTION 26 2413 SERVICE AND DISTRIBUTION SWITCHBOARD PART 1 - GENERAL 1.01 RELATED DOCUMENTS A. Drawings and general provisions of this Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY A. This Section Includes: 1. Service and distribution switchboard where shown on the contract drawings and specified herein. 1.03 QUALITY ASSURANCE A. Conform to applicable Codes and NEMA, ANSI and IEEE Standards. 1.04 SUBMITTALS A. Conform to applicable provisions of Section 01 33 00 of Division 01, Submittals and of Section 26 0500, COMMON WORK RESULTS FOR ELECTRICAL. B. Shop Drawings shall show and contain the following information: 1. Plans showing top and bottom of switchboards. 2. Front, rear and side elevations of switchboards. 3. Schematic Wiring Diagrams showing the following: a. One-line diagram with each circuit numbered. b. Schedule showing circuit number, description and rating of protective device(s). c. Complete short circuit with standability of bus. 4. One-half inch equal to one-foot scale drawings of electrical rooms or areas overall dimensions for equipment layout including space available for conduits and protective devices. C. Manufacturer shall provide certification that the equipment supplied under this Section has been reviewed and certified by IBC to meet the current criteria for special seismic certification. Include seismic companion anchorage requirements from the testing and as approved by the manufacturer. The manufacturer shall provide an approved label on the equipment enclosure stating that the equipment has been awarded a certificate of compliance for special seismic certification. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 2413 26 2413 Service and Distribution Switchboard 7/30/2024 Page 2 of 4 PART 2 - PRODUCTS 2.01 MATERIALS A. Each switchboard shall be U.L. listed deadfront, deadrear, completely self-supporting, with the required number of vertical sections bolted together to form one floorstanding switchboard. Construction shall be NEMA Class II with line and load and main bus connections accessible from the front. Provide switchboards of 1000 amperes or greater rating with line and load insulated bus bars. Overcurrent protective devices shall be grouped in convertible type construction. Vertical sections shall have full height bussing and where space for future devices is indicated on the Drawings all the necessary mounting hardware shall be furnished. Switchboards shall include all protective devices and other equipment indicated on the Contract Drawings with the necessary interconnections, instrumentation, and control wiring. Bus shall be copper with plated joints, or tin plated aluminum. Bus bars shall be mounted on supports of high impact-resistant, non-tracking insulating material, and braced to withstand the maximum available fault current as indicated on the Contract Drawings. Other ratings shall be as indicated on the Contract Drawings. Series-connected or "integrated equipment" short circuit ratings shall not be applied in lieu of, or to comply with, short circuit and interrupting capacity ratings indicated on the Drawings, unless specifically approved by the Engineer. B. Service and distribution sections shall contain circuit breakers, fusible switches, and combination motor starters, with shunt trips, motor operators, ground fault protection, and other accessories, as indicated on the Drawings, as well as provisions for utility metering in accordance with the serving electric utility requirements. Each disconnecting means shall be provided with a means for individual padlocking. Switches shall be heavy-duty, quick-make and quick-break, and horsepower rated through 500 HP. Switches rated over 600 amperes shall be bolted pressure contact type. Ratings of disconnecting means and overcurrent protective devices shall be as indicated on the Drawings. C. Finish: Interior finish shall be a gray lacquer or enamel; exterior finish shall be a gray baked-on enamel or lacquer. Apply all finish coatings over a rust-inhibiting metal primer. D. Identification: Each switchboard shall have an engraved laminated plastic nameplate identifying the switchboard as designated and located on the Contract Drawings, and indicating voltage, phase, and number of system conductors. For example, "Switchboard MS 277/480V. 3Ø 4W. Lettering shall be white on black finish and 2” high minimum. Nameplates shall be affixed by a minimum of two escutcheon pins or screws. Each device on the switchboard shall be provided with an engraved plastic nameplate as specified in Section 26 0553, IDENTIFICATION OF ELECTRICAL SYSTEMS. PART 3 - EXECUTION 3.01 GENERAL INSTALLATION A. Switchboard(s) shall be securely bolted to the flooring or structure. Final attachment means shall be in compliance with the seismic requirements of governing authority. Shop Drawings Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 2413 26 2413 Service and Distribution Switchboard 7/30/2024 Page 3 of 4 indicating the bolt down requirements shall be provided by the manufacturer along with all necessary calculations and shall be submitted with the Shop Drawings of the switchboard equipment. Refer to other Sections of the Specifications related to seismic requirements. B. Switchboard(s) shall be installed on a level floor, with shims provided where necessary to attain both horizontal and vertical "plumb" conditions. C. Switchboard(s) equipment shall be protected during construction in such a manner to prevent plaster, paint, dust, etc. from defacing the finish of equipment. Prior to final acceptance of the equipment, the interior of the equipment shall be cleaned of all foreign materials and debris. Any blemishes or defects on the exterior of the equipment shall be repaired by painting the equipment with paint supplied by the manufacturer of the equipment to match the factory finishes. D. All floor mounted switchgear and panelboards shall be sealed with caulking between bottom of metal housing and the concrete pad or slab to prevent entrance of dust and debris. E. All openings in switchgear and panelboards that are unused shall be sealed with bolts and washers. Use caulking where holes or openings cannot be sealed by way of a washer, or bolts or conduit seals. F. All ventilated openings in panelboards and switchboards shall be furnished with dust filters to prevent entrance of dust and debris. G. No operating handles in any switchboard shall be located above 6’- 6” above finish floor. Code clearances on all sides of the switchboard equipment shall be maintained. H. Switchboards shall be mechanically grounded to the grounding system. I. Furnish ammeters, voltmeters, current and potential transformers, test blocks, control switches, fuses and circuit breakers, and other devices as indicated on the Drawings. Meters shall be switchboard type semi-flush mounted, with phase selector switches. The height of all devices shall comply with Code and utility company requirements with the switchboard installed on a 2” high concrete pad. J. For solidly grounded "wye" services of more than 150 volts to ground, but not exceeding 600 volts phase to phase, provide ground fault protection of equipment for each service disconnecting means for services rated 1000 amperes or more, without a single main disconnecting means. Provide ground fault protection of equipment for other systems as indicated on the Drawings. K. Ground fault sensors shall be zero sequence type unless indicated otherwise on the drawings. Trip settings shall be as indicated on the drawings or as directed by the Engineer. L. Protection: Keep switchboards covered during construction operations. Clean interior and exterior after all connections are completed. Factory connections shall be checked and re- torqued tight as required. Damage shall be field or factory repaired to a condition acceptable to the Engineer at no added cost to the Owner. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 2413 26 2413 Service and Distribution Switchboard 7/30/2024 Page 4 of 4 M. Operational Test of the ground fault protection system using the primary current injection method shall be performed by qualified personnel with suitable testing/recording equipment in the presence of the Owner. Provide the Owner with a "Certified Test Report" including test parameters. 3.02 ACCEPTANCE TESTING OF SWITCHGEAR AND SWITCHBOARD ASSEMBLIES A. General: 1. Inspect for physical damage. 2. Compare equipment nameplate information with latest single line diagram and report discrepancies. 3. Inspect for proper alignment, anchorage and grounding. 4. Check tightness of accessible bolted bus joints by calibrated torque wrench method. Refer to manufacturer's instruction for proper foot pound levels. 5. Key interlock systems shall be physically tested to insure proper function. a. Closure attempt shall be made on locked open devices. Opening attempt shall be made on locked closed devices. b. Key exchange shall be made with devices operated in off-normal positions. 6. All doors, panels and sections shall be inspected for paint, dents, scratches. END OF SECTION Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 2416 26 2416 Panelboards 7/30/2024 Page 1 of 6 SECTION 26 2416 PANELBOARDS PART 1 - GENERAL 1.01 RELATED DOCUMENTS A. Drawings and general provisions of this Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY A. This Section Includes: 1. Panelboards. B. Related Work: 1. Division 09 “PAINTING”: Identification and painting of panelboards. 2. Section 26 0500, COMMON WORK RESULTS FOR ELECTRICAL. 3. Section 26 0533, RACEWAYS AND BOXES FOR ELECTRICAL SYSTEMS. 4. Section 26 0519, LOW VOLTAGE ELECTRICAL POWER CONDUCTORS AND CABLES (600 VOLTS AND BELOW): Cables and wiring. 5. Section 26 0526, GROUNDING AND BONDING FOR ELECTRICAL SYSTEMS: Requirements for personnel safety and to provide a low impedance path for possible ground fault currents. 1.03 APPLICABLE PUBLICATIONS A. Publications listed below (including amendments, addenda, revisions, supplements and errata) form a part of this specification to the extent referenced. Publications are referenced in the text by the basic designation only. B. Underwriters Laboratories, Inc. (UL): 1. No. 50-1995 Enclosures for Electrical Equipment 2. No. 67-1993 Panelboards 3. No. 489-1991 Molded Case Circuit Breakers and Circuit Breaker enclosures C. National Fire Protection Association (NFPA): 1. No. 70-2010 California Electrical Code (CEC) D. National Electrical Manufacturers Association (NEMA): 1. No. PB-1-2002 Panelboards. 2. No. AB-3-1996 Molded Case Circuit Breakers and Their Application. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 2416 26 2416 Panelboards 7/30/2024 Page 2 of 6 PART 2 - PRODUCTS 2.01 PANELBOARDS A. Panelboards shall be in accordance with UL, NEMA, NEC, CEC and as shown on the drawings. Approved manufacturers are Cutler Hammer, Square D, Seimens, General Electric. B. Panelboards shall be standard manufactured products. All components of the panelboards shall be the product and assembly of the same manufacturer. All similar units of all panelboards to be of the same manufacturer. C. All panelboards shall be dead front safety type. Arrange sections for easy removal without disturbing other sections. D. All panelboards shall be completely factory assembled with molded case circuit breakers. All factory wiring shall be checked for correct tightness and visually inspected to insure that bussing and terminations have not become loose in transit to job site. E. Panelboards shall have main breaker or main lugs, bus size, voltage, phase, top or bottom feed, and flush or surface mounting as scheduled on the drawings. Refer to single line diagram and panel schedules on drawings. Terminals shall be minimum 75 degree rated. Back fed main circuit breakers are not allowed. Main circuit breakers shall be vertically mounted. F. Panelboards shall have the following features: 1. Nonreduced size copper bus bars, and connection straps bolted together and rigidly supported on molded insulators. Bus bar taps for panels with single pole branches shall be arranged for sequence phasing of branch circuit devices. 2. Full size neutral bar, mounted on insulated supports. 3. Ground bar and isolation ground bar (where called for in panel schedule) with sufficient terminals for all grounding wires. Buses braced for the available short circuit current. 4. All breakers and phase bus connections shall be arranged so that it will be possible to substitute a 2-pole breaker for two single pole breakers, and a 3-pole breaker for three single pole breakers, when trip is 30 amps or less and frame size is 100 amperes or less, without having to drill and tap the main bus bars at bus straps. Where used for heating and air conditioning, and refrigeration equipment, use only HACR type U.L. listed circuit breakers. 5. Design interior so that protective devices can be replaced without removing adjacent units, main bus connectors, and without drilling or tapping. 6. Where designated on panel schedule as "space", include all necessary bussing, device support and connections. Provide blank cover for each space. 7. In two section panelboards, the main bus in each section shall be full size. The first section shall be furnished with subfeed lugs on the line side with cable connections to the second section. Panelboard sections with tapped bus or crossover bus are not acceptable. 8. Series rated panelboards are not permitted. 9. Label all panels in accordance with Section 26 0553, IDENTIFICATION OF ELECTRICAL SYSTEMS. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 2416 26 2416 Panelboards 7/30/2024 Page 3 of 6 10. Recessed panel space conduit: Provide (1) ¾ inch spare conduit stubbed to accessible ceiling space and/or interstitial space below floor for every (5) spaces and spares indicated on panel schedules. G. Panelboards serving as building mains shall be “service entrance rated” and UL Listed as “service equipment”. 2.02 CABINETS AND TRIMS A. Cabinets: 1. Provide galvanized steel cabinets to house panelboards. Cabinets for outdoor panels shall be factory primed and suitably treated with a corrosion-resisting paint finish meeting UL standard for outdoor applications. 2. All ventilated openings in panelboards and switchboards, shall be furnished with dust filters to prevent entrance of dust and debris. 3. Cabinets for panelboards may be of one piece formed steel or of formed sheet steel with end and side panels welded, riveted, or bolted as required. 4. Provide necessary hardware for "in" and "out" adjustment of panel interior. 5. Cabinets for two section panelboards shall be arranged side by side, and shall be the same height. Flush mounted cabinets should be 1 1/2" apart and coupled by conduit nipple if necessary. 6. Gutter size in panel boxes, on all sides, shall be in accordance with the CEC. Penetrations through gutter to live area of the panelboard shall incorporate approved non-metallic- grommet type of insulation to protect wire passing through. B. Trims: 1. Fabricate trim of sheet steel consisting of frame with door attached by concealed hinges. Provide flush or surface trim as shown on the drawings. 2. Flush trims shall overlap the box by at least 3/4" all around. 3. Surface trim shall have the same width and height as the box. 4. Flush or surface trims shall not have ventilating openings. 5. Secure trims to back boxes by indicating trim clamps. 6. Provide a welded angle on rear of trim to support and align trim to cabinet. 7. Provide separate trims for each section of multiple section panelboards. Trims and doors of sections shall be of the same height. C. Doors: 1. Provide doors with flush type latch and manufacturer's standard lock. Doors over 48 inches in height shall have a vault handle and a three-point catch, arranged to fasten door at top, bottom, and center. 2. In making switching devices accessible, doors shall not uncover any live parts. 3. Provide concealed hinges welded to the doors and trims. 4. For lighting or power contactors incorporated in panelboards, provide separate doors for the contactors. 5. Provide keyed alike system for all panelboards. 6. Provide a directory card, metal holder, and transparent cover. Permanently mount holders on inside of doors. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 2416 26 2416 Panelboards 7/30/2024 Page 4 of 6 D. Painting: 1. Thoroughly clean and paint trims and doors at the factory with primer and manufacturer's standard finish. E. Breaker features shall be as follows: 1. Integral housing of molded insulating material. 2. Silver alloy contacts. 3. Arc quenchers and phase barriers for each pole. 4. Quick-make, quick-break, operating mechanisms. 5. A trip element for each pole, thermal magnetic type with long time delay and instantaneous characteristics, a common trip bar for all poles and a single operator. 6. Electrically and mechanically trip free. 7. An operating handle which indicates ON, TRIPPED, and OFF positions. a. Line connections shall be bolted. b. Interrupting rating shall not be less than the maximum short circuit current available at the line terminals as indicated on the drawings, and as shown on the electrical system protective device study as required in Section 26 0573 OVERCURRENT PROTECTIVE DEVICE COORDINATION STUDY. The interrupting rating shall not be less than the minimum identified requirement. 8. An overload on one pole of a multipole breaker shall automatically cause all the poles of the breaker to open. 2.03 INSTALLATION A. Installation shall be in accordance with CEC, as shown on the drawings, and as specified. B. Locate panelboards so that the present and future conduits can be conveniently connected. Coordinate the sizes and layout of cabinets within the designated spaces. All equipment must be dimensioned in order to physically fit in the spaces provided and to comply with all code required clearances. C. Install a typewritten schedule of circuits in each panelboard. Include the room numbers (as finally described by the Owner) and items served on the cards. Obtain final room numbers from Architect prior to creating schedule. D. Mount the panelboard so that maximum height of the top circuit breaker above finished floor shall not exceed 78 inches. E. For panelboards located in areas accessible to the public, paint the exposed surfaces of the trims, doors, and boxes with finishes to match surrounding surfaces after the panelboards have been installed. F. Circuit numbers shall correspond to the approved panel schedule. Provide as-built drawings showing the actual circuit numbers being used for each device on each branch circuit if changes are required. G. Verify depth of all flushmounted enclosures in walls to be certain wall depth will accommodate panel depth prior to installation. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 2416 26 2416 Panelboards 7/30/2024 Page 5 of 6 H. All openings in switchgear and panelboards that are unused shall be sealed with bolts and washers. Use caulking where holes or openings cannot be sealed by way of a washer, or bolts or conduit seals. I. Contractor shall include the services of an independent testing company to test GFI circuit breakers in distribution and main panelboards. END OF SECTION Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 2416 26 2416 Panelboards 7/30/2024 Page 6 of 6 THIS PAGE LEFT INTENTIONALLY BLANK Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 2726 26 2726 Wiring Devices 7/30/2024 Page 1 of 4 SECTION 26 2726 WIRING DEVICES PART 1 - GENERAL 1.01 RELATED DOCUMENTS A. Drawings and general provisions of this Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY A. This Section Includes: 1. Wiring devices. B. Related Work: 1. Section 26 0500, COMMON WORK RESULTS FOR ELECTRICAL. 2. Section 26 0533, RACEWAYS AND BOXES FOR ELECTRICAL SYSTEMS. 3. Section 26 0519, LOW VOLTAGE ELECTRICAL POWER CONDUCTORS AND CABLES. 4. Section 26 0526, GROUNDING AND BONDING FOR ELECTRICAL SYSTEMS. PART 2 - PRODUCTS 2.01 RECEPTACLES A. General: All receptacles shall be listed by Underwriters Laboratories, Inc. 1. Mounting straps shall be plated steel, with break-off plaster ears and shall include a self- grounding feature (this feature does not substitute for a grounding conductor terminated on grounding strap of device). Terminal screws shall be brass, brass plated or a copper alloy metal. 2. Receptacles shall be of a screw terminal type, “pressure type quick wire” terminations are not allowed. B. Duplex receptacles shall be Style Line/Decora single phase, 20 ampere, 120 volts, 2-pole, 3-wire, and conform to the NEMA 5-20R configuration in NEMA WD 6. The duplex type shall have bussing break-off feature for two-circuit operation. The ungrounded pole of each receptacle shall be provided with a separate terminal. 1. Bodies shall be white in color. Verify wiring device color selection to be provided by Architect. Contractor to verify device color with Architect prior to procurement. 2. Switched duplex receptacles shall be wired so that only the top receptacle is switched. The remaining receptacle shall be unswitched. 3. Ground Fault Interrupter Duplex Receptacles: Shall be an integral unit suitable for mounting in a standard outlet box. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 2726 26 2726 Wiring Devices 7/30/2024 Page 2 of 4 a. Ground fault interrupter shall be commercial grade and consist of a differential current transformer, solid state sensing circuitry and a circuit interrupter switch. It shall be rated for operation on a 60 Hz, 120 volt, 20-ampere branch circuit. Device shall meet CEC requirements. Device shall have a minimum nominal tripping time of 1/30th of a second. Devices shall meet UL 943. C. Receptacles; 20, 30 and 50 ampere, 250 volts: Shall be complete and match with appropriate cord grip plug. Devices shall meet UL 231. D. Weatherproof Receptacles: Shall consist of a listed weather resistant duplex receptacle, mounted in box with a gasketed, while in use weatherproof, cast metal cover plate and cap receptacle opening. The cap shall be permanently attached to the cover plate by a spring-hinged flap. Approved manufacturers: Intermatic WP10 Series, Thomas & Betts/Red Dot 2CK Series, or engineer approved equal. 2.02 SWITCHES AND DIMMERS A. Style Line/Decora rocker switches shall be totally enclosed tumbler type with bodies of phenolic compound. Toggle handles color to match receptacle device color unless otherwise specified. 1. Shall be single unit toggle, butt contact, quiet AC type, heavy-duty general-purpose use with an integral self grounding mounting strap with break-off plasters ears and be of a screw terminal type. 2. Shall be color coded for current rating, listed by Underwriters Laboratories, Inc., and meet the requirements of NEMA WD 1, Heavy-Duty and UL 20. 3. Ratings: a. 120 volt circuits: 20 amperes at 120-277 volts AC. b. 277 volt circuits: 20 amperes at 277 volts AC. 4. The switches shall be mounted on the strike plate side of doors. 5. Incorporate barriers between switches with multi-gang outlet boxes where required by the CEC. 6. All toggle switches shall be of the same manufacturer. 2.03 WALL PLATES A. Wall plates for switches and receptacles shall be thermo plastic B. Standard NEMA design, so that products of different manufacturers will be interchangeable. Dimensions for openings in wall plates shall be accordance with NEMA WD1. C. For receptacles or switches ganged together, wall plates shall be a single ganged plate. D. Wall plates for data, telephone or other communication outlets shall be as specified in the associated specification. E. Surface mounted boxes, NEMA1, shall be industrial grade raised galvanized steel covers. In shop areas all receptacles shall be dust proof and or waterproof where applicable. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 2726 26 2726 Wiring Devices 7/30/2024 Page 3 of 4 F. Waterproof device covers shall be cast iron, 4-corner screw type, for FS and FD type mounting. Device covers shall be zinc galvanized finish. Weatherproof covers shall be lockable. PART 3 - EXECUTION 3.01 INSTALLATION A. Switches installed in hazardous areas shall be explosion proof type in accordance with the CEC and as shown on the drawings. B. Installation shall be in accordance with the CEC, NECA “Standard of Installation”, and as shown as on the drawings. C. Ground terminal of each receptacle shall be bonded to the outlet box with an approved green bonding jumper, and also be connected to the green equipment grounding conductor. D. General: Devices shall be of the type specified herein. All devices shall be installed with “pigtailed” leads from the outlet box. No device shall be used in the “feed through” application. Screw terminals shall be used to connect all devices to the circuit and shall be grounded by means of a ground wire where grounding terminals are provided in the device. E. Installation: Devices and plates shall be installed in a “plumb” condition and must be flush with the finish surface of the wall where boxes are recessed. F. Mounting heights: All control and convenience devices shall comply with California Code of Regulations Title 24 and ADA with respect to accessibility requirements. Mounting heights indicated on plans shall have precedence. G. Install switches with the off position down. H. Clean debris from outlet boxes. I. Provide extension rings as required to bring outlet boxes flush with finished surface or casework. J. Test each receptacle device for proper polarity. END OF SECTION Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 2726 26 2726 Wiring Devices 7/30/2024 Page 4 of 4 THIS PAGE LEFT INTENTIONALLY BLANK Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 5100 26 5100 Interior Lighting 7/30/2024 Page 1 of 6 SECTION 26 5100 INTERIOR LIGHTING PART 1 - GENERAL 1.01 RELATED DOCUMENTS A. Drawings and general provisions of this Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY A. This Section Includes: 1. Interior lighting systems, including luminaires, ballasts, lamps and emergency lighting equipment. B. Related Work: 1. Section 26 0500, COMMON WORK RESULTS FOR ELECTRICAL. 2. Section 26 0533, RACEWAYS AND BOXES FOR ELECTRICAL SYSTEMS: Conduits, fittings, and boxes for raceway systems. 3. Section 26 0519, LOW VOLTAGE ELECTRICAL POWER CONDUCTORS AND CABLES (600 VOLTS AND BELOW): Low voltage power and lighting wiring. 4. Section 26 0526, GROUNDING AND BONDING FOR ELECTRICAL SYSTEMS: Requirements for personnel safety and to provide a low impedance path for possible ground fault currents. 5. Section 26 5600, EXTERIOR LIGHTING. 6. Section 26 5670, LIGHTING ACCEPTANCE TESTING. 1.03 SUBMITTALS A. Submit in accordance with Section 26 0500, COMMON WORK RESULTS FOR ELECTRICAL. B. Shop Drawings: 1. Sufficient information, clearly presented, shall be included to determine compliance with drawings and specifications. 2. Include electrical ratings, dimensions, mounting, details, materials, terminations, wiring and connection diagrams, photometric data, ballasts, luminaires, lamps and controls. 1.04 APPLICABLE PUBLICATIONS A. Publications listed below (including amendments, addenda, revisions, supplements) form a part of this specification to the extent referenced. Publications are referenced in the text by the basic designation only. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 5100 26 5100 Interior Lighting 7/30/2024 Page 2 of 6 B. American Society for Testing and Materials (ASTM). C. American National Standards Institute (ANSI). D. Aluminum Association Inc. (AA). E. Illuminating Engineering Society of North America (IESNA). F. National Electrical Manufacturers Association (NEMA). G. National Fire Protection Association (NFPA). H. Underwriters Laboratories, Inc. (UL). 1.05 DEFINITIONS A. Lighting terminology used herein is defined in IES B. Exception: The term “driver” is used herein to cover both drivers and power supplies, where applicable. C. Clarification: The term “LED light source(s)” is used herein per IES to cover LED package(s), module(s), and array(s). PART 2 - PRODUCTS 2.01 MATERIALS AND EQUIPMENT A. Materials and equipment shall be in accordance with CEC, UL, ANSI, and as shown on the drawings and specified. 2.02 LIGHTING FIXTURES (LUMINAIRES) A. Shall be in accordance with NFPA 70, UL 1598 and shall be as shown on drawings and as specified. All luminaires shall have been certified to the California Energy Commission by its manufacturer to comply with the efficiency standards as per California Code of Regulations Title 24, Part 6, Section 111 referencing the Appliance Efficiency Regulations in Title 20. Post certification with building permit. B. Sheet Metal: 1. Shall be formed to prevent warping and sagging. Housing, trim and lens frame shall be true, straight (unless intentionally curved) and parallel to each other as designed. 2. Wireways and fittings shall be free of burrs and sharp edges and shall accommodate internal and branch circuit wiring without damage to the wiring. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 5100 26 5100 Interior Lighting 7/30/2024 Page 3 of 6 3. When installed, any exposed fixture housing surface, trim frame, door frame and lens frame shall be free of light leaks; lens doors shall close in a light tight manner. a. Hinged door closure frames shall operate smoothly without binding when the fixture is in the installed position, and latches shall function easily by finger action without the use of tools. C. Ballasts shall be serviceable while the fixture is in its normally installed position, and shall not be mounted to removable reflectors or wireway covers. D. Recessed fixtures shall be of the type approved for the ceiling and insulation conditions and appropriate for the installation location. Insulation must be held back from the fixture to provide manufacturers' recommended clearances for proper operation. Thermal tripping shall be the installer's responsibility to correct. Where installed in fire rated ceilings, coordinate installation of fire rated enclosures around the ceiling penetrations. Fixtures shall contain the proper through wiring capacity for that which is shown on the plans. E. Recessed fixtures shall be provided with the appropriate trims and hardware compatible with the ceiling type shown. Plaster frames are required where plaster or gypsum board ceilings are encountered. F. Mechanical Safety: Lighting fixture closures (lens doors, trim frame, hinged housings, etc.) shall be retained in a secure manner by captive screws, chains, captive hinges or fasteners such that they cannot be accidentally dislodged during normal operation or routine maintenance. G. Metal Finishes: 1. The manufacturer shall apply standard finish (unless otherwise specified) over a corrosion resistant primer, after cleaning to free the metal surfaces of rust, grease, dirt and other deposits. Edges of pre-finished sheet metal exposed during forming, stamping or shearing processes shall be finished in a similar corrosion resistant manner to match the adjacent surface(s). Fixture finish shall be free of stains or evidence of rusting, blistering, or flaking. 2. Interior light reflecting finishes shall be white with not less than 85 percent reflectances, except where otherwise specified on the drawing. 3. Exterior finishes shall be as shown on the drawings. H. Provide all lighting fixtures with a specific means for grounding metallic wireways and housings to an equipment grounding conductor. I. Light Transmitting Components for Fluorescent Fixtures: 1. Shall be 100 percent virgin acrylic plastic or water white, annealed, crystal glass. 2. Flat lens panels shall have not less than 1/8 inch of average thickness. The average thickness shall be determined by adding the maximum thickness to the minimum unpenetrated thickness and dividing the sum by 2. 3. Unless otherwise specified, lenses, diffusers and louvers shall be retained firmly in a metal frame by clips or clamping ring in such a manner as to allow expansion and contraction of the lens without distortion or cracking. J. Recessed LED fixtures shall be manufactured specifically for compact fluorescent or LED lamps with ballasts or drivers integral to the fixture. Assemblies designed to retrofit fixtures are Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 5100 26 5100 Interior Lighting 7/30/2024 Page 4 of 6 prohibited except when described in this fashion. Fixtures shall be designed for lamps as specified. K. Provide fixtures with a U.L. listing for shower or shower rating above shower or tub areas. 2.03 LED LUMINAIRE REQUIREMENTS A. General Requirements: 1. Luminaire shall have an external label per ANSI C136.15 2. Luminaire shall have an internal label per ANSI C136.22. 3. Luminaires shall start and operate in -20°C to +40°C ambient. 4. LED light source(s) and driver(s) shall be RoHS compliant. 2.04 LED DRIVER A. Driver 1. Rated case temperature shall be suitable for operation in the luminaire operating in the ambient temperatures as indicated. 2. Shall accept the voltage or voltage range indicated, and shall operate normally for input voltage fluctuations of plus or minus 10 percent. Consistent with NEMA SSL 1. 3. Shall have a minimum Power Factor (PF) of 0.90 at full input power and across specified voltage range. B. Electromagnetic interference 1. Shall have a maximum Total Harmonic Distortion (THD) of 20% at full input power and across specified voltage range. 2. Shall comply with FCC 47 CFR part 15 non-consumer RFI/EMI standards. C. The following shall be in accordance with corresponding sections of ANSI C136.37 1. Wiring and grounding 2. All internal components shall be assembled and pre-wired using modular electrical connections. 3. Mounting provisions 4. Terminal blocks for incoming AC lines 5. Latching and hinging 6. Ingress protection 2.05 LAMPS A. Provide lamps for all luminaires. B. Lamps, coated or clear as recommended by luminaire manufacturer to provide for maximum luminaire efficiency in luminaire used. Provide coated lamps for all interior luminaires. C. For interior use, all metal halide lamps installed in a common area of building are of the same manufacturer’s production run. Color discontinuities after initial “burn in” are unacceptable Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 5100 26 5100 Interior Lighting 7/30/2024 Page 5 of 6 and shall be replaced if deemed unacceptable to Owner. All indoor HID lamps shall be coated unless otherwise noted. D. Position oriented lamps shall be used in all horizontal mounted lamp position fixtures. Universal lamp is not acceptable in horizontal lamp position. E. LED LIGHT SOURCE 1. Minimum Color Rendering Index (CRI): 60. 2. Correlated Color Temperature (CCT) a. CCT shall be as listed in Table 1 below: Table 1. Allowable CCT Manufacturer-Rated Nominal CCT (K) Allowable LM-79 Chromaticity Values Measured CCT (K) 2700 2580 to 2870 3000 2870 to 3220 3500 3220 to 3710 4000 3710 to 4260 4500 4260 to 4746 5000 4745 to 5311 5700 5310 to 6020 6500 6020 to 7040 2.06 INSTALLATION A. Installation and furnishing of lighting fixtures shall be in accordance with the CEC, manufacturer's instructions and as shown on the drawings or specified. Fixtures damaged in transit and storage prior to completion shall be replaced at Contractor’s expense. B. Align, mount and level the lighting fixtures uniformly. C. Avoid interference with and provide clearance for equipment. Where the indicated locations for the lighting fixtures conflict with the locations for equipment, change the locations for the lighting fixtures by the minimum distances necessary as approved by the Architect. The Architectural reflected ceiling plan will take precedence over electrical plans. D. For suspended lighting fixtures, the mounting heights shall provide the clearances between the bottoms of the fixtures and the finished floors as shown on the drawings. E. Lighting Fixture Supports: 1. Contractor shall provide support for all of the fixtures independent of suspended ceilings. Supports may be anchored to channels of the ceiling construction, to the structural slab or to structural members within a partition, or above a suspended ceiling. 2. Shall maintain the fixture positions after cleaning and relamping. 3. Shall support the lighting fixtures without causing the ceiling or partition to deflect. 4. Hardware for recessed fluorescent fixtures: Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 5100 26 5100 Interior Lighting 7/30/2024 Page 6 of 6 5. Fixtures shall be supported as detailed on drawings and as required by DSA standards. 6. Installation: Fixtures shall be securely mounted on ceilings and walls with appropriate fastening devices. "Drop-in" type T-bar fixtures shall be secured with #12 gauge safety "earthquake wires" as described by California Code of Regulations Title 24 Part 2, Chapter 47. "Earthquake clips" will be required for fastening to the T-bar system in addition to safety wire. Surface mounted fluorescent fixtures shall be solidly screwed or clipped into framing above drywall with 4-#10 sheet metal screws into each fixture. Provide blocking for screw supports behind all surface mounted lighting fixtures weighing more than 15 lbs. 7. Surface mounted lighting fixtures: a. Fixtures shall be bolted against the ceiling independent of the outlet box at four points spaced near the corners of each unit. The bolts shall be minimum ¼-20 bolt, secured to structural ceiling. Non-turning studs may be attached to the building structure by 12 gauge safety hangers. 8. Fixtures mounted in open construction shall be secured directly to the building structure with approved bolting and clamping devices. 9. Single or double pendent mounted lighting fixtures: a. Each stem shall be supported by an approved outlet box, mounted swivel joint and canopy which holds the stem captive and provides spring load (or approved equivalent) dampening of fixture oscillations. Outlet box shall be supported vertically from the building structure and be allowed to swing to a 45 degree angle. 10. Outlet boxes for support of lighting fixtures (where permitted) shall be secured directly to the building structure with approved devices or supported vertically in a hung ceiling from the building structure with a nine gauge wire hanger, and be secured by an approved device to a main ceiling runner or cross runner to prevent any horizontal movement relative to the ceiling. F. Furnish and install the specified lamps for all lighting fixtures as part of this project. G. Coordinate between the electrical and ceiling trades to ascertain that approved lighting fixtures are furnished in the proper sizes and installed with the proper devices (hangers, clips, trim frames, flanges), to match the ceiling system being installed. H. Bond lighting fixtures and metal accessories to the grounding system as specified in Section 26 0526, GROUNDING AND BONDING FOR ELECTRICAL SYSTEMS. I. At completion of project, relamp all fixtures which have failed/burned-out lamps. Clean all fixtures, lenses, diffusers and louvers that have accumulated dust/dirt during construction. J. Provide unswitched leg of interior lighting branch circuit to integral emergency battery pack light fixtures, exit signs and night lights as applicable per lighting plans. K. Wallmount fixtures in walkway areas shall not project more than 4 inches from wall when projection occurs lower than 80 inches. END OF SECTION Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 5600 26 5600 Exterior Lighting 7/30/2024 Page 1 of 6 SECTION 26 5600 EXTERIOR LIGHTING PART 1 - GENERAL 1.01 DESCRIPTION A. This section specifies the furnishing, installation, and connection of exterior luminaires, controls, poles and supports. 1.02 RELATED WORK A. Section 26 0500, COMMON WORK RESULTS FOR ELECTRICAL. B. Section 26 0533, RACEWAYS AND BOXES FOR ELECTRICAL SYSTEMS: Conduits, fittings, and boxes for raceway systems. C. Section 26 0519, LOW VOLTAGE ELECTRICAL POWER CONDUCTORS AND CABLES (600 VOLTS AND BELOW): Low voltage power and lighting wiring. D. Section 26 0546.13, ELECTRIC UTILITY SYSTEMS: Underground handholes and conduits. E. Section 26 0526, GROUNDING AND BONDING FOR ELECTRICAL SYSTEMS: Requirements for personnel safety and to provide a low impedance path for possible ground fault currents. F. Section 26 5100, INTERIOR LIGHTING. G. Section 26 5670, LIGHTING ACCEPTANCE TESTING. 1.03 SUBMITTALS A. Submit in accordance with Section 26 0500, COMMON WORK RESULTS FOR ELECTRICAL. B. Shop Drawings: 1. Sufficient information, clearly presented, shall be included to determine compliance with drawings and specifications. 2. Include electrical ratings, dimensions, mounting, details, materials, required clearances, terminations, wiring and connection diagrams, photometric data, ballasts, poles, luminaires, effective projected area (EPA), lamps and controls. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 5600 26 5600 Exterior Lighting 7/30/2024 Page 2 of 6 1.04 APPLICABLE PUBLICATIONS A. Publications listed below (including amendments, addenda, revisions, supplements) form a part of this specification to the extent referenced. Publications are referenced in the text by the basic designation only. B. American Society for Testing and Materials (ASTM). C. American Concrete Institute (ACI). D. American National Standards Institute (ANSI). E. Aluminum Association Inc. (AA). F. Illuminating Engineering Society of North America (IESNA). G. National Electrical Manufacturers Association (NEMA). H. National Fire Protection Association (NFPA). I. Underwriters Laboratories, Inc. (UL). 1.05 DELIVERY, STORAGE, AND HANDLING A. Poles: Do not store poles on ground. Store poles so they are at least one foot above ground level. Do not remove factory-applied pole wrappings until just prior to installation of pole. PART 2 - PRODUCTS 2.01 MATERIALS AND EQUIPMENT A. Materials and equipment shall be in accordance with CEC, UL, ANSI, as shown on the drawings and as specified. 2.02 POLES A. General: 1. Poles shall be steel or aluminum as specified in fixture schedule and as shown on the drawings. Finish shall be as approved by the Architect. Assume custom color for bidding. 2. The pole and arm assembly shall be designed for wind loading of 100 miles per hour, with an additional 30 percent gust factor, supporting luminaire(s) having the effective projected areas indicated as per manufacturer data. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 5600 26 5600 Exterior Lighting 7/30/2024 Page 3 of 6 3. Poles shall anchor-bolt type designed for use with underground supply conductors. Poles shall have gasketed handhole with a minimum clear opening of 2.5” x 5”. Handhole cover shall be secured by stainless steel captive screws. 4. Provide a steel grounding stud opposite hand hole openings. B. Provide a base cover matching the pole in material and color to conceal the mounting hardware pole-base welds and anchor bolts. C. Hardware: All necessary hardware shall be 300 series tamperproof stainless steel. D. Types: 1. Aluminum: Provide aluminum poles manufactured of corrosion resistant AA AAH35.1 aluminum alloys conforming to AASHTO LTS-4 for Alloy 6063-T6 or Alloy 6005-T5 for wrought alloys, and Alloy 356-T4 (3,5) for ASTM B108-01 cast alloys. Poles shall be seamless extruded or spun seamless type. Provide a pole grounding connection designed to prevent electrolysis when used with copper ground wire. Base covers for aluminum poles shall be cast from 356-T6 aluminum alloy in accordance with ASTM B108-01. 2. Steel: Provide steel poles having minimum 11-gage steel with minimum yield/strength of 48,000 psi and iron-oxide primed factory finish. Base covers for steel poles shall be structural quality hot-rolled carbon steel plate having a minimum yield of 36,000 psi. 2.03 FOUNDATIONS FOR POLES A. Foundations shall be cast-in-place concrete. B. Foundations shall support the effective projected area of the specified pole, arm(s), luminaire(s), and all accessories specified under wind conditions as specified in this section. C. Place concrete in spirally wrapped treated paper forms for round foundations, and construct forms for square foundations. D. Rub-finish and round all above-grade concrete edges to approximately 1/4” radius unless otherwise detailed. E. Concrete shall have 3000 psi minimum 28 day compressive strength. F. Anchor bolt assemblies and reinforcing of concrete foundations shall be as shown on the drawings and meet ACI 318. Anchor bolts shall be in a welded cage or properly positioned by the tie wire to stirrups. G. Install a copperclad ground rod, not less than 5/8” diameter by 10’ long in pullbox adjacent to each fixture. Where rock or layered rock is present, drill a hole not less than 2” in diameter and 6’ deep, backfill with tamped fine sand and drive the rod into the hole. Bond the rod to the pole with not less than number 6 AWG bare copper wires. The method of bonding shall be approved for the purpose. H. After leveling of pole grout base solid between plate and footing with dry pack concrete for vibration reduction. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 5600 26 5600 Exterior Lighting 7/30/2024 Page 4 of 6 2.04 LUMINAIRES A. UL 1598 and ANSI C136.17. Luminaries shall be weatherproof, heavy duty, outdoor types designed for efficient light utilization, adequate dissipation of lamp and ballast heat and safe cleaning and relamping. B. Light emitting diode (LED)-based solid state lighting (SSL) products shall be factory tested in accordance to the International Engineering Society (IES) LM-79 recommendations and meet ANSI C78.377-2008 standards. C. LED light sources shall be factory tested in accordance to IES LM-80 recommendations. D. LED-based SSL product shall incorporate an external heat sink, integral to the luminaire. E. IESNA HB-9 and RP-8 light distribution pattern types shall be as indicated on the drawings. F. Incorporate associated ballasts and drivers within the luminaire housing. G. Lenses shall be frame-mounted heat-resistant, borosilicate glass, prismatic refractors. Attach the frame to the luminaire housing by hinges or chain. H. Pre-wire internal components to terminal strips at the factory. I. Bracket mounted luminaries shall have leveling provisions and clamp type adjustable slip-fitters with locking screws. J. Materials shall be rustproof. Latches and fittings shall be non-ferrous metal. K. LED-based SSL luminaires shall be manufactured specifically for LED lamps with drivers integral to the luminaire housing. 2.05 LAMPS A. Luminaires shall be listed for the lamp specified on the associated electrical plans. Install the proper lamps in every luminaire installed. B. Lamps shall be clear or coated as recommended by luminaire manufacturer to provide for maximum luminaire efficiency in fixture used. 2.06 LED-BASED SOLID STATE DRIVERS A. Shall be listed by either U.L. or equal listing agency and comply with IEEE C.62.41-1991, Class A operation. B. Provide a minimum power factor of 0.9. C. Minimum operating temperature appropriate for outdoor environments. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 5600 26 5600 Exterior Lighting 7/30/2024 Page 5 of 6 D. Shall operate at a frequency greater than or equal to 120Hz. PART 3 - EXECUTION 3.01 INSTALLATION A. Install lighting in accordance with the CEC, as shown on the drawings, and in accordance with manufacturer’s recommendations. B. Poles: 1. Provide pole foundations with galvanized steel anchor bolts, threaded at the top end and bent 1.57 rad 90 degrees at the bottom end. Provide galvanized nuts, washers, and ornamental covers for anchor bolts. Thoroughly compact backfill with compacting arranged to prevent pressure between conductor, jacket, or sheath and the end of conduit elbow. Adjust poles as necessary to provide a permanent vertical position with the bracket arm in proper position for luminaire location. 2. After the poles have been installed, shimmed and plumbed, grout the spaces between the pole bases and the concrete base with non-shrink concrete grout material. Provide a plastic or copper tube, of not less than 3/8” inside diameter, through the grout tight to the top of the concrete base for moisture weeping. 3. Attach pole base cover to pole flange with set screws. C. Foundation Excavation: Depth shall be as indicated on drawings. Dig holes large enough to permit the proper use of tampers to the full depth of the hole. Place backfill in the hole in 6” maximum layers and thoroughly tamp. Place surplus earth around the pole in a conical shape and pack tightly to drain water away. D. Photocell Switch Aiming (where applicable): Aim switch according to manufacturer’s recommendations. Mount switch on or beside each luminaire when switch is provided in cast weatherproof aluminum housing with swivel arm or set adjustable window slide for proper footcandles photocell turn-on. 3.02 GROUNDING A. Ground noncurrent-carrying parts of equipment including metal poles, luminaries, mounting arms, brackets, and metallic enclosures as specified in Section 26 0526, GROUNDING AND BONDING FOR ELECTRICAL SYSTEMS. Where copper grounding conductor is connected to a metal other than copper, provide specially treated or alloyed connectors suitable and listed for this purpose. END OF SECTION Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 5600 26 5600 Exterior Lighting 7/30/2024 Page 6 of 6 THIS PAGE INTENTIONALLY LEFT BLANK Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 5670 26 5670 Lighting Acceptance Testing 7/30/2024 Page 1 of 4 SECTION 26 5670 LIGHTING ACCEPTANCE TESTING PART 1 - GENERAL 1.01 RELATED DOCUMENTS A. Drawings and general provisions of this Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.02 SUMMARY A. This Section Includes: 1. The Contractor shall be responsible for the Certificate of Acceptance, but coordinate with the Certified California Lighting Controls Test Technician to assure that all required documents have been filed with and approved by the enforcement agency prior to receiving a final occupancy permit. The Certificate of Acceptance will indicate that the Contractor has demonstrated acceptance requirements of the plans and specifications, that current requirements for installation certificates are met, and that currently required operating and maintenance information (as well as the Certificate of Acceptance) were provided to the building Owner. 2. Testing, evaluation and calibration of lighting controls equipment provided, installed and connected in Division 26. 3. Documentation of test results, completion of “Certificate of Acceptance” and “Certificate of Installation” forms and filing with the enforcement agency for approval. 4. Specific Jobsite Conditions: a. Acceptance testing must be tailored for each specific design, job site, and climactic conditions. While the steps for conducting each test remain consistent, the application of the tests to a particular site may vary. The Contractor shall review the construction documents and include all required time, material, testing equipment, etc. as required to complete the requirements of this section. B. Related Work: 1. Section 26 0500, COMMON WORK RESULTS FOR ELECTRICAL. 2. Section 26 5100, INTERIOR LIGHTING. 3. Section 26 5600, EXTERIOR LIGHTING. 4. Section 26 0926, LIGHTING CONTROL SYSTEM. 5. Section 26 0900, CONTROLS AND INSTRUMENTATION. 1.03 REFERENCES A. Acceptance Testing Criteria: 2016 Building Energy Efficiency Standards Non-Residential Compliance Manual. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 5670 26 5670 Lighting Acceptance Testing 7/30/2024 Page 2 of 4 1.04 SYSTEM DESCRIPTION A. Performance Requirements: 1. All material, equipment, labor and technical supervision to perform tests, calibrations and documentation specified herein. B. Scope of Testing, Evaluation and Calibration (as applicable): 1. Automatic (master) time switches. 2. Occupancy sensors. 3. Automatic daylighting controls. 4. Photo electric sensors. 5. Daylighting controls. 6. Outdoor astronomical time switches. 7. Area controls. 1.05 SUBMITTALS A. Test Reports: 1. Written record of all tests and completion of forms included in this section. 2. At completion of project, assemble a final test report. Submit report to the enforcement agency and the Owner prior to final occupancy to include: a. Summary of project. b. Description of systems and equipment tested. c. Visual inspection report. d. Description of tests. e. Test results. f. Conclusions and recommendations. 3. Report shall be bound in booklet form, include on the Contractor’s letterhead the title of the report and the systems tested. B. Constructability Plan Review 1. The Contractor shall review the construction drawings and specifications to understand the scope of the acceptance tests and raise critical issues that might affect the success of the acceptance tests prior to starting construction. Any constructability issues associated with the lighting system should be forwarded to the design team for review/modifications prior to equipment procurement and installation. The Contractor shall submit on company letterhead, with the lighting control equipment required by Section 26 0500, COMMON WORK RESULTS FOR ELECTRICAL, 1.4B, a letter confirming that the constructability review has been completed and their company has reviewed and is prepared to complete the lighting acceptance testing required by this section. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 5670 26 5670 Lighting Acceptance Testing 7/30/2024 Page 3 of 4 PART 2 - PRODUCTS 2.01 FORMS A. Lighting Installation forms and verification procedures for lighting systems that require acceptance testing can be downloaded from the following website: www.energy.ca.gov/2015publications/CEC-400-2015-033/appendices/forms/NRCI B. Lighting Acceptance forms are to be provided by a Certified California Lighting Controls Acceptance Test Technician. The California Energy Commission adopted changes to the California building Efficiency Standards (Title 24, Parts 1 and 6) that require lighting controls and devices to be certified as properly installed and operational, prior to issuance of occupancy permits. All Acceptance Technicians must be employed by an Acceptance Test employer that provides support as well as quality control. Certified California Lighting Controls Acceptance Test Technicians can be found at the following website: www.calctp.org/acceptance- technicians/contractors C. These completed forms will be the deliverable product to the enforcement agency and Owner as described in 1.4 of this section. PART 3 - EXECUTION 3.01 FIELD QUALITY CONTROL A. Tests: 1. Contractor's Responsibilities: a. Perform all required tests required by this section. b. Schedule testing with building Owner. c. Provide Installation forms d. Acceptance forms provided by California Certified Lighting Controls Technician hired by Contractor. e. Calibration of equipment such as light meters, photo electric controls, etc. f. Programming of time switches (interior/exterior lighting) for operations as directed by the Owner. 3.02 ADJUSTING A. Final Settings: The Contractor shall be responsible for implementing all final settings and adjustments on controls equipment as required for a complete and operating system. END OF SECTION Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 26 5670 26 5670 Lighting Acceptance Testing 7/30/2024 Page 4 of 4 THIS PAGE INTENTIONALL LEFT BLANK Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 23 0013 23 0013 General Mechanical Requirements 08-01-2024 Page 1 of 2 Section 23 0013 General Mechanical Requirements THIS SECTION PROVIDED BY ELECTRICAL ENGINEER END OF SECTION Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 23 0013 23 0013 General Mechanical Requirements 08-01-2024 Page 2 of 2 This page intentionally left blank Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 31 2001 31 2001 Pumptrack Earthwork 06-26-2024 Page 1 of 10 Section 31 2001 Pumptrack Earthwork PART 1 GENERAL 1.01 SUMMARY A. This Section includes the following items of work within the pumptrack area: 1. Preparing subgrades for pumptrack asphalt pavements. 3. Subbase course for pumptrack asphalt pavements. 4. Excavating and backfilling trenches for underground utilities and drainage systems. 5. Grading of areas to receive topsoil/mulch. 7. Moving and spreading previously stockpiled topsoil. B. References: See 00 72 01 and 32 18 01 1.02 DEFINITIONS A. Backfill: Soil materials used to fill an excavation. 1. Initial Backfill: Backfill placed beside and over pipe in a trench, including haunches to support sides of pipe. 2. Final Backfill: Backfill placed over initial backfill to fill a trench. B. Base Course: Layer placed between the subbase course and paving. C. Bedding Course: Layer placed over the excavated subgrade in a trench before laying pipe. D. Borrow: Satisfactory soil imported from off-site for use as fill or backfill. E. Excavation: Removal of material encountered above subgrade elevations. 1. Additional Excavation (Over-Excavation): Excavation below subgrade elevations of unsatisfactory soil materials as directed by the Owner’s Representative. Additional excavation and replacement material may be paid for according to Contract provisions for changes in the Work. 2. Bulk Excavation: Excavations more than 10-feet (3 m) in width and pits more than 30-feet (9 m) in either length or width. 3. Unauthorized Excavation: Excavation below subgrade elevations or beyond indicated dimensions without direction by the Owner’s Representative. F. Fill: Soil materials used to raise existing grades to subgrade elevation. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 31 2001 31 2001 Pumptrack Earthwork 06-26-2024 Page 2 of 10 G. Structural Fill: Satisfactory soil material obtained from on-site excavations required for embankment construction within the zone of influence and meeting the specified material requirement. H. General Fill: Satisfactory soil material obtained from common excavation, unsuitable material excavation, and off-site borrows, locations if necessary for backfilling and embankment construction in all areas not within the zone of influence and meeting the specified material requirements. General fill material shall also include crushed aggregate materials resulting from building and site improvement demolition activities. Crushed concrete, asphalt, brick and masonry free of finishes, paints, coatings, wire mesh and reinforcing steel may be used as general fill material with a maximum particle size of 2-inches in diameter. I. Rock: Rock material in beds, ledges, unstratified masses, and conglomerate deposits and boulders of rock material ¾-cubic yards or more in volume that when tested by the Independent Testing Agency, according to ASTM D 1586, exceeds a standard penetration resistance of 100-blows per 2-inches. J. Subbase Course: Layer placed between the subgrade and base course for asphalt paving. K. Subgrade: Surface or elevation remaining after completing excavation, or top surface of a fill or backfill immediately below subbase, drainage fill, or topsoil materials. L. Utilities include on-site underground pipes, conduits, ducts, and cables. 1.03 SUBMITTALS A. Product Data for the following (where required and if specified): 1. All import material per source. 2. All Class II Aggregate Base Material. 2. Drainage fabric. 3. Separation fabric. B. Samples: For the following where required and if specified: Samples of off-site borrow material for testing by Independent Testing Agency. Material must be reviewed by Pumptrack Designer and Pumptrack Specialty Work Contractor 1.04 PROJECT CONDITIONS A. Existing Utilities: Do not interrupt utilities serving facilities occupied by the Owner or others unless permitted by the Owner’s Representative. 1.05 REQUIRED INSPECTION POINTS A. During the course of construction, approval of Engineer and Pumptrack B. Designer shall be required: Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 31 2001 31 2001 Pumptrack Earthwork 06-26-2024 Page 3 of 10 Approval Required On: Prior to: 1. Site mass grading layout/staking Mass grading of site 2. Rough grading Layout of riding lanes 3. Layout/staking of riding lanes Layout of riding features (jumps, berms, rollers, prefabricated features, etc.) 4. Layout/staking of riding features Construction/Installation of riding features/lanes 5. Approval of all feature subgrades. Installation of asphalt base course 6. Installation of base course Installation of asphalt paving C. In the event the Contractor continues operations without receiving the above approvals, the inspector may, at his discretion, require the Contractor to return all construction status to the previous approval point. There shall be no additional payment for any removal or reconstruction required under this section. D. The location of riding features (jumps, berms, rollers, prefabricated features, etc.) as depicted in the design plans shall be considered approximate and requiring field fit (e.g. heights, lengths, widths, spacing between features) with oversight from the Pumptrack Designer. Staking shall be reviewed and approved by the Pump Tack Designer prior to starting construction and rough grading and paving activities. The Contractor shall not be eligible for additional compensation for field fit design changes other than those that cause a significant change in quantities. 1.06 DUST CONTROL A. The Contractor shall comply with local and regional ordinances pertaining to dust control. B. The Contractor shall take adequate measures to control dust on the site. The Contractor shall have on the site an adequate number of watering vehicles to control dust by his operations. PART 2 PRODUCTS 2.01 SOIL MATERIALS A. General: Provide borrow soil materials when sufficient satisfactory soil materials are not available from excavations. B. Satisfactory Soils: ASTM D 2487 soil classification groups free of rock or gravel larger than 2-inches (50-mm) in any dimension, debris, waste, frozen materials, vegetation, and other deleterious matter. On-site materials approved for use as engineered fill shall be approved by the Owner's provided testing agency. C. Unsatisfactory Soils: ASTM D 2487 soil classification groups ML, MH, CH, OL, OH, and PT, or a combination of these group symbols which are not suitable for the support of foundations, floor slabs, pavements, or other elements. D. Backfill and Fill: Satisfactory soil materials. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 31 2001 31 2001 Pumptrack Earthwork 06-26-2024 Page 4 of 10 E. Granular Backfill: Satisfactory soil material obtained from on-site or off-site source meeting the requirements of B-borrow as defined by the CDT Standard Specifications and generally used for backfill of trenches located under or within 5-feet of pavements, walks and structures. F. Crushed Rock Base shall be a Class II Aggregate Base or equal as approved by the Owner’s Representative. 2.02 ACCESSORIES A. Filter Fabric: Nonwoven geotextile specifically manufactured as a drainage geotextile; made from polyolefins, polyesters, or polyamides; and with the following minimum properties determined according to ASTM D 4759 and referenced standard test methods. 1. Grab Tensile Strength: 110-pounds; ASTM D 4632. 2. Tear Strength: 40-pounds; ASTM D 4533. 3. Puncture Resistance: 50-pounds, ASTM D 4833. 4. Water Flow Rate: 150-gallons-per-minute per square foot; ASTM D 4491. 5. Apparent Opening Size: No. 100 U.S. Standard Sieve Size; ASTM D 4751. PART 3 EXECUTION 3.01 PREPARATION NOTE: All Pumptrack features shall be graded in ride order to the greatest extent possible. Contractor shall coordinate with Pumptrack Designer to confirm general layout and shape. A. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement, lateral movement, undermining, washout, and other hazards created by earthwork operations. B. Provide erosion control measures to prevent erosion or displacement of soils and discharge of soil-bearing water runoff or airborne dust to adjacent properties and walkways. C. Protect unattended open excavations by placing construction fencing and warning tape completely around the excavation. D. All grading and earthwork shall comply with the recommendations of the project Geotechnical Report. If any conflicts between these specifications and the Geotechnical Report are determined, the Geotechnical Report recommendation shall take precedence. 3.02 DEWATERING A. Prevent surface water from entering excavations, from ponding on prepared subgrades, and from flooding Project site and surrounding area. Dewater excavations as necessary due to groundwater infiltration. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 31 2001 31 2001 Pumptrack Earthwork 06-26-2024 Page 5 of 10 B. Protect subgrades and foundation soils from softening and damage by rain or water accumulation. 3.03 EXCAVATION A. Explosives: Do not use explosives unless approved by Owner’s Representatives or authorities having jurisdiction. B. Classified Excavation: Excavation to required subgrade elevations classified as earth and rock. Excavation will be classified as earth excavation or rock excavation as follows: 1. Earth excavation includes excavation of pavements and other obstructions visible on surface; underground structures, utilities, and other items indicated to be demolished and removed; together with soil and other materials encountered that are not classified as rock or unauthorized excavation. 2. Intermittent drilling, blasting, or ripping to increase production and not necessary to permit excavation of material encountered will be classified as earth excavation. 3.04 STABILITY OF EXCAVATIONS Comply with OSHA, State statutes, local codes, ordinances, and requirements of authorities having jurisdiction to maintain stable excavations. 3.05 EXCAVATION FOR PUMPTRACK ASPHALT PAVEMENTS Excavate surfaces under pavements to indicated cross sections, elevations, and grades to within a tolerance of plus or minus 0.10-feet. 3.06 EXCAVATION FOR DRAINAGE AND UTILITY TRENCHES A. Excavate trenches to indicated slopes, lines, depths, and invert elevations. B. Excavate trenches to uniform widths to provide a working clearance on each side of pipe or conduit. Excavate trench walls vertically from trench bottom to 12-inches higher than top of pipe or conduit, unless otherwise indicated. Clearance: 12-inches on each side of pipe or conduit or as indicated on the Drawings. C. Trench Bottoms: Excavate and shape trench bottoms to provide uniform bearing and support of pipes and conduit. Shape subgrade to provide continuous support for bells, joints, and barrels of pipes and for joints, fittings, and bodies of conduits. Remove stones and sharp objects to avoid point loading. 1. For pipes or conduit less than 6-inches in nominal diameter and flat-bottom multiple duct conduit units, hand-excavate trench bottoms and support pipe and conduit on an undisturbed subgrade. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 31 2001 31 2001 Pumptrack Earthwork 06-26-2024 Page 6 of 10 2. For pipes and conduit 6-inches or larger in nominal diameter, shape bottom of trench to support bottom 90-degrees of pipe circumference. Fill depressions with tamped sand backfill or material as indicated on the Drawings. 3. Where encountering rock or another unyielding bearing surface, carry trench excavation 6-inches below invert elevation to receive bedding course. 3.07 APPROVAL OF SUBGRADE A. Prior to the placement of any fill material for riding feature (jumps, berms, etc.) construction, the Contractor shall layout (stake, chalk, flag, etc.) the location of each pumptrack feature in order of riding direction as shown on the plans. Layout of riding features must be approved by the Pumptrack Designer or Pumptrack Designer-approved representative before feature construction. After approval of the layout, riding features shall be constructed or installed in the sequence of riding direction as shown on the plans. All features shall be tested by the Pumptrack Designer or Pumptrack Designer-approved representative prior to the construction of the next feature in the sequence. A. Notify Owner’s Representative and Pumptrack Designer when excavations have reached required subgrade. B. Proof roll subgrade and subsequent lifts of fill material within the limits of all pavements in accordance with the requirements of the Geotechnical Engineer. C. If unforeseen unsatisfactory soil is present, continue excavation and replace with compacted backfill or fill material as directed. D. Reconstruct subgrades damaged by freezing temperatures, frost, rain, accumulated water, or construction activities, as directed by the Owner’s Representative. 3.08 STORAGE OF SOIL MATERIALS A. Stockpile excavated materials acceptable for backfill and fill soil materials, including acceptable borrow materials. Stockpile suitable soil materials separate from topsoil and unsuitable material stockpiles without intermixing. Place, grade, and shape stockpiles to drain surface water. Stockpile soil materials away from edge of excavations. Do not store within drip line of remaining trees or immediately next to property lines. 3.09 BACKFILL Backfill excavations promptly, but not before completing the following: 1. Acceptance of construction below finish. 2. Testing, inspecting, and approval of underground utilities. 3. Removal of trash and debris from excavation. 4. Removal of temporary shoring and bracing, and sheeting. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 31 2001 31 2001 Pumptrack Earthwork 06-26-2024 Page 7 of 10 3.10 DRAINAGE AND UTILITY TRENCH BACKFILL A. Place and compact bedding course on unyielding bearing surfaces and to fill unauthorized excavations. Shape bedding course to provide continuous support for bells, joints, barrels of pipes, joints, fittings, and bodies of conduits. B. Place and compact haunching and initial backfill in loose lifts not exceeding 8-inches in thickness. Carefully compact material under pipe haunches and bring backfill evenly up on both sides and along the full length of utility piping or conduit to avoid damage or displacement of utility system. C. Coordinate backfilling with utilities testing. D. Fill voids with approved backfill materials as shoring and bracing, and sheeting is removed. E. Place and compact final backfill as indicated on the Drawings. 1. Final backfill for riding lanes and in miscellaneous areas shall be of approved earth material containing no stones over 4-inches in diameter. Such back- filling shall be deposited in lifts with a maximum 12-inches loose thickness and compacted by hand tamping or mechanical tamping devices. Excess earth to replace settlement shall be neatly rounded over the trench. 2. Final backfill for trenches under paved areas and in areas requiring granular backfill as indicated on the Drawings shall be approved granular material including "B"-borrow. Final backfill shall be placed in 8-inch maximum lifts and compacted by mechanical tamping devices. F. Pipe bedding and backfill lifts shall be compacted to a dry density not less than the following maximum dry density as determined by the Standard Proctor Test (ASTM D-698). USAGE COMPACTION % Bedding 90 Haunching 90 Initial Backfill 90 Final Backfill under Pavements 90 Final Backfill in Seeded Areas 90 G. Install warning tape as required by the Technical Specifications directly above utilities, 12-inches below finished grade, except 6-inches below subgrade under pavements and slabs. 3.11 FILL A. Preparation: Remove vegetation, topsoil, debris, wet and unsatisfactory soil materials, obstructions, and deleterious materials from ground surface prior to placing fills. Where new fill is to be placed on existing slopes that are 5:1 or greater, construct benches a minimum of 10-feet in width cut into the existing slop prior to the placement of fill. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 31 2001 31 2001 Pumptrack Earthwork 06-26-2024 Page 8 of 10 B. After areas to receive embankment have been stripped of topsoil and before embankment is placed, the slab areas and areas to be paved shall be proofrolled. Isolated soft pockets that are located during the proofroll phase shall be excavated and replaced with structural backfill. The material removed from the soft pockets shall be disposed of on-site as directed by the Geotechnical or reused as fill materials in yard areas only. The Geotechnical Engineer shall identify such required replacement of soft pockets. C. Place fill material on approved subgrade or on a previously approved lift in layers to required elevations for each location listed below. 1. Under grass, use satisfactory excavated or borrow soil material. 2. Under Pumptrack asphalt pavements, use Class II aggregate base material. 3.12 MOISTURE CONTROL Uniformly moisten or aerate subgrade and each subsequent fill or backfill layer before compaction as necessary to attain the specified density. 1. Do not place backfill or fill material on surfaces that are muddy, frozen, or contain frost or ice. 2. Remove and replace, or scarify and air-dry satisfactory soil material that is too wet to compact to specified density. 3. Stockpile or spread and dry removed wet satisfactory soil material. 3.13 COMPACTION A. Place backfill and fill materials in layers not more than 8-inches in loose depth for material compacted by heavy compaction equipment, and not more than 4-inches in loose depth for material compacted by hand-operated tampers. B. Place backfill and fill materials evenly on all sides of structures to required elevations. Place backfill and fill uniformly along the full length of each excavation. C. Percentage of Maximum Dry Density Requirements: Compact soil to not less than the following percentages of the Standard Proctor maximum dry density according to ASTM-D 698: 1. Under all Pumptrack asphalt pavements, compact the subgrade and each lift of fill material to at least 90-percent maximum dry density. 2. Under lawn or unpaved areas, compact the top 6-inches below subgrade and each layer of backfill or fill material to at least 90-percent maximum dry density. 3. All fill shall be compacted to the specified density. When the results of the in-place density tests indicate that the compaction limits are not obtained; the areas shall be reworked and retested until the specified limits are reached at the Contractors expense. 3.14 GRADING Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 31 2001 31 2001 Pumptrack Earthwork 06-26-2024 Page 9 of 10 A. General: Uniformly grade areas to a smooth surface, free from irregular surface changes. Comply with compaction requirements and grade to cross sections, lines, and elevations indicated on the construction drawings. 1. Provide a smooth transition between existing adjacent grades and new grades. 2. Cut out soft spots, fill low spots, and trim high spots to conform to required surface tolerances. B. Site Grading: Slope grades to direct water away from Pumptrack features and to prevent ponding. Finish subgrades to required elevations within the following tolerances: 1. Unpaved Areas: Plus or minus 0.15-feet. 3. Asphalt Pavements: Plus or minus 0.10-inches. 3.15 SUBBASE AND BASE COURSES A. Under the Pumptrack asphalt pavements, place 4-inches of Class II subbase course material on prepared subgrades. In addition, place base course material over subbases to pavements where required by the Drawings. All Class II aggregate base shall be compacted to 95-percent relative compaction and comply with the requirements of the Geotechnical Report. 1. Compact subbase and base courses. 2. Shape subbase and base to required crown elevations and cross-slope grades. 3. When thickness of compacted subbase or base course is 6-inches or less, place materials in a single layer. 4. When thickness of compacted subbase or base course exceeds 6-inches, place materials in equal layers, with no layer more than 6-inches thick or less than 3-inches thick when compacted. 3.17 FIELD QUALITY CONTROL A. Independent Testing Agency Services: Testing agency shall inspect and test each subgrade and each fill or backfill layer. Do not proceed until test results for previously completed work verify compliance with requirements. Provide equipment and manpower to conduct proofroll inspections per the requirements of the Contract Documents. B. When testing agency reports that subgrades, fills, or backfills are below specified density, scarify and moisten or aerate, or remove and replace soil to the depth required, recompact and retest until required density is obtained. C. Owner will provide all initial testing; failed test will be paid for by the Contractor using the same testing Agency or approved equal. 3.18 PROTECTION A. Protecting Graded Areas: Protect newly graded areas from traffic and erosion. Keep free of trash and debris. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 31 2001 31 2001 Pumptrack Earthwork 06-26-2024 Page 10 of 10 B. Repair and re-establish grades to specified tolerances where completed or partially completed surfaces that have become eroded, rutted, settled, or lose compaction due to subsequent construction operations or weather conditions. Scarify or remove and replace material to depth directed by the Geotechnical Engineer; reshape and recompact at optimum moisture content to the required density. C. Settling: Where settling occurs during the Project correction period, remove finished surfacing, backfill with additional approved material, compact, and reconstruct surfacing. 1. Restore appearance, quality, and condition of finished surfacing to match adjacent work, and eliminate evidence of restoration to the greatest extent possible. 2. If settling is observable at areas that were excavated or filled, during the period of one year after the Final Acceptance of the Contract Work, the Contractor shall be responsible for removing surface materials (lawn, pavement or other finishes), adding backfill material, compacting backfill, and replacing surface material to restore appearance, quality and conditions of surface or finish to match adjacent work and eliminate evidence of restoration at the Contractor’s expense. 3.19 DISPOSAL OF SURPLUS AND WASTE MATERIALS A. Excess suitable soils shall be disposed of on-site at a location to be determined by Owner’s Representative. B. Excess topsoil shall be used to construct mounds on the site or shall be removed from the site at the direction of the Owner’s Representative. END OF SECTION Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 32 1413 32 1413 Precast Concrete Unit Paving 08-01-2024 Page 1 of 4 Section 32 1413 Precast Concrete Unit Paving PART 1 GENERAL 1.01 SECTION INCLUDES A.Permeable Interlocking concrete paver units. B.Stone Setting Bed C.Permeable Stone Subbase 1.02 RELATED REQUIREMENTS A.City Standard Specification Sections: 1.Division IV -Subbases and Bases 2. 1.03 REFERENCE STANDARDS A.ASTM C936/C936M -Standard Specification for Solid Concrete Interlocking Paving Units; 2021b. 1.04 SUBMITTALS A.See Section 5-1.23 Submittals from City's Standard Specifications. B.Samples: Submit two samples of each paver type,illustrating style,size,color range and surface texture of units being provided. C.Product Data:Provide characteristics of permeable rock including sieve analysis,and source location. PART 2 PRODUCTS 2.01 MANUFACTURERS A.Interlocking Permeable Concrete Pavers: 1.Air Vol Block Pavers.www.airvolblock.com. 2.Belgard Pavers 3.Approved Equal Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 32 1413 32 1413 Precast Concrete Unit Paving 08-01-2024 Page 2 of 4 2.02 MATERIALS A.Interlocking Concrete Pavers: Hydraulically pressed concrete,configured for interlocking with adjacent units and complying with ASTM C936/C936M. 1.Compressive Strength: 8000 pounds per square inch average,with minimum of 7200 pounds per square inch. 2.Joint Type:Permeable Paver Type 3.Thickness: 3-1/8 inches.(80 mm -Vehicular Rated) 4.Type: 3 different square and/or rectangular sizes. 5.Color: Selected from manufacturer's full range. B.Permeable Aggregate Rock Section -complying with gradation requirements of ASTM C33: 1.Bedding Material (Tier 1)-Clean washed,open graded,crushed angular No.8 Aggregate stone 2.Tier 2 -Clean washed,open graded,crushed angular No.57 Aggregate stone 3.Tier 3 -Clean washed,open graded,crushed angular No.2 Aggregate stone. PART 3 EXECUTION 3.01 EXAMINATION A.Verify that substrate is level or to correct gradient,smooth,capable of supporting pavers and imposed loads,and ready to receive work of this Section. B.Verify gradients and elevations of substrate are correct. C.Concrete curb edges are poured and properly cured. 3.02 PREPARATION A.Treat soil with herbicide to retard plant growth. 3.03 INSTALLATION OF SOLID PAVER UNITS A.Spread Tier 3 layer of stone in lifts compacting each lift per plans B.Spread Tier 2 layer of stone in one lift and compact per plans C.Spread Tier 1 -stone bedding layer evenly over prepared substrate surface to depth shown on plans. D.Dampen and roller compact sand to level and even surface. E.Screed and scarify top 1 inch to 1 1/2 inch of sand. F.Place paver units in herringbone pattern creating staggered joints,from straight reference edge. G.Cut paver units at edges with masonry saw. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 32 1413 32 1413 Precast Concrete Unit Paving 08-01-2024 Page 3 of 4 H.Place half units at edge and interruptions. Maintain tight joints. I.Tamp and level paver units with mechanical vibrator with rubber pad until units are firmly bedded,level,and to correct elevation and gradients.Do not tamp unrestrained edges.Do not tamp without rubber pad as exposed metal plate may damage pavers. 3.04 CLEANING A.Do not clean pavers until pavers and mortar are dry. B.Clean soiled surfaces using cleaning solution. Do not harm pavers,joint materials,or adjacent surfaces. C.Use non-metallic tools in cleaning operations. D.Rinse surfaces with clean water. E.Broom clean paving surfaces. 3.05 PROTECTION A.Do not permit traffic over unprotected paver surface. B.Protect paver surface with sheets of plywood. C.Do not permit traffic for 48 hours after pavement placement. END OF SECTION Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 32 1413 32 1413 Precast Concrete Unit Paving 08-01-2024 Page 4 of 4 This page intentionally left blank Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 32 1543 32 1543 Bocce Court Surfacing 08-01-2024 Page 1 of 6 Section 32 1543 Bocce Court Surfacing PART 1 GENERAL 1.01 SECTION INCLUDES A.Bocce Court Paving. 1.02 REFERENCE STANDARDS A.ASTM C136 –Sieve Analysis of Fine and Coarse Aggregates. B.ASTM D2419 –Sand Equivalent Value of Soils and Fine Aggregates. C.USP –U.S.Pharmacopeial Convention (1995). 1.03 SEQUENCING: A.Do not install work specified in this Section prior to acceptance of earth moving. B.Coordinate work specified in this Section with work specified in other Sections to minimize cutting of and operation of heavy equipment over installed decomposed granite surfacing. 1.04 SUBMITTALS A.Product Data:Manufacturer’s product data sheet and installation instructions indicating that product complies with specifications for stabilized decomposed granite surfacing. 1.05 QUALITY ASSURANCE A.Manufacturer Qualifications: Company specializing in manufacturing products specified in this section,with not less than five years of documented experience. 1.06 DELIVERY,STORAGE,AND HANDLING A.Protect decomposed granite from contamination.Store under cover. 1.07 FIELD CONDITIONS A.Field Measurements:Each bidder is required to visit the site of the Work to verify the existing conditions. No adjustments will be made to the Contract Sum for variations in the existing conditions. B.Do not install Stabilized Aggregate pathway during rainy conditions or below 40 degrees Fahrenheit and falling. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 32 1543 32 1543 Bocce Court Surfacing 08-01-2024 Page 2 of 6 C.Do not install decomposed granite surfacing when subbase is wet at saturated field capacity. 1.08 WARRANTY A.Warranty Period: Contractor shall provide warranty for performance of product. Contractor shall warranty installation of product for the time of one year from completion. B.Submit a written warranty executed by the installer agreeing to repair or replace components of Stabilized Aggregate that fail in materials or workmanship within the specified warranty period. C.Contractor shall provide,for a period of sixty days,unconditional maintenance and repairs as required. PART 2 PRODUCTS 2.01 DECOMPOSED GRANITE A.Source from quarry not more than 500 miles from project site. B.Sand and crushed stone shall consist of inert materials that are hard and durable,with stone free from surface coatings and deleterious materials. Gradation requirements shall be as follows: C.Crushed Stone Sieve Analysis Percentage of Weight Passing a Square Mesh Sieve AASHTO T11-82 and T2782 Sieve Size Percent Passing 3/8"100 #4 90-100 #8 75-80 #16 55-65 #30 40-50 #50 25-35 #100 15-20 #200 10-15 D.Sand Equivalent:30 minimum in accordance with ASTM D2419. E.Color:California gold. 2.02 STABILIZED BINDER A.Stabilizer Solutions,Inc.33 South 28th St.,Phoenix,AZ 85034;phone (602)225-5900,(800) 336-2468;fax (602)225-5902;website stabilizersolutions.com;email info@stabilizersolutions.com 1.Stabilizer product for stabilizing pathways. 2.Patented,non-toxic,organic binder that is a colorless and odorless concentrated powder that binds decomposed granite or crushed 3/8”or 1/4"minus aggregate. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 32 1543 32 1543 Bocce Court Surfacing 08-01-2024 Page 3 of 6 2.03 ACCESSORIES A.Water:Free from contaminants that would discolor or be deleterious to stabilized decomposed granite surfacing. B.Geosynthetic Fabric:Comply with Greenbook Section 213-2 –“Geosynthetics”,Type N90. PART 3 EXECUTION 3.01 EXAMINATION A.Examine grading and subsoil conditions.Do not proceed until conditions are acceptable. 3.02 PREPARATION A.Base shall comprise of a compacted layer of aggregate base per plans. Make any corrections necessary to base furnished and installed to bring base to the elevations shown on the drawing. B.Pre-soak base material with water and compact to 95%determined by Test Method ASTM D 1557 prior to installing Stabilized Aggregate. Compaction testing to be provided by project owner,one test per 2,000 square feet of base. C.Although porous,it is recommended to have proper drainage available to ensure no standing water on surface or adjacent to Stabilized Aggregate,including downspouts when placed under roof overhang and surface drains. D.Before proceeding with installation,notify Owner’s Representative in writing of unsuitable site/base conditions. 3.03 BLENDING STABILIZER A.Stabilizer®shall be thoroughly pre-mixed with aggregate at the rate of 15-lbs of Stabilizer® per 1-ton of aggregate. Verify with manufacturer correct Stabilizer®rate for your project and climate.Drop spreading of Stabilizer®over pre-placed aggregate or mixing by rototilling is not acceptable. Stabilizer shall be mechanically pre-mixed per manufacturer’s recommendations using an approved mechanical blending unit to adequately blend Stabilizer®with aggregate (Bucket blending is not an approved blending apparatus). Always blend Stabilizer®and aggregate DRY. 3.04 INSTALLATION A.After pre-blending,place Stabilized Decomposed Granite Aggregate directly on prepared sub- grade. Level to desired grade and cross section.Depth of pathways shall be 3”for heavy foot traffic and light vehicles. DO NOT place on filter fabric. Contact Stabilizer Solutions,Inc.for installation on slopes greater than 8%. B.Surface shall follow overall contours of landscape.Flat areas shall be crowned for drainage. Slope 1 percent minimum to drain away from structures. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 32 1543 32 1543 Bocce Court Surfacing 08-01-2024 Page 4 of 6 C.Completed surface shall be of consistent quality and free of deleterious materials such as organic materials,nails,stones,and loose material.Surface shall not have depressions or humps greater than 1/4 inch in ten feet. D.Install stabilizing binder in accordance with manufacturer's instructions. 3.05 WATERING A.Water heavily for full-depth moisture penetration of profile. Water activates Stabilizer®. Apply 25 to 45-gallons of water per 1-ton to achieve saturation. Randomly test for depth using a probing device,which reaches full depth. B.Contractor shall wait a minimum of 6 –72 hours or until such time that the Stabilized Aggregate is able to accept compaction from a 1 to 5 ton roller without separation,plowing or any other physical compromise of the aggregate. C.If surface aggregate dries significantly quicker than subsurface material,lightly mist surface before compaction. 3.06 COMPACTION A.Compact Stabilized Aggregate to 85%relative compaction by equipment such as;a 2 to 5-ton double drum roller making 3 to 4 passes. Do not begin compaction for 6 hours after placement and up to 72 hours. DO NOT use a vibratory plate compactor or vibration feature on roller,as vibration separates large aggregate particles. If pumping or pancaking of surface occurs, surface is still too wet to roll. B.Take care in compacting surface when adjacent to planting and irrigation systems,use 8”or 10” hand tamp.Installation of Stabilized Aggregate more than 3”thick shall be installed in lifts. If 4”thick compacted (2)2”lifts. If 5”thick compacted (2)2.5”lifts. If Stabilized Aggregate is pre-moistened before installation entire 4”or 5”lift may be installed. C.Lightly spray surface area following compaction. Do not disturb aggregate surface with spray action. 3.07 FIELD QUALITY CONTROL A.Finished surface shall be smooth,uniform and solid with no evidence of chipping or cracking. Cured and compacted pathway shall be firm throughout profile with no spongy areas. Loose material shall not be present on surface after installation,but may appear after use and according to environmental conditions. Pathway shall remain stable underneath loose granite on top with a “natural”look. Any significant irregularities in path surface shall be repaired to the uniformity of entire installation. 3.08 CLEANING A.Clean excess Decomposed Granite away in areas not scheduled for installation.. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 32 1543 32 1543 Bocce Court Surfacing 08-01-2024 Page 5 of 6 3.09 PROTECTION A.Contractor shall furnish and install construction fence around new surface to prevent public access. Fencing shall be maintained in place for a minimum of 12 -72 hours after completion of installation,or as directed by the Owner’Representative. Drying period may take longer due to weather conditions. B.Protect stabilized decomposed granite surfacing from damage until Project completion.Repair damaged areas to match specified requirements. C.Contractor shall notify Owner’s Representative that landscape irrigation shall be restricted near Stabilized Aggregate surface until drying period is complete. Standing water on surface and adjacent to path shall be restricted at all times. 3.10 MAINTENANCE A.Loose aggregate will appear on the surface over time which is a natural occurrence.If excessive aggregate over 1/4 inches occurs,redistribute the stabilized decomposed granite over the entire surface,water thoroughly and re-compact with a minimum one ton drum roller.This process can be repeated as needed. B.To repair,excavate damaged area leaving a minimum one inch depth of existing stabilized decomposed granite,water and scarify.Scarifying existing stabilized decomposed granite will prevent a cold joint layer between the existing stabilized decomposed granite and the newly imported pre-blended stabilized decomposed granite. C.Add water to the pre-blended stabilized decomposed granite to activate.Apply moistened pre- blended stabilized decomposed granite to excavated area at or above finished grade. D.Compact with a walk behind drum roller.Do not allow traffic on stabilized decomposed granite surfacing for one-two days after placement or until compacted stabilized decomposed granite has fully cured. 3.11 REPAIRS A.Excavate damaged area to the depth of the Stabilized Aggregate and square off sidewalls. B.If area is dry,moisten damaged portion lightly. C.Pre-blend the dry required amount of Stabilizer with the proper amount of aggregate in a concrete mixer. D.Add water to the pre-blended Stabilized Aggregate. Thoroughly moisten mix with 25 to 45 gallons per 1-ton of pre-blended material or to approximately 10%moisture content. E.Apply moistened pre-blended Stabilized Aggregate to excavated area to finish grade. F.Compact with an 8”to 10”hand tamp or 250 to 300 pound roller. Keep traffic off areas for 12 to 48 hours after repair has been completed. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 32 1543 32 1543 Bocce Court Surfacing 08-01-2024 Page 6 of 6 END OF SECTION Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 32 1801 32 1801 Summary 06-26-2024 Page 1 of 4 Section 32 18 01 Pumptrack Asphalt Paving PART 1 GENERAL 1.01 SUMMARY A. Work Included: Provide all labor, materials and equipment complete, for the installation and furnishing of pumptrack aggregate base, asphalt paving (AC) paving, pavement and related work. B. Related work: Pumptrack Earthwork – Section 312001 1.02 STANDARDS A. Unless otherwise shown or specified, all materials and methods shall conform with local codes and ordinances and to the appropriate current sections of the State of California, Department of Transportation Standard Specifications (DTSS) as they reasonably apply to this work. 1.03 QUALITY ASSURANCE A. Tolerances for subgrade, sub-base and finish grades shall be as specified except that Contractor shall deliver the full aggregate base and asphalt concrete thickness shown. No combination of high and low tolerances that compromise the section will be permitted. B. Submittals: 1. Product Data: For each type of product indicated. Include technical data and tested physical and performance properties. 2. Manufacturer Qualifications: Manufacturer shall be a paving-mix manufacturer registered with and approved by the DOT (Dept. of Transportation). 1.04 TESTING AND INSPECTION Contractor shall notify the Owners’ Representative at the completion of the various stages of work as indicated below and shall allow two (2) days for testing and review operations prior to proceeding to subsequent construction. 1. After all Pumptrack site mass grading is complete and Pumptrack riding lanes have been laid out. 2. After all rough grading operations are complete and subgrade has been prepared to receive aggregate base. 3. After final placement and compaction of aggregate base has been prepared to receive asphalt prime or other subsequent operation. 4. When paving equipment is at the site and paving operation is ready to start. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 32 1801 32 1801 Summary 06-26-2024 Page 2 of 4 1.05 DELIVERY, STORAGE, AND HANDLING A. Deliver pavement-marking materials to Project site in original packages with seals unbroken and bearing manufacturer's labels containing brand name and type of material, date of manufacture, and directions for storage. B. Store pavement-marking materials in a clean, dry, protected location within temperature range required by manufacturer. Protect stored materials from direct sunlight. 1.06 PROJECT CONDITIONS A. Environmental Limitations: Do not apply asphalt materials if subgrade is wet or excessively damp or if the following conditions are not met: 1. Prime and Tack Coats: Minimum surface temperature of 60 deg F 2. Slurry Coat: Comply with weather limitations of ASTM D 3910 3. Asphalt Base Course: Minimum surface temperature of 50 deg F at time of placement 4. Asphalt Surface Course: Minimum surface temperature of 60 deg F at time of placement B. Pavement-Marking Paint: Proceed with pavement marking if specified only on clean, dry surfaces and at a minimum ambient or surface temperature of 50 deg F, and not exceeding 95 deg F. PART 2 PRODUCTS 2.01 MATERIALS A. Aggregate Base: DTSS Section 26, Class II, with 3/4" maximum size (4-inch Depth) B. Liquid asphalt for prime coat: DTSS Section 93, SC 70 C. Asphalt emulsion for paint binder: DTSS Section 94, SS1-H D. Paving Asphalt: DTSS Section 92, steam-refined asphalt grade AR-4000. E. Mineral aggregates for Type B plant-mixed surfacing: DTSS Section 39, maximum size 1/2", medium gradation. 2.2 MIXES Proportioning and mixing of the asphalt concrete shall conform to DTSS Section 39.9 Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 32 1801 32 1801 Summary 06-26-2024 Page 3 of 4 PART 3 EXECUTION 3.01 EXAMINATION A. Verification of Conditions: Verify that the sub-base is dry and properly compacted and at the appropriate elevation for receiving aggregate base. Recompact and regrade as necessary prior to placement of aggregate base. B. Before beginning base and paving work and during construction, Contractor shall take all steps necessary for protection of existing improvements. During paving operations, extreme care shall be taken not to discolor or damage existing pavements, curbs, or other surfaces. If damage occurs, repair same and, if satisfactory repair cannot be made, remove and replace the damaged area as directed. 3.02 PREPARATION A. Place and compact aggregate base as specified for Class II aggregate base in DTSS Section 26.1. Verify grades to allow for finish paving. B. Remove loose and deleterious materials from substrate surfaces. C. Apply prime coat uniformly in accordance with DTSS Section 39.4 and at a rate of 0.25 gallons per square yard. After liquid asphalt has penetrated the surface, the excess shall be removed with sufficient sand to absorb the excess liquid. Remove excess sand. Allow prime coat to cure for 72 hours minimum. D. Tack Coat: Apply uniformly to vertical surfaces abutting or projecting into areas to receive asphalt paving at a rate of .10 gallons per square yard. Avoid smearing or staining adjoining surfaces, appurtenances and surroundings. Remove spillages and clean affected surfaces. Allow tack coat to cure undisturbed before applying asphalt paving. E. Before placing surfacing, additional prime coat or tack coat shall be applied to areas where the prime coat or tack coat has been destroyed. 3.03 INSTALLATION A. Hand and Mechanically place hot-mix asphalt on prepared surface, spread uniformly, and strike off. Place asphalt mix by hand to area inaccessible to equipment in a manner that prevents segregation of mix. Place each course to required grade, cross section and thickness when compacted. Regulate paver device speeds to obtain smooth, continuous surface free of pulls and tears in asphalt paving mat. B. Promptly correct surface irregularities in paving course behind paver. Remove excess material forming high spots and fill depressions with asphalt to achieve a smooth, even surface with positive drainage. Finish grades that allow ponding or puddling of water will not be accepted. Job Name: Righetti Parks - Community Park Job Number: 1417-11-RC22 Section 32 1801 32 1801 Summary 06-26-2024 Page 4 of 4 C. Compaction: Begin compaction as soon as placed asphalt will bear roller weight without excessive displacement. Compact asphalt paving with hot, hand tampers or vibratory-plate compactors in areas inaccessible to rollers. D. Protection: After final rolling, do not permit vehicular traffic on pavement until it has cooled and hardened. Provide barricades as necessary to protect new paving. 3.04 PAVEMENT MARKING A. Do not apply pavement-marking paint until layout, color and placement have been verified with Owner’s Representative. B. Allow paving to age for 30 days prior to applying pavement-marking paint C. Sweep and clean surface to eliminate loose material and dust. D. Apply paint with mechanical equipment to produce pavement markings to match existing markings (parking stalls) with uniform thickness and straight edges. Apply at manufacturer’s recommended rates to provide a minimum wet film thickness of 15 mils. 3.05 CLEAN UP Upon completion of the work under this Section, remove immediately all surplus materials, debris and equipment associated with or used in the performance of this work. END OF SECTION Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 32 1816.13 32 1816.13 Playground Protective Surfacing 08-01-2024 Page 1 of 10 Section 32 1816.13 Playground Protective Surfacing PART 1 GENERAL 1.01 SECTION INCLUDES A.Protective surfacing for playground area: 1.Poured-in-Place Rubber 2.Synthetic Turf and accessories 3.Bonded Rubber 4.Engineered Wood Fiber 5.Playground Sand B.Accessories. 1.02 RELATED REQUIREMENTS A.Section 03 3000 -Cast-in-Place Concrete:Containment curbs. B.Section 11 6813 -Playground Equipment: Playground layout (staking). C.Section 32 1123 -Aggregate Base Courses: Subbase for resilient surfacing. D.Section 32 1313 -Concrete Paving: Subbase for resilient surfacing. 1.03 REFERENCE STANDARDS A.ASTM C94/C94M -Standard Specification for Ready-Mixed Concrete;2022a. B.ASTM C136/C136M -Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates;2019. C.ASTM D1557 -Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3));2012 (Reapproved 2021). D.ASTM F1292 -Standard Specification for Impact Attenuation of Surfacing Materials Within the Use Zone of Playground Equipment;2022. E.ASTM F1487 -Standard Consumer Safety Performance Specification for Playground Equipment for Public Use;2021. F.ASTM F2075 -Standard Specification for Engineered Wood Fiber for Use as a Playground Safety Surface Under and Around Playground Equipment;2020. G.AWPA U1 -Use Category System:User Specification for Treated Wood;2022. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 32 1816.13 32 1816.13 Playground Protective Surfacing 08-01-2024 Page 2 of 10 H.CPSC Pub.No.325 -Public Playground Safety Handbook;2015. 1.04 DEFINITIONS A.Use Zone:The area beneath and immediately adjacent to a play structure or equipment (play event)that is designated for unrestricted circulation around equipment,and on whose surface it is predicted that a user would land when falling from or exiting the equipment. B.Critical Fall Height:The maximum fall height at which the protective surfacing meets the requirements of ASTM F1292. C.Fall Height:The vertical distance between the finished elevation of the designated play surface and the finished elevation of the protective surfacing beneath it as defined by ASTM F1487. D.Protective Surfacing:Resilient ground surfacing.The characteristics of the protective surfacing are based on the fall height of the playground equipment. Changes in either the surfacing or the fall height,particularly reducing the resilience of the protective surfacing or increasing the fall height,will reduce safety-related performance. E.Subbase: A layer under the resilient layer of the protective surfacing but over the subgrade; may be rigid,as in concrete or bituminous,or aggregate. F.Subgrade:The surface of the ground on which the protective surfacing is installed. 1.05 SYSTEM DESCRIPTION A.A.Performance Requirements:Provide a 2 layer rubber-urethane playground surfacing system which has been designed,manufactured and installed to meet the following criteria: 1.Shock Attenuation (ASTM F1292): a.Gmax:Less than 200. b. Head Injury Criteria:Less than 1000. 2.Flammability (ASTM D2859):Pass. 3.Tensile Strength (ASTM D412):60 psi (413 kPa). 4.Tear Resistance (ASTM D624):140%. 5.Water Permeability:0.4 gal/yd2/second. 6.Accessibility:Comply with requirements of ASTM F1951. 1.06 SUBMITTALS A.See Section 01 -General Conditions,for submittal procedures. B.Product Data: For all manufactured surfacing products,provide manufacturer's product data showing materials of construction,compliance with specified standards,installation procedures, and safety limitations. 1.Include IPEMA certifications where required. 2.Verification Samples:Submit manufacturer’s verification samples of 6"x 6"minimum from the manufacturer's full range of color samples. 3.Quality Assurance/Control Submittals:Submit the following: a.Certificate of qualifications of the playground surfacing installer. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 32 1816.13 32 1816.13 Playground Protective Surfacing 08-01-2024 Page 3 of 10 4.Closeout Submittals:Submit the following: a.Warranty documents specified herein. C.Maintenance Data: 1.For manufactured surfacing products,provide manufacturer's recommended maintenance instructions and list of repair products,with address and phone number of source of supply. 2.For loose fill surfacing products,provide detailed re-ordering information to enable Owner to match installed material exactly. 1.07 QUALITY ASSURANCE A.Maintain one copy of the latest edition of ASTM F1487 and CPSC Pub.No.325 at project site. B.Manufacturer Qualifications:Company regularly engaged in manufacturing products specified in this section,with not less than 10years of documented experience. 1.Surfacing installed in minimum 20 sites and been in successful service minimum 7 years. 2.Utilize an installer approved and trained by the manufacturer of the playground surfacing system or a direct employee of the manufacturer’s installation division,having experience with other projects of the scope and scale of the work described in this section. 3.International Play Equipment Manufacturers Association (IPEMA)certified. C.Installer Qualifications: Company certified by manufacturer for training and experience installing the protective surfacing;provide installer's company name and address,and training and experience certificate. D.Artificial Turf:Product must be installed by manufacturer's certified installer. 1.08 PRE-INSTALLATION MEETING A.Convene a meeting one week before starting earthwork for playground to discuss coordination between various installers. 1.Require attendance by personnel responsible for grading and installers of playground equipment,protective surfacing,footings,and adjacent work. 2.Include representatives of Contractor. 3.Notify Landscape Architect at least 2 weeks prior to meeting. 1.09 DELIVERY,STORAGE,AND HANDLING A.Deliver,handle,and store protective surfacing to project site in accordance with manufacturer's recommendations. B.Store materials in a dry,covered area,elevated above grade. 1.10 PROJECT/SITE CONDITIONS A.A.Environmental Requirements:Install surfacing system when minimum ambient temperature is 40 degrees F (1 degree C)and maximum ambient temperature is 95 degrees F (32 degrees C). Exception to the temperature requirements can be made by the manufacturer of the surfacing system.Do not install in steady or heavy rain. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 32 1816.13 32 1816.13 Playground Protective Surfacing 08-01-2024 Page 4 of 10 1.11 WARRANTY A.Provide minimum 5year warranty for playground surfacing. PART 2 PRODUCTS 2.01 DESIGN CRITERIA A.Because the safety of the playground depends on strict conformance to the design criteria,this information is provided for Contractor's information. 1.The protective surfacing constitutes a resilient layer installed over a non-resilient layer, which is installed over the subgrade,with the top of playground equipment footings and anchorage devices covered by full depth of the resilient portion of the protective surfacing. B.If deviation from specified depth is required,it is the Contractor's responsibility to make all changes required to maintain specified top elevation and required impact attenuation at no extra cost to Owner;obtain approval prior to proceeding;follow approval request procedure as specified for substitutions. 2.02 MATERIALS A.Poured-In-Place Rubber Surfacing:Weather-resistant wear layer over impact attenuating substrate over aggregate or concrete subbase per the Drawings. 1.Poured-In-Place Primer: a.Material:Urethane. 2.Poured-In-Place Rubber Base Course (buffings): a.Material:100%recycled blend of shredded SBR (styrene butadiene rubber)and urethane. b.The type of playground equipment determines the required base course thickness,and the base course thickness may be different at various locations on the playground site. Depending on ASTM F1292 requirements for critical fall height (5’,6’,7’,8’,10’,or 12’),select basemat thickness from options provided in subparagraph below (1-1/2", 2”, 2 1/2",3",4"or 4 1/2"respectively).Specify project requirements below and coordinate with working drawings. 3.Poured-In-Place Colored Wear Course:Blend of recycled EPDM (ethylene propylene diene monomer)rubber and aliphatic urethane binder. a.Wear Layer Thickness:1/2 inch,minimum,5/8"maximum. b.Coefficient of Friction,when wet:0.9,minimum,when tested in accordance with ASTM D2047. c.Dry Static Coefficient of Friction (ASTM D2047):1.0. d.Dry Skid Resistance (ASTM E303):89. e.Wet Skid Resistance (ASTM E303):57. f.Wear Layer Color(s):As selected from manufacturer's full range of bright colors, including special order colors.See Drawings for colors.Submit samples. 4.Resilient Depth: As required to achieve specified Critical Fall Height as defined in ASTM F1292 but not more than depth indicated;maintain top elevation flush with adjacent grades. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 32 1816.13 32 1816.13 Playground Protective Surfacing 08-01-2024 Page 5 of 10 5.Certification: Provide IPEMA certification of ASTM F1292 Critical Fall Height at thickness specified. 6.Products: a."SpectraPour Supreme"Poured Rubber 1)Manufacturer:Spectra Turf:www.spectraturf.com. 2)Tru-Color HP Granules 3)Contact:mbhollowell@spectraturf.com b."Tot Turf Supreme"Poured Rubber System 1)Manufacturer:Robertson Recreational Surfaces:www.totturf.com. (a)Contact:Frank Horwath.(510)260-9025 c.Substitutions:See requirements in Contract Documents. B.Synthetic Turf Surfacing:Artificial grass layer over impact attenuating substrate over rigid subbase. 1.Syntheti:SYNLawn Play Platinum a.Basis of Design:SYNLawn Sythetic GrassPlay Platinum manufactured by SYNLawn.www.synlawnbayarea.com (510)215-2000 1)Product:STX43 2)Infill:Envirofill 3)Installation:See Quality Assurance Section 1.06 above. b.Substitutions:See requirements in Contract Documents. c.Steel Edge resty 1)Composite lumber header,size per details 2)"Turf Claw"Synthetic turf adhesive by SynLok 3)Straightcurve Zero-Flex Hardline garden edging in weathered steel, www.straighcurve.com (a)Install corner pieces to achieve layout per plan C.Poured-In-Place Bonded Rubber Permeable Surfacing:Shredded rubber bonded with polyurethane adhesive,allowing water penetration,over aggregate subbase. 1.Rubber:100 percent recycled shredded styrene butadiene rubber (SBR)shreds or granules. 2.Color:As selected from manufacturer's full range,see the drawings. 3.Products: a.Playground Bonded Rubber,manufactured by Robertson Recreational Surfaces. www.totturf.com. 1)Contact:Frank Horwath.(510)260-9025 b.Bonded Rubber Mulch,manufactured by SpectraTurf 1)Contact:mbhollowell@spectraturf.com c.Substitutions:See requirements in Contract Documents. D.Engineered Wood Fiber Loose Fill: Manufactured for the purpose of protective surfacing; complying with ASTM F2075;do not use mulch manufactured from recycled pallets,or lumber containing nails or metal fasteners. 1.Depth -As shown on the Drawings. 2.Certification: Provide IPEMA certification of ASTM F1292 Critical Fall Height at thickness specified. 3.Manufacturers: a.Fibar Systems, www.fibar.com/#sle or approved equal. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 32 1816.13 32 1816.13 Playground Protective Surfacing 08-01-2024 Page 6 of 10 E.Playground Sand Fill: Natural sand,not processed.Uniformly graded,cleaned and washed; free of dust,clay,dirt,organic material,hazardous substances such as ployurethane,lead,silica, and foreign objects;naturally rounded particles. 1.Depth: As indicated on drawings. 2.Submit physical samples and supplier safety data sheet. F.Geotextile Fabric:Nonwoven polypropylene sheet. G.Aggregate Subbase:As specified in Section 32 1123. H.Artificial Turf Accessories 1.2"x 4"Plastic lumber header 2.2"x 8"Plastic lumber header 3.Turf Claw glue by Syn Loc,or equal 4.3/8"diameter concrete anchor,see Drawings for location 5.Redhead screws,see Drawings for location PART 3 EXECUTION 3.01 EXAMINATION A.Playground equipment installer will perform playground layout prior to installation of footings; verify correctness of layout before starting this work. B.Verify that playground equipment and site furnishings and irrigation system located within playground area are complete. C.Verify location of underground utilities and facilities in the playground area.Damage to underground utilities and facilities will be repaired at Contractor's expense. D.Verify that subgrades are at proper elevations and that smooth grading is complete. E.Verify that proper depth of surfacing is marked on base supports of playground equipment. 3.02 PREPARATION A.Correct subgrade irregularities to ensure that required depth of protective surfacing can be installed,and subgrade elevation is in accordance with manufacturer's requirements. B.Inside Use Zones remove all obstructions that would extend into the resilient protective surfacing. C.Remove rocks,debris,and other similar items. D.Install containment curbs with top surface flush with intended elevation of top surface of protective surfacing. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 32 1816.13 32 1816.13 Playground Protective Surfacing 08-01-2024 Page 7 of 10 3.03 SUBBASE A.Install aggregate subbase as indicated on drawings and in Section 32 1123. Compact aggregate to maximum 95 percent,in accordance with ASTM D1557. B.When applicable,install concrete subbase as indicated on drawings and in Section 03 3000. 1.Thickness:4 inches or per the drawings. 2.Remove curing compounds and other substances that will adversely affect adhesion. C.Install with top surface of subbase no higher than grades and levels indicated and not more than 1/4 inch lower than grades and levels indicated. D.Install in true,even plane,sloped to provide positive drainage. E.Flatness Tolerance: 1/4 inch in 10 feet,maximum. F.Cure subbase at least 7 days but not less than required by manufacturer of resilient surfacing. 3.04 RESILIENT SURFACING LAYER A.Install in accordance with CPSC Pub.No.325,ASTM F1487,manufacturer's instructions,and requirements of authorities having jurisdiction (AHJ). B.Install proper thickness throughout Use Zone(s). C.Clean and dry surface of subbase. D.Cover aggregate subbase with geotextile fabric: 1.Verify that aggregate is free of ruts or protruding objects. 2.Lap minimum 4 inches width at seams.Adhere seams in accordance with manufacturer's recommendations. 3.Install fabric smooth,and free of tensile stresses,folds,or wrinkles. 4.Protect fabric from clogging,tears,or other damage during surfacing installation. 5.Repair or replace damaged fabric in accordance with manufacturer's recommendations. E.Poured In Place Surfacing: 1.Mix components mechanically on-site in accordance with manufacturer's directions;do not mix by hand. 2.Install seamlessly;ensure complete bond to subbase. 3.Cover footings and foundations and adhere tightly around penetrating elements. 4.Maintain full thickness of resilient layers within Use Zone;cover or abut containment curbs as indicated on drawings;completely cover tapered transition edges. 5.Hand trowel exposed surface to smooth,even finish. 6.Impact Attenuation Layer: Install entire layer in one continuous pour on the same day. 7.Wear Surface: Bond wear surface to substrate with adhesive.Apply adhesive in small quantities so that wear surface can be applied before adhesive dries. a.Install surfacing seamlessly.When wear surface is composed of different color patterns,pour surface continuously and seamlessly. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 32 1816.13 32 1816.13 Playground Protective Surfacing 08-01-2024 Page 8 of 10 b.When seams are required due to color change or field conditions,place adjacent wear surface as soon as possible,before initial pour has cured.Coat edge of initial pour with adhesive and apply wear surface mixture immediately. c.Add a minimum of 1/16 inch depth to specified surfacing depth to ensure required impact attenuation performance is met. d.Install wear surface to cover foundations and adhere tightly around elements penetrating the surface. 3.05 LOOSE FILL SURFACING A.Install in accordance with CPSC Pub.No.325,ASTM F1487,and requirements of authorities having jurisdiction (AHJ). B.Cover Subgrade with Geotextile: 1.Lap minimum 4 inches width at seams.Adhere seams in accordance with manufacturer's recommendations. 2.Install smooth,and free of tensile stresses,folds,or wrinkles. 3.Protect from clogging,tears,or other damage during surfacing installation. 4.Repair or replace damaged geotextile in accordance with manufacturer's recommendations. C.Install loose fill to depths indicated,with smooth even surface flush with tops of containment curbs. D.Sand: Determine finished elevation after sand has been settled with water and percolating. 3.06 FIELD QUALITY CONTROL A.Owner or Owner's representative will inspect playground surfacing after installation to verify that surfacing is of proper type and depth and that playground meets specified design safety and accessibility requirements. B.Repair or replace rejected work until compliance is achieved. 3.07 CLEANING AND PROTECTION A.Restore adjacent existing areas that have been damaged from the construction. B.Clean playground equipment of construction materials,dirt,stains,filings,and blemishes due to shipment or installation.Clean in accordance with manufacturer's instructions,using cleaning agents as recommended by manufacturer. C.Clean playground area of excess construction materials,debris,and waste. D.Remove excess and waste material and dispose of off-site in accordance with requirements of authorities having jurisdiction. E.Protect installed products until Date of Substantial Completion. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 32 1816.13 32 1816.13 Playground Protective Surfacing 08-01-2024 Page 9 of 10 F.Replace damaged products before Date of Substantial Completion. END OF SECTION Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 32 1816.13 32 1816.13 Playground Protective Surfacing 08-01-2024 Page 10 of 10 This page intentionally left blank Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 32 1820.00 32 1820.00 Sport Court Surfacing 08-01-2024 Page 1 of 4 Section 32 1820.00 Sport Court Surfacing PART 1 -GENERAL 1.01 SECTION INCLUDES A.Colored,heavy duty concrete coating system. 1.02 RELATED SECTIONS A.Section 32 1313 -Concrete Paving 1.03 REFERENCES A.American Sports Builders Association (A.S.B.A.)guide specifications. 1.04 SCOPE OF WORK A.This specification covers the construction and installation for (2)basketball half-courts. B.Courts shall be cleaned prior to application using a stiff bristle broom and gas powered blower or water based pressure spray unit capable of generating 2500 psi at the nozzle tip,to remove all dirt and debris. C.The work to be performed under this specification includes all labor,equipment,materials and supplies necessary for the installation of the court surfacing and striping included in this contract. 1.05 SUBMITTALS A.See Divison 1 -Administrative Requirements,for submittal procedures. B.Product Data: For all manufactured surfacing products,provide manufacturer's product data showing materials of construction,compliance with specified standards,installation procedures, and safety limitations. C.Samples: Provide 2 actual material samples for each color indicated on the drawings.Samples shall be 6"x6"minimum. PART 2 -PRODUCTS 2.01 Court surface materials: A.Novacrylic,as manufactured by Nova Sports U.S.A.,6 Industrial Rd.,Bldg.#2.,Milford,MA 01757. 800-USA-NOVA.www.novasports.com Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 32 1820.00 32 1820.00 Sport Court Surfacing 08-01-2024 Page 2 of 4 1.Colors: a.Area 1:"#12 Sand Dune". b.Area 2:"#4SB Stadium Court (Blue)". c.Lines shall be white. B.All coatings shall be pure acrylic,containing no asphaltic or tar emulsions,nor any vinyl,alkyd or non-acrylic resins. C.The color system shall be factory-mixed compounds requiring only the addition of water at the jobsite except for the addition of sand to Novasurface. All materials shall be delivered to the jobsite in sealed containers with the manufacturer's label affixed. 2.02 PART 3 -EXECUTION A.Preparation 1.Vapor barrier must be installed prior to pouring concrete,minimum 15-mil thick polyolefin geo membrane. 2.No wax or curing agents that are not certified as coatable shall be used. 3.New concrete shall cure for twenty-eight days prior to application of any surfacing materials. 4.Concrete shall have a medium broom finish. 5.Contractors must notify the Landscape Architect of all applications,48 hours prior to installation. 6.Etch concrete with a Phosphoric Acid solution;allow to set and flush completely with water. 7.The surface to be coated shall be inspected and made sure to be free of grease,oil,dust, dirt and other foreign matter before starting work. 8.The surface shall be flooded. Any ponding water remaining that is deep enough to cover the thickness of a five-cent piece shall be corrected using a patch mix consisting of Novabond,50-mesh sand and Portland cement,as per manufacturers directions. Depressions must be primed with a 50%dilution of Novabond and water prior to patching. B.Application 1.Application shall proceed only if the surface is dry and clean and the temperature is at least fifty degrees (50°F)and rising,and the surface temperature is not in excess of one hundred forty degrees (140°F). Do not apply coatings when rain is imminent. 2.Each coat in this system must dry completely before next application. Between each coat, inspect entire surface. Any defects should be repaired. Scrape surface to remove any lumps,and broom or blow off all loose matter. 3.Apply one (1)coat of CP761 Concrete Primer,diluted one (1)part CP761 to one (1)part clean water. Application may be with squeegee,broom or roller. Allow CP761 to dry thoroughly. 4.Using a neoprene rubber squeegee,apply one (1)coat of Novasurface acrylic resurfacer, diluted with one (1)part clean water,to two (2)parts Novasurface. Clean,bagged sand shall be incorporated into the diluted Novasurface at the rate of five (5)to ten (10)Lbs. per gallon. Sand gradation shall be 50 to 60-mesh. Allow application to dry thoroughly. 5.Using a neoprene rubber squeegee,apply two (2)coats of Novaplay. Allow each application to dry thoroughly. A small (not to exceed 8 fl.oz per gal.)quantity of water may be used in diluting these coatings,only if coatings are drying too rapidly. Permission Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 32 1820.00 32 1820.00 Sport Court Surfacing 08-01-2024 Page 3 of 4 of the owner shall be obtained before adding additional water. C.Line Markings 1.Upon completion and acceptance of the court surface,Contractor shall prepare and paint lines for basketball as shown on the drawings. 2.All lines are to be applied by painting between masking tape with a paintbrush or roller, according to U.S.T.A specifications. 3.Prime masked lines with Seal-A-Line. Allow application to dry. 4.Paint lines with Novatex textured line paint. Allow application to dry. 5.Remove masking tape immediately after lines are dry. 6.Protect adjacent areas and structures (fences,posts,sidewalks,buildings,etc.),which are not to be coated. In the event that coatings are applied to above,remove immediately before drying is complete. D.Completion 1.Upon completion,the contractor shall insure proper removal of all construction debris, surplus materials,empty containers and wash water,and shall leave the site in a condition acceptable to the owner. The court is to be left secure so as to prevent vandalism. E.Limitations 1.Apply coatings only when ambient temperature is fifty degrees (50°F)and rising,and the surface temperature is not in excess of one hundred forty degrees (140°F). 2.Coatings are waterborne and cannot cure in cold temperatures or when subject to moisture. Care should be taken not to apply coatings when rain is forecast or sudden drop of temperature is expected. Climatic conditions such as very cool evenings and high dew points dictate that work should be completed early in the day so the coatings can be exposed to enough warm sunlight to form a film before sunset. The opposite applies during times of high heat,low humidity and drying breezes:under these conditions,work very early in the morning or very late in the day. If the product seems to be drying too fast in hot weather,mist the pavement with water to make the application easier. Care must be taken to allow each application to dry thoroughly prior to recoating. END OF SECTION Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 32 1820.00 32 1820.00 Sport Court Surfacing 08-01-2024 Page 4 of 4 This page intentionally left blank Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 32 3113 32 3113 Chain Link Fences and Gates 08-01-2024 Page 1 of 4 Section 32 3113 Chain Link Fences and Gates PART 1 GENERAL 1.01 SECTION INCLUDES A.Wire fabric. B.Concrete. C.Manual Chainlink gates with related hardware. D.Accessories. 1.02 REFERENCE STANDARDS A.ASTM A123/A123M -Standard Specification for Zinc (Hot-Dip Galvanized)Coatings on Iron and Steel Products;2017. B.ASTM A153/A153M -Standard Specification for Zinc Coating (Hot-Dip)on Iron and Steel Hardware;2016a. C.ASTM F567 -Standard Practice for Installation of Chain-Link Fence;2014a (Reapproved 2019). D.CLFMI CLF-SFR0111 -Security Fencing Recommendations;2014. E.FS RR-F-191/1D -Fencing,Wire and Post Metal (Chain-Link Fence Fabric);1990. 1.03 SUBMITTALS A.Product Data: Provide data on fabric,posts,accessories,fittings and hardware. B.Shop Drawings: Indicate plan layout,spacing of components,post foundation dimensions, hardware anchorage,and schedule of components. See CLFMI CLF-SFR0111 for planning and design recommendations. 1.04 QUALITY ASSURANCE A.Manufacturer Qualifications: Company specializing in manufacturing products specified in this section,with not less than three years of documented experience. B.Fence Installer: Company with demonstrated successful experience installing similar projects and products,with not less than five years of documented experience. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 32 3113 32 3113 Chain Link Fences and Gates 08-01-2024 Page 2 of 4 PART 2 PRODUCTS 2.01 MANUFACTURERS A.Chain Link Fences and Gates: 1.Master-Halco,Inc;_______: www.masterhalco.com/#sle. 2.Merchants Metals;_______: www.merchantsmetals.com/#sle. 3.Approved Equal. 2.02 COMPONENTS A.Low Court Fencing -Line Posts: 1.9 inch diameter. B.Perimeter Tall Court Fencing -Line Posts:2 7/8 inch minimum C.Low Court Fencing -Corner and Terminal Posts: 2.38 inch diameter. D.Perimeter Tall Court Fencing -Corner and Terminal Posts:3.5 inch diameter E.Gate Posts: 3-1/2 inch diameter. F.Top and Brace Rail: 1.66 inch diameter,plain end,sleeve coupled. G.Bottom Rail:1.66 inch diameter,plain end,sleeve coupled. H.Fabric: 2 inchdiamond mesh interwoven wire,9 gauge,0.1483 inchthick,top selvage knuckle end closed,bottom selvage knuckle end closed. I.Acoustic Wraps:Fence Screen Acoustic Wraps sound dampening paneling to be attached to chainlink fabric.Color -Black. Or approved equal. J.Tension Wire: 6 gauge,0.1920 inch thick steel,single strand. K.Tie Wire: Aluminum alloy steel wire. 2.03 MATERIALS A.Line Posts: Type I round in accordance with FS RR-F-191/1D. B.Terminal,Corner,Rail,Brace,and Gate Posts: Type I round in accordance with FS RR- F-191/1D. C.Wire Fabric: ______: 2.04 ACCESSORIES A.Caps: Cast steel galvanized;sized to post diameter,set screw retainer. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 32 3113 32 3113 Chain Link Fences and Gates 08-01-2024 Page 3 of 4 B.Fittings: Sleeves,bands,clips,rail ends,tension bars,fasteners and fittings;galvanized steel. 2.05 FINISHES A.Components (Other than Fabric): Galvanized in accordance with ASTM A123/A123M,at 1.7 ounces per square foot. B.Components and Fabric: Vinyl coated over coating of 1.8 ounces per square foot galvanizing. C.Hardware: Hot-dip galvanized to weight required by ASTM A153/A153M. D.Color(s): Black. PART 3 EXECUTION 3.01 EXAMINATION A.Verification of Conditions: Verify that areas are clear of obstructions or debrisand without conflicts.. 3.02 INSTALLATION A.Install framework,fabric,accessories and gates in accordance with ASTM F567. B.Place perimeter tall fence fabric on outside of posts and rails.Do not stretch fabric beyond 100 ft intervals on perimeter fencing. Low fencing fabric (between courts)shall be centered on post and stretched post to post. C.Do not stretch fabric until concrete foundation has cured 28 days. D.Position bottom of fabric 2 inches above finished grade. E.Fasten fabric to top rail,line posts,braces,and bottom tension wire with tie wire at maximum 15 inches on centers. F.Attach fabric to end,corner,and gate posts with tension bars and tension bar clips. G.Install bottom tension wire stretched taut between terminal posts. H.Install hardware and gate with fabricto match fence. 3.03 TOLERANCES A.Maximum Variation From Plumb: 1/4 inch. B.Do not infringe on adjacent property lines. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 32 3113 32 3113 Chain Link Fences and Gates 08-01-2024 Page 4 of 4 3.04 CLEANING A.Clean jobsite of excess materials;scatter excess material from post hole excavations uniformly away from posts.Remove excess material if required. B.Clean fence with mild household detergent and clean water rinse well. END OF SECTION Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 32 3118 32 3118 Wood Rail Fencing &Gates 08-01-2024 Page 1 of 2 Section 32 3118 Wood Rail Fencing &Gates PART 1 GENERAL 1.01 SECTION INCLUDES A.Construction of wood rail fencing and gates along boundaries,property lines and designated areas as shown on plans in accordance with City's Zoning Ordinance. 1.02 SUBMITTALS A.Shop drawings:Layout of fences and gates with dimensions,details,and finishes of components,gate hardware,accessories and post foundations. B.Manufacturer's cut sheets of fencing components and hardware. PART 2 PRODUCTS 2.01 GENERAL A.All wood materials shall be treated wood,or wood of a natural resistance to decay.Materials shall be free from all decay,splits,multiple cracks,termites or any other defect which would weaken the posts or otherwise cause them to be structurally unsuitable for this installation. 2.02 RAILS A.3-rail fencing of height specified in plans. 2.03 WIRE MESH A.Hogwire square galvanized steel mesh (9 Gauge or thicker)with 4 inch maximum spacing B.Fasteners -galvanized steel 9 Gauge Staples 2.04 POSTS A.Minimum size:4x4 treated wood unless noted otherwise on plans. 2.05 GATES A.Pedestrian Gate openings shall be a minimum of 3 feet wide.Gates along the path of travel shall not exceed 4'wide opening. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 32 3118 32 3118 Wood Rail Fencing &Gates 08-01-2024 Page 2 of 2 2.06 CONCRETE A.Minimum 28 day compressive strength of 3,000 psi PART 3 EXECUTION 3.01 PREPARATION A.Verify field conditions are ready for fencing. All site areas have been properly graded and cleared for construction. B.Contractor must notify City one week prior to construction of fencing.City will provide notifications to adjacent land owners in advance of fencing construction. 3.02 LAYOUT OF WORK A.Under no circumstance shall a fence or gate post be located above utility lines. Modify post spacing (less spacing)to adjust for utility crossings. B.All fencing shall be installed prior to fabrication of gates. Verify actual gate opening width in field. 3.03 INSTALLATION OF POSTS A.Posts shall be set true to line and grade. B.Line posts do not require concrete footings. C.Gate,corner,or end posts do require 12-inch diameter concrete footings extending at least 24- inches into undisturbed natural ground or properly compacted fill. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 32 3300 32 3300 Site Furnishings 08-01-2024 Page 1 of 2 Section 32 3300 Site Furnishings PART 1 GENERAL 1.01 SECTION INCLUDES A.Benches. B.Bollards. C.Tables. D.Waste receptacles. E.Skate deterrents. 1.02 RELATED REQUIREMENTS A.Section 03 3000 -Cast-in-Place Concrete: Bollard infill and underground encasement. 1.03 SUBMITTALS A.See Section 01 3300 -Submittals,for submittal procedures. B.Product Data: Provide manufacturer's specifications and descriptive literature,installation instructions,and maintenance information. 1.04 QUALITY ASSURANCE A.Manufacturer Qualifications: Company specializing in manufacturing products specified in this section,with at least three years of documented experience. 1.05 WARRANTY A.See Section 01 7800 -Closeout Submittals,for additional warranty requirements. B.Provide manufacturer’s warranty against defects in materials or workmanship for ductile iron castings for a period of 10 years from Date of Substantial Completion. C.Provide manufacturer’s Lifetime Warranty against defects in materials or workmanship for wood benches manufactured from solid teak. Job Name: Righetti Parks -Community Park Job Number:1417-11-RC22 Section 32 3300 32 3300 Site Furnishings 08-01-2024 Page 2 of 2 PART 2 PRODUCTS PART 3 EXECUTION 3.01 EXAMINATION A.Verify proper installation of mounting surfaces,preinstalled anchor bolts,and other mounting devices;and ready to receive site furnishing items. B.Do not begin installation until unacceptable conditions are corrected. 3.02 INSTALLATION A.Install site furnishings in accordance with approved shop drawings,and manufacturer's installation instructions. B.Provide level mounting surfaces for site furnishing items. END OF SECTION APPENDIX APPENDIX APPENDIX C – STRUCTURAL CALCULATIONS STRUCTURAL CALCULATIONS, RIGHETTI RANCH PARKS – COMMUNITY PARK, BOUNDED BY ORCUTT RD & TANK FARM RD, SAN LUIS OBISPO, CALIFORNIA BY: RRM, PROJECT NO. 1417-11-RC22, DATED AUGUST 6, 2024 RRM Project No. 1417-11-RC22RIGHETTI RANCH PARKS - COMMUNITY PARKBOUNDED BY ORCUTT RD & TANK FARM RDUnder Direction of: Michael Doremus, SESAN LUIS OBISPO, CA 93401STRUCTURAL CALCULATIONSAugust 6, 2024Prepared by: Lauren Tilki, EIT3765 S. Higuera St., Ste. 102 • San Luis Obispo, CA 93401p: (805) 543-1794 • f: (805) 543-4609www.rrmdesign.coma California corporation Lenny Grant, Architect C26973 Robert Camacho, PE 76597 Steve Webster, LS 7561 Jeff Ferber, LA 2844 RIGHETTI RANCH PARKS - COMMUNITY PARK BOUNDED BY ORCUTT RD & TANK FARM RD SAN LUIS OBISPO, CA 93401 RRM Project No. 1417-11-RC22 TYPICAL CALCULATIONS PROJECT DESIGN CRITERIA 1 THRU 2 DESIGN LOADS 3 THRU 4 CHORD SPLICES 5 SHEAR WALL & HOLDOWN SCHEDULES 6 ATC SEISMIC HAZARD DATA 7 THRU 8 ATC WIND HAZARD DATA 9 EXTERIOR STUD WALL DESIGN 10 GRAVITY CALCULATIONS GRAVITY KEY MAPS 11 ROOF JOIST / BEAM DESIGN 12 THRU 23 LATERAL CALCULATIONS - MAIN RESTROOM BUILDING MASSING KEY PLANS 24 THRU 26 MASS TAKEOFF 27 BASE SHEAR 28 THRU 29 VERTICAL FORCE DISTRIBTION 30 WIND BASE SHEAR 31 WIND COMPONENTS AND CLADDING LOADING 32 CMU SHEAR WALL AND DIAPHRAGM DESIGN 33 THRU 36 OUT-OF-PLANE WALL ANCHORAGE 37 SUB-DIAPHRAGM DESIGN 38 THRU 39 CMU WALL DESIGN - GENERAL 40 THRU 45 CMU WALL DESIGN - GL A 46 THRU 117 CMU WALL DESIGN - GL D 118 THRU 189 CMU WALL DESIGN - GL 1 190 THRU 203 CMU WALL DESIGN - GL 3 204 THRU 215 LATERAL CALCULATIONS - SECONDARY RESTROOM BUILDING MASSING KEY PLANS 216 THRU 218 MASS TAKEOFF 219 BASE SHEAR 220 THRU 221 VERTICAL FORCE DISTRIBTION 222 WIND BASE SHEAR 223 WIND COMPONENTS AND CLADDING LOADING 224 CMU SHEAR WALL AND DIAPHRAGM DESIGN 225 THRU 228 OUT-OF-PLANE WALL ANCHORAGE 229 SUB-DIAPHRAGM DESIGN 230 THRU 231 CMU WALL DESIGN - GENERAL 232 THRU 235 Index of Structural Calculations 3765 S. Higuera St., Ste. 102 • San Luis Obispo, CA 93401p: (805) 543-1794 • f: (805) 543-4609www.rrmdesign.coma California corporation Lenny Grant, Architect C26973 Robert Camacho, PE 76597 Steve Webster, LS 7561 Jeff Ferber, LA 2844 RIGHETTI RANCH PARKS - COMMUNITY PARK BOUNDED BY ORCUTT RD & TANK FARM RD SAN LUIS OBISPO, CA 93401 RRM Project No. 1417-11-RC22 LATERAL CALCULATIONS - SECONDARY RESTROOM (CONT'D) CMU WALL DESIGN - GL E 236 THRU 247 CMU WALL DESIGN - GL H 248 THRU 259 CMU WALL DESIGN - GL 4 260 THRU 278 CMU WALL DESIGN - GL 5 279 THRU 290 FOOTING CALCULATIONS CONTINUOUS FOOTING DESIGN ` 291 THRU 292 RETAINING WALL CALCULATIONS RETAINING WALL DESIGN 293 THRU 390 ABUTMENT CALCULATIONS - WEST PED. BRIDGE TYPE 1 BRIDGE PROJECT DESIGN CRITERIA 391 THRU 392 BRIDGE LOADING 393 THRU 398 LOAD COMBINATIONS 399 THRU 400 ABUTMENT REINFORCEMENT & MIN SEAT WIDTH 401 THRU 403 CANTILEVERED RETAINING WALL DESIGN 404 ANCHORAGE DESIGN 405 THRU 411 PILE DESIGN 412 THRU 426 ABUTMENT CALCULATIONS - EAST PED. BRIDGE TYPE 2 BRIDGE PROJECT DESIGN CRITERIA 427 THRU 428 BRIDGE LOADING 429 THRU 434 LOAD COMBINATIONS 435 THRU 436 ABUTMENT REINFORCEMENT & MIN SEAT WIDTH 437 THRU 439 CANTILEVERED RETAINING WALL DESIGN 440 ANCHORAGE DESIGN 441 THRU 444 PILE DESIGN 445 THRU 459 ABUTMENT CALCULATIONS - VEHICULAR BRIDGE TYPE 3 BRIDGE PROJECT DESIGN CRITERIA 460 THRU 461 BRIDGE LOADING 462 THRU 468 LOAD COMBINATIONS 469 THRU 470 ABUTMENT REINFORCEMENT & MIN SEAT WIDTH 471 THRU 473 CANTILEVERED RETAINING WALL DESIGN 474 ANCHORAGE DESIGN 475 THRU 478 PILE DESIGN 479 THRU 493 3765 S. Higuera St., Ste. 102 • San Luis Obispo, CA 93401p: (805) 543-1794 • f: (805) 543-4609www.rrmdesign.coma California corporation Lenny Grant, Architect C26973 Robert Camacho, PE 76597 Steve Webster, LS 7561 Jeff Ferber, LA 2844 SHEET NO.:PROJECT NO.:DATE:PROJECT:BY:SUBJECT:CHECKED BY:PROJECT DESIGN CRITERIA PROJECT LOCATION: Address: BOUNDED BY ORCUTT RD & TANK FARM RD SAN LUIS OBISPO, CA 93401Latitude:N 35.25505°Longitude:W 120.63706°DESIGN CODES:A ASCE 7-16 Minimum Design Loads for Buildings and Other StructuresAA AASHTO AASHTO LRFD Bridge Design Specification, 8th Edition, 2017AAP AASHTO AASHTO LRFD Guide Specifciations for the Design of Pedestrian Bridges 2nd Ed.AAL AASHTO LTS-6C 2022 CBC 2022 California Building CodeSDC SDC 2.0 Caltrans Seismic Design Criteria (SDC) 2.0I ACI 318-19 2019 Building Code Requirements for Structural ConcreteS AISC 360-16 2016 Steel Construction ManualW2018 NDS2018 National Design Specification for Wood ConstructionSDP 2021 SDPWS 2021 Seismic Deisgn Provisions for Wind and Seismic (American Wood Council)MATERIAL REFERENCES:B Design of Wood Structures ASD/LRFD, Breyer, 6th EditionT TJ-4000 Weyerhaeuser Specifier's GuidePROJECT DESCRIPTION:The calculations herewith represent the following structures as described:Configuration:(2) New Single Story Restrooms, Retaining Walls, and (3) Bridge AbutmentsGravity System:Lateral System:Foundation System:Cantilever Retaining Walls. Concrete abutments and deep pile foundations at bridges.Special Considerations:Restrooms: Subdiaphragm design due to CMU wall anchorage.RIGHETTI RANCH PARKS - COMMUNITY PARK PROJECT DESIGN CRITERIA 1417-11-RC22MSDLAT 08/2024Restrooms: Shallow continuous concrete strip footings support bearing walls.NotationCode/ Standard Reference TitleRestrooms, Retaining Walls, & AbutmentsRestrooms: Plywood sheathing spans to wood framing at roof. Wood framing bears on wood beams, wood stud cripple walls, CMU bearing walls, a nd CMU headers. Wood beams & headers span to king studs or CMU walls.Restrooms: Plywood sheathed diaphragm distributes lateral load to collectors. Continuous chords resist diaphragm tension and compression loads. Collectors drag lateral loads to special reinforced masonry shear walls. Shear walls distribute shear lateral load to foundation thru reinforcement dowels and overturning lateral load thru boundary elements.TMS 402/602-16M 2016 Building Code Requirements and Specification for Masonry StructuresNotationMaterial Reference TitleAASHTO Standard Specfication for Structural Support for Highway Sign Luminaries and Traffic Signals, 6th Edition8/6/2024_12:54 PMPDCPage 1 of 493 SHEET NO.:PROJECT NO.:DATE:PROJECT:BY:SUBJECT:CHECKED BY:PROJECT DESIGN CRITERIA RIGHETTI RANCH PARKS - COMMUNITY PARK PROJECT DESIGN CRITERIA 1417-11-RC22MSDLAT 08/2024 GEOTECHNICAL PARAMETERS:Geotechnical Report:Prepared by:Geosolutions, Inc.220 High Street San Luis Obispo, CA 93401Project No:SL07509-15Dated:March 15, 2023 Bearing Pressure: Allowable Bearing Pressure:1500psfPassive Earth Pressure:250psf/ftFriction Coefficient:0.3Friction + Passive:100% Greater + 50% LesserRetaining Walls:Allowable Bearing Pressure:1500psfPassive Earth Pressure:250psf/ftFriction Coefficient:0.3Friction + Passive:100% Greater + 50% LesserActive Lateral Earth Pressure:60 psf/ft for Level Backfill (Native Material)Active Lateral Earth Pressure:35 psf/ft for Level Backfill (Granular Import)Increase for Slope:1.0psf/ft per degree of inclineAt Rest Lateral Earth Pressure:85 psf/ft for Level Backfill (Native Material)At Rest Lateral Earth Pressure:50 psf/ft for Level Backfill (Granular Import)Increase for Slope:1.5psf/ft per degree of inclineSeismic Active Earth Pressure:35 psf/ft for Level Backfill (Native Material)Seismic Active Earth Pressure:18 psf/ft for Level Backfill (Granular Import)Seismic At-Rest Earth Pressure:N/Apsf/ft for Level Backfill8/6/2024_12:54 PMPDCPage 2 of 493 ROOF:Metal Roof 4/12 Roof Slope Dead Load Occurs Yes Thick Spacing Base Weight (psf) Slope (deg)Factor Layers Total Weight (psf) Code/Standard Reference Metal (18 Ga)2.4 18.4 1.05 1 2.5 A Table C3-1 Roof Underlayment 0.5 18.4 1.05 1 0.5 A Table C3-1 Re-roof1 18.4 1.05 1 1.1 A Table C3-1 PV Panels4 18.4 1.05 1 4.2 Miscellaneous1 18.4 1.051 1.1 Roof & Re-Roof Total =9.4 * Some Jurisdictions 19/32 ''Sheathing3 18.4 1.05 1 1.9 B Appendix B Lights/Ducts/Sprinklers2 0.0 1.001 2.0 B Appendix B Joist Super Load =13.3 14.0 rounded 16 ''2x12 Joists 2.925 18.4 1.051 3.1 B Appendix A Beam Load =16.3 17.0 rounded Roof Beam11 1.0 B Appendix A Total Dead Load =17.3 18.0 rounded Live Load 20.0 C Table 1607.1 Live Load =20.0 * Account for a minimum of 6 psf for roofing to acccount for potential future reroof to light clay tile (required by some jurisdictions) LOADING CRITERIA ROOFS Description 26. Roofs 8/5/2024_9:23 AM Roof Loading Page 3 of 493 WALL:Exterior Wall (2x6) w/ SidingOccurs?: YesThick SpacingBase Weight (psf)LayersTotal Weight (psf)Code/Standard ReferenceFiber Cement Siding31 3.0 B Appendix B15/32 ''Sheathing31 1.4 B Appendix B16 '' 2x6Stud Wall1.4251 1.4 B Appendix B5 1/2 ''Insulation0.041 0.2 B Appendix B5/8 ''Gyp. Board51 3.1 B Appendix BMiscellaneous111.0B Appendix BTotal Wall Load =10.2 11.0 roundedWALL:8" CMU w/ SidingOccurs?: YesThick SpacingBase Weight (psf)LayersTotal Weight (psf)Code/Standard ReferenceFiber Cement Siding31 3.0 B Appendix B8 ''CMU 811 81.0 B Appendix B24 '' 2x4Stud Wall Furring0.61 0.6 B Appendix B5/8 ''Gyp. Board51 3.1 B Appendix BMiscellaneous111.0B Appendix BTotal Wall Load =88.7 89.0 roundedWALL:Non-Bearing Partition Wall (2x6)Occurs?: YesThick SpacingBase Weight (psf)LayersTotal Weight (psf)Code/Standard Reference16 '' 2x6Stud Wall1.4251 1.4 B Appendix B5/8 ''Gyp. Board52 6.3 B Appendix BMiscellaneous511.0B Appendix BTotal Wall Load =8.7 8.7 roundedLOADING CRITERIA EXTERIOR AND INTERIOR WALLSDescriptionDescriptionDescription8/5/2024_9:23 AMWall LoadingPage 4 of 493 SHEET NO.:PROJECT NO.:DATE:PROJECT:BY:SUBJECT: CHECKED BY:TYPICAL CALCULATIONS 1417-11-RC22 08/2024 RIGHETTI RANCH PARKS - COMMUNITY PARK LAT TYPICAL CHORD SPLICE CALCULATIONS MSD TYPICAL CHORD SPLICE @ 2x6 STUDS NAILED SPLICES ALLOWABLE TENSION (1) 2x6 : T2x6 = 1(1.5)(5.5)(575psi)(1.6)(1.3) =9867 lbsMARK A 1805 lbs B 2707 lbs C 3610 lbs D 4512 lbs E 5414 lbs F 6317 lbs G 7219 lbs < 9867 lbs NOTE: NAIL VALUES GOVERN ALL CASES BOLTED SPLICES FOR STL. PLATE AS MAIN MEMBER, USE DOUBLE SHEAR VALUE S FOR A PIECE TWICE THE THICKNESS OF ONE SIDE MEMBER (ONE 2x=1.5"); 2*1.5" = 3" PER 2018 NDS EQN.S 12.3-7 THRU 12.3-10, Zii_MIN. (¾" DIA. BOLTS) = 3150 lbsFOR Cg:Am =3" x 5.5" = 16.5in2AS =¼" x 5" = 1.25in2Am / AS =13.2 [REFER TO TABLE 11.3.6C OF 2018 NDS] ALLOWABLE TENSION (2) 2x6 : T2x6 = 2(1.5)(5.5)(800psi)(1.6)(1.3) =27456 lbs STL. PLT. YEILD: Tplt1 = 0.6(36000psi)(0.25)(5) =27000 lbs← GOVERNSSTL. PLT. RUPTURE: Tplt2 = 0.5(58000psi)(0.25)(5-0.875) =29906 lbs MARKL 9999 lbs M 14583 lbs N 18653 lbs P 21933 lbs Q 24585 lbs < 27000 lbs NOTE: BOLT VALUES GOVERN ALL CASES 5 5(3150lbs)(1.60)(0.870) = 6 6(3150lbs)(1.60)(0.813) = 2 2(3150lbs)(1.60)(0.992) = 3 3(3150lbs)(1.60)(0.965) = 4 4(3150lbs)(1.60)(0.925) = 28 28(141lbs)(1.60) = 32 32(141lbs)(1.60) = No. ¾" DIA. BOLTS CAPACITY (lbs) 16 16(141lbs)(1.60) = 20 20(141lbs)(1.60) = 24 24(141lbs)(1.60) = No. 16d NAILS CAPACITY (lbs) 8 8(141lbs)(1.60) = 12 12(141lbs)(1.60) =8/6/2024_12:54 PMChordSplicePage 5 of 493 SHEET NO.: PROJECT NO.: DATE: PROJECT: BY: SUBJECT: CHECKED BY: TYPICAL CALCULATIONS SHEAR WALL SCHEDULE CONVENTIONAL HOLDOWNS1:Yes 8% Reduction SDPWS Table 4.3A, Footnote 10 SHORT NAILS2 : Yes SDPWS C4.3.5.2, 5% Reduction SelectedABCDEFGH *Structural 1 Plywood **Requires 3x sole plate to achieve prescribed anchor bolt spacing BOUNDARY ELEMENT HOLDOWNS DTT2Z 1825 DTT2Z-2.5 2145 HDU2 3075 HDU4 4565 HDU5 5645 HDU8 6970 HDU11 9535 HDU14 14445 HDQ8 7630 HHDQ11 9535 HHDQ14 13710 HD19 19070 SHEAR WALL SCHEDULE MSD 1417-11-RC22 08/2024 RIGHETTI RANCH PARKS - COMMUNITY PARK LAT 6x MIN. (5) 1" BOLTS 4x MIN. (20) ¼"x3" SDS 6x MIN. (24) ¼"x2½" SDS 6x MIN. (30) ¼"x2½" SDS 4x MIN. (20) ¼"x2½" SDS 6x MIN. (30) ¼"x2½" SDS 6x MIN. (36) ¼"x2½" SDS (2) 2x MIN. (6) ¼"x2½" SDS (2) 2x MIN. (10) ¼"x2½" SDS (2) 2x MIN. (14) ¼"x2½" SDS 2x MIN. (8) ¼"x1½" SDS (2) 2x MIN. (8) ¼"x2½" SDS 15/32" EA. SIDE 10d @ 2" 5/8" @ 12" o.c.** 1,512 SIMP. HOLDOWN BOUNDARY ELEMENT FASTENERS ALLOW UPLIFT (lbs) 15/32" EA. SIDE 10d @ 4" 5/8" @ 16" o.c.** 888 15/32" EA. SIDE 10d @ 3" 5/8" @ 16" o.c.** 1,155 15/32" 10d @ 3" 5/8" @ 24" o.c. 577 15/32" 10d @ 2" 5/8" @ 24" o.c.** 756 15/32" 10d @ 6" 5/8" @ 48" o.c. 294 15/32" 10d @ 4" 5/8" @ 32" o.c. 443 MARK SHEATHING THICKNESS*EDGE NAILING SILL PLATE SHEAR ANCHOR BOLTS ALLOWABLE SHEAR 1 2 (plf) 15/32" 8d @ 6" 5/8" @ 48" o.c. 266 8/6/2024_12:55 PM SWSched Page 6 of 493 Page 7 of 493 Page 8 of 493 Page 9 of 493 SHEET NO.: PROJECT NO.: DATE: BY: CHECKED BY: DF No. 2 16 in 5 ft 1.6 1.25 24.2 psf Stucco 48.0 plf 53.3 plf 0 plf 101.3 plf Fc = 1,350 psiFb = 900 psi E = 1,600,000 psiE min = 580,000 psi Stud Size: 2x6 A=in2 I=in4 S=in3Cr=D+L or D+Lr : (Eq. 16-9, 10) D+0.6W: (Eq.16- 12)Ptotal = 135.1 lbs. 64 lbs.fc = 16.4 psi 7.8 psi F’c = 1505.3 psi 1844.6 psi 0.01 0.00 Adequate Adequate M= N/A 60.42 lb-ftfb = N/A 95.9 psi F'b= N/A 1656 psi N/A 0.06 N/A 0.06 Stud Design:Adequate Adequate Stud Deflection (1):0.01 in. Deflection Ratio: h/6000 Notes: 1.For Stud Deflection, use 0.42 times the Wind Pressure (W) per footnote f of Table 1604.3 PROJECT: SUBJECT: RIGHETTI RANCH PARKS - COMMUNITY PARK EXTERIOR STUD WALL DESIGN LAT MSD Adequate Bending Stress Ratio: Combined Stress Check: Sill Plate Crushing:Adequate 1.15 D+0.75L+0.75Lr : (Eq. 16-11) D+0.75L+0.45W+0.75Lr : (Eq. 16-13) 117.3 lbs. 1417-11-RC22 08/2024 Adequate Adequate N/A 0.04 N/A 0.04 N/A 45.32 lb-ft N/A 71.9 psi N/A 1656 psi Adequate Axial Stress Ratio: 0.01 0.01 7.56 Dead Load (D):Footnote m Fire-Rated, CBC T721.1(2): Stud Design: 8.25 20.80 117.3 lbs. 14.2 psi 14.2 psi 1505.3 psi 1844.6 psi NoRoof Live Load (Lr ): Live Load (L):Lumber Stresses: Total Stud Load:CD for Lateral Pressure: Cm = Ct = 1.0CD for Gravity Loads: Basic Load Combinations Wind Pressure (W):Wall Finish: Lumber Grade: L eyy = 0 Stud Spacing: Lexx = Stud Height Stud Height: Fc (Perp.) = 625 psi Stud Location:Gable End Cripple Wall Input: Assumptions: Page 10 of 493 Page 11 of 493 2 A-201 2 2 3 3 1 1 A A B B D D C C 5 5 4 4 E E G G H H F F 4 A-202 1 A-202 3 A-202 1 A-201 4:124:124:124:1241 A-903 42 A-903 43 A-903 07 4113.F 18' - 4 23/32"17' - 4 227/256" 07 4113.FHR_J1LR_J2LR_B3LR_B1 LR_B2 SCALE: 1/4" = 1'-0"A-201 A-121 ROOF PLAN1 GRAVITY KEY PLAN - RESTROOMS Wood Beam LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:HR-J1 Project File: 1417-11-RC22-Righetti Ranch-Restrooms.ec6 Project Title:Righetti Ranch Park Engineer: Project ID:1417-11-RC22 Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0170, Lr = 0.020 ksf, Tributary Width = 1.333 ft, (Roof) Load for Span Number 2 Uniform Load : D = 0.0170, Lr = 0.020 ksf, Tributary Width = 1.333 ft, (Roof) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.188: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 4.000 ft 21.69 psi= = 1,345.50 psi 2x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 180.00 psi== Section used for this span 2x6 Maximum Shear Stress Ratio 0.121 : 1 3.553 ft= = 253.43 psi Maximum Deflection 0 <360 2098 Ratio =33802 >=240 Max Downward Transient Deflection 0.015 in 4024Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.029 in Ratio =>=240 Max Upward Total Deflection -0.001 in fb: Actual F'b fv: Actual F'v Span: 2 : Lr Only n/a Span: 2 : +D+Lr Span: 1 : +D+Lr .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 4.0 ft 1 0.125 0.080 0.90 1.300 1.151.00 0.80 0.08 121.2 968.8 0.06 129.61.00 10.41.00 1.00Length = 2.50 ft 2 0.125 0.080 0.90 1.300 1.151.00 0.80 0.08 121.2 968.8 0.05 129.61.00 10.41.00 1.00+D+Lr 1.300 1.151.00 0.80 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.188 0.121 1.25 1.300 1.151.00 0.80 0.16 253.4 1,345.5 0.12 180.01.00 21.71.00 1.00Length = 2.50 ft 2 0.188 0.121 1.25 1.300 1.151.00 0.80 0.16 253.4 1,345.5 0.10 180.01.00 21.71.00 1.00+D+0.750Lr 1.300 1.151.00 0.80 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.164 0.105 1.25 1.300 1.151.00 0.80 0.14 220.4 1,345.5 0.10 180.01.00 18.91.00 Page 12 of 493 Wood Beam LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:HR-J1 Project File: 1417-11-RC22-Righetti Ranch-Restrooms.ec6 Project Title:Righetti Ranch Park Engineer: Project ID:1417-11-RC22 Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 2.50 ft 2 0.164 0.105 1.25 1.300 1.151.00 0.80 0.14 220.4 1,345.5 0.09 180.01.00 18.91.00 1.00+0.60D 1.300 1.151.00 0.80 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.042 0.027 1.60 1.300 1.151.00 0.80 0.05 72.7 1,722.2 0.03 230.41.00 6.21.00 1.00Length = 2.50 ft 2 0.042 0.027 1.60 1.300 1.151.00 0.80 0.05 72.7 1,722.2 0.03 230.41.00 6.21.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+D+Lr 1 0.0015 1.207 -0.0014 3.352 +D+Lr 2 0.0286 2.500 0.0000 3.352 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.062 0.270 Max Upward from Load Combinations 0.062 0.270 Max Upward from Load Cases 0.032 0.141 D Only 0.030 0.129 +D+Lr 0.062 0.270 +D+0.750Lr 0.054 0.235 +0.60D 0.018 0.077 Lr Only 0.032 0.141 Page 13 of 493 Wood Beam LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:LR-J2 Project File: 1417-11-RC22-Righetti Ranch-Restrooms.ec6 Project Title:Righetti Ranch Park Engineer: Project ID:1417-11-RC22 Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0170, Lr = 0.020, W = -0.07460 ksf, Tributary Width = 1.333 ft, (Low Roof) Load for Span Number 2 Point Load : D = 0.1750, Lr = 0.190 k @ 0.0 ft, (High Roof Above (HR-J1 Reaction)) Uniform Load : D = 0.0170, Lr = 0.020 ksf, Tributary Width = 1.333 ft, (Low Roof) Point Load : D = 0.060 k @ 0.0 ft, (Wall Above) Load for Span Number 3 Uniform Load : D = 0.0170, Lr = 0.020, W = -0.07460 ksf, Tributary Width = 1.333 ft, (Low Roof) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.213: 1 Load Combination +D+0.750Lr-0.450W Span # where maximum occurs Span # 2 Location of maximum on span 8.500 ft 26.74 psi= = 1,457.28 psi 2x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 2= Load Combination +D+0.750Lr-0.450W = = = 230.40 psi== Section used for this span 2x10 Maximum Shear Stress Ratio 0.116 : 1 8.500 ft= = 310.66 psi Maximum Deflection 562 >=360 868 Ratio =984 >=240 Max Downward Transient Deflection 0.149 in 562Ratio =>=360 Max Upward Transient Deflection -0.149 in Ratio = Max Downward Total Deflection 0.097 in Ratio =>=240 Max Upward Total Deflection -0.085 in fb: Actual F'b fv: Actual F'v Span: 3 : -W Span: 3 : W Only Span: 3 : +D-0.60W Span: 3 : +0.60D+0.60W .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 3.50 ft 1 0.108 0.076 0.90 1.100 1.151.00 0.80 0.16 88.2 819.7 0.09 129.61.00 9.81.00 1.00Length = 8.50 ft 2 0.108 0.076 0.90 1.100 1.151.00 0.80 0.16 88.2 819.7 0.09 129.61.00 9.81.00 1.00Length = 3.50 ft 3 0.108 0.076 0.90 1.100 1.151.00 0.80 0.16 88.2 819.7 0.07 129.61.00 9.81.00 Page 14 of 493 Wood Beam LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:LR-J2 Project File: 1417-11-RC22-Righetti Ranch-Restrooms.ec6 Project Title:Righetti Ranch Park Engineer: Project ID:1417-11-RC22 Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00+D+Lr 1.100 1.151.00 0.80 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.50 ft 1 0.158 0.111 1.25 1.100 1.151.00 0.80 0.32 179.8 1,138.5 0.19 180.01.00 20.01.00 1.00Length = 8.50 ft 2 0.158 0.111 1.25 1.100 1.151.00 0.80 0.32 179.8 1,138.5 0.19 180.01.00 20.01.00 1.00Length = 3.50 ft 3 0.158 0.111 1.25 1.100 1.151.00 0.80 0.32 179.8 1,138.5 0.14 180.01.00 20.01.00 1.00+D+0.750Lr 1.100 1.151.00 0.80 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.50 ft 1 0.138 0.097 1.25 1.100 1.151.00 0.80 0.28 156.9 1,138.5 0.16 180.01.00 17.51.00 1.00Length = 8.50 ft 2 0.138 0.097 1.25 1.100 1.151.00 0.80 0.28 156.9 1,138.5 0.16 180.01.00 17.51.00 1.00Length = 3.50 ft 3 0.138 0.097 1.25 1.100 1.151.00 0.80 0.28 156.9 1,138.5 0.12 180.01.00 17.51.00 1.00+D+0.60W 1.100 1.151.00 0.80 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.50 ft 1 0.080 0.044 1.60 1.100 1.151.00 0.80 0.21 116.8 1,457.3 0.09 230.41.00 10.11.00 1.00Length = 8.50 ft 2 0.169 0.044 1.60 1.100 1.151.00 0.80 0.44 246.9 1,457.3 0.09 230.41.00 10.11.00 1.00Length = 3.50 ft 3 0.080 0.044 1.60 1.100 1.151.00 0.80 0.21 116.8 1,457.3 0.09 230.41.00 10.11.00 1.00+D-0.60W 1.100 1.151.00 0.80 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.50 ft 1 0.201 0.110 1.60 1.100 1.151.00 0.80 0.52 293.2 1,457.3 0.23 230.41.00 25.21.00 1.00Length = 8.50 ft 2 0.201 0.110 1.60 1.100 1.151.00 0.80 0.52 293.2 1,457.3 0.23 230.41.00 25.21.00 1.00Length = 3.50 ft 3 0.201 0.110 1.60 1.100 1.151.00 0.80 0.52 293.2 1,457.3 0.23 230.41.00 25.21.00 1.00+D+0.750Lr+0.450W 1.100 1.151.00 0.80 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.50 ft 1 0.002 0.076 1.60 1.100 1.151.00 0.80 0.01 3.1 1,457.3 0.16 230.41.00 17.51.00 1.00Length = 8.50 ft 2 0.157 0.076 1.60 1.100 1.151.00 0.80 0.41 228.2 1,457.3 0.16 230.41.00 17.51.00 1.00Length = 3.50 ft 3 0.002 0.076 1.60 1.100 1.151.00 0.80 0.01 3.1 1,457.3 0.00 230.41.00 17.51.00 1.00+D+0.750Lr-0.450W 1.100 1.151.00 0.80 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.50 ft 1 0.213 0.116 1.60 1.100 1.151.00 0.80 0.55 310.7 1,457.3 0.25 230.41.00 26.71.00 1.00Length = 8.50 ft 2 0.213 0.116 1.60 1.100 1.151.00 0.80 0.55 310.7 1,457.3 0.25 230.41.00 26.71.00 1.00Length = 3.50 ft 3 0.213 0.116 1.60 1.100 1.151.00 0.80 0.55 310.7 1,457.3 0.25 230.41.00 26.71.00 1.00+D+0.450W 1.100 1.151.00 0.80 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.50 ft 1 0.045 0.043 1.60 1.100 1.151.00 0.80 0.12 65.6 1,457.3 0.09 230.41.00 9.81.00 1.00Length = 8.50 ft 2 0.134 0.043 1.60 1.100 1.151.00 0.80 0.35 195.6 1,457.3 0.09 230.41.00 9.81.00 1.00Length = 3.50 ft 3 0.045 0.043 1.60 1.100 1.151.00 0.80 0.12 65.6 1,457.3 0.05 230.41.00 9.81.00 1.00+D-0.450W 1.100 1.151.00 0.80 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.50 ft 1 0.166 0.090 1.60 1.100 1.151.00 0.80 0.43 242.0 1,457.3 0.19 230.41.00 20.81.00 1.00Length = 8.50 ft 2 0.166 0.090 1.60 1.100 1.151.00 0.80 0.43 242.0 1,457.3 0.19 230.41.00 20.81.00 1.00Length = 3.50 ft 3 0.166 0.090 1.60 1.100 1.151.00 0.80 0.43 242.0 1,457.3 0.19 230.41.00 20.81.00 1.00+0.60D+0.60W 1.100 1.151.00 0.80 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.50 ft 1 0.104 0.057 1.60 1.100 1.151.00 0.80 0.27 152.1 1,457.3 0.12 230.41.00 13.11.00 1.00Length = 8.50 ft 2 0.158 0.057 1.60 1.100 1.151.00 0.80 0.41 230.1 1,457.3 0.12 230.41.00 13.11.00 1.00Length = 3.50 ft 3 0.104 0.057 1.60 1.100 1.151.00 0.80 0.27 152.1 1,457.3 0.12 230.41.00 13.11.00 1.00+0.60D-0.60W 1.100 1.151.00 0.80 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.50 ft 1 0.177 0.096 1.60 1.100 1.151.00 0.80 0.46 257.9 1,457.3 0.21 230.41.00 22.21.00 1.00Length = 8.50 ft 2 0.177 0.096 1.60 1.100 1.151.00 0.80 0.46 257.9 1,457.3 0.21 230.41.00 22.21.00 1.00Length = 3.50 ft 3 0.177 0.096 1.60 1.100 1.151.00 0.80 0.46 257.9 1,457.3 0.21 230.41.00 22.21.00 1.00+0.60D 1.100 1.151.00 0.80 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.50 ft 1 0.036 0.026 1.60 1.100 1.151.00 0.80 0.09 52.9 1,457.3 0.05 230.41.00 5.91.00 1.00Length = 8.50 ft 2 0.036 0.026 1.60 1.100 1.151.00 0.80 0.09 52.9 1,457.3 0.05 230.41.00 5.91.00 1.00Length = 3.50 ft 3 0.036 0.026 1.60 1.100 1.151.00 0.80 0.09 52.9 1,457.3 0.04 230.41.00 5.91.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections -W 1 0.1492 0.000 0.0000 0.000 Page 15 of 493 Wood Beam LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:LR-J2 Project File: 1417-11-RC22-Righetti Ranch-Restrooms.ec6 Project Title:Righetti Ranch Park Engineer: Project ID:1417-11-RC22 Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections -W20.0000 0.000 -0.0763 4.286 -W 3 0.1489 3.500 0.0000 4.286 . Load Combination Support 1 Support 2 Support 3 Support 4 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.888 0.511 Max Upward from Load Combinations 0.888 0.511 Max Upward from Load Cases 0.434 0.207 Max Downward from all Load Conditio -0.348 -0.348 Max Downward from Load Combinations -0.089 Max Downward from Load Cases (Resis -0.348 -0.348 D Only 0.434 0.199 +D+Lr 0.831 0.406 +D+0.750Lr 0.731 0.354 +D+0.60W 0.225 -0.010 +D-0.60W 0.643 0.408 +D+0.750Lr+0.450W 0.575 0.197 +D+0.750Lr-0.450W 0.888 0.511 +D+0.450W 0.277 0.042 +D-0.450W 0.591 0.356 +0.60D+0.60W 0.052 -0.089 +0.60D-0.60W 0.469 0.328 +0.60D 0.260 0.119 Lr Only 0.397 0.207 W Only -0.348 -0.348 -W 0.348 0.348 Page 16 of 493 Wood Beam LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:LR-B1 Project File: 1417-11-RC22-Righetti Ranch-Restrooms.ec6 Project Title:Righetti Ranch Park Engineer: Project ID:1417-11-RC22 Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design iLevel Truss Joist MicroLam LVL 2.0 E 2,600.0 2,600.0 2,510.0 750.0 2,000.0 1,016.54 285.0 1,555.0 42.010 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.330, Lr = 0.30 , Tributary Width = 1.0 ft, (Roof (LR-J2 Reaction)) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.510: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 11.625 ft 84.84 psi= = 2,490.04 psi 3-1.75x22Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 285.00 psi== Section used for this span 3-1.75x22 Maximum Shear Stress Ratio 0.298 : 1 21.468 ft= = 1,270.73 psi Maximum Deflection 0 <360 473 Ratio =0 <240 Max Downward Transient Deflection 0.266 in 1048Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.589 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 23.250 ft 1 0.388 0.227 0.90 0.921 1.041.00 0.80 24.58 696.3 1,792.8 3.58 205.21.00 46.51.00 1.00+D+Lr 0.921 1.041.00 0.80 0.0 0.00 0.01.00 0.01.00 1.00Length = 23.250 ft 1 0.510 0.298 1.25 0.921 1.041.00 0.80 44.85 1,270.7 2,490.0 6.53 285.01.00 84.81.00 1.00+D+0.750Lr 0.921 1.041.00 0.80 0.0 0.00 0.01.00 0.01.00 1.00Length = 23.250 ft 1 0.453 0.264 1.25 0.921 1.041.00 0.80 39.78 1,127.1 2,490.0 5.79 285.01.00 75.31.00 1.00+0.60D 0.921 1.041.00 0.80 0.0 0.00 0.01.00 0.01.00 1.00Length = 23.250 ft 1 0.131 0.076 1.60 0.921 1.041.00 0.80 14.75 417.8 3,187.2 2.15 364.81.00 27.91.00 . Page 17 of 493 Wood Beam LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:LR-B1 Project File: 1417-11-RC22-Righetti Ranch-Restrooms.ec6 Project Title:Righetti Ranch Park Engineer: Project ID:1417-11-RC22 Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.5889 11.710 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 7.715 7.715 Max Upward from Load Combinations 7.715 7.715 Max Upward from Load Cases 4.228 4.228 D Only 4.228 4.228 +D+Lr 7.715 7.715 +D+0.750Lr 6.844 6.844 +0.60D 2.537 2.537 Lr Only 3.488 3.488 Page 18 of 493 Wood Beam LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:LR-B2 Project File: 1417-11-RC22-Righetti Ranch-Restrooms.ec6 Project Title:Righetti Ranch Park Engineer: Project ID:1417-11-RC22 Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design iLevel Truss Joist MicroLam LVL 2.0 E 2,600.0 2,600.0 2,510.0 750.0 2,000.0 1,016.54 285.0 1,555.0 42.010 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.330, Lr = 0.30 , Tributary Width = 1.0 ft, (Roof (LR-J2 Reaction)) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.551: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 8.000 ft 91.61 psi= = 2,647.90 psi 3-1.75x14Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 285.00 psi== Section used for this span 3-1.75x14 Maximum Shear Stress Ratio 0.321 : 1 14.891 ft= = 1,458.62 psi Maximum Deflection 0 <360 381 Ratio =0 <240 Max Downward Transient Deflection 0.232 in 828Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.503 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 16.0 ft 1 0.413 0.241 0.90 0.979 1.041.00 0.80 11.25 786.9 1,906.5 2.42 205.21.00 49.41.00 1.00+D+Lr 0.979 1.041.00 0.80 0.0 0.00 0.01.00 0.01.00 1.00Length = 16.0 ft 1 0.551 0.321 1.25 0.979 1.041.00 0.80 20.85 1,458.6 2,647.9 4.49 285.01.00 91.61.00 1.00+D+0.750Lr 0.979 1.041.00 0.80 0.0 0.00 0.01.00 0.01.00 1.00Length = 16.0 ft 1 0.487 0.284 1.25 0.979 1.041.00 0.80 18.45 1,290.7 2,647.9 3.97 285.01.00 81.11.00 1.00+0.60D 0.979 1.041.00 0.80 0.0 0.00 0.01.00 0.01.00 1.00Length = 16.0 ft 1 0.139 0.081 1.60 0.979 1.041.00 0.80 6.75 472.1 3,389.3 1.45 364.81.00 29.71.00 . Page 19 of 493 Wood Beam LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:LR-B2 Project File: 1417-11-RC22-Righetti Ranch-Restrooms.ec6 Project Title:Righetti Ranch Park Engineer: Project ID:1417-11-RC22 Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.5030 8.058 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 5.212 5.212 Max Upward from Load Combinations 5.212 5.212 Max Upward from Load Cases 2.812 2.812 D Only 2.812 2.812 +D+Lr 5.212 5.212 +D+0.750Lr 4.612 4.612 +0.60D 1.687 1.687 Lr Only 2.400 2.400 Page 20 of 493 Wood Beam LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:LR-B3 Project File: 1417-11-RC22-Righetti Ranch-Restrooms.ec6 Project Title:Righetti Ranch Park Engineer: Project ID:1417-11-RC22 Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Point Load : D = 0.140, Lr = 0.160 k @ 2.0 ft, (Opening) Uniform Load : D = 0.0170, Lr = 0.020, W = -0.07460 ksf, Tributary Width = 1.333 ft, (Roof) Point Load : D = 0.140, Lr = 0.160 k @ 0.0 ft, (Opening) Load for Span Number 2 Point Load : D = 0.1750, Lr = 0.190 k @ 0.0 ft, (High Roof Above (HR-J1 Reaction)) Uniform Load : D = 0.0170, Lr = 0.020 ksf, Tributary Width = 1.333 ft, (Low Roof) Point Load : D = 0.060 k @ 0.0 ft, (Wall Above) Load for Span Number 3 Uniform Load : D = 0.0170, Lr = 0.020, W = -0.07460 ksf, Tributary Width = 1.333 ft, (Low Roof) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.453: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 3.500 ft 40.61 psi= = 1,138.50 psi 2-2x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 180.00 psi== Section used for this span 2-2x10 Maximum Shear Stress Ratio 0.226 : 1 2.735 ft= = 515.81 psi Maximum Deflection 1124 >=360 524 Ratio =1860 >=240 Max Downward Transient Deflection 0.077 in 1086Ratio =>=360 Max Upward Transient Deflection -0.075 in Ratio = Max Downward Total Deflection 0.160 in Ratio =>=240 Max Upward Total Deflection -0.055 in fb: Actual F'b fv: Actual F'v Span: 3 : -W Span: 3 : W Only Span: 3 : +D+0.750Lr-0.450W Span: 3 : +0.60D+0.60W .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 3.50 ft 1 0.300 0.149 0.90 1.100 1.151.00 0.80 0.88 245.6 819.7 0.36 129.61.00 19.41.00 Page 21 of 493 Wood Beam LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:LR-B3 Project File: 1417-11-RC22-Righetti Ranch-Restrooms.ec6 Project Title:Righetti Ranch Park Engineer: Project ID:1417-11-RC22 Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 8.50 ft 2 0.300 0.149 0.90 1.100 1.151.00 0.80 0.88 245.6 819.7 0.18 129.61.00 19.41.00 1.00Length = 3.50 ft 3 0.060 0.149 0.90 1.100 1.151.00 0.80 0.18 49.3 819.7 0.08 129.61.00 19.41.00 1.00+D+Lr 1.100 1.151.00 0.80 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.50 ft 1 0.453 0.226 1.25 1.100 1.151.00 0.80 1.84 515.8 1,138.5 0.75 180.01.00 40.61.00 1.00Length = 8.50 ft 2 0.453 0.226 1.25 1.100 1.151.00 0.80 1.84 515.8 1,138.5 0.37 180.01.00 40.61.00 1.00Length = 3.50 ft 3 0.084 0.226 1.25 1.100 1.151.00 0.80 0.34 95.1 1,138.5 0.15 180.01.00 40.61.00 1.00+D+0.750Lr 1.100 1.151.00 0.80 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.50 ft 1 0.394 0.196 1.25 1.100 1.151.00 0.80 1.60 448.3 1,138.5 0.65 180.01.00 35.31.00 1.00Length = 8.50 ft 2 0.394 0.196 1.25 1.100 1.151.00 0.80 1.60 448.3 1,138.5 0.33 180.01.00 35.31.00 1.00Length = 3.50 ft 3 0.073 0.196 1.25 1.100 1.151.00 0.80 0.30 83.6 1,138.5 0.13 180.01.00 35.31.00 1.00+D+0.60W 1.100 1.151.00 0.80 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.50 ft 1 0.098 0.051 1.60 1.100 1.151.00 0.80 0.51 143.1 1,457.3 0.22 230.41.00 11.71.00 1.00Length = 8.50 ft 2 0.098 0.051 1.60 1.100 1.151.00 0.80 0.51 143.1 1,457.3 0.18 230.41.00 11.71.00 1.00Length = 3.50 ft 3 0.037 0.051 1.60 1.100 1.151.00 0.80 0.19 53.2 1,457.3 0.08 230.41.00 11.71.00 1.00+D-0.60W 1.100 1.151.00 0.80 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.50 ft 1 0.239 0.122 1.60 1.100 1.151.00 0.80 1.24 348.1 1,457.3 0.52 230.41.00 28.21.00 1.00Length = 8.50 ft 2 0.239 0.122 1.60 1.100 1.151.00 0.80 1.24 348.1 1,457.3 0.24 230.41.00 28.21.00 1.00Length = 3.50 ft 3 0.104 0.122 1.60 1.100 1.151.00 0.80 0.54 151.8 1,457.3 0.24 230.41.00 28.21.00 1.00+D+0.750Lr+0.450W 1.100 1.151.00 0.80 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.50 ft 1 0.255 0.125 1.60 1.100 1.151.00 0.80 1.32 371.4 1,457.3 0.53 230.41.00 28.71.00 1.00Length = 8.50 ft 2 0.255 0.125 1.60 1.100 1.151.00 0.80 1.32 371.4 1,457.3 0.33 230.41.00 28.71.00 1.00Length = 3.50 ft 3 0.005 0.125 1.60 1.100 1.151.00 0.80 0.02 6.7 1,457.3 0.01 230.41.00 28.71.00 1.00+D+0.750Lr-0.450W 1.100 1.151.00 0.80 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.50 ft 1 0.360 0.182 1.60 1.100 1.151.00 0.80 1.87 525.1 1,457.3 0.78 230.41.00 41.91.00 1.00Length = 8.50 ft 2 0.360 0.182 1.60 1.100 1.151.00 0.80 1.87 525.1 1,457.3 0.33 230.41.00 41.91.00 1.00Length = 3.50 ft 3 0.110 0.182 1.60 1.100 1.151.00 0.80 0.57 160.5 1,457.3 0.26 230.41.00 41.91.00 1.00+D+0.450W 1.100 1.151.00 0.80 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.50 ft 1 0.116 0.058 1.60 1.100 1.151.00 0.80 0.60 168.7 1,457.3 0.25 230.41.00 13.41.00 1.00Length = 8.50 ft 2 0.116 0.058 1.60 1.100 1.151.00 0.80 0.60 168.7 1,457.3 0.18 230.41.00 13.41.00 1.00Length = 3.50 ft 3 0.019 0.058 1.60 1.100 1.151.00 0.80 0.10 27.6 1,457.3 0.04 230.41.00 13.41.00 1.00+D-0.450W 1.100 1.151.00 0.80 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.50 ft 1 0.221 0.113 1.60 1.100 1.151.00 0.80 1.15 322.5 1,457.3 0.48 230.41.00 26.01.00 1.00Length = 8.50 ft 2 0.221 0.113 1.60 1.100 1.151.00 0.80 1.15 322.5 1,457.3 0.20 230.41.00 26.01.00 1.00Length = 3.50 ft 3 0.087 0.113 1.60 1.100 1.151.00 0.80 0.45 126.1 1,457.3 0.20 230.41.00 26.01.00 1.00+0.60D+0.60W 1.100 1.151.00 0.80 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.50 ft 1 0.031 0.026 1.60 1.100 1.151.00 0.80 0.16 44.9 1,457.3 0.11 230.41.00 6.01.00 1.00Length = 8.50 ft 2 0.053 0.027 1.60 1.100 1.151.00 0.80 0.28 77.5 1,457.3 0.12 230.41.00 6.31.00 1.00Length = 3.50 ft 3 0.050 0.027 1.60 1.100 1.151.00 0.80 0.26 72.9 1,457.3 0.12 230.41.00 6.31.00 1.00+0.60D-0.60W 1.100 1.151.00 0.80 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.50 ft 1 0.171 0.089 1.60 1.100 1.151.00 0.80 0.89 249.9 1,457.3 0.38 230.41.00 20.41.00 1.00Length = 8.50 ft 2 0.171 0.089 1.60 1.100 1.151.00 0.80 0.89 249.9 1,457.3 0.21 230.41.00 20.41.00 1.00Length = 3.50 ft 3 0.091 0.089 1.60 1.100 1.151.00 0.80 0.47 132.1 1,457.3 0.21 230.41.00 20.41.00 1.00+0.60D 1.100 1.151.00 0.80 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.50 ft 1 0.101 0.050 1.60 1.100 1.151.00 0.80 0.53 147.4 1,457.3 0.22 230.41.00 11.61.00 1.00Length = 8.50 ft 2 0.101 0.050 1.60 1.100 1.151.00 0.80 0.53 147.4 1,457.3 0.11 230.41.00 11.61.00 1.00Length = 3.50 ft 3 0.020 0.050 1.60 1.100 1.151.00 0.80 0.11 29.6 1,457.3 0.05 230.41.00 11.61.00 . Page 22 of 493 Wood Beam LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:LR-B3 Project File: 1417-11-RC22-Righetti Ranch-Restrooms.ec6 Project Title:Righetti Ranch Park Engineer: Project ID:1417-11-RC22 Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750Lr-0.450W 1 0.1598 0.000 0.0000 0.000 +D+0.750Lr-0.450W20.0000 0.000 -0.0548 3.714 +D+0.750Lr-0.450W 3 0.0842 3.500 0.0000 3.714 . Load Combination Support 1 Support 2 Support 3 Support 4 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.630 0.381 Max Upward from Load Combinations 1.630 0.381 Max Upward from Load Cases 0.820 0.140 Max Downward from all Load Conditio -0.348 -0.348 Max Downward from Load Combinations -0.125 Max Downward from Load Cases (Resis -0.348 -0.348 D Only 0.820 0.140 +D+Lr 1.630 0.252 +D+0.750Lr 1.428 0.224 +D+0.60W 0.611 -0.069 +D-0.60W 1.028 0.349 +D+0.750Lr+0.450W 1.271 0.068 +D+0.750Lr-0.450W 1.584 0.381 +D+0.450W 0.663 -0.017 +D-0.450W 0.976 0.297 +0.60D+0.60W 0.283 -0.125 +0.60D-0.60W 0.701 0.293 +0.60D 0.492 0.084 Lr Only 0.811 0.112 W Only -0.348 -0.348 -W 0.348 0.348 Page 23 of 493 Page 24 of 493 3 A-201 2 2 3 3 1 1 A A B B D D C C4:124:1241 A-903 42 A-903 43 A-903 07 4113.F 18' - 4 23/32" 1,410.64 sf538.42 sf RRM_Structural Take-off Tools Description Quantity Unit Area - R2 -Roof 1,949.06 sf MASSING PLAN - MAIN RESTROOM Page 25 of 493 3 A-201 A-511 1 2 3 4 2 2 3 3 1 1 A A B B D D C C22' - 0"45' - 4" 23' - 4"22' - 0"8' - 0"6' - 0"8' - 0"NON ACCESSIBLE SINGLE USE 103 NON ACCESSIBLE SINGLE USE 104 ACC. RR ALL GENDER 105 457 SF CITY STORAGE ROOM 101 124 SF UTILITY CHASE 102 ACC. RR ALL GENDER 106 NON ACCESSIBLE SINGLE USE 107 22' - 0"23' - 4" 45' - 4"22' - 0"A-5124 1 2 3 NON ACCESSIBLE SINGLE USE 108 A-511 5 6 7 8 1' - 6" MIN17" MIN, 18" MAX 108A 107A 106A 103A 104A 105A R 2' - 6" 30"X 48" CLR. SPACE 60"X 56" CLR. SPACE 2 48" MIN6 UTILITY CART MOWER PUMP WORK STATIONWORK BENCHTOOL CHEST2 A-301 1' - 4"3' - 4"4' - 8"3' - 4"5' - 4"3' - 4"5' - 4"3' - 4"15' - 4" 1' - 4"3' - 4"4' - 8"3' - 4"5' - 4"3' - 4"3' - 4"16' - 8"4' - 0"PUMP CLR. 2' - 0"1 A-201 3 A-301 TYP. 08 1113.A 22 0000.K 26 0000.B 06 4100.A 22 0000.X TYP. 22 0000.Q TYP. 10 2800.Q TYP. 22 0000.R 32 8423.A 22 0000.O 101B A-903 11 A-903 12 TYP. 10 2800.J 101A TYP. 22 0000.D 10 2800.T RRM_Structural Take-off Tools Description Quantity Unit MASSING PLAN - MAIN RESTROOM Page 26 of 493 3 A-201 2 2 3 3 1 1 A A B B D D C C4:124:1241 A-903 42 A-903 43 A-903 07 4113.F 18' - 4 23/32" RRM_Structural Take-off Tools Description Quantity Unit MASSING PLAN - MAIN RESTROOM Floor ID Floor Plate Elev. (ft) Floor Elev. (ft) Height Below (ft) Height Above (ft)RRoof (Mean)10.0 10.0 10.0 7.04 4th 0.0 0.0 0.0 0.03 3rd 0.0 0.0 0.0 0.02 2nd 0.0 0.0 0.0 0.01 Ground 0.0 0.0 0.0 10.0 Floor Type Weight (psf)Description R1 18 Metal Roof Wall Type Weight (psf)Description W1 11 Exterior Wall (2x6) w/ Siding W2 89 8" CMU w/ Siding W3 9 Non-Bearing Partition Wall (2x6) FLOOR:Roof Floors Area Label Floor Type Area (sf) Wall Length (ft) Wall Trib. Below (ft) Wall Trib. Above (ft) Weight (psf) Weight (lbs) Mass (lbm/ft/s2)xcm (ft)ycm (ft) W*x cm (lb*ft) W*y cm (lb*ft) R1 R1 1,411 18 25,398 788.8 0 0 HR1 R1 539 18 9,702 301.3 0 0 Walls Above WA1 W1 106.0 0 3.50 11 4,081 126.7 0 0 HWA1 W1 106.0 0 3.50 11 4,081 126.7 0 0 Walls Below WB1 W2 222.0 5.00 0 89 98,790 3068.0 0 0 1,411 *Totals =142,052 4,412 0.0 0.000 *Ignore square footage of high roof monitor -> increases fp of roof so no need to include high roof areas in wall shear calculations BUILDING MASS FLOOR AND WALL MASS SUMMARY Dimensions Weight and Mass Info Center of Mass RESTROOM - MAIN1 Page 27 of 493 CODE SEISMIC GROUND MOTION VALUES Parameter Value Description Eqn Site class =DC 1613.2.2 ELFP? = YES Structure is designed with ELFP per A 12.8. Regular Structure? =NO Structure DOES NOT meet the requirements of A 12.8.1.3.A 12.8.1.3 Haz Anlys Provided?NO Site Specific Ground Motion Analysis Requirements Haz Anlys Reqd?YES (2)Hazard Analysis NOT provided, see A 11.4.8 Exepction 2.A 11.4.8SS =1.083 g Mapped spec acc for short periods (see below for max value cap)C 1613.2.1S1 =0.398 g Mapped spec acc for T = 1 sec C 1613.2.1Fa =1.067 Site Coefficient C Table 1613.2.3(1)Fv =1.902 Site Coefficient C Table 1613.2.3(2)SMS =1.156 gS MS = Fa SS C 1613.2.3 (Eqn 16-36)SM1 =0.757 gS M1 = Fv S1 C 1613.2.3 (Eqn 16-37)SDS = 2/3 S MS =0.770 gS DS = 2/3 S MS C 1613.3.4 (Eqn 16-38)SD1 = 2/3 S M1 =0.505 gS D1 = 2/3 S M1 C 1613.3.4 (Eqn 16-39) GOVERNING SEISMIC GROUND MOTION VALUESS DS =0.770 gS D1 =0.505 g BUILDING PARAMETERS Risk Category =I or II C 1604.5 I =1.00 Importance Factor A Table 1.5-2 SDC =DSeismic design category C 1613.2.5 LFRS = A Table 12.2-1 R =5Response Modification Coefficient A Table 12.2-1O =2.5 System Overstrength Factor A Table 12.2-1Cd =3.5 Deflection Amplification Factor A Table 12.2-1 PERIOD LIMITSTa =0.112 s Approximate Fundamental PeriodTa = Ct hnx =A 12.8.2.1 (Eqn 12.8-7) Structure Type =A Table 12.8-2Ct =0.02 Approximate Period Parameter A Table 12.8-2 x =0.75 Approximate Period Parameter A Table 12.8-2hn =10.0 ft height above base See plansT MAX =0.157 s Maximum period LimitT MAX = Cu Ta =A 12.8.2Cu =1.4 Coefficient for Upper Limit on Calculated Period A Table 12.8-1TL =8 s Long period transition A Fig. 22-14 (seismic map)TS = 0.655 s X-Dir Y-Dir T =0.1125 0.1125 Analysis Derived Fundamental Period A 12.8.2 T =0.1125 0.1125 Governing Fundamental Period A 12.8.2 MCE, 5% damped, spec resp acc parameter at 1 sec period adjusted for site effects RESTROOM - MAIN SEISMIC BASE SHEAR EQUIVALENT LATERAL FORCE PROCEDURE Per ASCE 7-16 Section 12.8 (Ammended By 2022 CBC) Code/Standard Reference MCE, 5% damped, spec resp acc parameter at short periods adjusted for site effects Design, 5% damped, spectral response acceleration parameter at short periods Design, 5% damped, spectral response acceleration parameter at 1 sec period A.7. Special Reinforced Masonry Shear Walls All other structural systems1 Page 28 of 493 RESTROOM - MAIN SEISMIC BASE SHEAR EQUIVALENT LATERAL FORCE PROCEDURE Per ASCE 7-16 Section 12.8 (Ammended By 2022 CBC) BASE SHEAR X-Dir Y-DirCs =0.154 0.154 Base Shear CoefficientCs = S DS I / R A 12.8.1.1 (Eqn 12.8-2)CsMAX =0.897 0.897 Max Base Shear Coefficient for T ≤ TLC sMAX = S D1 I / (T R)A 12.8.1.1 (Eqn 12.8-3)CsMAX =- -Max Base Shear Coefficient for T ≥ TLC sMAX = S D1 TL I / (T2 R)A 12.8.1.1 (Eqn 12.8-4)CsMIN =0.034 0.034 Min Base Shear CoefficientC sMIN = 0.044S DS I≥0.01 A 12.8.1.1 (Eqn 12.8-5)CsMIN 2 =- -Min Base Shear Coefficient for S1 ≥ 0.6C sMIN 2 = 0.5 S1 I / R A 12.8.1.1 (Eqn 12.8-6)Cs =0.154 0.154 Governing Base Shear Coefficient V =21.9 k 21.9 k Equivalent lateral force procedure base shear V = Cs W A 12.8.1 (Eqn 12.8-1) 0.11005 0.110051 Page 29 of 493 ParameterValueDescriptionEqnk = 1Exponent related to structural periodFpx = See TableA 12.10.1.1 (Eqn 12.10-1)EAST-WESTCs =0.154Base Shear CoefficientSee Previous CalcsV = 21.9 kEquivalent lateral force procedure base shear See Previous CalcsLevel Area (sf)Wx (k)Wtot(k)hx (ft) hxK(ft) Wxhxk (k-ft)Fx (k) fx (psf) Fx / Wx F tot(k)Min0.2SDSIeWpx (k)A 12.10.1.1 (Eqn 12.10-1)A 12.10.1.1 (Eqn 12.10-1)Max0.4SDSIeWpx(k)A 12.10.1.1 (Eqn 12.10-1)Fpx (k) fpx (psf) Fpx/Fx RatioRoof 1,411 142.1142.113.513.5 1917.71.0021.915.50.154 21.9 21.9 21.9 43.821.915.511.004th Floor0.0142.10.00.0 0.00.000.00.0NA 21.9 0.0 0.0 0.00.0NA0.003rd Floor0.0142.10.00.0 0.00.000.00.0NA 21.9 0.0 0.0 0.00.0NA0.002nd Floor0.0142.10.00.0 0.00.000.00.0NA 21.9 0.0 0.0 0.00.0NA0.00Total 1411142.11917.71.00 21.915.50.154NORTH-SOUTHCs =0.154Base Shear CoefficientSee Previous CalcsV = 21.9 kEquivalent lateral force procedure base shear See Previous CalcsLevel Area (sf)Wx (k)Wtot(k)hx (ft) hxK(ft) Wxhxk (k-ft)Fx (k) fx (psf) Fx / Wx F tot(k)Min0.2SDSIeWpx (k)A 12.10.1.1 (Eqn 12.10-1)A 12.10.1.1 (Eqn 12.10-1)Max0.4SDSIeWpx(k)A 12.10.1.1 (Eqn 12.10-1)Fpx (k) fpx (psf) Fpx/Fx RatioRoof 1,411 142.1142.113.513.5 1917.71.0021.915.50.154 21.9 21.9 21.9 43.821.915.511.004th Floor0.0142.10.00.0 0.00.000.00.0NA 21.9 0.0 0.0 0.00.0NA0.003rd Floor0.0142.10.00.0 0.00.000.00.0NA 21.9 0.0 0.0 0.00.0NA0.002nd Floor0.0142.10.00.0 0.00.000.00.0NA 21.9 0.0 0.0 0.00.0NA0.00Total 1411142.11917.71.00 21.915.50.154VERTICAL DISTRIBUTION OF FORCESEQUIVALENT LATERAL FORCE PROCEDUREPer ASCE 7-16 Section 12.8.3Code/Standard ReferenceFx =See TableLateral Seismic Force at any levelFx = CvxVA 12.8.3 (Eqn 12.8-11)RESTROOM - MAINVertical Distribution Vertical Distribution A 12.8.3 (Eqn 12.8-12)Diaphragm Shear Diaphragm Shear A 12.8.3Cvx =See TableVertical distribution factorfor structures having period of 0.5s or lesskiinikxxvxhwhwC==1kiinikxxvxhwhwC==1kiinikxxvxhwhwC==1pxnxiinxiiwwFFpx===pxnxiinxiiwwFFpx===pxnxiinxiiwwFFpx===1Page 30 of 493 Parameter Value Description EqnBuilding =RESTROOM - MAINRisk Category =I or IIC 1604.5Enclosure =EnclosedA 26.12Exp. Category =CExposure CategoryC 1609.4.3VULT =91 mphUltimate Wind SpeedC Fig. 1609.3(1)VASD =71 mphNominal (Allowable) Design Wind SpeedVasd = Vult√0.6C 1609.3.1 (Eqn 16-33)z =17.0 ftHeight above ground levelh =13.5 ft< 75 ftMean roof height of buildingKz,windward =0.87Kz =2.01(15/zg)2/a z < 15 ftKz,leeward =0.85Kz =2.01(z/zg)2/a z > 15 ftKzt,windward =1.00Kzt,leeward =1.00Kd =0.85Directionality FactorA Tbl 26.6-1Ke =1.00Ground Elevation FactorA Tbl 26.9-1G =0.85Gust Effect FactorA 26.11GCpi =± 0.18Internal Pressure CoefficientA 26.13qz = 0.00256KzKztKdKeV2A Eqn 26.10-1qh = 0.00256KhKztKdKeV2A Eqn 26.10-1MAIN WIND FORCE RESISTING SYSTEMEAST-WESTWindward Leeward Total MaxLevel hx (ft) Trib Ht.(ft) Slope (deg)Trib Width(ft) Trib Area(ft) Kzwindwardqz (psf)CpwindwardPnet(psf)Fx(kips)Khleewardqh (psf)CpleewardPnet(psf)Fx(kips)Fx total(kips)wx(plf)Total Pnet(psf)CpwindwardCpleewardTotal Pnet(psf)Max Pnet(psf)Parapet0.0 ft 0.00 ft 0 61.00 ft 00.8515.30 0.00 0.00 0.00.8518.00 0.00 -3.24 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0Roof13.5 ft3.50 ft 0 61.00 ft 2140.8515.30-0.180.41 0.090.8515.30-0.9-14.46 -3.1 3.2 52.0 13.0-0.18 -0.99.4 13.0Roof (Bot)10.0 ft 5.00 ft0 61.00 ft 3050.8515.300.87.65 2.30.8515.30-0.5-9.25 -2.8 5.2 84.5 23.40.8 -0.516.9 23.44th Floor0.0 ft 0.00 ft0 61.00 ft 00.8515.300.87.65 0.00.8515.30-0.5-9.25 0.0 0.0 0.0 23.40.8 -0.516.9 0.03rd Floor0.0 ft 0.00 ft0 61.00 ft 00.8515.300.87.65 0.00.8515.30-0.5-9.25 0.0 0.0 0.0 23.40.8 -0.516.9 0.02nd Floor0.0 ft 0.00 ft0 61.00 ft 00.8515.300.87.65 0.00.8515.30-0.5-9.25 0.0 0.0 0.0 23.40.8 -0.516.9 0.0Base0.0 ft 0.00 ft0 61.00 ft 00.8515.300.87.65 0.00.8515.30-0.5-9.25 0.0 0.0 0.0 23.40.8 -0.516.9 0.05198.3 k (Seismic Gov'n)NORTH-SOUTHWindward Leeward Total MaxLevel hx (ft) Trib Ht.(ft) Slope (deg)Trib Width(ft) Trib Area(ft) Kzwindwardqz (psf)CpwindwardPnet(psf)Fx(kips)Khleewardqh (psf)CpleewardPnet(psf)Fx(kips)Fx total(kips)wx(plf)Total Pnet(psf)CpwindwardCpleewardTotal Pnet(psf)Max Pnet(psf)Parapet0.0 ft 0.00 ft 0 72.25 ft 00.8515.30 0.00 0.00 0.00.8518.00 0.00 -3.24 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0Roof13.5 ft 7.00 ft 0 47.58 ft 3330.8515.30-0.180.41 0.140.8515.30-0.9-14.46 -4.8 5.0 104.1 13.0-0.18 -0.99.4 13.0Roof (Bot)10.0 ft5.00 ft0 47.58 ft 2380.8515.300.87.65 1.80.8515.30-0.5-9.25 -2.2 4.0 84.5 23.40.8 -0.516.9 23.44th Floor0.0 ft 0.00 ft0 47.58 ft 00.8515.300.87.65 0.00.8515.30-0.5-9.25 0.0 0.0 0.0 23.40.8 -0.516.9 0.03rd Floor0.0 ft 0.00 ft0 47.58 ft 00.8515.300.87.65 0.00.8515.30-0.5-9.25 0.0 0.0 0.0 23.40.8 -0.516.9 0.02nd Floor0.0 ft 0.00 ft0 47.58 ft 00.8515.300.87.65 0.00.8515.30-0.5-9.25 0.0 0.0 0.0 23.40.8 -0.516.9 0.0Base0.0 ft 0.00 ft0 47.58 ft 00.8515.300.87.65 0.00.8515.30-0.5-9.25 0.0 0.0 0.0 23.40.8 -0.516.9 0.05719.0 k (Seismic Gov'n)+Internal -InternalWindward Leeward TotalTopographic factor, windwardA 26.8.2+Internal -InternalWindward Leeward TotalWIND BASE SHEAR CALCULATIONALTERNATE HEIGHTS WIND DESIGN METHODPer 2022 CBC Section 1609 and ASCE 7-16 Ch 26/27Code/Standard ReferenceMWFRS Velocity pressure exposure coefficient, windward or leewardA Tbl 26.10-11Page 31 of 493 RESTROOM - MAINInput:Roof Shape: GableBuilding Width:22.0ftBuilding Length:45.3ftBuilding Height:17.3ftRoof Slope:18.4degreesEnclosure: EnclosedV = 91mphExposure Category = CKz = 0.85Kzt = 1.00Kd = 0.85Ke =1.00qz =15.30 psfqzASD = 9.18 psfa = 3 ftGCpi = 0.18Roof Pressures, 1.0W:Pw = qh(GCP ± GCpi)ZoneA ≤ 2 ft2A ≤ 10 ft2A ≤ 100 ft2A ≤ 500 ft21 -33.3 -33.3 -16.0 -16.02e -33.3 -33.3 -16.0 -16.02n -48.6 -48.6 -27.2 -18.02r -48.6 -48.6 -27.2 -18.03e -48.6 -48.6 -27.2 -18.03r -57.8 -57.8 -30.3 -30.3All Zones 16.0 16.0 16.0 16.0Overhang Pressures, 1.0W:Pw = qh(GCP ± GCpi)Zone A ≤ 2 ft2A ≤ 10 ft2A ≤ 100 ft2A ≤ 500 ft21 -41.0 -41.0 -25.7 -25.72e -41.0 -41.0 -25.7 -25.72n -56.3 -56.3 -39.5 -37.92r -56.3 -56.3 -39.5 -37.93e -65.5 -65.5 -36.4 -25.73r-74.6 -74.6 -37.9 -37.9Wall Pressures, 1.0W:Pw = qh(GCP ± GCpi)Zone A ≤ 10 ft2A ≤ 100 ft2A ≤ 500 ft24 -19.6 -17.0 -16.05 -24.2 -18.8 -16.0Positive 18.0 16.0 16.0Parapet Pressures, 1.0W:A: Zone A ≤ 10 ft2A ≤ 100 ft2A ≤ 500 ft24 66.7 43.2 34.05 66.7 43.2 34.0B: Zone A ≤ 10 ft2A ≤ 100 ft2A ≤ 500 ft24 37.6 33.0 32.05 42.2 34.8 32.0LOADING CRITERIAWIND COMPONENT & CLADDINGPer ASCE 7-16 Chapter 308/5/2024_9:52 AMB1_Wind C&CPage 32 of 493 ROOF: EAST-WESTRESTROOM - MAINfp, Roof =15.51wp, Roof =136.6r =1.3Diaph Fpx/Fx Ratio = 1.00W0 =2.00Reduce by 0.5 for structures with flexible diaphragms per A Tbl 12.2-1 footnote b.Flexible Diaphragm? =YESGrid WallWall Wallb Open Final bNorth or SouthDiaphTrib AreaSFAboveSFAboveTransf*NorthSFx NorthFtot_evseis = rFtot/bvseis, asd = 0.7*rFtot/bTrib WidthSFAboveSFAboveTransf*SFxFtot_wvwind = Ftot/bvwind, asd = 0.6*Ftot/bWall Height FactorWall TypeSheath SidesAllow Shear CapcityS 4.3.3Edge Nail Spacinggrid line(ft) (ft) (ft) (sf) (lb) (lb) (lb) (lb) (plf) (plf) (ft) (lb) (lb) (lb) (lb) (plf) (plf) (ft) 1 or 2 (plf)inWall?R-A40.5 17.2 North172 0 02,669 10,959 830 581South534 08,290WallR-A.140.5 23.317.2 10,959 10,95910.00 CMU WALLNo WallNo WallNo WallWall?R-D40.5 30.5 North534 0 08,290 10,959 467 327South172 02,669WallR-D.140.5 10.030.5 10,959 10,95910.00 CMU WALLNo WallNo WallNo WallNo WallNo WallNo WallNo WallNo WallNo WallWall? North0 0South0No WallNo WallNo WallNo WallWall? North0 0South0No WallNo WallNo WallNo WallWall? North0 0South0No WallNo WallNo WallNo WallWall? North0 0South0No WallNo WallNo WallNo Wall1,413 0 0 21,917 43,834 0.0 0.0 0.0 0.0 0.0Seismic Wind Shear Wall (ASD Level)SHEAR WALL DESIGNSEGMENTED OR FORCE TRANSFER METHODPer SDPWS-2021 Table 4.3ADimen.8/5/2024_9:51 AM B1_Wall ShearPage 33 of 493 ROOF: NORTH-SOUTHRESTROOM - MAINfp, Roof =15.51wp, Roof =188.6r =1.3Diaph Fpx/Fx Ratio = 1.00W0 =2.00Reduce by 0.5 for structures with flexible diaphragms per ASCE 7-10 footnote g.Flexible Diaphragm? =YESGrid WallWall Lineb Open Final bWest or EastDiaphTrib AreaSFAboveSFAboveTransf*SFxFtotvseis = rFtot/bvseis, asd = 0.7*rFtot/bTrib WidthSFAboveSFAboveTransf*SFxFtotvwind = Ftot/bvwind, asd = 0.6*Ftot/bWall Height FactorWall TypeSheath SidesAllow Shear CapcityS 4.3.3Edge Nail Spacinggrid line(ft) (ft) (ft) (sf) (lb) (lb) (lb) (lb) (plf) (plf) (ft) (lb) (lb) (lb) (lb) (plf) (plf) (ft) 1 or 2 (plf)inWall?R-116.0 16.0 West47 0 0733 10,949 890 623East659 010,216WallR-1.18.08.0 5,475 5,47510.00 CMU WALLWallR-1.28.08.0 5,475 5,47510.00 CMU WALLNo WallNo WallWall?R-322.0 22.0 West659 0 010,216 10,949 647 453East47 0733WallR-3.122.0 0.022.0 10,949 10,94910.00 CMU WALLNo WallNo WallNo WallNo WallNo WallNo WallNo WallNo WallNo WallWall? West0 0East0No WallNo WallNo WallNo WallWall? West0 0East0No WallNo WallNo WallNo WallWall? West0 0East0No WallNo WallNo WallNo WallWall? West0 0East0No WallNo WallNo WallNo Wall1,412 0 0 21,898 43,797 0.0 0.0 0.0 0.0 0.0SHEAR WALL DESIGNSEGMENTED OR FORCE TRANSFER METHODPer SDPWS-2021 Table 4.3ADimen. Seismic Wind Shear Wall (ASD Level)8/5/2024_9:51 AM B1_Wall ShearPage 34 of 493 ROOF: EAST-WESTfp, Roof =15.51 Irreg. Exists = YESf = 1.25 Per ASCE 7-16 Section 12.3.3.4 Increase forces by 25% if Type 1a, 1b, 2, 3 or 4 Horiz. Irregularity Existswp, Roof =136.6r =1r = 1.0 for diaphragm loads determined using Eq. 12.10-1 per ASCE 7-16 12.3.4.1 Note 7.Diaph Fpx/Fx Ratio = 1.00W0 =2 Reduce by 0.5 for structures with flexible diaphragms per ASCE 7-16 footnote b.Per ASCE 7-16 12.10.2.1 In structures or portions thereof braced entirely by light frame shear walls overstrength need not applyWall Dimen.LinebWall ShearDiaph ShearDist. from West to Diaph StartDist. from West to Diaph EndDiaph LDiaph WuBraced Entirely by Light Frame Walls0.7*u*(r*f,W0)Dist. to Wall StartDist. to Wall Endu WallPDrag Force @ Start of Diaph/ Wall0.7*PDrag*(r*f,W0) @ StartPDrag Force @ End of Diaph/ Wall0.7*PDrag*(r*f,W0) @ End(ft) (lb) (lb) (ft) (ft) (ft) (plf) (ft) (ft) (plf) (lb) (lb) (lb) (lb)R-A40.5 2,669 26690 45.0450.559.3YES51.9 65.90.00.00.00.08,290 82900 45.0450.5184.2YES161.2 204.70.00.00.000.0R-A.1 40.54.50045.001095.9958.90.00.00.000.00.00.00.00.000.00.00.00.00.000.00.00.00.0R-D40.5 8,290 82900 45.0450.5184.2YES161.2 204.70.00.00.00.02,669 26690 45.0450.559.3YES51.9 65.90.00.00.000.0R-D.1 40.54.50045.001095.9958.90.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.5 YES0.5 YES0.5 YES0.5 YESSeismicDIAPHRAGM DRAG DESIGN000000010960020000 10 20 30 40 50R-A0.0 0.0 0.0 0.00.01.00 0.01 0.02 0.03 0.04 0.05 0.060.0 0.0 0.0 0.00.01.00 0.01 0.02 0.03 0.04 0.05 0.060.0 0.0 0.0 0.00.01.00 0.01 0.02 0.03 0.04 0.05 0.060.0 0.0 0.0 0.00.01.00 0.01 0.02 0.03 0.04 0.05 0.06000000000000000000095900500100015000 10 20 30 40 50R-D8/5/2024_9:51 AM B1_Wall ShearPage 35 of 493 ROOF: NORTH-SOUTHfp, Roof =15.51 Irreg. Exists = YESf = 1.25 Per ASCE 7-16 Section 12.3.3.4 Increase forces by 25% if Type 1a, 1b, 2, 3 or 4 Horiz. Irregularity Existswp, Roof =188.6r =1r = 1.0 for diaphragm loads determined using Eq. 12.10-1 per ASCE 7-16 12.3.4.1 Note 7.Diaph Fpx/Fx Ratio = 1.00W0 =2 Reduce by 0.5 for structures with flexible diaphragms per ASCE 7-16 footnote b.Per ASCE 7-16 12.10.2.1 In structures or portions thereof braced entirely by light frame shear walls overstrength need not applyWall Dimen.LinebWall ShearDiaph ShearDist. from S to Diaph StartDist. from S to Diaph EndDiaph LDiaph WuBraced Entirely by Light Frame Walls0.7*u*(r*f,W0)Dist. to Wall StartDist. to Wall Endu WallPDrag Force @ Start of Diaph/ Wall0.7*PDrag*(r*f,W0) @ StartPDrag Force @ End of Diaph/ Wall0.7*PDrag*(r*f,W0) @ End9.639.627(ft) (lb) (lb) (ft) (ft) (ft) (plf) (ft) (ft) (plf) (lb) (lb) (lb) (lb)R-116.0 733 7330 22.0220.533.3YES29.2 45.80.00.00.00.010,216 102160 22.0220.5464.4YES406.3 638.50.00.00.000.0R-1.1 8.00.0008.000.00.0-1493.1-1306.4R-1.2 8.014.00022.001493.11306.40.00.00.000.00.00.00.00.000.00.00.00.0R-322.0 10,216 102160 22.0220.5464.4YES406.3 464.40.00.00.00.0733 7330 22.0220.533.3YES29.2 33.30.00.00.000.0R-3.1 22.00.00022.000.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.5 YES0.5 YES0.5 YES0.5 YES0.5 YES0.5 YES0.50.5DIAPHRAGM DRAG DESIGNSeismic00000-149314930-5000050000 10 20 30 40 50 60 70R-10 0 0 00.01.00 0.01 0.02 0.03 0.04 0.05 0.060.0 0.0 0.0 0.00.01.00 0.01 0.02 0.03 0.04 0.05 0.060.0 0.0 0.0 0.00.01.00 0.01 0.02 0.03 0.04 0.05 0.0600000000000000000000 00110 5 10 15 20 25R-30.0 0.0 0.0 0.00.01.00 0.01 0.02 0.03 0.04 0.05 0.068/5/2024_9:51 AM B1_Wall ShearPage 36 of 493 Page 37 of 493 Righetti Parks - Restrooms 1417-11-RC22 LAT Wall Out of Plane Force 6/14/24 ASCE 7-16 12.11.2.1 WALL ANCHORAGE FORCES Fp = 0.4SDSkaIeWp (ASCE 7-16 (12.11-1)) Fp,min>0.2kaIeWp (ASCE 7-16 (12.11-2)) SDS = 0.770 (Geosolutions 03/15/23) ka = 1.0 +Lf/100 = 1.0 + 45.33/100 = 1.46 Ie = 1.0 (ASCE 7-16 Table 1.5-2) Lf = 45'-4" Fp = 0.4 * 0.770 * 1.46 * 1.0 * Wp = 0.45Wp Fp,min 0.2 * 1.46 * 1.0 * Wp =0.292 Wp Wp = 89 psf (medium weight block+siding) Fp = 0.45 Wp = 40.1 psf Ht trib = 10/2 = 5 ft Fp/ft = 40.1 * 5 = 200.5 plf Fp, 1.33ft = 268 lbs Fp, 2.67ft = 535 lbs Fp, 4.00ft = 802 lbs Fp, 2.67ft (ASD) = 0.7*535 lbs = 375 lbs Page 38 of 493 DIAPHRAGM TYPE CAPACITIES C: 15/32" SHTG W/ 2X BLKG & (1) LINES FASTENERS NAILING: 2.5 / 4 / 12" OC 1610 PLF / 2.8 = 575 PLF B: 15/32" SHTG W/ 2X BLKG & (1) LINE FASTENERS NAILING: 4 / 6 / 12" OC 1080 PLF / 2.8 = 385 PLF A: 15/32" SHTG W/ NAILING: 6 / 6 / 12" OC 530 PLF / 2.8 = 189 PLF LAT SUBDIAPHRAGM DESIGN - MAIN BUILDING A 3 1 N-S USE 2'-8" SUBDIAPHRAGM WIDTH IN N-S DIRECTION (2 ROOF RAFTER SPACINGS) Fp = 535 LB 0.7Fp = 375 LB [ASD] Fstrap AMPLIFIED BY 1.4 PER ASCE 7-16 CH 12.11.2.2.2 Fstrap = 1.4 x 375 LB = 525 LB CHECK HGAM10: Fallow = 640 LB > 525 LB CHECK LSTA24: Fallow = 1235 LB > 525 LB E-W Not Applicable, Wall Spans Between Grid Lines A & D for Out-of-Plane Loading, See Risa3D Calculations.45'-4"22'-0" 11'-0"11'-0" D 406 DIAPHRAGM NAILING PER SDPWS 2015 Slope = (406 + 406) / 45.33ft = 16.04 x = (406 - 385) /17.92 = 1.2 FT→12 FT y = (385 - 189) /17.92 - X = 1.0 FT→6 FT Use Type A, B, & C plf 1 3 406 y 385 x 189189 C A B C D 161 A A 161 Use Type A plf N x y B 385 Righetti Parks - Restroom 1417-11-RC22 6/14/24 Page 39 of 493 LAT SUBDIAPHRAGM DESIGN - MAIN BUILDING LINE LOAD DUE TO CMU WALL ANCHORAGE, P = 375# / 2.67 FT = 141 PLF DETERMINE SUBDIAPHRAGM CHORD FORCE, T @ GL B / C M = (wL^2)/8 = (141* 45.33 FT^2) / 8 M = 36,216 FT-LBS T = M / D = 36,216 / (8') = 4,527 LBS Righetti Parks - Restroom 1417-11-RC22 6/14/24 CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:17:18 AMRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 1Node CoordinatesLabel X [ft] Y [ft] Z [ft] Detach From Diaphragm1N654.666667-202N664.6666671003N6745.25-204N6845.251005N719.333006N7212.666007N7317.999008N7421.332009N7524.6650010N7641.3316670011N799.3336.25012N8012.6666.25013N8117.9996.25014N8221.3326.25015N8324.6656.25016N8441.3316676.25017N85104.66666710018N86104.666667-2019N87145.25-2020N88145.2510021N91109.3330022N92112.6660023N93117.9990024N94121.3320025N97109.3336.25026N98112.6666.25027N99117.9996.25028N100121.3326.25029N101126.6653330030N102126.6653336.25031N103129.9986670032N104129.9986676.25033N9521010034N96210-2035N105218-2036N10621810037N11029010038N111290-2039N112312-2040N11431210041N8922410042N90224-2043N107232-2044N108232100Masonry PropertiesLabel E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Self Weight [k/ft³] f'm [ksi] Flex Steel [ksi] Shear Steel [ksi]1Concrete Matl13505400.250.6Custom260602Clay Matl10504200.250.6Custom1.560603Gen Masonry10504200.250.60.081.56060Wall Panel DataLabel A Node B Node C Node D Node Material Type Material Set Thickness [in] Design Rule Panel/Spacing1R-A.1N66N65N67N68MasonryConcrete Matl88in Block82R-D.1N85N86N87N88MasonryConcrete Matl88in Block83R-1.1N95N96N105N106MasonryConcrete Matl88in Block324R-3.1N110N111N112N114MasonryConcrete Matl88in Block245R-1.2N89N90N107N108MasonryConcrete Matl88in Block32Wall Panel Advanced DataLabel Seismic Rule Design Method SSAF Cm In-Plane Cm Out-Plane Stud Bracing Sheathing Connect Dist [in]1R-A.1SpecialN/AN/AN/AN/AN/AN/A2R-D.1SpecialN/AN/AN/AN/AN/AN/A3R-1.1SpecialN/AN/AN/AN/AN/AN/APage 40 of 493 CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:17:18 AMRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 2Wall Panel Advanced Data (Continued)Label Seismic Rule Design Method SSAF Cm In-Plane Cm Out-Plane Stud Bracing Sheathing Connect Dist [in]4R-3.1SpecialN/AN/AN/AN/AN/AN/A5R-1.2SpecialN/AN/AN/AN/AN/AN/AWall Panel U.C. ParametersLabel Max Bending Chk Max Shear Chk18in Block11212in Block1138in no5 horiz11Masonry Wall Panel ParametersLabel Block Nom Width Block Grouting Reinforced Wall Area Method18in Block8"Fully GroutedYesNCMA212in Block12"Fully GroutedYesNCMA38in no5 horiz8"Partially GroutedYesNCMAMasonry Wall Panel In-Plane ParametersLabel Vert Bar Size Bars Per Cell Min Bound Zone Width [in] Max Bound Zone Width [in] Horz Bar Size Transfer Load18in Block#51840#4212in Block#51840#538in no5 horiz#51840#5Masonry Wall Panel Out-of-Plane ParametersLabel Bar Size Bar Space Min Bar Space Max Bar Placement Cover [in] Mortar Type Cement Type Transfer Load18in Block#58"32"CenterMinType M or SPortland, Lime/Mortar212in Block#58"72"CenterMinType M or SPortland, Lime/Mortar38in no5 horiz#58"72"CenterMinType M or SPortland, Lime/MortarMasonry Wall Panel Lintel ParametersLabelDepth [in]Bear Length [in]Bar SizeMin # Bars Per LayerMax # Bars Per LayerNum of Layersc/c Sp of Layers [in]Dist To Bot [in]Stirrup SizeAnalysis Method18in Block348#5131N/A3.5#4Simply Supported212in Block248#5131N/A3.5#4Simply Supported38in no5 horiz168#5131N/A3.5#4Simply SupportedMasonry Wall Seismic Design RuleLabel Wall Types Special Boundary Elements 1.5x Shear ASD1OrdinaryOrdinary2IntermediateIntermediate3SpecialSpecialYesYesWall Panel Distributed Loads (BLC 1 : ELx)Wall Label Direction Start Magnitude [lb/ft, F] End Magnitude [lb/ft, F] Start Location [(ft, %)] End Location [(ft, %)]1R-A.1(12ft)X270.59270.59040.5832R-D.1(12ft)X270.59270.59040.5833R-1.1(12ft)X684.38684.38084R-3.1(12ft)X498.14498.140225R-1.2(12ft)X684.38684.3808Wall Panel Distributed Loads (BLC 3 : RLL)Wall Label Direction Start Magnitude [lb/ft, F] End Magnitude [lb/ft, F] Start Location [(ft, %)] End Location [(ft, %)]1R-A.1(12ft)Y-200-200040.5832R-D.1(12ft)Y-200-200040.5833R-1.1(12ft)Y-80-80084R-3.1(12ft)Y-80-800225R-1.2(12ft)Y-80-8008Page 41 of 493 CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:17:18 AMRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 3Wall Panel Distributed Loads (BLC 4 : DL)Wall Label DirectionStart Magnitude [lb/ft, F] End Magnitude [lb/ft, F] Start Location [(ft, %)] End Location [(ft, %)]1R-A.1(12ft)Y-210-210040.5832R-D.1(12ft)Y-210-210040.5833R-1.1(12ft)Y-70-70084R-3.1(12ft)Y-70-700225R-1.2(12ft)Y-70-7008Wall Panel Surface Loads (BLC 1 : ELx)Wall Panel Label Direction Top Magnitude [psf, F] Bottom Magnitude [psf, F] Start Location [ft] Height [ft]1R-A.1X5865861612R-D.1X5865861613R-1.1X5865861614R-3.1X5865861615R-1.2X586586161Wall Panel Surface Loads (BLC 2 : ELz)Wall Panel Label Direction Top Magnitude [psf, F] Bottom Magnitude [psf, F] Start Location [ft] Height [ft]1R-A.1Z27.427.4002R-D.1Z27.427.4003R-1.1Z27.427.4004R-3.1Z27.427.4005R-1.2Z27.427.400Wall Panel Surface Loads (BLC 4 : DL)Wall Panel Label Direction Top Magnitude [psf, F] Bottom Magnitude [psf, F] Start Location [ft] Height [ft]1R-A.1Y-89-89002R-D.1Y-89-89003R-1.1Y-89-89004R-3.1Y-89-89005R-1.2Y-89-8900Load CombinationsDescription Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor1Deflection 1YesYDL12Deflection 2YesYRLL13Deflection 3YesYDL1RLL14IBC 21/ASCE Strength 1YesYDL1.45IBC 21/ASCE Strength 2 (a)YesYDL1.2LL1.6LLS1.6RLL0.56IBC 21/ASCE Strength 2 (b)YesYDL1.2LL1.6LLS1.67IBC 21/ASCE Strength 3 (a)YesYDL1.2RLL1.6LL0.5LLS18IBC 21/ASCE Strength 6 (a)YesYDL1.2Sds*DL0.2Rho*ELX1LL0.5LLS19IBC 21/ASCE Strength 6 (b)YesYDL1.2Sds*DL0.2Rho*ELZ1LL0.5LLS110IBC 21/ASCE Strength 6 (c)YesYDL1.2Sds*DL0.2Rho*ELX-1LL0.5LLS111IBC 21/ASCE Strength 6 (d)YesYDL1.2Sds*DL0.2Rho*ELZ-1LL0.5LLS112IBC 21/ASCE Strength 7 (a)YesYDL0.9Sds*DL-0.2Rho*ELX113IBC 21/ASCE Strength 7 (b)YesYDL0.9Sds*DL-0.2Rho*ELZ114IBC 21/ASCE Strength 7 (c)YesYDL0.9Sds*DL-0.2Rho*ELX-115IBC 21/ASCE Strength 7 (d)YesYDL0.9Sds*DL-0.2Rho*ELZ-1Load Combination DesignDescription Service Hot Rolled Cold Formed Wood ConcreteMasonry Aluminum Stainless Connection1Deflection 1YesYesYesYesYesYesYesYesYes2Deflection 2YesYesYesYesYesYesYesYesYes3Deflection 3YesYesYesYesYesYesYesYesYes4IBC 21/ASCE Strength 1YesYesYesYesYesYesYes5IBC 21/ASCE Strength 2 (a)YesYesYesYesYesYesYes6IBC 21/ASCE Strength 2 (b)YesYesYesYesYesYesYes7IBC 21/ASCE Strength 3 (a)YesYesYesYesYesYesYes8IBC 21/ASCE Strength 6 (a)YesYesYesYesYesYesYes9IBC 21/ASCE Strength 6 (b)YesYesYesYesYesYesYes10IBC 21/ASCE Strength 6 (c)YesYesYesYesYesYesYes11IBC 21/ASCE Strength 6 (d)YesYesYesYesYesYesYesPage 42 of 493 CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:17:18 AMRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 4Load Combination Design (Continued)Description Service Hot Rolled Cold Formed Wood ConcreteMasonry Aluminum Stainless Connection12IBC 21/ASCE Strength 7 (a)YesYesYesYesYesYesYes13IBC 21/ASCE Strength 7 (b)YesYesYesYesYesYesYes14IBC 21/ASCE Strength 7 (c)YesYesYesYesYesYesYes15IBC 21/ASCE Strength 7 (d)YesYesYesYesYesYesYesEnvelope Wall Panel ForcesWall Label Elevation [ft] Axial [lb] LC x Shear [lb] LC z Shear [lb] LC x-x Moment [lb-ft] LC z-z Moment [lb-ft]LC1R-A.1-2max75225.267714277.873810941.7281327235.76813171382.754102-2min8116.6672-14278.3510-10941.72811-27235.76811-171289.825123R-D.1-2max74113.104714276.826810602.8881326376.39513166217.005144-2min8116.6672-14276.92810-10602.88811-26376.39511-180558.01185R-1.1-2max12745.647118.6238985.93491348.943985419.921106-2min6402-7118.62310-985.93411-1348.94311-85419.92187R-3.1-2max35050.4414247.57786546.127921775.889170963.804108-2min17602-14247.57710-6546.12711-21775.8811-170963.80489R-1.2-2max12745.647118.6238985.93491348.943985419.9211010-2min6402-7118.62310-985.93411-1348.94311-85419.9218Masonry Wall ReinforcementWall Region Hor. Bar Size Vert. Bar Size Boundary Reinf.1R-A.1R1#4@19in oc#5@8" oc (ctr)1-#52R2#4@13in oc#5@8" oc (ctr)1-#53R3#4@8in oc#5@8" oc (ctr)1-#54R4#4@21in oc#5@8" oc (ctr)1-#55R5#4@13in oc#5@8" oc (ctr)1-#56R6#4@8in oc#5@8" oc (ctr)1-#57R7#4@13in oc#5@8" oc (ctr)1-#58R8#4@15in oc#5@8" oc (ctr)1-#59R9#4@8in oc#5@8" oc (ctr)1-#510R10#4@16in oc#5@8" oc (ctr)1-#511R-D.1R1#4@19in oc#5@8" oc (ctr)1-#512R2#4@13in oc#5@8" oc (ctr)1-#513R3#4@8in oc#5@8" oc (ctr)1-#514R4#4@21in oc#5@8" oc (ctr)1-#515R5#4@13in oc#5@8" oc (ctr)1-#516R6#4@8in oc#5@8" oc (ctr)1-#517R7#4@21in oc#5@8" oc (ctr)1-#518R8#4@13in oc#5@8" oc (ctr)1-#519R9#4@8in oc#5@8" oc (ctr)1-#520R10#4@48in oc#5@8" oc (ctr)1-#521R-1.1R1#4@32in oc#5@32" oc (ctr)1-#522R-3.1R1#4@48in oc#5@24" oc (ctr)1-#523R-1.2R1#4@32in oc#5@32" oc (ctr)1-#5Masonry Lintel ReinforcementWall Lintel Flex. Steel Stirrup1R-A.1L131-#5Not Reqd.2L141-#5Not Reqd.3L151-#5Not Reqd.4R-D.1L161-#5Not Reqd.5L171-#5Not Reqd.6L181-#5Not Reqd.TMS 402-16: STRENGTH Wall Panel Masonry Code Checks (In-Plane)Wall Panel Region Design Rule Axial UC LC Bending UC LC Shear UC LC Pn*phi[lb] Mn*phi[lb-ft] Vn*phi[lb]1R-A.1R18in Block0.038100.149120.05410384352.92372190.35363244.8322R28in Block0.00570.055120.0798343825.36150254.98255156.0613R38in Block0.012100.105100.05210349191.67253638.45765103.5584R48in Block0.02870.17140.08610439264.39995416.95270244.9695R58in Block0.00570.067100.088343825.36150846.24455835.3686R68in Block0.02170.176100.07510349191.67255433.28863774.4967R78in Block0.07470.307100.1510274529.95465122.44141853.0288R88in Block0.00570.071140.03101.7193e+6300370.276280332.856Page 43 of 493 CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:17:18 AMRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 5TMS 402-16: STRENGTH Wall Panel Masonry Code Checks (In-Plane) (Continued)Wall Panel Region Design Rule Axial UC LC Bending UC LC Shear UC LC Pn*phi[lb] Mn*phi[lb-ft] Vn*phi[lb]9R98in Block0.00640.115120.01681.74613e+6314895.766290956.66710R108in Block0.06180.25670.1248322742.20781598.86551640.21911R-D.1R18in Block0.032100.094100.0310384352.89395173.60564608.14312R28in Block0.00570.029100.0428343825.36450558.24955688.37913R38in Block0.011100.057100.02910349191.67553008.32165105.86614R48in Block0.0370.08140.04210439264.40396769.69570727.06515R58in Block0.00570.03100.04110343825.36450589.0255278.68116R68in Block0.01170.057140.02610349191.67551573.58764212.93617R78in Block0.02970.072140.03910439291.83196980.51371471.99718R88in Block0.00570.027100.0428343859.81950344.03555342.91119R98in Block0.0170.054120.0278349226.66751588.49164483.9820R108in Block0.02580.166140.04181.25621e+6325188.059199198.63421R-1.1R18in Block0.01940.568120.0978658937.782150265.09773213.67822R-3.1R18in Block0.01940.317120.05881.81208e+6539611.945245669.47223R-1.2R18in Block0.01940.568120.0978658937.782150265.09773213.678TMS 402-16: STRENGTH Wall Panel Masonry Code Checks (Out-of-Plane)Wall Panel Region Design Rule Axial UC LC Bending UC LC Pn*phi[lb] Mn*phi[lb-ft]1R-A.1R18in Block0.05490.1089366006448.8812R28in Block0.00690.039366006446.1993R38in Block0.02990.0969366006532.8724R48in Block0.05490.1179366006464.0715R58in Block0.00790.049366006453.6466R68in Block0.05590.1149366006671.4377R78in Block0.11390.1659366007182.1818R88in Block0.01190.029366006448.0349R98in Block0.01890.0689366006482.05910R108in Block0.11290.1749366006488.87911R-D.1R18in Block0.05590.1059366006449.78412R28in Block0.00790.0289366006448.77313R38in Block0.02790.099366006523.65814R48in Block0.05590.1069366006467.29215R58in Block0.00790.0299366006451.22316R68in Block0.0390.0929366006537.0817R78in Block0.05590.1069366006466.57118R88in Block0.00790.0289366006449.95119R98in Block0.02990.0939366006530.38620R108in Block0.04990.19366006462.92521R-1.1R18in Block0.04290.0889366001907.98622R-3.1R18in Block0.04290.3979366002492.58823R-1.2R18in Block0.04290.0889366001907.986Wall Panel TMS 402-16: Strength Masonry Code Checks for LintelsWall Panel Lintel Design Rule Bending UC LC Shear UC LC Vn*phi Total[lb] Mn*phi Total[lb-ft]1R-A.1L138in Block0.39470.14737100.83945898.2772L148in Block0.03270.03737100.83945898.2773L158in Block0.02770.033737100.83945898.2774R-D.1L168in Block0.02770.032737100.83945898.2775L178in Block0.02770.032737100.83945898.2776L188in Block0.02770.033737100.83945898.277TMS 402-16: STRENGTH Wall Panel Masonry Code Checks (Seismic)Wall Panel Seismic Design Rule Region UC Shear In Plane LC Seismic Detailing BZ Req'd?1R-A.1SpecialR10.05410PASSNo2R20.0798PASSNo3R30.05210PASSNo4R40.08610PASSNo5R50.088PASSNo6R60.07510PASSNo7R70.1510PASSNo8R80.0310PASSNo9R90.0168PASSNo10R100.1248PASSNo11R-D.1SpecialR10.0310PASSNo12R20.0428PASSNoPage 44 of 493 CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:17:18 AMRISA-3D Version 22 [ CMU Wall_Main.r3d ]Page 6TMS 402-16: STRENGTH Wall Panel Masonry Code Checks (Seismic) (Continued)Wall Panel Seismic Design Rule Region UC Shear In Plane LC Seismic Detailing BZ Req'd?13R30.02910PASSNo14R40.04210PASSNo15R50.04110PASSNo16R60.02610PASSNo17R70.03910PASSNo18R80.0428PASSNo19R90.0278PASSNo20R100.0418Fail. See Detail Report.No21R-1.1SpecialR10.0978PASSNo22R-3.1SpecialR10.0588Fail. See Detail Report.No23R-1.2SpecialR10.0978PASSNoPage 45 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomNode Labels1Aug 05, 2024 at 10:08 AMCMU Wall_Main.r3dPage 46 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Main Restroom 2Aug 05, 2024 at 10:09 AMCMU Wall_Main.r3dPage 47 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Main Restroom 3Aug 05, 2024 at 10:09 AMCMU Wall_Main.r3dPage 48 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Main Restroom 4Aug 05, 2024 at 10:10 AMCMU Wall_Main.r3dPage 49 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Main Restroom 5Aug 05, 2024 at 10:11 AMCMU Wall_Main.r3dPage 50 of 493 Detail Report: R-A.1Masonry WallR1R2R3R4R5R6R7R8R9R10L13L14L15N67 N65 N68 N66 40.58 ftCRITERIACode:TMS 402-16: StrengthSpecial Insp:NoDesign Rule:8in BlockSeismic Design Rule:SpecialWall Area:NCMATransfer In?:NoTransfer Out?:NoK:1Use Cracked?:YesIn Icr Factor:0.5Out Icr Factor:0.5Custom Regions:NoMATERIALSMaterial Type:MasonryMaterial Set:Concrete MatlMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfMortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):12Total Length (ft):40.583Total Lintel Depth (in):34Block Nom Width:8"Block Grouting:Fully Grouted1.5 Shear Factor:NoREGION RESULTSRegion UC Max In Plane LC UC Shear In Plane LCUC Max Out Plane LCUC Shear Out Plane LCR1 0.149 12 0.054 10 0.108 9 NC NCR2 0.055 12 0.079 8 0.03 9 NC NCR3 0.105 10 0.052 10 0.096 9 NC NCR4 0.17 14 0.086 10 0.117 9 NC NCR5 0.067 10 0.08 8 0.04 9 NC NCR6 0.176 10 0.075 10 0.114 9 NC NCR7 0.307 10 0.15 10 0.165 9 NC NCR8 0.071 14 0.03 10 0.02 9 NC NCRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 1CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:27 AMPage 51 of 493 R9 0.115 12 0.016 8 0.068 9 NC NCR10 0.256 7 0.124 8 0.174 9 NC NCREINFORCEMENT RESULTSRegion Vertical Reinforcement Horizontal Reinforcement Boundary ReinforcementR1 #5@8" oc ctr #4@19in oc 1-#5 ctrR2 #5@8" oc ctr #4@13in oc 1-#5 ctrR3 #5@8" oc ctr #4@8in oc 1-#5 ctrR4 #5@8" oc ctr #4@21in oc 1-#5 ctrR5 #5@8" oc ctr #4@13in oc 1-#5 ctrR6 #5@8" oc ctr #4@8in oc 1-#5 ctrR7 #5@8" oc ctr #4@13in oc 1-#5 ctrR8 #5@8" oc ctr #4@15in oc 1-#5 ctrR9 #5@8" oc ctr #4@8in oc 1-#5 ctrR10 #5@8" oc ctr #4@16in oc 1-#5 ctrLINTEL REINFORCEMENT RESULTSLintel Flexural Reinforcement Shear ReinforcementL13 1-#5 Not Reqd.L14 1-#5 Not Reqd.L15 1-#5 Not Reqd.Detail Report: R-A.1 (Opening L13)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoType of Design:StrengthAnalysis Method:Simply SupportedStirrup Size:#4Flex Steel:1-#5MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Beam Dead Wt (lb/ft):221Wall Dead Wt (psf):78GEOMETRYDist to Top of Wall (ft):0.917Actual Length (ft):16.667Bearing Length (in):8Effective Length (ft):17.333Effective Width (in):7.625Effective depth (in):30.5Total Depth (in):34RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 2CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:28 AMPage 52 of 493 ENVELOPE DIAGRAMSMax: 4280.998 at 0 ftMin: -5205.597 at 17.333 ftV lbMax: 18075.705 at 10.4 ftM lb-ftDESIGN DETAILSBENDING DETAILSMu/(Mn*Φ):0.394Mu (lb-ft):18075.705Mn (lb-ft):50998.086Mn,masonry (lb-ft):1735.891Mn,steel (lb-ft):49262.195Φ:0.9Location (ft):10.4Load Comb:7Steel Area As (in ):20.307Steel Ratio p:0.001COMPRESSIVE STRESS BLOCK DETAILSDepth of Block (in):1.509N.A. Location (in):1.886β 1:0.8α:0.8SHEAR DETAILSVu/(Vn*Φ):0.14Vu (lb):5205.597Vn,total (lb):46376.049Vn,masonry (lb):46376.049Vn,steel (lb):0Φ:0.8Location (ft):17.333Load Comb:7M / (V*d):2.941e-8Tie Spacing:Ties Not ReqdRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 3CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:29 AMPage 53 of 493 CROSS SECTION DETAILING(1) #57.625NOTE: All units are in "in."Detail Report: R-A.1 (Opening L14)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoType of Design:StrengthAnalysis Method:Simply SupportedStirrup Size:#4Flex Steel:1-#5MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Beam Dead Wt (lb/ft):221Wall Dead Wt (psf):78GEOMETRYDist to Top of Wall (ft):0.917Actual Length (ft):3.333Bearing Length (in):8Effective Length (ft):4Effective Width (in):7.625Effective depth (in):30.5Total Depth (in):34ENVELOPE DIAGRAMSMax: 1115.272 at 0 ftMin: -1097.68 at 4 ftV lbMax: 1474.512 at 2 ftM lb-ftRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 4CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:30 AMPage 54 of 493 DESIGN DETAILSBENDING DETAILSMu/(Mn*Φ):0.032Mu (lb-ft):1474.512Mn (lb-ft):50998.086Mn,masonry (lb-ft):1735.891Mn,steel (lb-ft):49262.195Φ:0.9Location (ft):2Load Comb:7Steel Area As (in ):20.307Steel Ratio p:0.001COMPRESSIVE STRESS BLOCK DETAILSDepth of Block (in):1.509N.A. Location (in):1.886β 1:0.8α:0.8SHEAR DETAILSVu/(Vn*Φ):0.03Vu (lb):1115.272Vn,total (lb):46376.049Vn,masonry (lb):46376.049Vn,steel (lb):0Φ:0.8Location (ft):0Load Comb:7M / (V*d):2.941e-8Tie Spacing:Ties Not ReqdCROSS SECTION DETAILING(1) #57.625NOTE: All units are in "in."RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 5CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:31 AMPage 55 of 493 Detail Report: R-A.1 (Opening L15)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoType of Design:StrengthAnalysis Method:Simply SupportedStirrup Size:#4Flex Steel:1-#5MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Beam Dead Wt (lb/ft):221Wall Dead Wt (psf):78GEOMETRYDist to Top of Wall (ft):0.917Actual Length (ft):3.333Bearing Length (in):8Effective Length (ft):4Effective Width (in):7.625Effective depth (in):30.5Total Depth (in):34ENVELOPE DIAGRAMSMax: 1185.701 at 0 ftMin: -1206.575 at 4 ftV lbMax: 1241.89 at 2 ftM lb-ftDESIGN DETAILSBENDING DETAILSMu/(Mn*Φ):0.027Mu (lb-ft):1241.89Mn (lb-ft):50998.086Mn,masonry (lb-ft):1735.891Mn,steel (lb-ft):49262.195Φ:0.9Location (ft):2Load Comb:7Steel Area As (in ):20.307Steel Ratio p:0.001COMPRESSIVE STRESS BLOCK DETAILSDepth of Block (in):1.509N.A. Location (in):1.886β 1:0.8α:0.8SHEAR DETAILSVu/(Vn*Φ):0.033Vu (lb):1206.575Vn,total (lb):46376.049Vn,masonry (lb):46376.049Vn,steel (lb):0Φ:0.8Location (ft):4Load Comb:7M / (V*d):2.941e-8Tie Spacing:Ties Not ReqdRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 6CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:32 AMPage 56 of 493 CROSS SECTION DETAILING(1) #57.625NOTE: All units are in "in."Detail Report: R-A.1 (In-Plane, Region R1)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAHor Bar Size:#4Vert Bar Size:#5No. Tens Bars:1Effective Depth (in):55.996MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78GEOMETRYTotal Height (ft):12Total Length (ft):4.666Block Grouting:Fully GroutedGrout Spacing:8"Block Nom Width:8"1.5 Shear Factor:YesRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 7CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:32 AMPage 57 of 493 ENVELOPE DIAGRAMSMax: 14781.912 at 0 ftMin: -1063.545 at 7.8 ftPlbMax: 2748.869 at 5.4 ftMin: -3444.056 at 5.4 ftVlbMax: 14619.439 at 0 ftMin: -10898.185 at 2.4 ftMlb-ftWARNINGProgram does not design masonry wall for axial tension.AXIAL DETAILSP/(Pn*Φ):0.038P (lb):14781.912Pn (lb):4.271e+5Φ:0.9Location (ft):0Load Comb:10Rad gyration r (in):2.2h'/r:65.455Red Factor R:0.781BENDING SUMMARYMu/(Mn*Φ):0.149Mu (lb-ft):10727.126Mn (lb-ft):80211.504Φ:0.9Location (ft):0Load Comb:12a (in):2.263c (in):2.829d (in):55.996SHEAR SUMMARYVu/(Vn*Φ):0.054Vu (lb):3444.056Vn (lb):79056.041Φ:0.8Location (ft):7.8Load Comb:10Corresponding M (lb-ft):8268.893Corresponding P (lb):8795.752M / (V*d):0.515Sh Steel Reqd:NoGammag:1RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 8CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:33 AMPage 58 of 493 CROSS SECTION DETAILING8Horizontal reinforcement required at a max 18in ocNOTE: All units are in "in."Detail Report: R-A.1 (Out-of-Plane, Region R1)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAType of Design:StrengthReinforced:YesVertical Bar Size:#5MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78Mortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):12Eq Sld Thickness:7.625"An (in /ft):291.5Block Grouting:Fully GroutedGrout/Bar Spacing:8"Loc of r/f:CenterRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 9CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:34 AMPage 59 of 493 ENVELOPE DIAGRAMSMax: 3167.779 at 0 ftMin: -227.919 at 7.8 ftPlb/ftMax: 270.645 at 0 ftMin: -270.645 at 0 ftVlb/ftMax: 698.253 at 0 ftMin: -698.253 at 0 ftMlb-ft/ftWARNINGProgram does not design masonry wall for axial tension.AXIAL DETAILSPu / Pn:0.05Pu at max Mu (lb/ft):1989.81Pn at max Mom (lb/ft):36600.00H' / t:18.00Location (ft):0.00Load Comb:9BENDING DETAILSMu / Φ*Mn:0.11Mu, max (lb-ft/ft):698.25Φ Mn (lb-ft/ft):6448.88Φ:0.9Location (ft):0.00Load Comb:9DEFLECTION DETAILSDmax / DLimit:0.00Deflection Ratio:H/-2.147e+9Δ max (in):0.00Deflection Limit (in):1.01Location (in):0.00Load Comb:-2RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 10CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:35 AMPage 60 of 493 SECTIONAL PROPERTIESALL RESULTS PER EFFECTIVE WIDTHTotal Width (in):8Effective Width (in):8Flange thick tf (in):1.25Effective Thick te (in):7.625Agross (in ):261Igross (in ):4295.5fr (ksi):0.163Crack Mom, Mcr (lb-ft):1053c (in):1.942d (in):3.812n:21.48Icracked (in ):40As (in ):20.307Ase (in ):20ρ Provided (%):0.01ρ Maximum (%):0.006Gammag:1CROSS SECTION DETAILING#5 @ 8NOTE: All units are in "in."zxDetail Report: R-A.1 (Region R1)SEISMIC DETAILING REQUIREMENTS (SPECIAL SHEAR WALL - STRENGTH)AT OPENINGS:Min. Vert. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 within 16 in each side of openingsPASSMin. Hori. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 at top and bottom of openingsN/AAT WALL EDGE:Min. Vert. Bar at Wall Edge (Section 7.3.2.3.1): 1-#4 within 8 in of wall endsPASSAT TOP OF WALL:Min. Hori. Bar at Top of Wall (Section 7.3.2.3.1): 1-#4 within 16 in of top of wallPASSRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 11CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:36 AMPage 61 of 493 HORIZONTAL REINFORCEMENT:Min. Hori. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Hori. Bar Spacing (Section 7.3.2.3.1): 18.6653 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 18.665 in*Masonry assumed to be laid in running bond.*Horizontal bars shall be embedded in grout.Min. Hori. Reinf. Area (Section 7.3.2.6c): Ahor >= 0.0007Ag(horz)PASSAhor = 1.515 in^20.0007Ag(horz) = 0.769 in^2*Masonry assumed to be laid in running bond.VERTICAL REINFORCEMENT:Min. Vert. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Vert. Bar Spacing (Section 7.3.2.5): 18.6653 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 18.665 in*Masonry assumed to be laid in running bondMin. Vert. Reinf. Area (Section 7.3.2.6c): Aver >= larger of (0.0007Ag(vert), 1/3Ahor)PASSAver = 1.381 in^20.0007Ag(vert) = 0.299 in^21/3Ahor = 0.505 in^2Total Reinf. Area (Section 7.3.2.6.c): Ahor + Aver >= 0.002Ag(vert)PASSAhor + Aver = 2.895 in^20.002Ag(vert) = 0.854 in^2SPECIAL BOUNDARY ELEMENT REQUIREMENT:Special boundary element required? (Section 9.3.6.6.1):NoPu <= 0.1*Ag*f'm AND Mu/(Vu*dv) <= 1.0YesOr, Pu <= 0.1*Ag*f'm AND Vu <= 3*Anv*sqrt(f'm) AND Mu/(Vu*dv) <= 3.0YesRefer to TMS 402 Section 9.3.6.6 for additional reqs. on special boundary elements.RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 12CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:36 AMPage 62 of 493 SEISMIC SHEAR CAPACITY:Seismic Shear Capacity - Strength Design (Section 7.3.2.6.1.1):FAILVsu1 = 1.25(Mn/Mu)*Vu = 32190.932 lbVsu2 = 2.5Vu = 8610.141 lbVsu = min(Vsu1, Vsu2) = 8610.141 lbΦ*Vn = 63244.832 lbΦ*Vn >= VsuMORTAR CHECK:Mortar Check (Section 7.4.4.2.2): Mortar Type M or S cement lime or mortar cementPASS*No checks are provided for seismic detailing requirements at roof and floor diaphragms, at wall corners,for dowels or through control joints. Additional requirements may apply for seismic design categoriesD, E and F. Refer to TMS 402 Chapter 7 for additional requirements.Detail Report: R-A.1 (In-Plane, Region R2)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAHor Bar Size:#4Vert Bar Size:#5No. Tens Bars:1Effective Depth (in):39.996MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78GEOMETRYTotal Height (ft):3.75Total Length (ft):3.333Block Grouting:Fully GroutedGrout Spacing:8"Block Nom Width:8"1.5 Shear Factor:YesRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 13CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:37 AMPage 63 of 493 ENVELOPE DIAGRAMSMax: 1735.751 at 3.75 ftMin: 318.218 at 0 ftPlbMax: 4376 at 1.5 ftMin: -3977.343 at 1.5 ftVlbMax: 2789.251 at 0.563 ftMin: -2783.002 at 0.563 ftMlb-ftAXIAL DETAILSP/(Pn*Φ):0.005P (lb):1735.751Pn (lb):3.82e+5Φ:0.9Location (ft):3.75Load Comb:7Rad gyration r (in):2.2h'/r:20.455Red Factor R:0.979BENDING SUMMARYMu/(Mn*Φ):0.055Mu (lb-ft):2783.002Mn (lb-ft):55838.869Φ:0.9Location (ft):0.562Load Comb:12a (in):2.268c (in):2.835d (in):39.996SHEAR SUMMARYVu/(Vn*Φ):0.079Vu (lb):4376Vn (lb):68945.076Φ:0.8Location (ft):1.5Load Comb:8Corresponding M (lb-ft):2124.178Corresponding P (lb):780.309M / (V*d):0.146Sh Steel Reqd:NoGammag:1RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 14CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:38 AMPage 64 of 493 CROSS SECTION DETAILING8Horizontal reinforcement required at a max 13in ocNOTE: All units are in "in."Detail Report: R-A.1 (Out-of-Plane, Region R2)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAType of Design:StrengthReinforced:YesVertical Bar Size:#5MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78Mortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):3.75Eq Sld Thickness:7.625"An (in /ft):291.5Block Grouting:Fully GroutedGrout/Bar Spacing:8"Loc of r/f:CenterRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 15CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:39 AMPage 65 of 493 ENVELOPE DIAGRAMSMax: 520.777 at 3.75 ftMin: 95.475 at 0 ftPlb/ftMax: 136.076 at 3.75 ftMin: -136.076 at 3.75 ftVlb/ftMax: 190.322 at 1.5 ftMin: -190.322 at 1.5 ftMlb-ft/ftAXIAL DETAILSPu / Pn:0.01Pu at max Mu (lb/ft):226.36Pn at max Mom (lb/ft):36600.00H' / t:5.62Location (ft):1.50Load Comb:9BENDING DETAILSMu / Φ*Mn:0.03Mu, max (lb-ft/ft):-190.33Φ Mn (lb-ft/ft):6446.20Φ:0.9Location (ft):1.50Load Comb:9DEFLECTION DETAILSDmax / DLimit:0.00Deflection Ratio:H/-2.147e+9Δ max (in):0.00Deflection Limit (in):0.32Location (in):0.00Load Comb:-2RISA-3D Version 22 [ CMU Wall_Main.r3d ]Page 16CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:40 AMPage 66 of 493 SECTIONAL PROPERTIESALL RESULTS PER EFFECTIVE WIDTHTotal Width (in):8Effective Width (in):8Flange thick tf (in):1.25Effective Thick te (in):7.625Agross (in ):261Igross (in ):4295.5fr (ksi):0.163Crack Mom, Mcr (lb-ft):1053c (in):1.814d (in):3.812n:21.48Icracked (in ):43.705e-322As (in ):20.307Ase (in ):24.496e-322ρ Provided (%):0.01ρ Maximum (%):0.006Gammag:1CROSS SECTION DETAILING#5 @ 8NOTE: All units are in "in."zxDetail Report: R-A.1 (Region R2)SEISMIC DETAILING REQUIREMENTS (SPECIAL SHEAR WALL - STRENGTH)AT OPENINGS:Min. Vert. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 within 16 in each side of openingsN/AMin. Hori. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 at top and bottom of openingsPASS*User shall provide detail reinforcement around openings to meet:- Required bar length past the opening: max (24in, 40db) = 24 inRequired bar total length: 87.996 inAT WALL EDGE:Min. Vert. Bar at Wall Edge (Section 7.3.2.3.1): 1-#4 within 8 in of wall endsN/AAT TOP OF WALL:Min. Hori. Bar at Top of Wall (Section 7.3.2.3.1): 1-#4 within 16 in of top of wallPASSRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 17CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:40 AMPage 67 of 493 HORIZONTAL REINFORCEMENT:Min. Hori. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Hori. Bar Spacing (Section 7.3.2.3.1): 13.332 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 13.332 in*Masonry assumed to be laid in running bond.*Horizontal bars shall be embedded in grout.Min. Hori. Reinf. Area (Section 7.3.2.6c): Ahor >= 0.0007Ag(horz)PASSAhor = 0.663 in^20.0007Ag(horz) = 0.24 in^2*Masonry assumed to be laid in running bond.VERTICAL REINFORCEMENT:Min. Vert. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Vert. Bar Spacing (Section 7.3.2.5): 13.332 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 13.332 in*Masonry assumed to be laid in running bondMin. Vert. Reinf. Area (Section 7.3.2.6c): Aver >= larger of (0.0007Ag(vert), 1/3Ahor)PASSAver = 1.534 in^20.0007Ag(vert) = 0.213 in^21/3Ahor = 0.221 in^2Total Reinf. Area (Section 7.3.2.6.c): Ahor + Aver >= 0.002Ag(vert)PASSAhor + Aver = 2.197 in^20.002Ag(vert) = 0.61 in^2SPECIAL BOUNDARY ELEMENT REQUIREMENT:Special boundary element required? (Section 9.3.6.6.1):NoPu <= 0.1*Ag*f'm AND Mu/(Vu*dv) <= 1.0YesOr, Pu <= 0.1*Ag*f'm AND Vu <= 3*Anv*sqrt(f'm) AND Mu/(Vu*dv) <= 3.0YesRefer to TMS 402 Section 9.3.6.6 for additional reqs. on special boundary elements.RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 18CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:41 AMPage 68 of 493 SEISMIC SHEAR CAPACITY:Seismic Shear Capacity - Strength Design (Section 7.3.2.6.1.1):FAILVsu1 = 1.25(Mn/Mu)*Vu = 1.098e+5 lbVsu2 = 2.5Vu = 10940 lbVsu = min(Vsu1, Vsu2) = 10940 lbΦ*Vn = 55156.061 lbΦ*Vn >= VsuMORTAR CHECK:Mortar Check (Section 7.4.4.2.2): Mortar Type M or S cement lime or mortar cementPASS*No checks are provided for seismic detailing requirements at roof and floor diaphragms, at wall corners,for dowels or through control joints. Additional requirements may apply for seismic design categoriesD, E and F. Refer to TMS 402 Chapter 7 for additional requirements.Detail Report: R-A.1 (In-Plane, Region R3)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAHor Bar Size:#4Vert Bar Size:#5No. Tens Bars:1Effective Depth (in):39.996MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78GEOMETRYTotal Height (ft):2Total Length (ft):3.333Block Grouting:Fully GroutedGrout Spacing:8"Block Nom Width:8"1.5 Shear Factor:YesRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 19CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:42 AMPage 69 of 493 ENVELOPE DIAGRAMSMax: 4353.781 at 0 ftMin: 2793.521 at 2 ftPlbMax: 2681.584 at 0 ftMin: -3409.554 at 0 ftVlbMax: 4721.325 at 2 ftMin: -5616.64 at 2 ftMlb-ftAXIAL DETAILSP/(Pn*Φ):0.012P (lb):4353.781Pn (lb):3.88e+5Φ:0.9Location (ft):0Load Comb:10Rad gyration r (in):2.2h'/r:10.909Red Factor R:0.994BENDING SUMMARYMu/(Mn*Φ):0.105Mu (lb-ft):5616.64Mn (lb-ft):59598.285Φ:0.9Location (ft):2Load Comb:10a (in):2.373c (in):2.967d (in):39.996SHEAR SUMMARYVu/(Vn*Φ):0.052Vu (lb):3409.554Vn (lb):81379.448Φ:0.8Location (ft):0Load Comb:10Corresponding M (lb-ft):1767.903Corresponding P (lb):4353.781M / (V*d):0.156Sh Steel Reqd:NoGammag:1RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 20CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:43 AMPage 70 of 493 CROSS SECTION DETAILING8Horizontal reinforcement required at a max 8in ocNOTE: All units are in "in."Detail Report: R-A.1 (Out-of-Plane, Region R3)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAType of Design:StrengthReinforced:YesVertical Bar Size:#5MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78Mortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):2Eq Sld Thickness:7.625"An (in /ft):291.5Block Grouting:Fully GroutedGrout/Bar Spacing:8"Loc of r/f:CenterRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 21CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:44 AMPage 71 of 493 ENVELOPE DIAGRAMSMax: 1306.265 at 0 ftMin: 838.14 at 2 ftPlb/ftMax: 270.13 at 0 ftMin: -270.13 at 0 ftVlb/ftMax: 627.165 at 0 ftMin: -627.165 at 0 ftMlb-ft/ftAXIAL DETAILSPu / Pn:0.03Pu at max Mu (lb/ft):1050.34Pn at max Mom (lb/ft):36600.00H' / t:3.00Location (ft):0.00Load Comb:9BENDING DETAILSMu / Φ*Mn:0.10Mu, max (lb-ft/ft):627.17Φ Mn (lb-ft/ft):6532.87Φ:0.9Location (ft):0.00Load Comb:9DEFLECTION DETAILSDmax / DLimit:0.00Deflection Ratio:H/-2.147e+9Δ max (in):0.00Deflection Limit (in):0.17Location (in):0.00Load Comb:-2RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 22CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:44 AMPage 72 of 493 SECTIONAL PROPERTIESALL RESULTS PER EFFECTIVE WIDTHTotal Width (in):8Effective Width (in):8Flange thick tf (in):1.25Effective Thick te (in):7.625Agross (in ):261Igross (in ):4295.5fr (ksi):0.163Crack Mom, Mcr (lb-ft):1053c (in):1.874d (in):3.812n:21.48Icracked (in ):43.705e-322As (in ):20.307Ase (in ):24.496e-322ρ Provided (%):0.01ρ Maximum (%):0.006Gammag:1CROSS SECTION DETAILING#5 @ 8NOTE: All units are in "in."zxDetail Report: R-A.1 (Region R3)SEISMIC DETAILING REQUIREMENTS (SPECIAL SHEAR WALL - STRENGTH)AT OPENINGS:Min. Vert. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 within 16 in each side of openingsN/AMin. Hori. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 at top and bottom of openingsPASS*User shall provide detail reinforcement around openings to meet:- Required bar length past the opening: max (24in, 40db) = 24 inRequired bar total length: 87.996 inAT WALL EDGE:Min. Vert. Bar at Wall Edge (Section 7.3.2.3.1): 1-#4 within 8 in of wall endsN/AAT TOP OF WALL:Min. Hori. Bar at Top of Wall (Section 7.3.2.3.1): 1-#4 within 16 in of top of wallN/ARISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 23CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:45 AMPage 73 of 493 HORIZONTAL REINFORCEMENT:Min. Hori. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Hori. Bar Spacing (Section 7.3.2.3.1): 8 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 8 in*Masonry assumed to be laid in running bond.*Horizontal bars shall be embedded in grout.Min. Hori. Reinf. Area (Section 7.3.2.6c): Ahor >= 0.0007Ag(horz)PASSAhor = 0.589 in^20.0007Ag(horz) = 0.128 in^2*Masonry assumed to be laid in running bond.VERTICAL REINFORCEMENT:Min. Vert. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Vert. Bar Spacing (Section 7.3.2.5): 8 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 8 in*Masonry assumed to be laid in running bondMin. Vert. Reinf. Area (Section 7.3.2.6c): Aver >= larger of (0.0007Ag(vert), 1/3Ahor)PASSAver = 1.534 in^20.0007Ag(vert) = 0.213 in^21/3Ahor = 0.196 in^2Total Reinf. Area (Section 7.3.2.6.c): Ahor + Aver >= 0.002Ag(vert)PASSAhor + Aver = 2.123 in^20.002Ag(vert) = 0.61 in^2SPECIAL BOUNDARY ELEMENT REQUIREMENT:Special boundary element required? (Section 9.3.6.6.1):NoPu <= 0.1*Ag*f'm AND Mu/(Vu*dv) <= 1.0YesOr, Pu <= 0.1*Ag*f'm AND Vu <= 3*Anv*sqrt(f'm) AND Mu/(Vu*dv) <= 3.0YesRefer to TMS 402 Section 9.3.6.6 for additional reqs. on special boundary elements.RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 24CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:46 AMPage 74 of 493 SEISMIC SHEAR CAPACITY:Seismic Shear Capacity - Strength Design (Section 7.3.2.6.1.1):FAILVsu1 = 1.25(Mn/Mu)*Vu = 45223.564 lbVsu2 = 2.5Vu = 8523.885 lbVsu = min(Vsu1, Vsu2) = 8523.885 lbΦ*Vn = 65103.558 lbΦ*Vn >= VsuMORTAR CHECK:Mortar Check (Section 7.4.4.2.2): Mortar Type M or S cement lime or mortar cementPASS*No checks are provided for seismic detailing requirements at roof and floor diaphragms, at wall corners,for dowels or through control joints. Additional requirements may apply for seismic design categoriesD, E and F. Refer to TMS 402 Chapter 7 for additional requirements.Detail Report: R-A.1 (In-Plane, Region R4)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAHor Bar Size:#4Vert Bar Size:#5No. Tens Bars:1Effective Depth (in):63.996MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78GEOMETRYTotal Height (ft):12Total Length (ft):5.333Block Grouting:Fully GroutedGrout Spacing:8"Block Nom Width:8"1.5 Shear Factor:YesRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 25CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:47 AMPage 75 of 493 ENVELOPE DIAGRAMSMax: 12270.85 at 3 ftMin: 3115.665 at 12 ftPlbMax: 5503.969 at 5.4 ftMin: -6013.178 at 5.4 ftVlbMax: 16435.457 at 2.4 ftMin: -15687.202 at 2.4 ftMlb-ftAXIAL DETAILSP/(Pn*Φ):0.028P (lb):12270.85Pn (lb):4.881e+5Φ:0.9Location (ft):3Load Comb:7Rad gyration r (in):2.2h'/r:65.455Red Factor R:0.781BENDING SUMMARYMu/(Mn*Φ):0.17Mu (lb-ft):16217.825Mn (lb-ft):1.06e+5Φ:0.9Location (ft):2.4Load Comb:14a (in):2.49c (in):3.113d (in):63.996SHEAR SUMMARYVu/(Vn*Φ):0.086Vu (lb):6013.178Vn (lb):87806.211Φ:0.8Location (ft):7.8Load Comb:10Corresponding M (lb-ft):15701.684Corresponding P (lb):6172.102M / (V*d):0.49Sh Steel Reqd:NoGammag:1RISA-3D Version 22 [ CMU Wall_Main.r3d ]Page 26CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:48 AMPage 76 of 493 CROSS SECTION DETAILING8Horizontal reinforcement required at a max 21in ocNOTE: All units are in "in."Detail Report: R-A.1 (Out-of-Plane, Region R4)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAType of Design:StrengthReinforced:YesVertical Bar Size:#5MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78Mortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):12Eq Sld Thickness:7.625"An (in /ft):291.5Block Grouting:Fully GroutedGrout/Bar Spacing:8"Loc of r/f:CenterRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 27CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:49 AMPage 77 of 493 ENVELOPE DIAGRAMSMax: 2300.928 at 3 ftMin: 584.224 at 12 ftPlb/ftMax: 276.139 at 0 ftMin: -276.139 at 0 ftVlb/ftMax: 756.067 at 0 ftMin: -756.067 at 0 ftMlb-ft/ftAXIAL DETAILSPu / Pn:0.05Pu at max Mu (lb/ft):1982.71Pn at max Mom (lb/ft):36600.00H' / t:18.00Location (ft):0.00Load Comb:9BENDING DETAILSMu / Φ*Mn:0.12Mu, max (lb-ft/ft):756.07Φ Mn (lb-ft/ft):6464.07Φ:0.9Location (ft):0.00Load Comb:9DEFLECTION DETAILSDmax / DLimit:0.00Deflection Ratio:H/-2.147e+9Δ max (in):0.00Deflection Limit (in):1.01Location (in):0.00Load Comb:-2RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 28CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:50 AMPage 78 of 493 SECTIONAL PROPERTIESALL RESULTS PER EFFECTIVE WIDTHTotal Width (in):8Effective Width (in):8Flange thick tf (in):1.25Effective Thick te (in):7.625Agross (in ):261Igross (in ):4295.5fr (ksi):0.163Crack Mom, Mcr (lb-ft):1053c (in):1.941d (in):3.812n:21.48Icracked (in ):40As (in ):20.307Ase (in ):20ρ Provided (%):0.01ρ Maximum (%):0.006Gammag:1CROSS SECTION DETAILING#5 @ 8NOTE: All units are in "in."zxDetail Report: R-A.1 (Region R4)SEISMIC DETAILING REQUIREMENTS (SPECIAL SHEAR WALL - STRENGTH)AT OPENINGS:Min. Vert. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 within 16 in each side of openingsPASSMin. Hori. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 at top and bottom of openingsN/AAT WALL EDGE:Min. Vert. Bar at Wall Edge (Section 7.3.2.3.1): 1-#4 within 8 in of wall endsN/AAT TOP OF WALL:Min. Hori. Bar at Top of Wall (Section 7.3.2.3.1): 1-#4 within 16 in of top of wallPASSRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 29CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:51 AMPage 79 of 493 HORIZONTAL REINFORCEMENT:Min. Hori. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Hori. Bar Spacing (Section 7.3.2.3.1): 21.332 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 21.332 in*Masonry assumed to be laid in running bond.*Horizontal bars shall be embedded in grout.Min. Hori. Reinf. Area (Section 7.3.2.6c): Ahor >= 0.0007Ag(horz)PASSAhor = 1.325 in^20.0007Ag(horz) = 0.769 in^2*Masonry assumed to be laid in running bond.VERTICAL REINFORCEMENT:Min. Vert. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Vert. Bar Spacing (Section 7.3.2.5): 21.332 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 21.332 in*Masonry assumed to be laid in running bondMin. Vert. Reinf. Area (Section 7.3.2.6c): Aver >= larger of (0.0007Ag(vert), 1/3Ahor)PASSAver = 1.534 in^20.0007Ag(vert) = 0.342 in^21/3Ahor = 0.442 in^2Total Reinf. Area (Section 7.3.2.6.c): Ahor + Aver >= 0.002Ag(vert)PASSAhor + Aver = 2.859 in^20.002Ag(vert) = 0.976 in^2SPECIAL BOUNDARY ELEMENT REQUIREMENT:Special boundary element required? (Section 9.3.6.6.1):NoPu <= 0.1*Ag*f'm AND Mu/(Vu*dv) <= 1.0YesOr, Pu <= 0.1*Ag*f'm AND Vu <= 3*Anv*sqrt(f'm) AND Mu/(Vu*dv) <= 3.0YesRefer to TMS 402 Section 9.3.6.6 for additional reqs. on special boundary elements.RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 30CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:52 AMPage 80 of 493 SEISMIC SHEAR CAPACITY:Seismic Shear Capacity - Strength Design (Section 7.3.2.6.1.1):FAILVsu1 = 1.25(Mn/Mu)*Vu = 49136.532 lbVsu2 = 2.5Vu = 15032.946 lbVsu = min(Vsu1, Vsu2) = 15032.946 lbΦ*Vn = 70244.969 lbΦ*Vn >= VsuMORTAR CHECK:Mortar Check (Section 7.4.4.2.2): Mortar Type M or S cement lime or mortar cementPASS*No checks are provided for seismic detailing requirements at roof and floor diaphragms, at wall corners,for dowels or through control joints. Additional requirements may apply for seismic design categoriesD, E and F. Refer to TMS 402 Chapter 7 for additional requirements.Detail Report: R-A.1 (In-Plane, Region R5)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAHor Bar Size:#4Vert Bar Size:#5No. Tens Bars:1Effective Depth (in):39.996MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78GEOMETRYTotal Height (ft):3.75Total Length (ft):3.333Block Grouting:Fully GroutedGrout Spacing:8"Block Nom Width:8"1.5 Shear Factor:YesRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 31CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:53 AMPage 81 of 493 ENVELOPE DIAGRAMSMax: 1628.759 at 3.75 ftMin: 505.59 at 0 ftPlbMax: 4491.612 at 1.688 ftMin: -3164.139 at 0.938 ftVlbMax: 3420.304 at 0.563 ftMin: -2694.319 at 0.563 ftMlb-ftAXIAL DETAILSP/(Pn*Φ):0.005P (lb):1628.759Pn (lb):3.82e+5Φ:0.9Location (ft):3.75Load Comb:7Rad gyration r (in):2.2h'/r:20.455Red Factor R:0.979BENDING SUMMARYMu/(Mn*Φ):0.067Mu (lb-ft):3420.304Mn (lb-ft):56495.826Φ:0.9Location (ft):0.562Load Comb:10a (in):2.286c (in):2.857d (in):39.996SHEAR SUMMARYVu/(Vn*Φ):0.08Vu (lb):4491.612Vn (lb):69794.21Φ:0.8Location (ft):1.688Load Comb:8Corresponding M (lb-ft):1655.711Corresponding P (lb):831.441M / (V*d):0.111Sh Steel Reqd:NoGammag:1RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 32CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:53 AMPage 82 of 493 CROSS SECTION DETAILING8Horizontal reinforcement required at a max 13in ocNOTE: All units are in "in."Detail Report: R-A.1 (Out-of-Plane, Region R5)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAType of Design:StrengthReinforced:YesVertical Bar Size:#5MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78Mortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):3.75Eq Sld Thickness:7.625"An (in /ft):291.5Block Grouting:Fully GroutedGrout/Bar Spacing:8"Loc of r/f:CenterRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 33CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:54 AMPage 83 of 493 ENVELOPE DIAGRAMSMax: 488.677 at 3.75 ftMin: 151.692 at 0 ftPlb/ftMax: 146.572 at 3.75 ftMin: -146.572 at 3.75 ftVlb/ftMax: 255.104 at 1.5 ftMin: -255.104 at 1.5 ftMlb-ft/ftAXIAL DETAILSPu / Pn:0.01Pu at max Mu (lb/ft):251.53Pn at max Mom (lb/ft):36600.00H' / t:5.62Location (ft):1.50Load Comb:9BENDING DETAILSMu / Φ*Mn:0.04Mu, max (lb-ft/ft):-255.12Φ Mn (lb-ft/ft):6453.65Φ:0.9Location (ft):1.50Load Comb:9DEFLECTION DETAILSDmax / DLimit:0.00Deflection Ratio:H/-2.147e+9Δ max (in):0.00Deflection Limit (in):0.32Location (in):0.00Load Comb:-2RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 34CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:55 AMPage 84 of 493 SECTIONAL PROPERTIESALL RESULTS PER EFFECTIVE WIDTHTotal Width (in):8Effective Width (in):8Flange thick tf (in):1.25Effective Thick te (in):7.625Agross (in ):261Igross (in ):4295.5fr (ksi):0.163Crack Mom, Mcr (lb-ft):1053c (in):1.816d (in):3.812n:21.48Icracked (in ):40As (in ):20.307Ase (in ):20ρ Provided (%):0.01ρ Maximum (%):0.006Gammag:1CROSS SECTION DETAILING#5 @ 8NOTE: All units are in "in."zxDetail Report: R-A.1 (Region R5)SEISMIC DETAILING REQUIREMENTS (SPECIAL SHEAR WALL - STRENGTH)AT OPENINGS:Min. Vert. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 within 16 in each side of openingsN/AMin. Hori. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 at top and bottom of openingsPASS*User shall provide detail reinforcement around openings to meet:- Required bar length past the opening: max (24in, 40db) = 24 inRequired bar total length: 87.996 inAT WALL EDGE:Min. Vert. Bar at Wall Edge (Section 7.3.2.3.1): 1-#4 within 8 in of wall endsN/AAT TOP OF WALL:Min. Hori. Bar at Top of Wall (Section 7.3.2.3.1): 1-#4 within 16 in of top of wallPASSRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 35CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:56 AMPage 85 of 493 HORIZONTAL REINFORCEMENT:Min. Hori. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Hori. Bar Spacing (Section 7.3.2.3.1): 13.332 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 13.332 in*Masonry assumed to be laid in running bond.*Horizontal bars shall be embedded in grout.Min. Hori. Reinf. Area (Section 7.3.2.6c): Ahor >= 0.0007Ag(horz)PASSAhor = 0.663 in^20.0007Ag(horz) = 0.24 in^2*Masonry assumed to be laid in running bond.VERTICAL REINFORCEMENT:Min. Vert. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Vert. Bar Spacing (Section 7.3.2.5): 13.332 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 13.332 in*Masonry assumed to be laid in running bondMin. Vert. Reinf. Area (Section 7.3.2.6c): Aver >= larger of (0.0007Ag(vert), 1/3Ahor)PASSAver = 1.534 in^20.0007Ag(vert) = 0.213 in^21/3Ahor = 0.221 in^2Total Reinf. Area (Section 7.3.2.6.c): Ahor + Aver >= 0.002Ag(vert)PASSAhor + Aver = 2.197 in^20.002Ag(vert) = 0.61 in^2SPECIAL BOUNDARY ELEMENT REQUIREMENT:Special boundary element required? (Section 9.3.6.6.1):NoPu <= 0.1*Ag*f'm AND Mu/(Vu*dv) <= 1.0YesOr, Pu <= 0.1*Ag*f'm AND Vu <= 3*Anv*sqrt(f'm) AND Mu/(Vu*dv) <= 3.0YesRefer to TMS 402 Section 9.3.6.6 for additional reqs. on special boundary elements.RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 36CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:57 AMPage 86 of 493 SEISMIC SHEAR CAPACITY:Seismic Shear Capacity - Strength Design (Section 7.3.2.6.1.1):FAILVsu1 = 1.25(Mn/Mu)*Vu = 92739.316 lbVsu2 = 2.5Vu = 11229.031 lbVsu = min(Vsu1, Vsu2) = 11229.031 lbΦ*Vn = 55835.368 lbΦ*Vn >= VsuMORTAR CHECK:Mortar Check (Section 7.4.4.2.2): Mortar Type M or S cement lime or mortar cementPASS*No checks are provided for seismic detailing requirements at roof and floor diaphragms, at wall corners,for dowels or through control joints. Additional requirements may apply for seismic design categoriesD, E and F. Refer to TMS 402 Chapter 7 for additional requirements.Detail Report: R-A.1 (In-Plane, Region R6)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAHor Bar Size:#4Vert Bar Size:#5No. Tens Bars:1Effective Depth (in):39.996MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78GEOMETRYTotal Height (ft):2Total Length (ft):3.333Block Grouting:Fully GroutedGrout Spacing:8"Block Nom Width:8"1.5 Shear Factor:YesRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 37CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:57 AMPage 87 of 493 ENVELOPE DIAGRAMSMax: 7398.074 at 0 ftMin: 5088.66 at 2 ftPlbMax: 1860.896 at 0 ftMin: -4789.735 at 0 ftVlbMax: 3658.251 at 2 ftMin: -9780.316 at 2 ftMlb-ftAXIAL DETAILSP/(Pn*Φ):0.021P (lb):7398.074Pn (lb):3.88e+5Φ:0.9Location (ft):0Load Comb:7Rad gyration r (in):2.2h'/r:10.909Red Factor R:0.994BENDING SUMMARYMu/(Mn*Φ):0.176Mu (lb-ft):9780.316Mn (lb-ft):61592.542Φ:0.9Location (ft):2Load Comb:10a (in):2.431c (in):3.039d (in):39.996SHEAR SUMMARYVu/(Vn*Φ):0.075Vu (lb):4789.735Vn (lb):79718.121Φ:0.8Location (ft):0Load Comb:10Corresponding M (lb-ft):3884.198Corresponding P (lb):6084.782M / (V*d):0.243Sh Steel Reqd:NoGammag:1RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 38CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:58 AMPage 88 of 493 CROSS SECTION DETAILING8Horizontal reinforcement required at a max 8in ocNOTE: All units are in "in."Detail Report: R-A.1 (Out-of-Plane, Region R6)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAType of Design:StrengthReinforced:YesVertical Bar Size:#5MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78Mortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):2Eq Sld Thickness:7.625"An (in /ft):291.5Block Grouting:Fully GroutedGrout/Bar Spacing:8"Loc of r/f:CenterRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 39CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:34:59 AMPage 89 of 493 ENVELOPE DIAGRAMSMax: 2219.644 at 0 ftMin: 1526.751 at 2 ftPlb/ftMax: 289.342 at 0 ftMin: -289.342 at 0 ftVlb/ftMax: 760.985 at 0 ftMin: -760.985 at 0 ftMlb-ft/ftAXIAL DETAILSPu / Pn:0.06Pu at max Mu (lb/ft):2021.90Pn at max Mom (lb/ft):36600.00H' / t:3.00Location (ft):0.00Load Comb:9BENDING DETAILSMu / Φ*Mn:0.11Mu, max (lb-ft/ft):760.98Φ Mn (lb-ft/ft):6671.44Φ:0.9Location (ft):0.00Load Comb:9DEFLECTION DETAILSDmax / DLimit:0.00Deflection Ratio:H/-2.147e+9Δ max (in):0.00Deflection Limit (in):0.17Location (in):0.00Load Comb:-2RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 40CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:35:00 AMPage 90 of 493 SECTIONAL PROPERTIESALL RESULTS PER EFFECTIVE WIDTHTotal Width (in):8Effective Width (in):8Flange thick tf (in):1.25Effective Thick te (in):7.625Agross (in ):261Igross (in ):4295.5fr (ksi):0.163Crack Mom, Mcr (lb-ft):1053c (in):1.944d (in):3.812n:21.48Icracked (in ):43.395e-313As (in ):20.307Ase (in ):26.952e-310ρ Provided (%):0.01ρ Maximum (%):0.006Gammag:1CROSS SECTION DETAILING#5 @ 8NOTE: All units are in "in."zxDetail Report: R-A.1 (Region R6)SEISMIC DETAILING REQUIREMENTS (SPECIAL SHEAR WALL - STRENGTH)AT OPENINGS:Min. Vert. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 within 16 in each side of openingsN/AMin. Hori. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 at top and bottom of openingsPASS*User shall provide detail reinforcement around openings to meet:- Required bar length past the opening: max (24in, 40db) = 24 inRequired bar total length: 87.996 inAT WALL EDGE:Min. Vert. Bar at Wall Edge (Section 7.3.2.3.1): 1-#4 within 8 in of wall endsN/AAT TOP OF WALL:Min. Hori. Bar at Top of Wall (Section 7.3.2.3.1): 1-#4 within 16 in of top of wallN/ARISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 41CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:35:01 AMPage 91 of 493 HORIZONTAL REINFORCEMENT:Min. Hori. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Hori. Bar Spacing (Section 7.3.2.3.1): 8 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 8 in*Masonry assumed to be laid in running bond.*Horizontal bars shall be embedded in grout.Min. Hori. Reinf. Area (Section 7.3.2.6c): Ahor >= 0.0007Ag(horz)PASSAhor = 0.589 in^20.0007Ag(horz) = 0.128 in^2*Masonry assumed to be laid in running bond.VERTICAL REINFORCEMENT:Min. Vert. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Vert. Bar Spacing (Section 7.3.2.5): 8 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 8 in*Masonry assumed to be laid in running bondMin. Vert. Reinf. Area (Section 7.3.2.6c): Aver >= larger of (0.0007Ag(vert), 1/3Ahor)PASSAver = 1.534 in^20.0007Ag(vert) = 0.213 in^21/3Ahor = 0.196 in^2Total Reinf. Area (Section 7.3.2.6.c): Ahor + Aver >= 0.002Ag(vert)PASSAhor + Aver = 2.123 in^20.002Ag(vert) = 0.61 in^2SPECIAL BOUNDARY ELEMENT REQUIREMENT:Special boundary element required? (Section 9.3.6.6.1):NoPu <= 0.1*Ag*f'm AND Mu/(Vu*dv) <= 1.0YesOr, Pu <= 0.1*Ag*f'm AND Vu <= 3*Anv*sqrt(f'm) AND Mu/(Vu*dv) <= 3.0YesRefer to TMS 402 Section 9.3.6.6 for additional reqs. on special boundary elements.RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 42CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:35:01 AMPage 92 of 493 SEISMIC SHEAR CAPACITY:Seismic Shear Capacity - Strength Design (Section 7.3.2.6.1.1):FAILVsu1 = 1.25(Mn/Mu)*Vu = 37704.805 lbVsu2 = 2.5Vu = 11974.336 lbVsu = min(Vsu1, Vsu2) = 11974.336 lbΦ*Vn = 63774.496 lbΦ*Vn >= VsuMORTAR CHECK:Mortar Check (Section 7.4.4.2.2): Mortar Type M or S cement lime or mortar cementPASS*No checks are provided for seismic detailing requirements at roof and floor diaphragms, at wall corners,for dowels or through control joints. Additional requirements may apply for seismic design categoriesD, E and F. Refer to TMS 402 Chapter 7 for additional requirements.Detail Report: R-A.1 (In-Plane, Region R7)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAHor Bar Size:#4Vert Bar Size:#5No. Tens Bars:1Effective Depth (in):39.996MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78GEOMETRYTotal Height (ft):12Total Length (ft):3.333Block Grouting:Fully GroutedGrout Spacing:8"Block Nom Width:8"1.5 Shear Factor:YesRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 43CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:35:02 AMPage 93 of 493 ENVELOPE DIAGRAMSMax: 20226.77 at 3 ftMin: 3026.019 at 12 ftPlbMax: 2680.781 at 8.4 ftMin: -6260.806 at 5.4 ftVlbMax: 9853.085 at 2.4 ftMin: -20016.733 at 7.8 ftMlb-ftAXIAL DETAILSP/(Pn*Φ):0.074P (lb):20226.77Pn (lb):3.05e+5Φ:0.9Location (ft):3Load Comb:7Rad gyration r (in):2.2h'/r:65.455Red Factor R:0.781BENDING SUMMARYMu/(Mn*Φ):0.307Mu (lb-ft):20016.733Mn (lb-ft):72358.268Φ:0.9Location (ft):7.8Load Comb:10a (in):2.77c (in):3.463d (in):39.996SHEAR SUMMARYVu/(Vn*Φ):0.15Vu (lb):6260.806Vn (lb):52316.285Φ:0.8Location (ft):7.8Load Comb:10Corresponding M (lb-ft):20016.733Corresponding P (lb):11940.146M / (V*d):0.959Sh Steel Reqd:NoGammag:1RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 44CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:35:03 AMPage 94 of 493 CROSS SECTION DETAILING8Horizontal reinforcement required at a max 13in ocNOTE: All units are in "in."Detail Report: R-A.1 (Out-of-Plane, Region R7)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAType of Design:StrengthReinforced:YesVertical Bar Size:#5MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78Mortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):12Eq Sld Thickness:7.625"An (in /ft):291.5Block Grouting:Fully GroutedGrout/Bar Spacing:8"Loc of r/f:CenterRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 45CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:35:04 AMPage 95 of 493 ENVELOPE DIAGRAMSMax: 6068.638 at 3 ftMin: 907.896 at 12 ftPlb/ftMax: 476.676 at 3 ftMin: -476.676 at 3 ftVlb/ftMax: 1182.653 at 7.8 ftMin: -1182.653 at 7.8 ftMlb-ft/ftAXIAL DETAILSPu / Pn:0.11Pu at max Mu (lb/ft):4141.54Pn at max Mom (lb/ft):36600.00H' / t:18.00Location (ft):7.80Load Comb:9BENDING DETAILSMu / Φ*Mn:0.16Mu, max (lb-ft/ft):-1182.65Φ Mn (lb-ft/ft):7182.18Φ:0.9Location (ft):7.80Load Comb:9DEFLECTION DETAILSDmax / DLimit:0.00Deflection Ratio:H/-2.147e+9Δ max (in):0.00Deflection Limit (in):1.01Location (in):0.00Load Comb:-2RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 46CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:35:04 AMPage 96 of 493 SECTIONAL PROPERTIESALL RESULTS PER EFFECTIVE WIDTHTotal Width (in):8Effective Width (in):8Flange thick tf (in):1.25Effective Thick te (in):7.625Agross (in ):261Igross (in ):4295.5fr (ksi):0.163Crack Mom, Mcr (lb-ft):1053c (in):2.087d (in):3.812n:21.48Icracked (in ):4-nanAs (in ):20.307Ase (in ):26.952e-310ρ Provided (%):0.01ρ Maximum (%):0.006Gammag:1CROSS SECTION DETAILING#5 @ 8NOTE: All units are in "in."zxDetail Report: R-A.1 (Region R7)SEISMIC DETAILING REQUIREMENTS (SPECIAL SHEAR WALL - STRENGTH)AT OPENINGS:Min. Vert. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 within 16 in each side of openingsPASSMin. Hori. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 at top and bottom of openingsN/AAT WALL EDGE:Min. Vert. Bar at Wall Edge (Section 7.3.2.3.1): 1-#4 within 8 in of wall endsN/AAT TOP OF WALL:Min. Hori. Bar at Top of Wall (Section 7.3.2.3.1): 1-#4 within 16 in of top of wallPASSRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 47CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:35:05 AMPage 97 of 493 HORIZONTAL REINFORCEMENT:Min. Hori. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Hori. Bar Spacing (Section 7.3.2.3.1): 13.332 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 13.332 in*Masonry assumed to be laid in running bond.*Horizontal bars shall be embedded in grout.Min. Hori. Reinf. Area (Section 7.3.2.6c): Ahor >= 0.0007Ag(horz)PASSAhor = 2.121 in^20.0007Ag(horz) = 0.769 in^2*Masonry assumed to be laid in running bond.VERTICAL REINFORCEMENT:Min. Vert. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Vert. Bar Spacing (Section 7.3.2.5): 13.332 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 13.332 in*Masonry assumed to be laid in running bondMin. Vert. Reinf. Area (Section 7.3.2.6c): Aver >= larger of (0.0007Ag(vert), 1/3Ahor)PASSAver = 1.534 in^20.0007Ag(vert) = 0.213 in^21/3Ahor = 0.707 in^2Total Reinf. Area (Section 7.3.2.6.c): Ahor + Aver >= 0.002Ag(vert)PASSAhor + Aver = 3.655 in^20.002Ag(vert) = 0.61 in^2SPECIAL BOUNDARY ELEMENT REQUIREMENT:Special boundary element required? (Section 9.3.6.6.1):NoPu <= 0.1*Ag*f'm AND Mu/(Vu*dv) <= 1.0YesOr, Pu <= 0.1*Ag*f'm AND Vu <= 3*Anv*sqrt(f'm) AND Mu/(Vu*dv) <= 3.0YesRefer to TMS 402 Section 9.3.6.6 for additional reqs. on special boundary elements.RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 48CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:35:06 AMPage 98 of 493 SEISMIC SHEAR CAPACITY:Seismic Shear Capacity - Strength Design (Section 7.3.2.6.1.1):FAILVsu1 = 1.25(Mn/Mu)*Vu = 28290.148 lbVsu2 = 2.5Vu = 15652.015 lbVsu = min(Vsu1, Vsu2) = 15652.015 lbΦ*Vn = 41853.028 lbΦ*Vn >= VsuMORTAR CHECK:Mortar Check (Section 7.4.4.2.2): Mortar Type M or S cement lime or mortar cementPASS*No checks are provided for seismic detailing requirements at roof and floor diaphragms, at wall corners,for dowels or through control joints. Additional requirements may apply for seismic design categoriesD, E and F. Refer to TMS 402 Chapter 7 for additional requirements.Detail Report: R-A.1 (In-Plane, Region R8)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAHor Bar Size:#4Vert Bar Size:#5No. Tens Bars:1Effective Depth (in):200MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78GEOMETRYTotal Height (ft):3.75Total Length (ft):16.667Block Grouting:Fully GroutedGrout Spacing:8"Block Nom Width:8"1.5 Shear Factor:YesRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 49CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:35:07 AMPage 99 of 493 ENVELOPE DIAGRAMSMax: 9456.021 at 0 ftMin: 8093.326 at 3.75 ftPlbMax: 6707.209 at 3.75 ftMin: -8430.788 at 3.75 ftVlbMax: 21567.408 at 0 ftMin: -20884.608 at 0 ftMlb-ftAXIAL DETAILSP/(Pn*Φ):0.005P (lb):9456.021Pn (lb):1.91e+6Φ:0.9Location (ft):0Load Comb:7Rad gyration r (in):2.2h'/r:20.455Red Factor R:0.979BENDING SUMMARYMu/(Mn*Φ):0.071Mu (lb-ft):21368.631Mn (lb-ft):3.337e+5Φ:0.9Location (ft):0Load Comb:14a (in):2.424c (in):3.03d (in):200SHEAR SUMMARYVu/(Vn*Φ):0.03Vu (lb):8430.788Vn (lb):3.504e+5Φ:0.8Location (ft):3.75Load Comb:10Corresponding M (lb-ft):2164.789Corresponding P (lb):3658.796M / (V*d):0.015Sh Steel Reqd:NoGammag:1RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 50CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:35:08 AMPage 100 of 493 CROSS SECTION DETAILING8Horizontal reinforcement required at a max 15in ocNOTE: All units are in "in."Detail Report: R-A.1 (Out-of-Plane, Region R8)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAType of Design:StrengthReinforced:YesVertical Bar Size:#5MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78Mortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):3.75Eq Sld Thickness:7.625"An (in /ft):291.5Block Grouting:Fully GroutedGrout/Bar Spacing:8"Loc of r/f:CenterRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 51CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:35:08 AMPage 101 of 493 ENVELOPE DIAGRAMSMax: 567.361 at 0 ftMin: 485.6 at 3.75 ftPlb/ftMax: 140.109 at 3.75 ftMin: -140.109 at 3.75 ftVlb/ftMax: 127.102 at 0 ftMin: -127.102 at 0 ftMlb-ft/ftAXIAL DETAILSPu / Pn:0.01Pu at max Mu (lb/ft):398.07Pn at max Mom (lb/ft):36600.00H' / t:5.62Location (ft):0.00Load Comb:9BENDING DETAILSMu / Φ*Mn:0.02Mu, max (lb-ft/ft):-127.10Φ Mn (lb-ft/ft):6448.03Φ:0.9Location (ft):0.00Load Comb:9DEFLECTION DETAILSDmax / DLimit:0.00Deflection Ratio:H/-2.147e+9Δ max (in):0.00Deflection Limit (in):0.32Location (in):0.00Load Comb:-2RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 52CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:35:09 AMPage 102 of 493 SECTIONAL PROPERTIESALL RESULTS PER EFFECTIVE WIDTHTotal Width (in):8Effective Width (in):8Flange thick tf (in):1.25Effective Thick te (in):7.625Agross (in ):261Igross (in ):4295.5fr (ksi):0.163Crack Mom, Mcr (lb-ft):1053c (in):1.826d (in):3.812n:21.48Icracked (in ):43.705e-322As (in ):20.307Ase (in ):24.496e-322ρ Provided (%):0.01ρ Maximum (%):0.006Gammag:1CROSS SECTION DETAILING#5 @ 8NOTE: All units are in "in."zxDetail Report: R-A.1 (Region R8)SEISMIC DETAILING REQUIREMENTS (SPECIAL SHEAR WALL - STRENGTH)AT OPENINGS:Min. Vert. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 within 16 in each side of openingsN/AMin. Hori. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 at top and bottom of openingsPASS*User shall provide detail reinforcement around openings to meet:- Required bar length past the opening: max (24in, 40db) = 24 inRequired bar total length: 248 inAT WALL EDGE:Min. Vert. Bar at Wall Edge (Section 7.3.2.3.1): 1-#4 within 8 in of wall endsN/AAT TOP OF WALL:Min. Hori. Bar at Top of Wall (Section 7.3.2.3.1): 1-#4 within 16 in of top of wallPASSRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 53CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:35:10 AMPage 103 of 493 HORIZONTAL REINFORCEMENT:Min. Hori. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Hori. Bar Spacing (Section 7.3.2.3.1): 15 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 15 in*Masonry assumed to be laid in running bond.*Horizontal bars shall be embedded in grout.Min. Hori. Reinf. Area (Section 7.3.2.6c): Ahor >= 0.0007Ag(horz)PASSAhor = 0.589 in^20.0007Ag(horz) = 0.24 in^2*Masonry assumed to be laid in running bond.VERTICAL REINFORCEMENT:Min. Vert. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Vert. Bar Spacing (Section 7.3.2.5): 15 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 15 in*Masonry assumed to be laid in running bondMin. Vert. Reinf. Area (Section 7.3.2.6c): Aver >= larger of (0.0007Ag(vert), 1/3Ahor)PASSAver = 7.67 in^20.0007Ag(vert) = 1.068 in^21/3Ahor = 0.196 in^2Total Reinf. Area (Section 7.3.2.6.c): Ahor + Aver >= 0.002Ag(vert)PASSAhor + Aver = 8.259 in^20.002Ag(vert) = 3.05 in^2SPECIAL BOUNDARY ELEMENT REQUIREMENT:Special boundary element required? (Section 9.3.6.6.1):NoPu <= 0.1*Ag*f'm AND Mu/(Vu*dv) <= 1.0YesOr, Pu <= 0.1*Ag*f'm AND Vu <= 3*Anv*sqrt(f'm) AND Mu/(Vu*dv) <= 3.0YesRefer to TMS 402 Section 9.3.6.6 for additional reqs. on special boundary elements.RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 54CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:35:11 AMPage 104 of 493 SEISMIC SHEAR CAPACITY:Seismic Shear Capacity - Strength Design (Section 7.3.2.6.1.1):FAILVsu1 = 1.25(Mn/Mu)*Vu = 1.646e+5 lbVsu2 = 2.5Vu = 21076.97 lbVsu = min(Vsu1, Vsu2) = 21076.97 lbΦ*Vn = 2.803e+5 lbΦ*Vn >= VsuMORTAR CHECK:Mortar Check (Section 7.4.4.2.2): Mortar Type M or S cement lime or mortar cementPASS*No checks are provided for seismic detailing requirements at roof and floor diaphragms, at wall corners,for dowels or through control joints. Additional requirements may apply for seismic design categoriesD, E and F. Refer to TMS 402 Chapter 7 for additional requirements.Detail Report: R-A.1 (In-Plane, Region R9)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAHor Bar Size:#4Vert Bar Size:#5No. Tens Bars:1Effective Depth (in):200MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78GEOMETRYTotal Height (ft):2Total Length (ft):16.667Block Grouting:Fully GroutedGrout Spacing:8"Block Nom Width:8"1.5 Shear Factor:YesRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 55CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:35:12 AMPage 105 of 493 ENVELOPE DIAGRAMSMax: 11044.773 at 0 ftMin: 6879.28 at 2 ftPlbMax: 4667.912 at 0 ftMin: -2893.934 at 0 ftVlbMax: 38508.615 at 0 ftMin: -30966.581 at 0 ftMlb-ftAXIAL DETAILSP/(Pn*Φ):0.006P (lb):11044.773Pn (lb):1.94e+6Φ:0.9Location (ft):0Load Comb:4Rad gyration r (in):2.2h'/r:10.909Red Factor R:0.994BENDING SUMMARYMu/(Mn*Φ):0.115Mu (lb-ft):36323.727Mn (lb-ft):3.499e+5Φ:0.9Location (ft):0Load Comb:12a (in):2.508c (in):3.135d (in):200SHEAR SUMMARYVu/(Vn*Φ):0.016Vu (lb):4667.912Vn (lb):3.637e+5Φ:0.8Location (ft):0Load Comb:8Corresponding M (lb-ft):38508.615Corresponding P (lb):10836.555M / (V*d):0.495Sh Steel Reqd:NoGammag:1RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 56CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:35:12 AMPage 106 of 493 CROSS SECTION DETAILING8Horizontal reinforcement required at a max 8in ocNOTE: All units are in "in."Detail Report: R-A.1 (Out-of-Plane, Region R9)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAType of Design:StrengthReinforced:YesVertical Bar Size:#5MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78Mortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):2Eq Sld Thickness:7.625"An (in /ft):291.5Block Grouting:Fully GroutedGrout/Bar Spacing:8"Loc of r/f:CenterRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 57CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:35:13 AMPage 107 of 493 ENVELOPE DIAGRAMSMax: 662.686 at 0 ftMin: 412.757 at 2 ftPlb/ftMax: 217.525 at 0 ftMin: -217.525 at 0 ftVlb/ftMax: 439.334 at 0 ftMin: -439.334 at 0 ftMlb-ft/ftAXIAL DETAILSPu / Pn:0.02Pu at max Mu (lb/ft):640.91Pn at max Mom (lb/ft):36600.00H' / t:3.00Location (ft):0.00Load Comb:9BENDING DETAILSMu / Φ*Mn:0.07Mu, max (lb-ft/ft):439.33Φ Mn (lb-ft/ft):6482.06Φ:0.9Location (ft):0.00Load Comb:9DEFLECTION DETAILSDmax / DLimit:0.00Deflection Ratio:H/-2.147e+9Δ max (in):0.00Deflection Limit (in):0.17Location (in):0.00Load Comb:-2RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 58CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:35:14 AMPage 108 of 493 SECTIONAL PROPERTIESALL RESULTS PER EFFECTIVE WIDTHTotal Width (in):8Effective Width (in):8Flange thick tf (in):1.25Effective Thick te (in):7.625Agross (in ):261Igross (in ):4295.5fr (ksi):0.163Crack Mom, Mcr (lb-ft):1053c (in):1.844d (in):3.812n:21.48Icracked (in ):43.705e-322As (in ):20.307Ase (in ):24.496e-322ρ Provided (%):0.01ρ Maximum (%):0.006Gammag:1CROSS SECTION DETAILING#5 @ 8NOTE: All units are in "in."zxDetail Report: R-A.1 (Region R9)SEISMIC DETAILING REQUIREMENTS (SPECIAL SHEAR WALL - STRENGTH)AT OPENINGS:Min. Vert. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 within 16 in each side of openingsN/AMin. Hori. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 at top and bottom of openingsPASS*User shall provide detail reinforcement around openings to meet:- Required bar length past the opening: max (24in, 40db) = 24 inRequired bar total length: 248 inAT WALL EDGE:Min. Vert. Bar at Wall Edge (Section 7.3.2.3.1): 1-#4 within 8 in of wall endsN/AAT TOP OF WALL:Min. Hori. Bar at Top of Wall (Section 7.3.2.3.1): 1-#4 within 16 in of top of wallN/ARISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 59CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:35:15 AMPage 109 of 493 HORIZONTAL REINFORCEMENT:Min. Hori. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Hori. Bar Spacing (Section 7.3.2.3.1): 8 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 8 in*Masonry assumed to be laid in running bond.*Horizontal bars shall be embedded in grout.Min. Hori. Reinf. Area (Section 7.3.2.6c): Ahor >= 0.0007Ag(horz)PASSAhor = 0.589 in^20.0007Ag(horz) = 0.128 in^2*Masonry assumed to be laid in running bond.VERTICAL REINFORCEMENT:Min. Vert. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Vert. Bar Spacing (Section 7.3.2.5): 8 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 8 in*Masonry assumed to be laid in running bondMin. Vert. Reinf. Area (Section 7.3.2.6c): Aver >= larger of (0.0007Ag(vert), 1/3Ahor)PASSAver = 7.67 in^20.0007Ag(vert) = 1.068 in^21/3Ahor = 0.196 in^2Total Reinf. Area (Section 7.3.2.6.c): Ahor + Aver >= 0.002Ag(vert)PASSAhor + Aver = 8.259 in^20.002Ag(vert) = 3.05 in^2SPECIAL BOUNDARY ELEMENT REQUIREMENT:Special boundary element required? (Section 9.3.6.6.1):NoPu <= 0.1*Ag*f'm AND Mu/(Vu*dv) <= 1.0YesOr, Pu <= 0.1*Ag*f'm AND Vu <= 3*Anv*sqrt(f'm) AND Mu/(Vu*dv) <= 3.0YesRefer to TMS 402 Section 9.3.6.6 for additional reqs. on special boundary elements.RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 60CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:35:15 AMPage 110 of 493 SEISMIC SHEAR CAPACITY:Seismic Shear Capacity - Strength Design (Section 7.3.2.6.1.1):FAILVsu1 = 1.25(Mn/Mu)*Vu = 56203.922 lbVsu2 = 2.5Vu = 11669.781 lbVsu = min(Vsu1, Vsu2) = 11669.781 lbΦ*Vn = 2.91e+5 lbΦ*Vn >= VsuMORTAR CHECK:Mortar Check (Section 7.4.4.2.2): Mortar Type M or S cement lime or mortar cementPASS*No checks are provided for seismic detailing requirements at roof and floor diaphragms, at wall corners,for dowels or through control joints. Additional requirements may apply for seismic design categoriesD, E and F. Refer to TMS 402 Chapter 7 for additional requirements.Detail Report: R-A.1 (In-Plane, Region R10)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAHor Bar Size:#4Vert Bar Size:#5No. Tens Bars:1Effective Depth (in):47.02MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78GEOMETRYTotal Height (ft):12Total Length (ft):3.918Block Grouting:Fully GroutedGrout Spacing:8"Block Nom Width:8"1.5 Shear Factor:YesRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 61CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:35:16 AMPage 111 of 493 ENVELOPE DIAGRAMSMax: 19815.671 at 0 ftMin: 2878.058 at 12 ftPlbMax: 6415.147 at 4.8 ftMin: -1748.915 at 12 ftVlbMax: 20920.381 at 7.2 ftMin: -17157.657 at 0 ftMlb-ftAXIAL DETAILSP/(Pn*Φ):0.061P (lb):19815.671Pn (lb):3.586e+5Φ:0.9Location (ft):0Load Comb:8Rad gyration r (in):2.2h'/r:65.455Red Factor R:0.781BENDING SUMMARYMu/(Mn*Φ):0.256Mu (lb-ft):20920.381Mn (lb-ft):90665.406Φ:0.9Location (ft):7.2Load Comb:7a (in):2.884c (in):3.605d (in):47.02SHEAR SUMMARYVu/(Vn*Φ):0.124Vu (lb):6415.147Vn (lb):64550.273Φ:0.8Location (ft):7.2Load Comb:8Corresponding M (lb-ft):18441.742Corresponding P (lb):13317.406M / (V*d):0.734Sh Steel Reqd:NoGammag:1RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 62CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:35:17 AMPage 112 of 493 CROSS SECTION DETAILING8Horizontal reinforcement required at a max 15in ocNOTE: All units are in "in."Detail Report: R-A.1 (Out-of-Plane, Region R10)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAType of Design:StrengthReinforced:YesVertical Bar Size:#5MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78Mortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):12Eq Sld Thickness:7.625"An (in /ft):291.5Block Grouting:Fully GroutedGrout/Bar Spacing:8"Loc of r/f:CenterRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 63CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:35:18 AMPage 113 of 493 ENVELOPE DIAGRAMSMax: 5057.169 at 0 ftMin: 734.511 at 12 ftPlb/ftMax: 394.011 at 2.4 ftMin: -394.011 at 2.4 ftVlb/ftMax: 1130.578 at 0 ftMin: -1130.578 at 0 ftMlb-ft/ftAXIAL DETAILSPu / Pn:0.11Pu at max Mu (lb/ft):4085.52Pn at max Mom (lb/ft):36600.00H' / t:18.00Location (ft):0.00Load Comb:9BENDING DETAILSMu / Φ*Mn:0.17Mu, max (lb-ft/ft):1130.58Φ Mn (lb-ft/ft):6488.88Φ:0.9Location (ft):0.00Load Comb:9DEFLECTION DETAILSDmax / DLimit:0.00Deflection Ratio:H/-2.147e+9Δ max (in):0.00Deflection Limit (in):1.01Location (in):0.00Load Comb:-2RISA-3D Version 22 [ CMU Wall_Main.r3d ]Page 64CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:35:19 AMPage 114 of 493 SECTIONAL PROPERTIESALL RESULTS PER EFFECTIVE WIDTHTotal Width (in):8Effective Width (in):8Flange thick tf (in):1.25Effective Thick te (in):7.625Agross (in ):261Igross (in ):4295.5fr (ksi):0.163Crack Mom, Mcr (lb-ft):1053c (in):2.086d (in):3.812n:21.48Icracked (in ):40As (in ):20.307Ase (in ):20ρ Provided (%):0.01ρ Maximum (%):0.006Gammag:1CROSS SECTION DETAILING#5 @ 8NOTE: All units are in "in."zxDetail Report: R-A.1 (Region R10)SEISMIC DETAILING REQUIREMENTS (SPECIAL SHEAR WALL - STRENGTH)AT OPENINGS:Min. Vert. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 within 16 in each side of openingsPASSMin. Hori. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 at top and bottom of openingsN/AAT WALL EDGE:Min. Vert. Bar at Wall Edge (Section 7.3.2.3.1): 1-#4 within 8 in of wall endsPASSAT TOP OF WALL:Min. Hori. Bar at Top of Wall (Section 7.3.2.3.1): 1-#4 within 16 in of top of wallPASSRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 65CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:35:20 AMPage 115 of 493 HORIZONTAL REINFORCEMENT:Min. Hori. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Hori. Bar Spacing (Section 7.3.2.3.1): 15.6733 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 15.673 in*Masonry assumed to be laid in running bond.*Horizontal bars shall be embedded in grout.Min. Hori. Reinf. Area (Section 7.3.2.6c): Ahor >= 0.0007Ag(horz)PASSAhor = 1.804 in^20.0007Ag(horz) = 0.769 in^2*Masonry assumed to be laid in running bond.VERTICAL REINFORCEMENT:Min. Vert. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Vert. Bar Spacing (Section 7.3.2.5): 15.6733 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 15.673 in*Masonry assumed to be laid in running bondMin. Vert. Reinf. Area (Section 7.3.2.6c): Aver >= larger of (0.0007Ag(vert), 1/3Ahor)PASSAver = 1.803 in^20.0007Ag(vert) = 0.251 in^21/3Ahor = 0.601 in^2Total Reinf. Area (Section 7.3.2.6.c): Ahor + Aver >= 0.002Ag(vert)PASSAhor + Aver = 3.607 in^20.002Ag(vert) = 0.717 in^2SPECIAL BOUNDARY ELEMENT REQUIREMENT:Special boundary element required? (Section 9.3.6.6.1):NoPu <= 0.1*Ag*f'm AND Mu/(Vu*dv) <= 1.0YesOr, Pu <= 0.1*Ag*f'm AND Vu <= 3*Anv*sqrt(f'm) AND Mu/(Vu*dv) <= 3.0YesRefer to TMS 402 Section 9.3.6.6 for additional reqs. on special boundary elements.RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 66CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:35:21 AMPage 116 of 493 SEISMIC SHEAR CAPACITY:Seismic Shear Capacity - Strength Design (Section 7.3.2.6.1.1):FAILVsu1 = 1.25(Mn/Mu)*Vu = 34752.707 lbVsu2 = 2.5Vu = 16037.867 lbVsu = min(Vsu1, Vsu2) = 16037.867 lbΦ*Vn = 51640.219 lbΦ*Vn >= VsuMORTAR CHECK:Mortar Check (Section 7.4.4.2.2): Mortar Type M or S cement lime or mortar cementPASS*No checks are provided for seismic detailing requirements at roof and floor diaphragms, at wall corners,for dowels or through control joints. Additional requirements may apply for seismic design categoriesD, E and F. Refer to TMS 402 Chapter 7 for additional requirements.RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 67CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202411:35:21 AMPage 117 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomNode Labels1Aug 05, 2024 at 10:23 AMCMU Wall_Main.r3d Page 118 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Main Restroom 2Aug 05, 2024 at 10:24 AMCMU Wall_Main.r3d Page 119 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Main Restroom 3Aug 05, 2024 at 10:24 AMCMU Wall_Main.r3d Page 120 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Main Restroom 4Aug 05, 2024 at 10:24 AMCMU Wall_Main.r3d Page 121 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Main Restroom 5Aug 05, 2024 at 10:25 AMCMU Wall_Main.r3d Page 122 of 493 Detail Report: R-D.1Masonry WallR1R2R3R4R5R6R7R8R9R10L16L17L18N87 N86 N88 N85 40.58 ftCRITERIACode:TMS 402-16: StrengthSpecial Insp:NoDesign Rule:8in BlockSeismic Design Rule:SpecialWall Area:NCMATransfer In?:NoTransfer Out?:NoK:1Use Cracked?:YesIn Icr Factor:0.5Out Icr Factor:0.5Custom Regions:NoMATERIALSMaterial Type:MasonryMaterial Set:Concrete MatlMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfMortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):12Total Length (ft):40.583Total Lintel Depth (in):34Block Nom Width:8"Block Grouting:Fully Grouted1.5 Shear Factor:NoREGION RESULTSRegion UC Max In Plane LC UC Shear In Plane LCUC Max Out Plane LCUC Shear Out Plane LCR1 0.094 10 0.03 10 0.105 9 NC NCR2 0.029 10 0.042 8 0.028 9 NC NCR3 0.057 10 0.029 10 0.09 9 NC NCR4 0.08 14 0.042 10 0.106 9 NC NCR5 0.03 10 0.041 10 0.029 9 NC NCR6 0.057 14 0.026 10 0.092 9 NC NCR7 0.072 14 0.039 10 0.106 9 NC NCR8 0.027 10 0.042 8 0.028 9 NC NCRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 1CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:19:46 AMPage 123 of 493 R9 0.054 12 0.027 8 0.093 9 NC NCR10 0.166 14 0.041 8 0.1 9 NC NCREINFORCEMENT RESULTSRegion Vertical Reinforcement Horizontal Reinforcement Boundary ReinforcementR1 #5@8" oc ctr #4@19in oc 1-#5 ctrR2 #5@8" oc ctr #4@13in oc 1-#5 ctrR3 #5@8" oc ctr #4@8in oc 1-#5 ctrR4 #5@8" oc ctr #4@21in oc 1-#5 ctrR5 #5@8" oc ctr #4@13in oc 1-#5 ctrR6 #5@8" oc ctr #4@8in oc 1-#5 ctrR7 #5@8" oc ctr #4@21in oc 1-#5 ctrR8 #5@8" oc ctr #4@13in oc 1-#5 ctrR9 #5@8" oc ctr #4@8in oc 1-#5 ctrR10 #5@8" oc ctr #4@48in oc 1-#5 ctrLINTEL REINFORCEMENT RESULTSLintel Flexural Reinforcement Shear ReinforcementL16 1-#5 Not Reqd.L17 1-#5 Not Reqd.L18 1-#5 Not Reqd.Detail Report: R-D.1 (Opening L16)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoType of Design:StrengthAnalysis Method:Simply SupportedStirrup Size:#4Flex Steel:1-#5MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Beam Dead Wt (lb/ft):221Wall Dead Wt (psf):78GEOMETRYDist to Top of Wall (ft):0.917Actual Length (ft):3.333Bearing Length (in):8Effective Length (ft):4Effective Width (in):7.625Effective depth (in):30.5Total Depth (in):34RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 2CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:19:47 AMPage 124 of 493 ENVELOPE DIAGRAMSMax: 1202.632 at 0 ftMin: -1202.34 at 4 ftV lbMax: 1256.527 at 2 ftM lb-ftDESIGN DETAILSBENDING DETAILSMu/(Mn*Φ):0.027Mu (lb-ft):1256.527Mn (lb-ft):50998.086Mn,masonry (lb-ft):1735.891Mn,steel (lb-ft):49262.195Φ:0.9Location (ft):2Load Comb:7Steel Area As (in ):20.307Steel Ratio p:0.001COMPRESSIVE STRESS BLOCK DETAILSDepth of Block (in):1.509N.A. Location (in):1.886β 1:0.8α:0.8SHEAR DETAILSVu/(Vn*Φ):0.032Vu (lb):1202.632Vn,total (lb):46376.049Vn,masonry (lb):46376.049Vn,steel (lb):0Φ:0.8Location (ft):0Load Comb:7M / (V*d):2.941e-8Tie Spacing:Ties Not ReqdRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 3CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:19:47 AMPage 125 of 493 CROSS SECTION DETAILING(1) #57.625NOTE: All units are in "in."Detail Report: R-D.1 (Opening L17)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoType of Design:StrengthAnalysis Method:Simply SupportedStirrup Size:#4Flex Steel:1-#5MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Beam Dead Wt (lb/ft):221Wall Dead Wt (psf):78GEOMETRYDist to Top of Wall (ft):0.917Actual Length (ft):3.333Bearing Length (in):8Effective Length (ft):4Effective Width (in):7.625Effective depth (in):30.5Total Depth (in):34ENVELOPE DIAGRAMSMax: 1194.526 at 0 ftMin: -1201.969 at 4 ftV lbMax: 1247.71 at 2 ftM lb-ftRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 4CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:19:48 AMPage 126 of 493 DESIGN DETAILSBENDING DETAILSMu/(Mn*Φ):0.027Mu (lb-ft):1247.71Mn (lb-ft):50998.086Mn,masonry (lb-ft):1735.891Mn,steel (lb-ft):49262.195Φ:0.9Location (ft):2Load Comb:7Steel Area As (in ):20.307Steel Ratio p:0.001COMPRESSIVE STRESS BLOCK DETAILSDepth of Block (in):1.509N.A. Location (in):1.886β 1:0.8α:0.8SHEAR DETAILSVu/(Vn*Φ):0.032Vu (lb):1201.969Vn,total (lb):46376.049Vn,masonry (lb):46376.049Vn,steel (lb):0Φ:0.8Location (ft):4Load Comb:7M / (V*d):2.941e-8Tie Spacing:Ties Not ReqdCROSS SECTION DETAILING(1) #57.625NOTE: All units are in "in."RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 5CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:19:49 AMPage 127 of 493 Detail Report: R-D.1 (Opening L18)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoType of Design:StrengthAnalysis Method:Simply SupportedStirrup Size:#4Flex Steel:1-#5MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Beam Dead Wt (lb/ft):221Wall Dead Wt (psf):78GEOMETRYDist to Top of Wall (ft):0.917Actual Length (ft):3.333Bearing Length (in):8Effective Length (ft):4Effective Width (in):7.625Effective depth (in):30.5Total Depth (in):34ENVELOPE DIAGRAMSMax: 1189.596 at 0 ftMin: -1211.685 at 4 ftV lbMax: 1242.592 at 2 ftM lb-ftDESIGN DETAILSBENDING DETAILSMu/(Mn*Φ):0.027Mu (lb-ft):1242.592Mn (lb-ft):50998.086Mn,masonry (lb-ft):1735.891Mn,steel (lb-ft):49262.195Φ:0.9Location (ft):2Load Comb:7Steel Area As (in ):20.307Steel Ratio p:0.001COMPRESSIVE STRESS BLOCK DETAILSDepth of Block (in):1.509N.A. Location (in):1.886β 1:0.8α:0.8SHEAR DETAILSVu/(Vn*Φ):0.033Vu (lb):1211.685Vn,total (lb):46376.049Vn,masonry (lb):46376.049Vn,steel (lb):0Φ:0.8Location (ft):4Load Comb:7M / (V*d):2.941e-8Tie Spacing:Ties Not ReqdRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 6CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:19:50 AMPage 128 of 493 CROSS SECTION DETAILING(1) #57.625NOTE: All units are in "in."Detail Report: R-D.1 (In-Plane, Region R1)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAHor Bar Size:#4Vert Bar Size:#5No. Tens Bars:1Effective Depth (in):55.996MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78GEOMETRYTotal Height (ft):12Total Length (ft):4.666Block Grouting:Fully GroutedGrout Spacing:32"Block Nom Width:8"1.5 Shear Factor:YesRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 7CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:19:51 AMPage 129 of 493 ENVELOPE DIAGRAMSMax: 12373.478 at 0 ftMin: 2110.802 at 12 ftPlbMax: 1165.324 at 5.4 ftMin: -1946.332 at 5.4 ftVlbMax: 8960.996 at 0 ftMin: -5979.535 at 3 ftMlb-ftAXIAL DETAILSP/(Pn*Φ):0.032P (lb):12373.478Pn (lb):4.271e+5Φ:0.9Location (ft):0Load Comb:10Rad gyration r (in):2.2h'/r:65.455Red Factor R:0.781BENDING SUMMARYMu/(Mn*Φ):0.094Mu (lb-ft):8960.996Mn (lb-ft):1.057e+5Φ:0.9Location (ft):0Load Comb:10a (in):2.79c (in):3.488d (in):55.996SHEAR SUMMARYVu/(Vn*Φ):0.03Vu (lb):1946.332Vn (lb):80760.178Φ:0.8Location (ft):6.6Load Comb:10Corresponding M (lb-ft):4169.53Corresponding P (lb):8203.065M / (V*d):0.459Sh Steel Reqd:NoGammag:1RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 8CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:19:51 AMPage 130 of 493 CROSS SECTION DETAILING8Horizontal reinforcement required at a max 18in ocNOTE: All units are in "in."Detail Report: R-D.1 (Out-of-Plane, Region R1)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAType of Design:StrengthReinforced:YesVertical Bar Size:#5MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78Mortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):12Eq Sld Thickness:7.625"An (in /ft):291.5Block Grouting:Fully GroutedGrout/Bar Spacing:8"Loc of r/f:CenterRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 9CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:19:52 AMPage 131 of 493 ENVELOPE DIAGRAMSMax: 2651.649 at 0 ftMin: 452.347 at 12 ftPlb/ftMax: 263.042 at 0 ftMin: -263.042 at 0 ftVlb/ftMax: 678.986 at 0 ftMin: -678.986 at 0 ftMlb-ft/ftAXIAL DETAILSPu / Pn:0.05Pu at max Mu (lb/ft):1998.22Pn at max Mom (lb/ft):36600.00H' / t:18.00Location (ft):0.00Load Comb:9BENDING DETAILSMu / Φ*Mn:0.11Mu, max (lb-ft/ft):678.99Φ Mn (lb-ft/ft):6449.78Φ:0.9Location (ft):0.00Load Comb:9DEFLECTION DETAILSDmax / DLimit:0.00Deflection Ratio:H/-2.147e+9Δ max (in):0.00Deflection Limit (in):1.01Location (in):0.00Load Comb:-2RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 10CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:19:53 AMPage 132 of 493 SECTIONAL PROPERTIESALL RESULTS PER EFFECTIVE WIDTHTotal Width (in):8Effective Width (in):8Flange thick tf (in):1.25Effective Thick te (in):7.625Agross (in ):261Igross (in ):4295.5fr (ksi):0.163Crack Mom, Mcr (lb-ft):1053c (in):1.942d (in):3.812n:21.48Icracked (in ):444.26As (in ):20.307Ase (in ):20.329ρ Provided (%):0.01ρ Maximum (%):0.006Gammag:1CROSS SECTION DETAILING#5 @ 8NOTE: All units are in "in."zxDetail Report: R-D.1 (Region R1)SEISMIC DETAILING REQUIREMENTS (SPECIAL SHEAR WALL - STRENGTH)AT OPENINGS:Min. Vert. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 within 16 in each side of openingsPASSMin. Hori. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 at top and bottom of openingsN/AAT WALL EDGE:Min. Vert. Bar at Wall Edge (Section 7.3.2.3.1): 1-#4 within 8 in of wall endsPASSAT TOP OF WALL:Min. Hori. Bar at Top of Wall (Section 7.3.2.3.1): 1-#4 within 16 in of top of wallPASSRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 11CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:19:54 AMPage 133 of 493 HORIZONTAL REINFORCEMENT:Min. Hori. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Hori. Bar Spacing (Section 7.3.2.3.1): 18.6653 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 18.665 in*Masonry assumed to be laid in running bond.*Horizontal bars shall be embedded in grout.Min. Hori. Reinf. Area (Section 7.3.2.6c): Ahor >= 0.0007Ag(horz)PASSAhor = 1.515 in^20.0007Ag(horz) = 0.769 in^2*Masonry assumed to be laid in running bond.VERTICAL REINFORCEMENT:Min. Vert. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Vert. Bar Spacing (Section 7.3.2.5): 18.6653 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 18.665 in*Masonry assumed to be laid in running bondMin. Vert. Reinf. Area (Section 7.3.2.6c): Aver >= larger of (0.0007Ag(vert), 1/3Ahor)PASSAver = 1.381 in^20.0007Ag(vert) = 0.299 in^21/3Ahor = 0.505 in^2Total Reinf. Area (Section 7.3.2.6.c): Ahor + Aver >= 0.002Ag(vert)PASSAhor + Aver = 2.895 in^20.002Ag(vert) = 0.854 in^2SPECIAL BOUNDARY ELEMENT REQUIREMENT:Special boundary element required? (Section 9.3.6.6.1):NoPu <= 0.1*Ag*f'm AND Mu/(Vu*dv) <= 1.0YesOr, Pu <= 0.1*Ag*f'm AND Vu <= 3*Anv*sqrt(f'm) AND Mu/(Vu*dv) <= 3.0YesRefer to TMS 402 Section 9.3.6.6 for additional reqs. on special boundary elements.RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 12CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:19:55 AMPage 134 of 493 SEISMIC SHEAR CAPACITY:Seismic Shear Capacity - Strength Design (Section 7.3.2.6.1.1):FAILVsu1 = 1.25(Mn/Mu)*Vu = 28710.762 lbVsu2 = 2.5Vu = 4865.83 lbVsu = min(Vsu1, Vsu2) = 4865.83 lbΦ*Vn = 64608.143 lbΦ*Vn >= VsuMORTAR CHECK:Mortar Check (Section 7.4.4.2.2): Mortar Type M or S cement lime or mortar cementPASS*No checks are provided for seismic detailing requirements at roof and floor diaphragms, at wall corners,for dowels or through control joints. Additional requirements may apply for seismic design categoriesD, E and F. Refer to TMS 402 Chapter 7 for additional requirements.Detail Report: R-D.1 (In-Plane, Region R2)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAHor Bar Size:#4Vert Bar Size:#5No. Tens Bars:1Effective Depth (in):39.996MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78GEOMETRYTotal Height (ft):3.75Total Length (ft):3.333Block Grouting:Fully GroutedGrout Spacing:32"Block Nom Width:8"1.5 Shear Factor:YesRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 13CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:19:55 AMPage 135 of 493 ENVELOPE DIAGRAMSMax: 1736.307 at 2.438 ftMin: 373.32 at 0 ftPlbMax: 2315.135 at 1.688 ftMin: -2298.709 at 1.688 ftVlbMax: 1483.978 at 0.563 ftMin: -1364.214 at 0.563 ftMlb-ftAXIAL DETAILSP/(Pn*Φ):0.005P (lb):1736.307Pn (lb):3.82e+5Φ:0.9Location (ft):2.438Load Comb:7Rad gyration r (in):2.2h'/r:20.455Red Factor R:0.979BENDING SUMMARYMu/(Mn*Φ):0.029Mu (lb-ft):1483.978Mn (lb-ft):56175.832Φ:0.9Location (ft):0.562Load Comb:10a (in):2.277c (in):2.846d (in):39.996SHEAR SUMMARYVu/(Vn*Φ):0.042Vu (lb):2315.135Vn (lb):69610.474Φ:0.8Location (ft):1.688Load Comb:8Corresponding M (lb-ft):918.683Corresponding P (lb):904.061M / (V*d):0.119Sh Steel Reqd:NoGammag:1RISA-3D Version 22 [ CMU Wall_Main.r3d ]Page 14CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:19:56 AMPage 136 of 493 CROSS SECTION DETAILING8Horizontal reinforcement required at a max 13in ocNOTE: All units are in "in."Detail Report: R-D.1 (Out-of-Plane, Region R2)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAType of Design:StrengthReinforced:YesVertical Bar Size:#5MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78Mortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):3.75Eq Sld Thickness:7.625"An (in /ft):291.5Block Grouting:Fully GroutedGrout/Bar Spacing:8"Loc of r/f:CenterRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 15CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:19:57 AMPage 137 of 493 ENVELOPE DIAGRAMSMax: 520.944 at 2.438 ftMin: 112.007 at 0 ftPlb/ftMax: 134.798 at 3.75 ftMin: -134.798 at 3.75 ftVlb/ftMax: 182.909 at 1.5 ftMin: -182.909 at 1.5 ftMlb-ft/ftAXIAL DETAILSPu / Pn:0.01Pu at max Mu (lb/ft):238.05Pn at max Mom (lb/ft):36600.00H' / t:5.62Location (ft):1.50Load Comb:9BENDING DETAILSMu / Φ*Mn:0.03Mu, max (lb-ft/ft):-182.92Φ Mn (lb-ft/ft):6448.77Φ:0.9Location (ft):1.50Load Comb:9DEFLECTION DETAILSDmax / DLimit:0.00Deflection Ratio:H/-2.147e+9Δ max (in):0.00Deflection Limit (in):0.32Location (in):0.00Load Comb:-2RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 16CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:19:58 AMPage 138 of 493 SECTIONAL PROPERTIESALL RESULTS PER EFFECTIVE WIDTHTotal Width (in):8Effective Width (in):8Flange thick tf (in):1.25Effective Thick te (in):7.625Agross (in ):261Igross (in ):4295.5fr (ksi):0.163Crack Mom, Mcr (lb-ft):1053c (in):1.815d (in):3.812n:21.48Icracked (in ):442.47As (in ):20.307Ase (in ):20.309ρ Provided (%):0.01ρ Maximum (%):0.006Gammag:1CROSS SECTION DETAILING#5 @ 8NOTE: All units are in "in."zxDetail Report: R-D.1 (Region R2)SEISMIC DETAILING REQUIREMENTS (SPECIAL SHEAR WALL - STRENGTH)AT OPENINGS:Min. Vert. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 within 16 in each side of openingsN/AMin. Hori. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 at top and bottom of openingsPASS*User shall provide detail reinforcement around openings to meet:- Required bar length past the opening: max (24in, 40db) = 24 inRequired bar total length: 87.996 inAT WALL EDGE:Min. Vert. Bar at Wall Edge (Section 7.3.2.3.1): 1-#4 within 8 in of wall endsN/AAT TOP OF WALL:Min. Hori. Bar at Top of Wall (Section 7.3.2.3.1): 1-#4 within 16 in of top of wallPASSRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 17CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:19:58 AMPage 139 of 493 HORIZONTAL REINFORCEMENT:Min. Hori. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Hori. Bar Spacing (Section 7.3.2.3.1): 13.332 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 13.332 in*Masonry assumed to be laid in running bond.*Horizontal bars shall be embedded in grout.Min. Hori. Reinf. Area (Section 7.3.2.6c): Ahor >= 0.0007Ag(horz)PASSAhor = 0.663 in^20.0007Ag(horz) = 0.24 in^2*Masonry assumed to be laid in running bond.VERTICAL REINFORCEMENT:Min. Vert. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Vert. Bar Spacing (Section 7.3.2.5): 13.332 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 13.332 in*Masonry assumed to be laid in running bondMin. Vert. Reinf. Area (Section 7.3.2.6c): Aver >= larger of (0.0007Ag(vert), 1/3Ahor)PASSAver = 1.534 in^20.0007Ag(vert) = 0.213 in^21/3Ahor = 0.221 in^2Total Reinf. Area (Section 7.3.2.6.c): Ahor + Aver >= 0.002Ag(vert)PASSAhor + Aver = 2.197 in^20.002Ag(vert) = 0.61 in^2SPECIAL BOUNDARY ELEMENT REQUIREMENT:Special boundary element required? (Section 9.3.6.6.1):NoPu <= 0.1*Ag*f'm AND Mu/(Vu*dv) <= 1.0YesOr, Pu <= 0.1*Ag*f'm AND Vu <= 3*Anv*sqrt(f'm) AND Mu/(Vu*dv) <= 3.0YesRefer to TMS 402 Section 9.3.6.6 for additional reqs. on special boundary elements.RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 18CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:19:59 AMPage 140 of 493 SEISMIC SHEAR CAPACITY:Seismic Shear Capacity - Strength Design (Section 7.3.2.6.1.1):FAILVsu1 = 1.25(Mn/Mu)*Vu = 1.095e+5 lbVsu2 = 2.5Vu = 5787.837 lbVsu = min(Vsu1, Vsu2) = 5787.837 lbΦ*Vn = 55688.379 lbΦ*Vn >= VsuMORTAR CHECK:Mortar Check (Section 7.4.4.2.2): Mortar Type M or S cement lime or mortar cementPASS*No checks are provided for seismic detailing requirements at roof and floor diaphragms, at wall corners,for dowels or through control joints. Additional requirements may apply for seismic design categoriesD, E and F. Refer to TMS 402 Chapter 7 for additional requirements.Detail Report: R-D.1 (In-Plane, Region R3)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAHor Bar Size:#4Vert Bar Size:#5No. Tens Bars:1Effective Depth (in):39.996MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78GEOMETRYTotal Height (ft):2Total Length (ft):3.333Block Grouting:Fully GroutedGrout Spacing:32"Block Nom Width:8"1.5 Shear Factor:YesRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 19CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:00 AMPage 141 of 493 ENVELOPE DIAGRAMSMax: 3749.247 at 0 ftMin: 2301.417 at 2 ftPlbMax: 1179.196 at 0 ftMin: -1886.751 at 0 ftVlbMax: 2101.388 at 2 ftMin: -3039.808 at 2 ftMlb-ftAXIAL DETAILSP/(Pn*Φ):0.011P (lb):3749.247Pn (lb):3.88e+5Φ:0.9Location (ft):0Load Comb:10Rad gyration r (in):2.2h'/r:10.909Red Factor R:0.994BENDING SUMMARYMu/(Mn*Φ):0.057Mu (lb-ft):3039.808Mn (lb-ft):58898.134Φ:0.9Location (ft):2Load Comb:10a (in):2.353c (in):2.941d (in):39.996SHEAR SUMMARYVu/(Vn*Φ):0.029Vu (lb):1886.751Vn (lb):81382.333Φ:0.8Location (ft):0Load Comb:10Corresponding M (lb-ft):937.728Corresponding P (lb):3749.247M / (V*d):0.149Sh Steel Reqd:NoGammag:1RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 20CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:01 AMPage 142 of 493 CROSS SECTION DETAILING8Horizontal reinforcement required at a max 8in ocNOTE: All units are in "in."Detail Report: R-D.1 (Out-of-Plane, Region R3)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAType of Design:StrengthReinforced:YesVertical Bar Size:#5MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78Mortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):2Eq Sld Thickness:7.625"An (in /ft):291.5Block Grouting:Fully GroutedGrout/Bar Spacing:8"Loc of r/f:CenterRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 21CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:02 AMPage 143 of 493 ENVELOPE DIAGRAMSMax: 1124.886 at 0 ftMin: 690.494 at 2 ftPlb/ftMax: 252.729 at 0 ftMin: -252.729 at 0 ftVlb/ftMax: 589.39 at 0 ftMin: -589.39 at 0 ftMlb-ft/ftAXIAL DETAILSPu / Pn:0.03Pu at max Mu (lb/ft):999.86Pn at max Mom (lb/ft):36600.00H' / t:3.00Location (ft):0.00Load Comb:9BENDING DETAILSMu / Φ*Mn:0.09Mu, max (lb-ft/ft):589.39Φ Mn (lb-ft/ft):6523.66Φ:0.9Location (ft):0.00Load Comb:9DEFLECTION DETAILSDmax / DLimit:0.00Deflection Ratio:H/-2.147e+9Δ max (in):0.00Deflection Limit (in):0.17Location (in):0.00Load Comb:-2RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 22CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:02 AMPage 144 of 493 SECTIONAL PROPERTIESALL RESULTS PER EFFECTIVE WIDTHTotal Width (in):8Effective Width (in):8Flange thick tf (in):1.25Effective Thick te (in):7.625Agross (in ):261Igross (in ):4295.5fr (ksi):0.163Crack Mom, Mcr (lb-ft):1053c (in):1.87d (in):3.812n:21.48Icracked (in ):443.21As (in ):20.307Ase (in ):20.318ρ Provided (%):0.01ρ Maximum (%):0.006Gammag:1CROSS SECTION DETAILING#5 @ 8NOTE: All units are in "in."zxDetail Report: R-D.1 (Region R3)SEISMIC DETAILING REQUIREMENTS (SPECIAL SHEAR WALL - STRENGTH)AT OPENINGS:Min. Vert. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 within 16 in each side of openingsN/AMin. Hori. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 at top and bottom of openingsPASS*User shall provide detail reinforcement around openings to meet:- Required bar length past the opening: max (24in, 40db) = 24 inRequired bar total length: 87.996 inAT WALL EDGE:Min. Vert. Bar at Wall Edge (Section 7.3.2.3.1): 1-#4 within 8 in of wall endsN/AAT TOP OF WALL:Min. Hori. Bar at Top of Wall (Section 7.3.2.3.1): 1-#4 within 16 in of top of wallN/ARISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 23CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:03 AMPage 145 of 493 HORIZONTAL REINFORCEMENT:Min. Hori. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Hori. Bar Spacing (Section 7.3.2.3.1): 8 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 8 in*Masonry assumed to be laid in running bond.*Horizontal bars shall be embedded in grout.Min. Hori. Reinf. Area (Section 7.3.2.6c): Ahor >= 0.0007Ag(horz)PASSAhor = 0.589 in^20.0007Ag(horz) = 0.128 in^2*Masonry assumed to be laid in running bond.VERTICAL REINFORCEMENT:Min. Vert. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Vert. Bar Spacing (Section 7.3.2.5): 8 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 8 in*Masonry assumed to be laid in running bondMin. Vert. Reinf. Area (Section 7.3.2.6c): Aver >= larger of (0.0007Ag(vert), 1/3Ahor)PASSAver = 1.534 in^20.0007Ag(vert) = 0.213 in^21/3Ahor = 0.196 in^2Total Reinf. Area (Section 7.3.2.6.c): Ahor + Aver >= 0.002Ag(vert)PASSAhor + Aver = 2.123 in^20.002Ag(vert) = 0.61 in^2SPECIAL BOUNDARY ELEMENT REQUIREMENT:Special boundary element required? (Section 9.3.6.6.1):NoPu <= 0.1*Ag*f'm AND Mu/(Vu*dv) <= 1.0YesOr, Pu <= 0.1*Ag*f'm AND Vu <= 3*Anv*sqrt(f'm) AND Mu/(Vu*dv) <= 3.0YesRefer to TMS 402 Section 9.3.6.6 for additional reqs. on special boundary elements.RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 24CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:04 AMPage 146 of 493 SEISMIC SHEAR CAPACITY:Seismic Shear Capacity - Strength Design (Section 7.3.2.6.1.1):FAILVsu1 = 1.25(Mn/Mu)*Vu = 45696.193 lbVsu2 = 2.5Vu = 4716.878 lbVsu = min(Vsu1, Vsu2) = 4716.878 lbΦ*Vn = 65105.866 lbΦ*Vn >= VsuMORTAR CHECK:Mortar Check (Section 7.4.4.2.2): Mortar Type M or S cement lime or mortar cementPASS*No checks are provided for seismic detailing requirements at roof and floor diaphragms, at wall corners,for dowels or through control joints. Additional requirements may apply for seismic design categoriesD, E and F. Refer to TMS 402 Chapter 7 for additional requirements.Detail Report: R-D.1 (In-Plane, Region R4)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAHor Bar Size:#4Vert Bar Size:#5No. Tens Bars:1Effective Depth (in):63.996MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78GEOMETRYTotal Height (ft):12Total Length (ft):5.333Block Grouting:Fully GroutedGrout Spacing:32"Block Nom Width:8"1.5 Shear Factor:YesRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 25CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:05 AMPage 147 of 493 ENVELOPE DIAGRAMSMax: 13014.647 at 3 ftMin: 3223.187 at 12 ftPlbMax: 2695.396 at 5.4 ftMin: -2939.833 at 5.4 ftVlbMax: 7900.776 at 2.4 ftMin: -7248.272 at 2.4 ftMlb-ftAXIAL DETAILSP/(Pn*Φ):0.03P (lb):13014.647Pn (lb):4.881e+5Φ:0.9Location (ft):3Load Comb:7Rad gyration r (in):2.2h'/r:65.455Red Factor R:0.781BENDING SUMMARYMu/(Mn*Φ):0.08Mu (lb-ft):7711.688Mn (lb-ft):1.075e+5Φ:0.9Location (ft):2.4Load Comb:14a (in):2.517c (in):3.146d (in):63.996SHEAR SUMMARYVu/(Vn*Φ):0.042Vu (lb):2939.833Vn (lb):88408.832Φ:0.8Location (ft):7.8Load Comb:10Corresponding M (lb-ft):7525.166Corresponding P (lb):7107.798M / (V*d):0.48Sh Steel Reqd:NoGammag:1RISA-3D Version 22 [ CMU Wall_Main.r3d ]Page 26CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:05 AMPage 148 of 493 CROSS SECTION DETAILING8Horizontal reinforcement required at a max 21in ocNOTE: All units are in "in."Detail Report: R-D.1 (Out-of-Plane, Region R4)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAType of Design:StrengthReinforced:YesVertical Bar Size:#5MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78Mortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):12Eq Sld Thickness:7.625"An (in /ft):291.5Block Grouting:Fully GroutedGrout/Bar Spacing:8"Loc of r/f:CenterRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 27CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:06 AMPage 149 of 493 ENVELOPE DIAGRAMSMax: 2440.399 at 3 ftMin: 604.385 at 12 ftPlb/ftMax: 255.816 at 0 ftMin: -255.816 at 0 ftVlb/ftMax: 685.876 at 0 ftMin: -685.876 at 0 ftMlb-ft/ftAXIAL DETAILSPu / Pn:0.06Pu at max Mu (lb/ft):2029.53Pn at max Mom (lb/ft):36600.00H' / t:18.00Location (ft):0.00Load Comb:9BENDING DETAILSMu / Φ*Mn:0.11Mu, max (lb-ft/ft):685.88Φ Mn (lb-ft/ft):6467.29Φ:0.9Location (ft):0.00Load Comb:9DEFLECTION DETAILSDmax / DLimit:0.00Deflection Ratio:H/-2.147e+9Δ max (in):0.00Deflection Limit (in):1.01Location (in):0.00Load Comb:-2RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 28CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:07 AMPage 150 of 493 SECTIONAL PROPERTIESALL RESULTS PER EFFECTIVE WIDTHTotal Width (in):8Effective Width (in):8Flange thick tf (in):1.25Effective Thick te (in):7.625Agross (in ):261Igross (in ):4295.5fr (ksi):0.163Crack Mom, Mcr (lb-ft):1053c (in):1.944d (in):3.812n:21.48Icracked (in ):444.29As (in ):20.307Ase (in ):20.329ρ Provided (%):0.01ρ Maximum (%):0.006Gammag:1CROSS SECTION DETAILING#5 @ 8NOTE: All units are in "in."zxDetail Report: R-D.1 (Region R4)SEISMIC DETAILING REQUIREMENTS (SPECIAL SHEAR WALL - STRENGTH)AT OPENINGS:Min. Vert. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 within 16 in each side of openingsPASSMin. Hori. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 at top and bottom of openingsN/AAT WALL EDGE:Min. Vert. Bar at Wall Edge (Section 7.3.2.3.1): 1-#4 within 8 in of wall endsN/AAT TOP OF WALL:Min. Hori. Bar at Top of Wall (Section 7.3.2.3.1): 1-#4 within 16 in of top of wallPASSRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 29CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:08 AMPage 151 of 493 HORIZONTAL REINFORCEMENT:Min. Hori. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Hori. Bar Spacing (Section 7.3.2.3.1): 21.332 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 21.332 in*Masonry assumed to be laid in running bond.*Horizontal bars shall be embedded in grout.Min. Hori. Reinf. Area (Section 7.3.2.6c): Ahor >= 0.0007Ag(horz)PASSAhor = 1.325 in^20.0007Ag(horz) = 0.769 in^2*Masonry assumed to be laid in running bond.VERTICAL REINFORCEMENT:Min. Vert. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Vert. Bar Spacing (Section 7.3.2.5): 21.332 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 21.332 in*Masonry assumed to be laid in running bondMin. Vert. Reinf. Area (Section 7.3.2.6c): Aver >= larger of (0.0007Ag(vert), 1/3Ahor)PASSAver = 1.534 in^20.0007Ag(vert) = 0.342 in^21/3Ahor = 0.442 in^2Total Reinf. Area (Section 7.3.2.6.c): Ahor + Aver >= 0.002Ag(vert)PASSAhor + Aver = 2.859 in^20.002Ag(vert) = 0.976 in^2SPECIAL BOUNDARY ELEMENT REQUIREMENT:Special boundary element required? (Section 9.3.6.6.1):NoPu <= 0.1*Ag*f'm AND Mu/(Vu*dv) <= 1.0YesOr, Pu <= 0.1*Ag*f'm AND Vu <= 3*Anv*sqrt(f'm) AND Mu/(Vu*dv) <= 3.0YesRefer to TMS 402 Section 9.3.6.6 for additional reqs. on special boundary elements.RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 30CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:09 AMPage 152 of 493 SEISMIC SHEAR CAPACITY:Seismic Shear Capacity - Strength Design (Section 7.3.2.6.1.1):FAILVsu1 = 1.25(Mn/Mu)*Vu = 51236.574 lbVsu2 = 2.5Vu = 7349.583 lbVsu = min(Vsu1, Vsu2) = 7349.583 lbΦ*Vn = 70727.065 lbΦ*Vn >= VsuMORTAR CHECK:Mortar Check (Section 7.4.4.2.2): Mortar Type M or S cement lime or mortar cementPASS*No checks are provided for seismic detailing requirements at roof and floor diaphragms, at wall corners,for dowels or through control joints. Additional requirements may apply for seismic design categoriesD, E and F. Refer to TMS 402 Chapter 7 for additional requirements.Detail Report: R-D.1 (In-Plane, Region R5)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAHor Bar Size:#4Vert Bar Size:#5No. Tens Bars:1Effective Depth (in):39.996MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78GEOMETRYTotal Height (ft):3.75Total Length (ft):3.333Block Grouting:Fully GroutedGrout Spacing:32"Block Nom Width:8"1.5 Shear Factor:YesRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 31CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:09 AMPage 153 of 493 ENVELOPE DIAGRAMSMax: 1773.681 at 2.438 ftMin: 417.657 at 0 ftPlbMax: 2160.706 at 1.688 ftMin: -2291.718 at 1.688 ftVlbMax: 1517.26 at 0.563 ftMin: -1402.178 at 0.563 ftMlb-ftAXIAL DETAILSP/(Pn*Φ):0.005P (lb):1773.681Pn (lb):3.82e+5Φ:0.9Location (ft):2.438Load Comb:7Rad gyration r (in):2.2h'/r:20.455Red Factor R:0.979BENDING SUMMARYMu/(Mn*Φ):0.03Mu (lb-ft):1517.26Mn (lb-ft):56210.022Φ:0.9Location (ft):0.562Load Comb:10a (in):2.278c (in):2.847d (in):39.996SHEAR SUMMARYVu/(Vn*Φ):0.041Vu (lb):2288.743Vn (lb):69098.351Φ:0.8Location (ft):1.5Load Comb:10Corresponding M (lb-ft):1064.101Corresponding P (lb):789.281M / (V*d):0.139Sh Steel Reqd:NoGammag:1RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 32CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:10 AMPage 154 of 493 CROSS SECTION DETAILING8Horizontal reinforcement required at a max 13in ocNOTE: All units are in "in."Detail Report: R-D.1 (Out-of-Plane, Region R5)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAType of Design:StrengthReinforced:YesVertical Bar Size:#5MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78Mortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):3.75Eq Sld Thickness:7.625"An (in /ft):291.5Block Grouting:Fully GroutedGrout/Bar Spacing:8"Loc of r/f:CenterRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 33CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:11 AMPage 155 of 493 ENVELOPE DIAGRAMSMax: 532.158 at 2.438 ftMin: 125.31 at 0 ftPlb/ftMax: 139.218 at 3.75 ftMin: -139.218 at 3.75 ftVlb/ftMax: 185.72 at 1.5 ftMin: -185.72 at 1.5 ftMlb-ft/ftAXIAL DETAILSPu / Pn:0.01Pu at max Mu (lb/ft):249.82Pn at max Mom (lb/ft):36600.00H' / t:5.62Location (ft):1.50Load Comb:9BENDING DETAILSMu / Φ*Mn:0.03Mu, max (lb-ft/ft):-185.73Φ Mn (lb-ft/ft):6451.22Φ:0.9Location (ft):1.50Load Comb:9DEFLECTION DETAILSDmax / DLimit:0.00Deflection Ratio:H/-2.147e+9Δ max (in):0.00Deflection Limit (in):0.32Location (in):0.00Load Comb:-2RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 34CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:12 AMPage 156 of 493 SECTIONAL PROPERTIESALL RESULTS PER EFFECTIVE WIDTHTotal Width (in):8Effective Width (in):8Flange thick tf (in):1.25Effective Thick te (in):7.625Agross (in ):261Igross (in ):4295.5fr (ksi):0.163Crack Mom, Mcr (lb-ft):1053c (in):1.816d (in):3.812n:21.48Icracked (in ):442.48As (in ):20.307Ase (in ):20.31ρ Provided (%):0.01ρ Maximum (%):0.006Gammag:1CROSS SECTION DETAILING#5 @ 8NOTE: All units are in "in."zxDetail Report: R-D.1 (Region R5)SEISMIC DETAILING REQUIREMENTS (SPECIAL SHEAR WALL - STRENGTH)AT OPENINGS:Min. Vert. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 within 16 in each side of openingsN/AMin. Hori. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 at top and bottom of openingsPASS*User shall provide detail reinforcement around openings to meet:- Required bar length past the opening: max (24in, 40db) = 24 inRequired bar total length: 87.996 inAT WALL EDGE:Min. Vert. Bar at Wall Edge (Section 7.3.2.3.1): 1-#4 within 8 in of wall endsN/AAT TOP OF WALL:Min. Hori. Bar at Top of Wall (Section 7.3.2.3.1): 1-#4 within 16 in of top of wallPASSRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 35CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:13 AMPage 157 of 493 HORIZONTAL REINFORCEMENT:Min. Hori. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Hori. Bar Spacing (Section 7.3.2.3.1): 13.332 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 13.332 in*Masonry assumed to be laid in running bond.*Horizontal bars shall be embedded in grout.Min. Hori. Reinf. Area (Section 7.3.2.6c): Ahor >= 0.0007Ag(horz)PASSAhor = 0.663 in^20.0007Ag(horz) = 0.24 in^2*Masonry assumed to be laid in running bond.VERTICAL REINFORCEMENT:Min. Vert. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Vert. Bar Spacing (Section 7.3.2.5): 13.332 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 13.332 in*Masonry assumed to be laid in running bondMin. Vert. Reinf. Area (Section 7.3.2.6c): Aver >= larger of (0.0007Ag(vert), 1/3Ahor)PASSAver = 1.534 in^20.0007Ag(vert) = 0.213 in^21/3Ahor = 0.221 in^2Total Reinf. Area (Section 7.3.2.6.c): Ahor + Aver >= 0.002Ag(vert)PASSAhor + Aver = 2.197 in^20.002Ag(vert) = 0.61 in^2SPECIAL BOUNDARY ELEMENT REQUIREMENT:Special boundary element required? (Section 9.3.6.6.1):NoPu <= 0.1*Ag*f'm AND Mu/(Vu*dv) <= 1.0YesOr, Pu <= 0.1*Ag*f'm AND Vu <= 3*Anv*sqrt(f'm) AND Mu/(Vu*dv) <= 3.0YesRefer to TMS 402 Section 9.3.6.6 for additional reqs. on special boundary elements.RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 36CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:13 AMPage 158 of 493 SEISMIC SHEAR CAPACITY:Seismic Shear Capacity - Strength Design (Section 7.3.2.6.1.1):FAILVsu1 = 1.25(Mn/Mu)*Vu = 1.06e+5 lbVsu2 = 2.5Vu = 5721.858 lbVsu = min(Vsu1, Vsu2) = 5721.858 lbΦ*Vn = 55278.681 lbΦ*Vn >= VsuMORTAR CHECK:Mortar Check (Section 7.4.4.2.2): Mortar Type M or S cement lime or mortar cementPASS*No checks are provided for seismic detailing requirements at roof and floor diaphragms, at wall corners,for dowels or through control joints. Additional requirements may apply for seismic design categoriesD, E and F. Refer to TMS 402 Chapter 7 for additional requirements.Detail Report: R-D.1 (In-Plane, Region R6)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAHor Bar Size:#4Vert Bar Size:#5No. Tens Bars:1Effective Depth (in):39.996MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78GEOMETRYTotal Height (ft):2Total Length (ft):3.333Block Grouting:Fully GroutedGrout Spacing:32"Block Nom Width:8"1.5 Shear Factor:YesRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 37CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:14 AMPage 159 of 493 ENVELOPE DIAGRAMSMax: 3869.757 at 0 ftMin: 2409.839 at 2 ftPlbMax: 1587.419 at 0 ftMin: -1693.512 at 0 ftVlbMax: 2830.808 at 2 ftMin: -3012.324 at 2 ftMlb-ftAXIAL DETAILSP/(Pn*Φ):0.011P (lb):3869.757Pn (lb):3.88e+5Φ:0.9Location (ft):0Load Comb:7Rad gyration r (in):2.2h'/r:10.909Red Factor R:0.994BENDING SUMMARYMu/(Mn*Φ):0.057Mu (lb-ft):2959.703Mn (lb-ft):57303.986Φ:0.9Location (ft):2Load Comb:14a (in):2.308c (in):2.885d (in):39.996SHEAR SUMMARYVu/(Vn*Φ):0.026Vu (lb):1693.512Vn (lb):80266.17Φ:0.8Location (ft):0Load Comb:10Corresponding M (lb-ft):1097.664Corresponding P (lb):3614.194M / (V*d):0.194Sh Steel Reqd:NoGammag:1RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 38CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:15 AMPage 160 of 493 CROSS SECTION DETAILING8Horizontal reinforcement required at a max 8in ocNOTE: All units are in "in."Detail Report: R-D.1 (Out-of-Plane, Region R6)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAType of Design:StrengthReinforced:YesVertical Bar Size:#5MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78Mortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):2Eq Sld Thickness:7.625"An (in /ft):291.5Block Grouting:Fully GroutedGrout/Bar Spacing:8"Loc of r/f:CenterRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 39CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:16 AMPage 161 of 493 ENVELOPE DIAGRAMSMax: 1161.043 at 0 ftMin: 723.024 at 2 ftPlb/ftMax: 254.965 at 0 ftMin: -254.965 at 0 ftVlb/ftMax: 600.553 at 0 ftMin: -600.553 at 0 ftMlb-ft/ftAXIAL DETAILSPu / Pn:0.03Pu at max Mu (lb/ft):1107.43Pn at max Mom (lb/ft):36600.00H' / t:3.00Location (ft):0.00Load Comb:9BENDING DETAILSMu / Φ*Mn:0.09Mu, max (lb-ft/ft):600.55Φ Mn (lb-ft/ft):6537.08Φ:0.9Location (ft):0.00Load Comb:9DEFLECTION DETAILSDmax / DLimit:0.00Deflection Ratio:H/-2.147e+9Δ max (in):0.00Deflection Limit (in):0.17Location (in):0.00Load Comb:-2RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 40CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:17 AMPage 162 of 493 SECTIONAL PROPERTIESALL RESULTS PER EFFECTIVE WIDTHTotal Width (in):8Effective Width (in):8Flange thick tf (in):1.25Effective Thick te (in):7.625Agross (in ):261Igross (in ):4295.5fr (ksi):0.163Crack Mom, Mcr (lb-ft):1053c (in):1.878d (in):3.812n:21.48Icracked (in ):443.31As (in ):20.307Ase (in ):20.319ρ Provided (%):0.01ρ Maximum (%):0.006Gammag:1CROSS SECTION DETAILING#5 @ 8NOTE: All units are in "in."zxDetail Report: R-D.1 (Region R6)SEISMIC DETAILING REQUIREMENTS (SPECIAL SHEAR WALL - STRENGTH)AT OPENINGS:Min. Vert. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 within 16 in each side of openingsN/AMin. Hori. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 at top and bottom of openingsPASS*User shall provide detail reinforcement around openings to meet:- Required bar length past the opening: max (24in, 40db) = 24 inRequired bar total length: 87.996 inAT WALL EDGE:Min. Vert. Bar at Wall Edge (Section 7.3.2.3.1): 1-#4 within 8 in of wall endsN/AAT TOP OF WALL:Min. Hori. Bar at Top of Wall (Section 7.3.2.3.1): 1-#4 within 16 in of top of wallN/ARISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 41CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:17 AMPage 163 of 493 HORIZONTAL REINFORCEMENT:Min. Hori. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Hori. Bar Spacing (Section 7.3.2.3.1): 8 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 8 in*Masonry assumed to be laid in running bond.*Horizontal bars shall be embedded in grout.Min. Hori. Reinf. Area (Section 7.3.2.6c): Ahor >= 0.0007Ag(horz)PASSAhor = 0.589 in^20.0007Ag(horz) = 0.128 in^2*Masonry assumed to be laid in running bond.VERTICAL REINFORCEMENT:Min. Vert. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Vert. Bar Spacing (Section 7.3.2.5): 8 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 8 in*Masonry assumed to be laid in running bondMin. Vert. Reinf. Area (Section 7.3.2.6c): Aver >= larger of (0.0007Ag(vert), 1/3Ahor)PASSAver = 1.534 in^20.0007Ag(vert) = 0.213 in^21/3Ahor = 0.196 in^2Total Reinf. Area (Section 7.3.2.6.c): Ahor + Aver >= 0.002Ag(vert)PASSAhor + Aver = 2.123 in^20.002Ag(vert) = 0.61 in^2SPECIAL BOUNDARY ELEMENT REQUIREMENT:Special boundary element required? (Section 9.3.6.6.1):NoPu <= 0.1*Ag*f'm AND Mu/(Vu*dv) <= 1.0YesOr, Pu <= 0.1*Ag*f'm AND Vu <= 3*Anv*sqrt(f'm) AND Mu/(Vu*dv) <= 3.0YesRefer to TMS 402 Section 9.3.6.6 for additional reqs. on special boundary elements.RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 42CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:18 AMPage 164 of 493 SEISMIC SHEAR CAPACITY:Seismic Shear Capacity - Strength Design (Section 7.3.2.6.1.1):FAILVsu1 = 1.25(Mn/Mu)*Vu = 40985.962 lbVsu2 = 2.5Vu = 4233.781 lbVsu = min(Vsu1, Vsu2) = 4233.781 lbΦ*Vn = 64212.936 lbΦ*Vn >= VsuMORTAR CHECK:Mortar Check (Section 7.4.4.2.2): Mortar Type M or S cement lime or mortar cementPASS*No checks are provided for seismic detailing requirements at roof and floor diaphragms, at wall corners,for dowels or through control joints. Additional requirements may apply for seismic design categoriesD, E and F. Refer to TMS 402 Chapter 7 for additional requirements.Detail Report: R-D.1 (In-Plane, Region R7)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAHor Bar Size:#4Vert Bar Size:#5No. Tens Bars:1Effective Depth (in):64MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78GEOMETRYTotal Height (ft):12Total Length (ft):5.333Block Grouting:Fully GroutedGrout Spacing:32"Block Nom Width:8"1.5 Shear Factor:YesRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 43CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:19 AMPage 165 of 493 ENVELOPE DIAGRAMSMax: 12823.518 at 3 ftMin: 3199.613 at 12 ftPlbMax: 2665.274 at 5.4 ftMin: -2768.96 at 5.4 ftVlbMax: 7121.35 at 2.4 ftMin: -6618.763 at 2.4 ftMlb-ftAXIAL DETAILSP/(Pn*Φ):0.029P (lb):12823.518Pn (lb):4.881e+5Φ:0.9Location (ft):3Load Comb:7Rad gyration r (in):2.2h'/r:65.455Red Factor R:0.781BENDING SUMMARYMu/(Mn*Φ):0.072Mu (lb-ft):6975.672Mn (lb-ft):1.078e+5Φ:0.9Location (ft):2.4Load Comb:14a (in):2.521c (in):3.151d (in):64SHEAR SUMMARYVu/(Vn*Φ):0.039Vu (lb):2768.96Vn (lb):89339.997Φ:0.8Location (ft):7.8Load Comb:10Corresponding M (lb-ft):6732.411Corresponding P (lb):7134.485M / (V*d):0.456Sh Steel Reqd:NoGammag:1RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 44CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:20 AMPage 166 of 493 CROSS SECTION DETAILING8Horizontal reinforcement required at a max 21in ocNOTE: All units are in "in."Detail Report: R-D.1 (Out-of-Plane, Region R7)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAType of Design:StrengthReinforced:YesVertical Bar Size:#5MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78Mortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):12Eq Sld Thickness:7.625"An (in /ft):291.5Block Grouting:Fully GroutedGrout/Bar Spacing:8"Loc of r/f:CenterRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 45CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:21 AMPage 167 of 493 ENVELOPE DIAGRAMSMax: 2404.41 at 3 ftMin: 599.927 at 12 ftPlb/ftMax: 255.477 at 0 ftMin: -255.477 at 0 ftVlb/ftMax: 686.967 at 0 ftMin: -686.967 at 0 ftMlb-ft/ftAXIAL DETAILSPu / Pn:0.05Pu at max Mu (lb/ft):2007.96Pn at max Mom (lb/ft):36600.00H' / t:18.00Location (ft):0.00Load Comb:9BENDING DETAILSMu / Φ*Mn:0.11Mu, max (lb-ft/ft):686.97Φ Mn (lb-ft/ft):6466.57Φ:0.9Location (ft):0.00Load Comb:9DEFLECTION DETAILSDmax / DLimit:0.00Deflection Ratio:H/-2.147e+9Δ max (in):0.00Deflection Limit (in):1.01Location (in):0.00Load Comb:-2RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 46CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:21 AMPage 168 of 493 SECTIONAL PROPERTIESALL RESULTS PER EFFECTIVE WIDTHTotal Width (in):8Effective Width (in):8Flange thick tf (in):1.25Effective Thick te (in):7.625Agross (in ):261Igross (in ):4295.5fr (ksi):0.163Crack Mom, Mcr (lb-ft):1053c (in):1.943d (in):3.812n:21.48Icracked (in ):444.27As (in ):20.307Ase (in ):20.329ρ Provided (%):0.01ρ Maximum (%):0.006Gammag:1CROSS SECTION DETAILING#5 @ 8NOTE: All units are in "in."zxDetail Report: R-D.1 (Region R7)SEISMIC DETAILING REQUIREMENTS (SPECIAL SHEAR WALL - STRENGTH)AT OPENINGS:Min. Vert. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 within 16 in each side of openingsPASSMin. Hori. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 at top and bottom of openingsN/AAT WALL EDGE:Min. Vert. Bar at Wall Edge (Section 7.3.2.3.1): 1-#4 within 8 in of wall endsN/AAT TOP OF WALL:Min. Hori. Bar at Top of Wall (Section 7.3.2.3.1): 1-#4 within 16 in of top of wallPASSRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 47CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:22 AMPage 169 of 493 HORIZONTAL REINFORCEMENT:Min. Hori. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Hori. Bar Spacing (Section 7.3.2.3.1): 21.3333 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 21.333 in*Masonry assumed to be laid in running bond.*Horizontal bars shall be embedded in grout.Min. Hori. Reinf. Area (Section 7.3.2.6c): Ahor >= 0.0007Ag(horz)PASSAhor = 1.325 in^20.0007Ag(horz) = 0.769 in^2*Masonry assumed to be laid in running bond.VERTICAL REINFORCEMENT:Min. Vert. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Vert. Bar Spacing (Section 7.3.2.5): 21.3333 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 21.333 in*Masonry assumed to be laid in running bondMin. Vert. Reinf. Area (Section 7.3.2.6c): Aver >= larger of (0.0007Ag(vert), 1/3Ahor)PASSAver = 1.534 in^20.0007Ag(vert) = 0.342 in^21/3Ahor = 0.442 in^2Total Reinf. Area (Section 7.3.2.6.c): Ahor + Aver >= 0.002Ag(vert)PASSAhor + Aver = 2.859 in^20.002Ag(vert) = 0.976 in^2SPECIAL BOUNDARY ELEMENT REQUIREMENT:Special boundary element required? (Section 9.3.6.6.1):NoPu <= 0.1*Ag*f'm AND Mu/(Vu*dv) <= 1.0YesOr, Pu <= 0.1*Ag*f'm AND Vu <= 3*Anv*sqrt(f'm) AND Mu/(Vu*dv) <= 3.0YesRefer to TMS 402 Section 9.3.6.6 for additional reqs. on special boundary elements.RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 48CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:23 AMPage 170 of 493 SEISMIC SHEAR CAPACITY:Seismic Shear Capacity - Strength Design (Section 7.3.2.6.1.1):FAILVsu1 = 1.25(Mn/Mu)*Vu = 53466.612 lbVsu2 = 2.5Vu = 6922.401 lbVsu = min(Vsu1, Vsu2) = 6922.401 lbΦ*Vn = 71471.997 lbΦ*Vn >= VsuMORTAR CHECK:Mortar Check (Section 7.4.4.2.2): Mortar Type M or S cement lime or mortar cementPASS*No checks are provided for seismic detailing requirements at roof and floor diaphragms, at wall corners,for dowels or through control joints. Additional requirements may apply for seismic design categoriesD, E and F. Refer to TMS 402 Chapter 7 for additional requirements.Detail Report: R-D.1 (In-Plane, Region R8)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAHor Bar Size:#4Vert Bar Size:#5No. Tens Bars:1Effective Depth (in):40MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78GEOMETRYTotal Height (ft):3.75Total Length (ft):3.333Block Grouting:Fully GroutedGrout Spacing:32"Block Nom Width:8"1.5 Shear Factor:YesRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 49CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:24 AMPage 171 of 493 ENVELOPE DIAGRAMSMax: 1780.051 at 2.438 ftMin: 373.483 at 0 ftPlbMax: 2338.633 at 1.5 ftMin: -2327.174 at 1.688 ftVlbMax: 1347.879 at 0 ftMin: -1313.049 at 0.375 ftMlb-ftAXIAL DETAILSP/(Pn*Φ):0.005P (lb):1780.051Pn (lb):3.821e+5Φ:0.9Location (ft):2.438Load Comb:7Rad gyration r (in):2.2h'/r:20.455Red Factor R:0.979BENDING SUMMARYMu/(Mn*Φ):0.027Mu (lb-ft):1347.879Mn (lb-ft):55937.817Φ:0.9Location (ft):0Load Comb:10a (in):2.27c (in):2.838d (in):40SHEAR SUMMARYVu/(Vn*Φ):0.042Vu (lb):2338.633Vn (lb):69178.639Φ:0.8Location (ft):1.5Load Comb:8Corresponding M (lb-ft):1064.037Corresponding P (lb):820.979M / (V*d):0.136Sh Steel Reqd:NoGammag:1RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 50CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:25 AMPage 172 of 493 CROSS SECTION DETAILING8Horizontal reinforcement required at a max 13in ocNOTE: All units are in "in."Detail Report: R-D.1 (Out-of-Plane, Region R8)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAType of Design:StrengthReinforced:YesVertical Bar Size:#5MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78Mortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):3.75Eq Sld Thickness:7.625"An (in /ft):291.5Block Grouting:Fully GroutedGrout/Bar Spacing:8"Loc of r/f:CenterRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 51CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:25 AMPage 173 of 493 ENVELOPE DIAGRAMSMax: 534.015 at 2.438 ftMin: 112.045 at 0 ftPlb/ftMax: 140.351 at 3.75 ftMin: -140.351 at 3.75 ftVlb/ftMax: 179.669 at 1.5 ftMin: -179.669 at 1.5 ftMlb-ft/ftAXIAL DETAILSPu / Pn:0.01Pu at max Mu (lb/ft):246.30Pn at max Mom (lb/ft):36600.00H' / t:5.62Location (ft):1.50Load Comb:9BENDING DETAILSMu / Φ*Mn:0.03Mu, max (lb-ft/ft):-179.68Φ Mn (lb-ft/ft):6449.95Φ:0.9Location (ft):1.50Load Comb:9DEFLECTION DETAILSDmax / DLimit:0.00Deflection Ratio:H/-2.147e+9Δ max (in):0.00Deflection Limit (in):0.32Location (in):0.00Load Comb:-2RISA-3D Version 22 [ CMU Wall_Main.r3d ]Page 52CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:26 AMPage 174 of 493 SECTIONAL PROPERTIESALL RESULTS PER EFFECTIVE WIDTHTotal Width (in):8Effective Width (in):8Flange thick tf (in):1.25Effective Thick te (in):7.625Agross (in ):261Igross (in ):4295.5fr (ksi):0.163Crack Mom, Mcr (lb-ft):1053c (in):1.815d (in):3.812n:21.48Icracked (in ):442.47As (in ):20.307Ase (in ):20.31ρ Provided (%):0.01ρ Maximum (%):0.006Gammag:1CROSS SECTION DETAILING#5 @ 8NOTE: All units are in "in."zxDetail Report: R-D.1 (Region R8)SEISMIC DETAILING REQUIREMENTS (SPECIAL SHEAR WALL - STRENGTH)AT OPENINGS:Min. Vert. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 within 16 in each side of openingsN/AMin. Hori. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 at top and bottom of openingsPASS*User shall provide detail reinforcement around openings to meet:- Required bar length past the opening: max (24in, 40db) = 24 inRequired bar total length: 88 inAT WALL EDGE:Min. Vert. Bar at Wall Edge (Section 7.3.2.3.1): 1-#4 within 8 in of wall endsN/AAT TOP OF WALL:Min. Hori. Bar at Top of Wall (Section 7.3.2.3.1): 1-#4 within 16 in of top of wallPASSRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 53CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:27 AMPage 175 of 493 HORIZONTAL REINFORCEMENT:Min. Hori. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Hori. Bar Spacing (Section 7.3.2.3.1): 13.3333 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 13.333 in*Masonry assumed to be laid in running bond.*Horizontal bars shall be embedded in grout.Min. Hori. Reinf. Area (Section 7.3.2.6c): Ahor >= 0.0007Ag(horz)PASSAhor = 0.663 in^20.0007Ag(horz) = 0.24 in^2*Masonry assumed to be laid in running bond.VERTICAL REINFORCEMENT:Min. Vert. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Vert. Bar Spacing (Section 7.3.2.5): 13.3333 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 13.333 in*Masonry assumed to be laid in running bondMin. Vert. Reinf. Area (Section 7.3.2.6c): Aver >= larger of (0.0007Ag(vert), 1/3Ahor)PASSAver = 1.534 in^20.0007Ag(vert) = 0.214 in^21/3Ahor = 0.221 in^2Total Reinf. Area (Section 7.3.2.6.c): Ahor + Aver >= 0.002Ag(vert)PASSAhor + Aver = 2.197 in^20.002Ag(vert) = 0.61 in^2SPECIAL BOUNDARY ELEMENT REQUIREMENT:Special boundary element required? (Section 9.3.6.6.1):NoPu <= 0.1*Ag*f'm AND Mu/(Vu*dv) <= 1.0YesOr, Pu <= 0.1*Ag*f'm AND Vu <= 3*Anv*sqrt(f'm) AND Mu/(Vu*dv) <= 3.0YesRefer to TMS 402 Section 9.3.6.6 for additional reqs. on special boundary elements.RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 54CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:28 AMPage 176 of 493 SEISMIC SHEAR CAPACITY:Seismic Shear Capacity - Strength Design (Section 7.3.2.6.1.1):FAILVsu1 = 1.25(Mn/Mu)*Vu = 1.213e+5 lbVsu2 = 2.5Vu = 5846.582 lbVsu = min(Vsu1, Vsu2) = 5846.582 lbΦ*Vn = 55342.911 lbΦ*Vn >= VsuMORTAR CHECK:Mortar Check (Section 7.4.4.2.2): Mortar Type M or S cement lime or mortar cementPASS*No checks are provided for seismic detailing requirements at roof and floor diaphragms, at wall corners,for dowels or through control joints. Additional requirements may apply for seismic design categoriesD, E and F. Refer to TMS 402 Chapter 7 for additional requirements.Detail Report: R-D.1 (In-Plane, Region R9)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAHor Bar Size:#4Vert Bar Size:#5No. Tens Bars:1Effective Depth (in):40MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78GEOMETRYTotal Height (ft):2Total Length (ft):3.333Block Grouting:Fully GroutedGrout Spacing:32"Block Nom Width:8"1.5 Shear Factor:YesRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 55CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:29 AMPage 177 of 493 ENVELOPE DIAGRAMSMax: 3663.108 at 0 ftMin: 2252.367 at 2 ftPlbMax: 1732.706 at 0 ftMin: -1647.865 at 0 ftVlbMax: 2828.328 at 2 ftMin: -2674.926 at 2 ftMlb-ftAXIAL DETAILSP/(Pn*Φ):0.01P (lb):3663.108Pn (lb):3.88e+5Φ:0.9Location (ft):0Load Comb:7Rad gyration r (in):2.2h'/r:10.909Red Factor R:0.994BENDING SUMMARYMu/(Mn*Φ):0.054Mu (lb-ft):2783.848Mn (lb-ft):57320.546Φ:0.9Location (ft):2Load Comb:12a (in):2.309c (in):2.886d (in):40SHEAR SUMMARYVu/(Vn*Φ):0.027Vu (lb):1732.706Vn (lb):80604.976Φ:0.8Location (ft):0Load Comb:8Corresponding M (lb-ft):1034.483Corresponding P (lb):3471.31M / (V*d):0.179Sh Steel Reqd:NoGammag:1RISA-3D Version 22 [ CMU Wall_Main.r3d ]Page 56CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:29 AMPage 178 of 493 CROSS SECTION DETAILING8Horizontal reinforcement required at a max 8in ocNOTE: All units are in "in."Detail Report: R-D.1 (Out-of-Plane, Region R9)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAType of Design:StrengthReinforced:YesVertical Bar Size:#5MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78Mortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):2Eq Sld Thickness:7.625"An (in /ft):291.5Block Grouting:Fully GroutedGrout/Bar Spacing:8"Loc of r/f:CenterRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 57CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:30 AMPage 179 of 493 ENVELOPE DIAGRAMSMax: 1098.932 at 0 ftMin: 675.71 at 2 ftPlb/ftMax: 261.064 at 0 ftMin: -261.064 at 0 ftVlb/ftMax: 605.478 at 0 ftMin: -605.478 at 0 ftMlb-ft/ftAXIAL DETAILSPu / Pn:0.03Pu at max Mu (lb/ft):1061.28Pn at max Mom (lb/ft):36600.00H' / t:3.00Location (ft):0.00Load Comb:9BENDING DETAILSMu / Φ*Mn:0.09Mu, max (lb-ft/ft):605.48Φ Mn (lb-ft/ft):6530.39Φ:0.9Location (ft):0.00Load Comb:9DEFLECTION DETAILSDmax / DLimit:0.00Deflection Ratio:H/-2.147e+9Δ max (in):0.00Deflection Limit (in):0.17Location (in):0.00Load Comb:-2RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 58CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:31 AMPage 180 of 493 SECTIONAL PROPERTIESALL RESULTS PER EFFECTIVE WIDTHTotal Width (in):8Effective Width (in):8Flange thick tf (in):1.25Effective Thick te (in):7.625Agross (in ):261Igross (in ):4295.5fr (ksi):0.163Crack Mom, Mcr (lb-ft):1053c (in):1.874d (in):3.812n:21.48Icracked (in ):443.27As (in ):20.307Ase (in ):20.319ρ Provided (%):0.01ρ Maximum (%):0.006Gammag:1CROSS SECTION DETAILING#5 @ 8NOTE: All units are in "in."zxDetail Report: R-D.1 (Region R9)SEISMIC DETAILING REQUIREMENTS (SPECIAL SHEAR WALL - STRENGTH)AT OPENINGS:Min. Vert. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 within 16 in each side of openingsN/AMin. Hori. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 at top and bottom of openingsPASS*User shall provide detail reinforcement around openings to meet:- Required bar length past the opening: max (24in, 40db) = 24 inRequired bar total length: 88 inAT WALL EDGE:Min. Vert. Bar at Wall Edge (Section 7.3.2.3.1): 1-#4 within 8 in of wall endsN/AAT TOP OF WALL:Min. Hori. Bar at Top of Wall (Section 7.3.2.3.1): 1-#4 within 16 in of top of wallN/ARISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 59CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:32 AMPage 181 of 493 HORIZONTAL REINFORCEMENT:Min. Hori. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Hori. Bar Spacing (Section 7.3.2.3.1): 8 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 8 in*Masonry assumed to be laid in running bond.*Horizontal bars shall be embedded in grout.Min. Hori. Reinf. Area (Section 7.3.2.6c): Ahor >= 0.0007Ag(horz)PASSAhor = 0.589 in^20.0007Ag(horz) = 0.128 in^2*Masonry assumed to be laid in running bond.VERTICAL REINFORCEMENT:Min. Vert. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Vert. Bar Spacing (Section 7.3.2.5): 8 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 8 in*Masonry assumed to be laid in running bondMin. Vert. Reinf. Area (Section 7.3.2.6c): Aver >= larger of (0.0007Ag(vert), 1/3Ahor)PASSAver = 1.534 in^20.0007Ag(vert) = 0.214 in^21/3Ahor = 0.196 in^2Total Reinf. Area (Section 7.3.2.6.c): Ahor + Aver >= 0.002Ag(vert)PASSAhor + Aver = 2.123 in^20.002Ag(vert) = 0.61 in^2SPECIAL BOUNDARY ELEMENT REQUIREMENT:Special boundary element required? (Section 9.3.6.6.1):NoPu <= 0.1*Ag*f'm AND Mu/(Vu*dv) <= 1.0YesOr, Pu <= 0.1*Ag*f'm AND Vu <= 3*Anv*sqrt(f'm) AND Mu/(Vu*dv) <= 3.0YesRefer to TMS 402 Section 9.3.6.6 for additional reqs. on special boundary elements.RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 60CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:32 AMPage 182 of 493 SEISMIC SHEAR CAPACITY:Seismic Shear Capacity - Strength Design (Section 7.3.2.6.1.1):FAILVsu1 = 1.25(Mn/Mu)*Vu = 44596.384 lbVsu2 = 2.5Vu = 4331.765 lbVsu = min(Vsu1, Vsu2) = 4331.765 lbΦ*Vn = 64483.98 lbΦ*Vn >= VsuMORTAR CHECK:Mortar Check (Section 7.4.4.2.2): Mortar Type M or S cement lime or mortar cementPASS*No checks are provided for seismic detailing requirements at roof and floor diaphragms, at wall corners,for dowels or through control joints. Additional requirements may apply for seismic design categoriesD, E and F. Refer to TMS 402 Chapter 7 for additional requirements.Detail Report: R-D.1 (In-Plane, Region R10)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAHor Bar Size:#4Vert Bar Size:#5No. Tens Bars:1Effective Depth (in):183.016MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78GEOMETRYTotal Height (ft):12Total Length (ft):15.251Block Grouting:Fully GroutedGrout Spacing:32"Block Nom Width:8"1.5 Shear Factor:YesRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 61CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:33 AMPage 183 of 493 ENVELOPE DIAGRAMSMax: 31012.072 at 0 ftMin: 8793.598 at 12 ftPlbMax: 8077.421 at 5.4 ftMin: -6948.346 at 5.4 ftVlbMax: 55025.204 at 2.4 ftMin: -53297.296 at 0 ftMlb-ftAXIAL DETAILSP/(Pn*Φ):0.025P (lb):31012.072Pn (lb):1.396e+6Φ:0.9Location (ft):0Load Comb:8Rad gyration r (in):2.2h'/r:65.455Red Factor R:0.781BENDING SUMMARYMu/(Mn*Φ):0.166Mu (lb-ft):53846.605Mn (lb-ft):3.613e+5Φ:0.9Location (ft):0Load Comb:14a (in):2.76c (in):3.45d (in):183.016SHEAR SUMMARYVu/(Vn*Φ):0.041Vu (lb):8077.421Vn (lb):2.49e+5Φ:0.8Location (ft):6.6Load Comb:8Corresponding M (lb-ft):31173.342Corresponding P (lb):18165.485M / (V*d):0.253Sh Steel Reqd:NoGammag:1RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 62CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:34 AMPage 184 of 493 CROSS SECTION DETAILING8Horizontal reinforcement required at a max 48in ocNOTE: All units are in "in."Detail Report: R-D.1 (Out-of-Plane, Region R10)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAType of Design:StrengthReinforced:YesVertical Bar Size:#5MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78Mortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):12Eq Sld Thickness:7.625"An (in /ft):291.5Block Grouting:Fully GroutedGrout/Bar Spacing:8"Loc of r/f:CenterRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 63CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:35 AMPage 185 of 493 ENVELOPE DIAGRAMSMax: 2033.401 at 0 ftMin: 576.579 at 12 ftPlb/ftMax: 267.929 at 0 ftMin: -267.929 at 0 ftVlb/ftMax: 649.26 at 0 ftMin: -649.26 at 0 ftMlb-ft/ftAXIAL DETAILSPu / Pn:0.05Pu at max Mu (lb/ft):1806.59Pn at max Mom (lb/ft):36600.00H' / t:18.00Location (ft):0.00Load Comb:9BENDING DETAILSMu / Φ*Mn:0.10Mu, max (lb-ft/ft):649.26Φ Mn (lb-ft/ft):6462.92Φ:0.9Location (ft):0.00Load Comb:9DEFLECTION DETAILSDmax / DLimit:0.00Deflection Ratio:H/-2.147e+9Δ max (in):0.00Deflection Limit (in):1.01Location (in):0.00Load Comb:-2RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 64CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:36 AMPage 186 of 493 SECTIONAL PROPERTIESALL RESULTS PER EFFECTIVE WIDTHTotal Width (in):8Effective Width (in):8Flange thick tf (in):1.25Effective Thick te (in):7.625Agross (in ):261Igross (in ):4295.5fr (ksi):0.163Crack Mom, Mcr (lb-ft):1053c (in):1.928d (in):3.812n:21.48Icracked (in ):444.05As (in ):20.307Ase (in ):20.327ρ Provided (%):0.01ρ Maximum (%):0.006Gammag:1CROSS SECTION DETAILING#5 @ 8NOTE: All units are in "in."zxDetail Report: R-D.1 (Region R10)SEISMIC DETAILING REQUIREMENTS (SPECIAL SHEAR WALL - STRENGTH)AT OPENINGS:Min. Vert. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 within 16 in each side of openingsPASSMin. Hori. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 at top and bottom of openingsN/AAT WALL EDGE:Min. Vert. Bar at Wall Edge (Section 7.3.2.3.1): 1-#4 within 8 in of wall endsPASSAT TOP OF WALL:Min. Hori. Bar at Top of Wall (Section 7.3.2.3.1): 1-#4 within 16 in of top of wallPASSRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 65CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:36 AMPage 187 of 493 HORIZONTAL REINFORCEMENT:Min. Hori. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Hori. Bar Spacing (Section 7.3.2.3.1): 48 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 48 in*Masonry assumed to be laid in running bond.*Horizontal bars shall be embedded in grout.Min. Hori. Reinf. Area (Section 7.3.2.6c): Ahor >= 0.0007Ag(horz)FAILAhor = 0.589 in^20.0007Ag(horz) = 0.769 in^2*Masonry assumed to be laid in running bond.VERTICAL REINFORCEMENT:Min. Vert. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Vert. Bar Spacing (Section 7.3.2.5): 48 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 48 in*Masonry assumed to be laid in running bondMin. Vert. Reinf. Area (Section 7.3.2.6c): Aver >= larger of (0.0007Ag(vert), 1/3Ahor)PASSAver = 2.215 in^20.0007Ag(vert) = 0.977 in^21/3Ahor = 0.196 in^2Total Reinf. Area (Section 7.3.2.6.c): Ahor + Aver >= 0.002Ag(vert)PASSAhor + Aver = 2.804 in^20.002Ag(vert) = 2.791 in^2SPECIAL BOUNDARY ELEMENT REQUIREMENT:Special boundary element required? (Section 9.3.6.6.1):NoPu <= 0.1*Ag*f'm AND Mu/(Vu*dv) <= 1.0YesOr, Pu <= 0.1*Ag*f'm AND Vu <= 3*Anv*sqrt(f'm) AND Mu/(Vu*dv) <= 3.0YesRefer to TMS 402 Section 9.3.6.6 for additional reqs. on special boundary elements.RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 66CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:37 AMPage 188 of 493 Horiz. Bars spaced at 24" oc Ahor = 0.196in2 * (12ft/2ft) = 1.176in2 - OK SEISMIC SHEAR CAPACITY:Seismic Shear Capacity - Strength Design (Section 7.3.2.6.1.1):FAILVsu1 = 1.25(Mn/Mu)*Vu = 67751.124 lbVsu2 = 2.5Vu = 20193.553 lbVsu = min(Vsu1, Vsu2) = 20193.553 lbΦ*Vn = 1.992e+5 lbΦ*Vn >= VsuMORTAR CHECK:Mortar Check (Section 7.4.4.2.2): Mortar Type M or S cement lime or mortar cementPASS*No checks are provided for seismic detailing requirements at roof and floor diaphragms, at wall corners,for dowels or through control joints. Additional requirements may apply for seismic design categoriesD, E and F. Refer to TMS 402 Chapter 7 for additional requirements.RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 67CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:20:38 AMPage 189 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomNode Labels1Aug 05, 2024 at 10:25 AMCMU Wall_Main.r3d Page 190 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Main Restroom 2Aug 05, 2024 at 10:26 AMCMU Wall_Main.r3d Page 191 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Main Restroom 3Aug 05, 2024 at 10:26 AMCMU Wall_Main.r3d Page 192 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Main Restroom 4Aug 05, 2024 at 10:27 AMCMU Wall_Main.r3d Page 193 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Main Restroom 5Aug 05, 2024 at 10:27 AMCMU Wall_Main.r3d Page 194 of 493 Detail Report: R-1.1Masonry WallR1N105 N96 N106 N95 8 ftCRITERIACode:TMS 402-16: StrengthSpecial Insp:NoDesign Rule:8in BlockSeismic Design Rule:SpecialWall Area:NCMATransfer In?:NoTransfer Out?:NoK:1Use Cracked?:YesIn Icr Factor:0.5Out Icr Factor:0.5Custom Regions:NoMATERIALSMaterial Type:MasonryMaterial Set:Concrete MatlMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfMortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):12Total Length (ft):8Total Lintel Depth (in):34Block Nom Width:8"Block Grouting:Fully Grouted1.5 Shear Factor:NoRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 1CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:21:35 AMPage 195 of 493 REGION RESULTSRegion UC Max In Plane LC UC Shear In Plane LCUC Max Out Plane LCUC Shear Out Plane LCR1 0.568 12 0.097 8 0.088 9 NC NCREINFORCEMENT RESULTSRegion Vertical Reinforcement Horizontal Reinforcement Boundary ReinforcementR1 #5@32" oc ctr #4@32in oc 1-#5 ctrRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 2CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:21:35 AMPage 196 of 493 Detail Report: R-1.2Masonry WallR1N107 N90 N108 N89 8 ftCRITERIACode:TMS 402-16: StrengthSpecial Insp:NoDesign Rule:8in BlockSeismic Design Rule:SpecialWall Area:NCMATransfer In?:NoTransfer Out?:NoK:1Use Cracked?:YesIn Icr Factor:0.5Out Icr Factor:0.5Custom Regions:NoMATERIALSMaterial Type:MasonryMaterial Set:Concrete MatlMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfMortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):12Total Length (ft):8Total Lintel Depth (in):34Block Nom Width:8"Block Grouting:Fully Grouted1.5 Shear Factor:NoRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 3CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:21:36 AMPage 197 of 493 REGION RESULTSRegion UC Max In Plane LC UC Shear In Plane LCUC Max Out Plane LCUC Shear Out Plane LCR1 0.568 12 0.097 8 0.088 9 NC NCREINFORCEMENT RESULTSRegion Vertical Reinforcement Horizontal Reinforcement Boundary ReinforcementR1 #5@32" oc ctr #4@32in oc 1-#5 ctrDetail Report: R-1.2 (In-Plane, Region R1)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAHor Bar Size:#4Vert Bar Size:#5No. Tens Bars:1Effective Depth (in):96MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78GEOMETRYTotal Height (ft):12Total Length (ft):8Block Grouting:Fully GroutedGrout Spacing:32"Block Nom Width:8"1.5 Shear Factor:YesENVELOPE DIAGRAMSMax: 12745.6 at 0 ftMin: 1696 at 12 ftPlbMax: 7118.623 at 6 ftMin: -7118.623 at 6 ftVlbMax: 85419.921 at 0 ftMin: -85419.921 at 0 ftMlb-ftRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 4CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:21:36 AMPage 198 of 493 AXIAL DETAILSP/(Pn*Φ):0.019P (lb):12745.6Pn (lb):7.322e+5Φ:0.9Location (ft):0Load Comb:4Rad gyration r (in):2.2h'/r:65.455Red Factor R:0.781BENDING SUMMARYMu/(Mn*Φ):0.568Mu (lb-ft):85414.148Mn (lb-ft):1.67e+5Φ:0.9Location (ft):0Load Comb:12a (in):2.54c (in):3.175d (in):96SHEAR SUMMARYVu/(Vn*Φ):0.097Vu (lb):7118.623Vn (lb):91517.098Φ:0.8Location (ft):12Load Comb:8Corresponding M (lb-ft):85419.921Corresponding P (lb):758.24M / (V*d):1Sh Steel Reqd:NoGammag:1CROSS SECTION DETAILING8Horizontal reinforcement required at a max 32in ocNOTE: All units are in "in."RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 5CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:21:36 AMPage 199 of 493 Detail Report: R-1.2 (Out-of-Plane, Region R1)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAType of Design:StrengthReinforced:YesVertical Bar Size:#5MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78Mortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):12Eq Sld Thickness:7.625"An (in /ft):291.5Block Grouting:Fully GroutedGrout/Bar Spacing:32"Loc of r/f:CenterENVELOPE DIAGRAMSMax: 1593.2 at 0 ftMin: 212 at 12 ftPlb/ftMax: 123.242 at 0 ftMin: -123.242 at 0 ftVlb/ftMax: 168.618 at 0 ftMin: -168.618 at 0 ftMlb-ft/ftAXIAL DETAILSPu / Pn:0.04Pu at max Mu (lb/ft):1540.85Pn at max Mom (lb/ft):36600.00H' / t:18.00Location (ft):0.00Load Comb:9RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 6CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:21:36 AMPage 200 of 493 BENDING DETAILSMu / Φ*Mn:0.09Mu, max (lb-ft/ft):168.62Φ Mn (lb-ft/ft):1907.99Φ:0.9Location (ft):0.00Load Comb:9DEFLECTION DETAILSDmax / DLimit:0.00Deflection Ratio:H/-2.147e+9Δ max (in):0.00Deflection Limit (in):1.01Location (in):0.00Load Comb:-2SECTIONAL PROPERTIESALL RESULTS PER EFFECTIVE WIDTHTotal Width (in):32Effective Width (in):32Flange thick tf (in):1.25Effective Thick te (in):7.625Agross (in ):2244Igross (in ):41182fr (ksi):0.163Crack Mom, Mcr (lb-ft):4213c (in):0.5609d (in):3.812n:21.48Icracked (in ):487.12As (in ):20.307Ase (in ):20.375ρ Provided (%):0.003ρ Maximum (%):0.006Gammag:1CROSS SECTION DETAILING#5 @ 32NOTE: All units are in "in."zxDetail Report: R-1.2 (Region R1)SEISMIC DETAILING REQUIREMENTS (SPECIAL SHEAR WALL - STRENGTH)AT OPENINGS:Min. Vert. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 within 16 in each side of openingsN/AMin. Hori. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 at top and bottom of openingsN/AAT WALL EDGE:Min. Vert. Bar at Wall Edge (Section 7.3.2.3.1): 1-#4 within 8 in of wall endsPASSRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 7CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:21:36 AMPage 201 of 493 AT TOP OF WALL:Min. Hori. Bar at Top of Wall (Section 7.3.2.3.1): 1-#4 within 16 in of top of wallPASSHORIZONTAL REINFORCEMENT:Min. Hori. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Hori. Bar Spacing (Section 7.3.2.3.1): 32 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 32 in*Masonry assumed to be laid in running bond.*Horizontal bars shall be embedded in grout.Min. Hori. Reinf. Area (Section 7.3.2.6c): Ahor >= 0.0007Ag(horz)PASSAhor = 0.884 in^20.0007Ag(horz) = 0.769 in^2*Masonry assumed to be laid in running bond.VERTICAL REINFORCEMENT:Min. Vert. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Vert. Bar Spacing (Section 7.3.2.5): 32 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 32 in*Masonry assumed to be laid in running bondMin. Vert. Reinf. Area (Section 7.3.2.6c): Aver >= larger of (0.0007Ag(vert), 1/3Ahor)PASSAver = 1.381 in^20.0007Ag(vert) = 0.512 in^21/3Ahor = 0.295 in^2Total Reinf. Area (Section 7.3.2.6.c): Ahor + Aver >= 0.002Ag(vert)PASSAhor + Aver = 2.264 in^20.002Ag(vert) = 1.464 in^2SPECIAL BOUNDARY ELEMENT REQUIREMENT:Special boundary element required? (Section 9.3.6.6.1):NoPu <= 0.1*Ag*f'm AND Mu/(Vu*dv) <= 1.0NoOr, Pu <= 0.1*Ag*f'm AND Vu <= 3*Anv*sqrt(f'm) AND Mu/(Vu*dv) <= 3.0YesRefer to TMS 402 Section 9.3.6.6 for additional reqs. on special boundary elements.RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 8CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:21:36 AMPage 202 of 493 SEISMIC SHEAR CAPACITY:Seismic Shear Capacity - Strength Design (Section 7.3.2.6.1.1):FAILVsu1 = 1.25(Mn/Mu)*Vu = 17393.694 lbVsu2 = 2.5Vu = 17796.558 lbVsu = min(Vsu1, Vsu2) = 17393.694 lbΦ*Vn = 73213.678 lbΦ*Vn >= VsuMORTAR CHECK:Mortar Check (Section 7.4.4.2.2): Mortar Type M or S cement lime or mortar cementPASS*No checks are provided for seismic detailing requirements at roof and floor diaphragms, at wall corners,for dowels or through control joints. Additional requirements may apply for seismic design categoriesD, E and F. Refer to TMS 402 Chapter 7 for additional requirements.RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 9CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:21:36 AMPage 203 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Main Restroom 1Aug 05, 2024 at 10:31 AMCMU Wall_Main.r3d Page 204 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Main Restroom 2Aug 05, 2024 at 10:32 AMCMU Wall_Main.r3d Page 205 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Main Restroom 3Aug 05, 2024 at 10:32 AMCMU Wall_Main.r3d Page 206 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Main Restroom 4Aug 05, 2024 at 10:33 AMCMU Wall_Main.r3d Page 207 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Main Restroom 5Aug 05, 2024 at 10:33 AMCMU Wall_Main.r3d Page 208 of 493 Detail Report: R-3.1Masonry WallR1N112 N111 N114 N110 22 ftCRITERIACode:TMS 402-16: StrengthSpecial Insp:NoDesign Rule:8in BlockSeismic Design Rule:SpecialWall Area:NCMATransfer In?:NoTransfer Out?:NoK:1Use Cracked?:YesIn Icr Factor:0.5Out Icr Factor:0.5Custom Regions:NoMATERIALSMaterial Type:MasonryMaterial Set:Concrete MatlMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfMortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):12Total Length (ft):22Total Lintel Depth (in):34Block Nom Width:8"Block Grouting:Fully Grouted1.5 Shear Factor:NoREGION RESULTSRegion UC Max In Plane LC UC Shear In Plane LCUC Max Out Plane LCUC Shear Out Plane LCR1 0.317 12 0.058 8 0.397 9 NC NCREINFORCEMENT RESULTSRegion Vertical Reinforcement Horizontal Reinforcement Boundary ReinforcementR1 #5@24" oc ctr #4@48in oc 1-#5 ctrRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 1CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:22:12 AMPage 209 of 493 Detail Report: R-3.1 (In-Plane, Region R1)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAHor Bar Size:#4Vert Bar Size:#5No. Tens Bars:1Effective Depth (in):264MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78GEOMETRYTotal Height (ft):12Total Length (ft):22Block Grouting:Fully GroutedGrout Spacing:32"Block Nom Width:8"1.5 Shear Factor:YesENVELOPE DIAGRAMSMax: 35050.4 at 0 ftMin: 4664 at 12 ftPlbMax: 14247.577 at 6 ftMin: -14247.577 at 6 ftVlbMax: 170963.804 at 0 ftMin: -170963.804 at 0 ftMlb-ftAXIAL DETAILSP/(Pn*Φ):0.019P (lb):35050.4Pn (lb):2.013e+6Φ:0.9Location (ft):0Load Comb:4Rad gyration r (in):2.2h'/r:65.455Red Factor R:0.781BENDING SUMMARYMu/(Mn*Φ):0.317Mu (lb-ft):1.71e+5Mn (lb-ft):5.996e+5Φ:0.9Location (ft):0Load Comb:12a (in):3.099c (in):3.873d (in):264RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 2CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:22:12 AMPage 210 of 493 SHEAR SUMMARYVu/(Vn*Φ):0.058Vu (lb):14247.577Vn (lb):3.071e+5Φ:0.8Location (ft):12Load Comb:8Corresponding M (lb-ft):1.71e+5Corresponding P (lb):2085.16M / (V*d):0.545Sh Steel Reqd:NoGammag:1CROSS SECTION DETAILING8Horizontal reinforcement required at a max 48in ocNOTE: All units are in "in."Detail Report: R-3.1 (Out-of-Plane, Region R1)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAType of Design:StrengthReinforced:YesVertical Bar Size:#5MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78Mortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):12Eq Sld Thickness:7.625"An (in /ft):291.5Block Grouting:Fully GroutedGrout/Bar Spacing:24"Loc of r/f:CenterRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 3CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:22:12 AMPage 211 of 493 ENVELOPE DIAGRAMSMax: 1593.2 at 0 ftMin: 212 at 12 ftPlb/ftMax: 297.551 at 0 ftMin: -297.551 at 0 ftVlb/ftMax: 989.813 at 0 ftMin: -989.813 at 0 ftMlb-ft/ftAXIAL DETAILSPu / Pn:0.04Pu at max Mu (lb/ft):1540.85Pn at max Mom (lb/ft):36600.00H' / t:18.00Location (ft):0.00Load Comb:9BENDING DETAILSMu / Φ*Mn:0.40Mu, max (lb-ft/ft):989.81Φ Mn (lb-ft/ft):2492.59Φ:0.9Location (ft):0.00Load Comb:9DEFLECTION DETAILSDmax / DLimit:0.00Deflection Ratio:H/-2.147e+9Δ max (in):0.00Deflection Limit (in):1.01Location (in):0.00Load Comb:-2RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 4CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:22:13 AMPage 212 of 493 SECTIONAL PROPERTIESALL RESULTS PER EFFECTIVE WIDTHTotal Width (in):24Effective Width (in):24Flange thick tf (in):1.25Effective Thick te (in):7.625Agross (in ):2183Igross (in ):4886.6fr (ksi):0.163Crack Mom, Mcr (lb-ft):3159c (in):0.7107d (in):3.812n:21.48Icracked (in ):476.9As (in ):20.307Ase (in ):20.358ρ Provided (%):0.003ρ Maximum (%):0.006Gammag:1CROSS SECTION DETAILING#5 @ 24NOTE: All units are in "in."zxDetail Report: R-3.1 (Region R1)SEISMIC DETAILING REQUIREMENTS (SPECIAL SHEAR WALL - STRENGTH)AT OPENINGS:Min. Vert. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 within 16 in each side of openingsN/AMin. Hori. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 at top and bottom of openingsN/AAT WALL EDGE:Min. Vert. Bar at Wall Edge (Section 7.3.2.3.1): 1-#4 within 8 in of wall endsPASSAT TOP OF WALL:Min. Hori. Bar at Top of Wall (Section 7.3.2.3.1): 1-#4 within 16 in of top of wallPASSRISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 5CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:22:13 AMPage 213 of 493 HORIZONTAL REINFORCEMENT:Min. Hori. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Hori. Bar Spacing (Section 7.3.2.3.1): 48 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 48 in*Masonry assumed to be laid in running bond.*Horizontal bars shall be embedded in grout.Min. Hori. Reinf. Area (Section 7.3.2.6c): Ahor >= 0.0007Ag(horz)FAILAhor = 0.589 in^20.0007Ag(horz) = 0.769 in^2*Masonry assumed to be laid in running bond.VERTICAL REINFORCEMENT:Min. Vert. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Vert. Bar Spacing (Section 7.3.2.5): 48 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 48 in*Masonry assumed to be laid in running bondMin. Vert. Reinf. Area (Section 7.3.2.6c): Aver >= larger of (0.0007Ag(vert), 1/3Ahor)PASSAver = 3.784 in^20.0007Ag(vert) = 1.409 in^21/3Ahor = 0.196 in^2Total Reinf. Area (Section 7.3.2.6.c): Ahor + Aver >= 0.002Ag(vert)PASSAhor + Aver = 4.373 in^20.002Ag(vert) = 4.026 in^2SPECIAL BOUNDARY ELEMENT REQUIREMENT:Special boundary element required? (Section 9.3.6.6.1):NoPu <= 0.1*Ag*f'm AND Mu/(Vu*dv) <= 1.0YesOr, Pu <= 0.1*Ag*f'm AND Vu <= 3*Anv*sqrt(f'm) AND Mu/(Vu*dv) <= 3.0YesRefer to TMS 402 Section 9.3.6.6 for additional reqs. on special boundary elements.RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 6CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:22:13 AMPage 214 of 493 Horiz. Bars spaced at 24" oc Ahor = 0.196in2 * (12ft/2ft) = 1.176in2 - OK SEISMIC SHEAR CAPACITY:Seismic Shear Capacity - Strength Design (Section 7.3.2.6.1.1):FAILVsu1 = 1.25(Mn/Mu)*Vu = 62459.211 lbVsu2 = 2.5Vu = 35618.943 lbVsu = min(Vsu1, Vsu2) = 35618.943 lbΦ*Vn = 2.457e+5 lbΦ*Vn >= VsuMORTAR CHECK:Mortar Check (Section 7.4.4.2.2): Mortar Type M or S cement lime or mortar cementPASS*No checks are provided for seismic detailing requirements at roof and floor diaphragms, at wall corners,for dowels or through control joints. Additional requirements may apply for seismic design categoriesD, E and F. Refer to TMS 402 Chapter 7 for additional requirements.RISA-3D Version 22 [ CMU Wall_Main.r3d ] Page 7CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Main RestroomChecked By : __________8/5/202410:22:13 AMPage 215 of 493 Page 216 of 493 MASSING PLAN - SECONDARY RESTROOM 5 5 4 4 E E G G H H F F 4 202 A-202 3 A-2024:124:1217' - 4 227/256" 07 4113.F 558.79 sf150.47 sf RRM_Structural Take-off Tools Description Quantity Unit Page 217 of 493 5 5 4 4 E E G G H H F F 16' - 0" ACC. RR ALL GENDER 202 NON ACCESSIBLE SINGLE USE 201 16' - 0"22' - 0"1' - 6"17" MIN, 18" MAX 201A 202A 203A R 2' - 6" 30"X 48" CLR. SPACE 60"X 56" CLR. SPACE48" MINSTORAGE AND UTILITY ROOM 203 SHELVING8' - 0"6' - 0"8' - 0"1' - 4"3' - 4"6' - 8"3' - 4"1' - 4" 1' - 4"3' - 4"11' - 4" A-301 3 A-202 A-51112 10 9 11 TYP. 22 0000.Q TYP. 22 0000.R 10 2800.Q 22 0000.K TYP. 08 1113.A 10 2800.U22 0000.O TYP. 10 2800.J TYP. 22 0000.D RRM_Structural Take-off Tools Description Quantity Unit MASSING PLAN - SECONDARY RESTROOM Page 218 of 493 5 5 4 4 E E G G H H F F 3 A-2024:124:1217' - 4 227/256" 07 4113.F MASSING PLAN - SECONDARY RESTROOM Floor ID Floor Plate Elev. (ft) Floor Elev. (ft) Height Below (ft) Height Above (ft)RRoof (Mean)10.0 10.0 10.0 7.04 4th 0.0 0.0 0.0 0.03 3rd 0.0 0.0 0.0 0.02 2nd 0.0 0.0 0.0 0.01 Ground 0.0 0.0 0.0 10.0 Floor Type Weight (psf)Description R1 18 Metal Roof Wall Type Weight (psf)Description W1 11 Exterior Wall (2x6) w/ Siding W2 89 8" CMU w/ Siding W3 9 Non-Bearing Partition Wall (2x6) FLOOR:Roof Floors Area Label Floor Type Area (sf) Wall Length (ft) Wall Trib. Below (ft) Wall Trib. Above (ft) Weight (psf) Weight (lbs) Mass (lbm/ft/s2)xcm (ft)ycm (ft) W*x cm (lb*ft) W*y cm (lb*ft) R1 R1 559 18 10,062 312.5 0 0 HR1 R1 151 18 2,718 84.4 0 0 Walls Above WA1 W1 46.6 0 3.50 11 1,794 55.7 0 0 HWA1 W1 46.6 0 3.50 11 1,794 55.7 0 0 Walls Below WB1 W2 100.0 5.00 0 89 44,504 1382.1 0 0 559 *Totals =60,873 1,890 0.0 0.000 *Ignore square footage of high roof monitor -> increases fp of roof so no need to include high roof areas in wall shear calculations BUILDING MASS FLOOR AND WALL MASS SUMMARY RESTROOM - SECONDARY Dimensions Weight and Mass Info Center of Mass1 Page 219 of 493 CODE SEISMIC GROUND MOTION VALUES Parameter Value Description Eqn Site class =DC 1613.2.2 ELFP? = YES Structure is designed with ELFP per A 12.8. Regular Structure? =NO Structure DOES NOT meet the requirements of A 12.8.1.3.A 12.8.1.3 Haz Anlys Provided?NO Site Specific Ground Motion Analysis Requirements Haz Anlys Reqd?YES (2)Hazard Analysis NOT provided, see A 11.4.8 Exepction 2.A 11.4.8SS =1.083 g Mapped spec acc for short periods (see below for max value cap)C 1613.2.1S1 =0.398 g Mapped spec acc for T = 1 sec C 1613.2.1Fa =1.067 Site Coefficient C Table 1613.2.3(1)Fv =1.902 Site Coefficient C Table 1613.2.3(2)SMS =1.156 gS MS = Fa SS C 1613.2.3 (Eqn 16-36)SM1 =0.757 gS M1 = Fv S1 C 1613.2.3 (Eqn 16-37)SDS = 2/3 S MS =0.770 gS DS = 2/3 S MS C 1613.3.4 (Eqn 16-38)SD1 = 2/3 S M1 =0.505 gS D1 = 2/3 S M1 C 1613.3.4 (Eqn 16-39) GOVERNING SEISMIC GROUND MOTION VALUESS DS =0.770 gS D1 =0.505 g BUILDING PARAMETERS Risk Category =I or II C 1604.5 I =1.00 Importance Factor A Table 1.5-2 SDC =DSeismic design category C 1613.2.5 LFRS = A Table 12.2-1 R =5Response Modification Coefficient A Table 12.2-1O =2.5 System Overstrength Factor A Table 12.2-1Cd =3.5 Deflection Amplification Factor A Table 12.2-1 PERIOD LIMITSTa =0.112 s Approximate Fundamental PeriodTa = Ct hnx =A 12.8.2.1 (Eqn 12.8-7) Structure Type =A Table 12.8-2Ct =0.02 Approximate Period Parameter A Table 12.8-2 x =0.75 Approximate Period Parameter A Table 12.8-2hn =10.0 ft height above base See plansT MAX =0.157 s Maximum period LimitT MAX = Cu Ta =A 12.8.2Cu =1.4 Coefficient for Upper Limit on Calculated Period A Table 12.8-1TL =8 s Long period transition A Fig. 22-14 (seismic map)TS = 0.655 s X-Dir Y-Dir T =0.1125 0.1125 Analysis Derived Fundamental Period A 12.8.2 T =0.1125 0.1125 Governing Fundamental Period A 12.8.2 All other structural systems MCE, 5% damped, spec resp acc parameter at 1 sec period adjusted for site effects Design, 5% damped, spectral response acceleration parameter at short periods Design, 5% damped, spectral response acceleration parameter at 1 sec period A.7. Special Reinforced Masonry Shear Walls MCE, 5% damped, spec resp acc parameter at short periods adjusted for site effects SEISMIC BASE SHEAR EQUIVALENT LATERAL FORCE PROCEDURE Per ASCE 7-16 Section 12.8 (Ammended By 2022 CBC) RESTROOM - SECONDARY Code/Standard Reference1Page 220 of 493 SEISMIC BASE SHEAR EQUIVALENT LATERAL FORCE PROCEDURE Per ASCE 7-16 Section 12.8 (Ammended By 2022 CBC) RESTROOM - SECONDARY BASE SHEAR X-Dir Y-DirCs =0.154 0.154 Base Shear CoefficientCs = S DS I / R A 12.8.1.1 (Eqn 12.8-2)CsMAX =0.897 0.897 Max Base Shear Coefficient for T ≤ TLC sMAX = S D1 I / (T R)A 12.8.1.1 (Eqn 12.8-3)CsMAX =- -Max Base Shear Coefficient for T ≥ TLC sMAX = S D1 TL I / (T2 R)A 12.8.1.1 (Eqn 12.8-4)CsMIN =0.034 0.034 Min Base Shear CoefficientC sMIN = 0.044S DS I≥0.01 A 12.8.1.1 (Eqn 12.8-5)CsMIN 2 =- -Min Base Shear Coefficient for S1 ≥ 0.6C sMIN 2 = 0.5 S1 I / R A 12.8.1.1 (Eqn 12.8-6)Cs =0.154 0.154 Governing Base Shear Coefficient V =9.4 k 9.4 k Equivalent lateral force procedure base shear V = Cs W A 12.8.1 (Eqn 12.8-1) 0.11005 0.110051 Page 221 of 493 ParameterValueDescriptionEqnk = 1Exponent related to structural periodFpx = See TableA 12.10.1.1 (Eqn 12.10-1)EAST-WESTCs =0.154Base Shear CoefficientSee Previous CalcsV = 9.4 kEquivalent lateral force procedure base shear See Previous CalcsLevel Area (sf)Wx (k)Wtot(k)hx (ft) hxK(ft) Wxhxk (k-ft)Fx (k) fx (psf) Fx / Wx F tot(k)Min0.2SDSIeWpx (k)A 12.10.1.1 (Eqn 12.10-1)A 12.10.1.1 (Eqn 12.10-1)Max0.4SDSIeWpx(k)A 12.10.1.1 (Eqn 12.10-1)Fpx (k) fpx (psf) Fpx/Fx RatioRoof 559 60.960.913.513.5 821.81.009.416.80.154 9.4 9.4 9.4 18.89.416.781.004th Floor0.060.90.00.0 0.00.000.00.0NA 9.4 0.0 0.0 0.00.0NA0.003rd Floor0.060.90.00.0 0.00.000.00.0NA 9.4 0.0 0.0 0.00.0NA0.002nd Floor0.060.90.00.0 0.00.000.00.0NA 9.4 0.0 0.0 0.00.0NA0.00Total 55960.9821.81.00 9.416.80.154NORTH-SOUTHCs =0.154Base Shear CoefficientSee Previous CalcsV = 9.4 kEquivalent lateral force procedure base shear See Previous CalcsLevel Area (sf)Wx (k)Wtot(k)hx (ft) hxK(ft) Wxhxk (k-ft)Fx (k) fx (psf) Fx / Wx F tot(k)Min0.2SDSIeWpx (k)A 12.10.1.1 (Eqn 12.10-1)A 12.10.1.1 (Eqn 12.10-1)Max0.4SDSIeWpx(k)A 12.10.1.1 (Eqn 12.10-1)Fpx (k) fpx (psf) Fpx/Fx RatioRoof 559 60.960.913.513.5 821.81.009.416.80.154 9.4 9.4 9.4 18.89.416.781.004th Floor0.060.90.00.0 0.00.000.00.0NA 9.4 0.0 0.0 0.00.0NA0.003rd Floor0.060.90.00.0 0.00.000.00.0NA 9.4 0.0 0.0 0.00.0NA0.002nd Floor0.060.90.00.0 0.00.000.00.0NA 9.4 0.0 0.0 0.00.0NA0.00Total 55960.9821.81.00 9.416.80.154Vertical Distribution Diaphragm Shear A 12.8.3for structures having period of 0.5s or lessVertical Distribution Diaphragm Shear Fx = CvxVA 12.8.3 (Eqn 12.8-11)Cvx =See TableVertical distribution factorA 12.8.3 (Eqn 12.8-12)Fx =See TableLateral Seismic Force at any levelVERTICAL DISTRIBUTION OF FORCESEQUIVALENT LATERAL FORCE PROCEDUREPer ASCE 7-16 Section 12.8.3RESTROOM - SECONDARYCode/Standard ReferencekiinikxxvxhwhwC==1kiinikxxvxhwhwC==1kiinikxxvxhwhwC==1pxnxiinxiiwwFFpx===pxnxiinxiiwwFFpx===pxnxiinxiiwwFFpx===1Page 222 of 493 Parameter Value Description EqnBuilding =RESTROOM - SECONDARYRisk Category =I or IIC 1604.5Enclosure =EnclosedA 26.12Exp. Category =CExposure CategoryC 1609.4.3VULT =91 mphUltimate Wind SpeedC Fig. 1609.3(1)VASD =71 mphNominal (Allowable) Design Wind SpeedVasd = Vult√0.6C 1609.3.1 (Eqn 16-33)z =17.0 ftHeight above ground levelh =13.5 ft< 75 ftMean roof height of buildingKz,windward =0.87Kz =2.01(15/zg)2/a z < 15 ftKz,leeward =0.85Kz =2.01(z/zg)2/a z > 15 ftKzt,windward =1.00Kzt,leeward =1.00Kd =0.85Directionality FactorA Tbl 26.6-1Ke =1.00Ground Elevation FactorA Tbl 26.9-1G =0.85Gust Effect FactorA 26.11GCpi =± 0.18Internal Pressure CoefficientA 26.13qz = 0.00256KzKztKdKeV2A Eqn 26.10-1qh = 0.00256KhKztKdKeV2A Eqn 26.10-1MAIN WIND FORCE RESISTING SYSTEMEAST-WESTWindward Leeward Total MaxLevel hx (ft) Trib Ht.(ft) Slope (deg)Trib Width(ft) Trib Area(ft) Kzwindwardqz (psf)CpwindwardPnet(psf)Fx(kips)Khleewardqh (psf)CpleewardPnet(psf)Fx(kips)Fx total(kips)wx(plf)Total Pnet(psf)CpwindwardCpleewardTotal Pnet(psf)Max Pnet(psf)Parapet0.0 ft 0.00 ft 0 61.00 ft 00.8515.30 0.00 0.00 0.00.8518.00 0.00 -3.24 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0Roof13.5 ft3.50 ft 0 61.00 ft 2140.8515.30-0.180.41 0.090.8515.30-0.9-14.46 -3.1 3.2 52.0 13.0-0.18 -0.99.4 13.0Roof (Bot)10.0 ft 5.00 ft0 61.00 ft 3050.8515.300.87.65 2.30.8515.30-0.5-9.25 -2.8 5.2 84.5 23.40.8 -0.516.9 23.44th Floor0.0 ft 0.00 ft0 61.00 ft 00.8515.300.87.65 0.00.8515.30-0.5-9.25 0.0 0.0 0.0 23.40.8 -0.516.9 0.03rd Floor0.0 ft 0.00 ft0 61.00 ft 00.8515.300.87.65 0.00.8515.30-0.5-9.25 0.0 0.0 0.0 23.40.8 -0.516.9 0.02nd Floor0.0 ft 0.00 ft0 61.00 ft 00.8515.300.87.65 0.00.8515.30-0.5-9.25 0.0 0.0 0.0 23.40.8 -0.516.9 0.0Base0.0 ft 0.00 ft0 61.00 ft 00.8515.300.87.65 0.00.8515.30-0.5-9.25 0.0 0.0 0.0 23.40.8 -0.516.9 0.05198.3 k (Seismic Gov'n)NORTH-SOUTHWindward Leeward Total MaxLevel hx (ft) Trib Ht.(ft) Slope (deg)Trib Width(ft) Trib Area(ft) Kzwindwardqz (psf)CpwindwardPnet(psf)Fx(kips)Khleewardqh (psf)CpleewardPnet(psf)Fx(kips)Fx total(kips)wx(plf)Total Pnet(psf)CpwindwardCpleewardTotal Pnet(psf)Max Pnet(psf)Parapet0.0 ft 0.00 ft 0 72.25 ft 00.8515.30 0.00 0.00 0.00.8518.00 0.00 -3.24 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0Roof13.5 ft 7.00 ft 0 47.58 ft 3330.8515.30-0.180.41 0.140.8515.30-0.9-14.46 -4.8 5.0 104.1 13.0-0.18 -0.99.4 13.0Roof (Bot)10.0 ft5.00 ft0 47.58 ft 2380.8515.300.87.65 1.80.8515.30-0.5-9.25 -2.2 4.0 84.5 23.40.8 -0.516.9 23.44th Floor0.0 ft 0.00 ft0 47.58 ft 00.8515.300.87.65 0.00.8515.30-0.5-9.25 0.0 0.0 0.0 23.40.8 -0.516.9 0.03rd Floor0.0 ft 0.00 ft0 47.58 ft 00.8515.300.87.65 0.00.8515.30-0.5-9.25 0.0 0.0 0.0 23.40.8 -0.516.9 0.02nd Floor0.0 ft 0.00 ft0 47.58 ft 00.8515.300.87.65 0.00.8515.30-0.5-9.25 0.0 0.0 0.0 23.40.8 -0.516.9 0.0Base0.0 ft 0.00 ft0 47.58 ft 00.8515.300.87.65 0.00.8515.30-0.5-9.25 0.0 0.0 0.0 23.40.8 -0.516.9 0.05719.0 k (Seismic Gov'n)+Internal -InternalWindward Leeward TotalTopographic factor, windwardA 26.8.2+Internal -InternalWindward Leeward TotalWIND BASE SHEAR CALCULATIONALTERNATE HEIGHTS WIND DESIGN METHODPer 2022 CBC Section 1609 and ASCE 7-16 Ch 26/27Code/Standard ReferenceMWFRS Velocity pressure exposure coefficient, windward or leewardA Tbl 26.10-11Page 223 of 493 RESTROOM - SECONDARYInput:Roof Shape: GableBuilding Width:16.0ftBuilding Length:22.0ftBuilding Height:17.3ftRoof Slope:18.4degreesEnclosure: EnclosedV = 91mphExposure Category = CKz = 0.85Kzt = 1.00Kd = 0.85Ke =1.00qz =15.30 psfqzASD = 9.18 psfa = 3 ftGCpi = 0.18Roof Pressures, 1.0W:Pw = qh(GCP ± GCpi)ZoneA ≤ 2 ft2A ≤ 10 ft2A ≤ 100 ft2A ≤ 500 ft21 -33.3 -33.3 -16.0 -16.02e -33.3 -33.3 -16.0 -16.02n -48.6 -48.6 -27.2 -18.02r -48.6 -48.6 -27.2 -18.03e -48.6 -48.6 -27.2 -18.03r -57.8 -57.8 -30.3 -30.3All Zones 16.0 16.0 16.0 16.0Overhang Pressures, 1.0W:Pw = qh(GCP ± GCpi)Zone A ≤ 2 ft2A ≤ 10 ft2A ≤ 100 ft2A ≤ 500 ft21 -41.0 -41.0 -25.7 -25.72e -41.0 -41.0 -25.7 -25.72n -56.3 -56.3 -39.5 -37.92r -56.3 -56.3 -39.5 -37.93e -65.5 -65.5 -36.4 -25.73r-74.6 -74.6 -37.9 -37.9Wall Pressures, 1.0W:Pw = qh(GCP ± GCpi)Zone A ≤ 10 ft2A ≤ 100 ft2A ≤ 500 ft24 -19.6 -17.0 -16.05 -24.2 -18.8 -16.0Positive 18.0 16.0 16.0Parapet Pressures, 1.0W:A: Zone A ≤ 10 ft2A ≤ 100 ft2A ≤ 500 ft24 66.7 43.2 34.05 66.7 43.2 34.0B: Zone A ≤ 10 ft2A ≤ 100 ft2A ≤ 500 ft24 37.6 33.0 32.05 42.2 34.8 32.0LOADING CRITERIAWIND COMPONENT & CLADDINGPer ASCE 7-16 Chapter 308/5/2024_11:10 AMB2_Wind C&CPage 224 of 493 ROOF: EAST-WESTRESTROOM - SECONDARYfp, Roof =16.78wp, Roof =136.6r =1.3Diaph Fpx/Fx Ratio = 1.00W0 =2.00Reduce by 0.5 for structures with flexible diaphragms per A Tbl 12.2-1 footnote b.Flexible Diaphragm? =YESGrid WallWall Wallb Open Final bNorth or SouthDiaphTrib AreaSFAboveSFAboveTransf*NorthSFx NorthFtot_evseis = rFtot/bvseis, asd = 0.7*rFtot/bTrib WidthSFAboveSFAboveTransf*SFxFtot_wvwind = Ftot/bvwind, asd = 0.6*Ftot/bWall Height FactorWall TypeSheath SidesAllow Shear CapcityS 4.3.3Edge Nail Spacinggrid line(ft) (ft) (ft) (sf) (lb) (lb) (lb) (lb) (plf) (plf) (ft) (lb) (lb) (lb) (lb) (plf) (plf) (ft) 1 or 2 (plf)inWall?RE6.7 6.7 North68 0 01,144 4,697 916 641South212 03,553WallRE.16.76.7 4,697 4,69710.00 CMU WALLNo WallNo WallNo WallWall?RH11.3 11.3 North212 0 03,553 4,697 539 377South68 01,144WallRH.111.311.3 4,697 4,69710.00 CMU WALLNo WallNo WallNo WallNo WallNo WallNo WallNo WallNo WallNo WallWall? North0 0South0No WallNo WallNo WallNo WallWall? North0 0South0No WallNo WallNo WallNo WallWall? North0 0South0No WallNo WallNo WallNo WallWall? North0 0South0No WallNo WallNo WallNo Wall560 0 0 9,393 18,787 0.0 0.0 0.0 0.0 0.0Dimen. Seismic Wind Shear Wall (ASD Level)SHEAR WALL DESIGNSEGMENTED OR FORCE TRANSFER METHODPer SDPWS-2021 Table 4.3A8/5/2024_11:13 AM B2_Wall ShearPage 225 of 493 ROOF: NORTH-SOUTHRESTROOM - SECONDARYfp, Roof =16.78wp, Roof =188.6r =1.3Diaph Fpx/Fx Ratio = 1.00W0 =2.00Reduce by 0.5 for structures with flexible diaphragms per ASCE 7-10 footnote g.Flexible Diaphragm? =YESGrid WallWall Lineb Open Final bWest or EastDiaphTrib AreaSFAboveSFAboveTransf*SFxFtotvseis = rFtot/bvseis, asd = 0.7*rFtot/bTrib WidthSFAboveSFAboveTransf*SFxFtotvwind = Ftot/bvwind, asd = 0.6*Ftot/bWall Height FactorWall TypeSheath SidesAllow Shear CapcityS 4.3.3Edge Nail Spacinggrid line(ft) (ft) (ft) (sf) (lb) (lb) (lb) (lb) (plf) (plf) (ft) (lb) (lb) (lb) (lb) (plf) (plf) (ft) 1 or 2 (plf)inWall?R416.0 16.0 West47 0 0793 4,697 382 267East233 03,904WallR4.18.08.0 2,348 2,34810.00 CMU WALLWallR4.28.08.0 2,348 2,34810.00 CMU WALLNo WallNo WallWall?R522.0 22.0 West233 0 03,904 4,697 278 194East47 0793WallR5.122.0 0.022.0 4,697 4,69710.00 CMU WALLNo WallNo WallNo WallNo WallNo WallNo WallNo WallNo WallNo WallWall? West0 0East0No WallNo WallNo WallNo WallWall? West0 0East0No WallNo WallNo WallNo WallWall? West0 0East0No WallNo WallNo WallNo WallWall? West0 0East0No WallNo WallNo WallNo Wall560 0 0 9,393 18,787 0.0 0.0 0.0 0.0 0.0SEGMENTED OR FORCE TRANSFER METHODPer SDPWS-2021 Table 4.3ADimen. Seismic Wind Shear Wall (ASD Level)SHEAR WALL DESIGN8/5/2024_11:13 AM B2_Wall ShearPage 226 of 493 ROOF: EAST-WESTfp, Roof =16.78 Irreg. Exists = YESf = 1.25 Per ASCE 7-16 Section 12.3.3.4 Increase forces by 25% if Type 1a, 1b, 2, 3 or 4 Horiz. Irregularity Existswp, Roof =136.6r =1r = 1.0 for diaphragm loads determined using Eq. 12.10-1 per ASCE 7-16 12.3.4.1 Note 7.Diaph Fpx/Fx Ratio = 1.00W0 =2 Reduce by 0.5 for structures with flexible diaphragms per ASCE 7-16 footnote b.Per ASCE 7-16 12.10.2.1 In structures or portions thereof braced entirely by light frame shear walls overstrength need not applyWall Dimen.LinebWall ShearDiaph ShearDist. from West to Diaph StartDist. from West to Diaph EndDiaph LDiaph WuBraced Entirely by Light Frame Walls0.7*u*(r*f,W0)Dist. to Wall StartDist. to Wall Endu WallPDrag Force @ Start of Diaph/ Wall0.7*PDrag*(r*f,W0) @ StartPDrag Force @ End of Diaph/ Wall0.7*PDrag*(r*f,W0) @ End0.3000.300(ft) (lb) (lb) (ft) (ft) (ft) (plf) (ft) (ft) (plf) (lb) (lb) (lb) (lb)RE6.7 1,144 11440 16.0160.571.5YES62.6 171.60.00.00.00.03,553 35530 16.0160.5222.0YES194.3 532.90.00.00.000.0RE.1 6.74.66711.331369.91198.6-1369.9-1198.60.000.00.00.00.00.000.00.00.00.00.000.00.00.00.0RH11.3 3,553 35530 16.0160.5222.0YES194.3 313.50.00.00.00.01,144 11440 16.0160.571.5YES62.6 100.90.00.00.000.0RH.1 11.34.66716.001369.91198.60.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.5 YES0.5 YES0.5 YES0.5 YESSeismicDIAPHRAGM DRAG DESIGN00000001370-13700-5000050000 5 10 15 20RE0.0 0.0 0.0 0.00.01.00 0.01 0.02 0.03 0.04 0.05 0.060.0 0.0 0.0 0.00.01.00 0.01 0.02 0.03 0.04 0.05 0.060.0 0.0 0.0 0.00.01.00 0.01 0.02 0.03 0.04 0.05 0.060.0 0.0 0.0 0.00.01.00 0.01 0.02 0.03 0.04 0.05 0.060000000000000000000119900500100015000 5 10 15 20RH8/5/2024_11:13 AM B2_Wall ShearPage 227 of 493 ROOF: NORTH-SOUTHfp, Roof =16.78 Irreg. Exists = YESf = 1.25 Per ASCE 7-16 Section 12.3.3.4 Increase forces by 25% if Type 1a, 1b, 2, 3 or 4 Horiz. Irregularity Existswp, Roof =188.6r =1r = 1.0 for diaphragm loads determined using Eq. 12.10-1 per ASCE 7-16 12.3.4.1 Note 7.Diaph Fpx/Fx Ratio = 1.00W0 =2 Reduce by 0.5 for structures with flexible diaphragms per ASCE 7-16 footnote b.Per ASCE 7-16 12.10.2.1 In structures or portions thereof braced entirely by light frame shear walls overstrength need not applyWall Dimen.LinebWall ShearDiaph ShearDist. from S to Diaph StartDist. from S to Diaph EndDiaph LDiaph WuBraced Entirely by Light Frame Walls0.7*u*(r*f,W0)Dist. to Wall StartDist. to Wall Endu WallPDrag Force @ Start of Diaph/ Wall0.7*PDrag*(r*f,W0) @ StartPDrag Force @ End of Diaph/ Wall0.7*PDrag*(r*f,W0) @ End(ft) (lb) (lb) (ft) (ft) (ft) (plf) (ft) (ft) (plf) (lb) (lb) (lb) (lb)R416.0 793 7930 22.0220.536.0YES31.5 49.60.00.00.00.03,904 39040 22.0220.5177.4YES155.3 244.00.00.00.000.0R4.1 8.00.0008.000.00.0-640.5-560.4R4.2 8.014.00022.00640.5560.40.00.00.000.00.00.00.00.000.00.00.00.0R522.0 3,904 39040 22.0220.5177.4YES155.3 177.40.00.00.00.0793 7930 22.0220.536.0YES31.5 36.00.00.00.000.0R5.1 22.00.00022.000.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.5 YES0.5 YES0.5 YES0.5 YES0.5 YES0.5 YES0.50.5SeismicDIAPHRAGM DRAG DESIGN00000-6406400-2000020000 10 20 30 40 50 60 70R40 0 0 00.01.00 0.01 0.02 0.03 0.04 0.05 0.060.0 0.0 0.0 0.00.01.00 0.01 0.02 0.03 0.04 0.05 0.060.0 0.0 0.0 0.00.01.00 0.01 0.02 0.03 0.04 0.05 0.0600000000000000000000 00110 5 10 15 20 25R50.0 0.0 0.0 0.00.01.00 0.01 0.02 0.03 0.04 0.05 0.068/5/2024_11:13 AM B2_Wall ShearPage 228 of 493 Page 229 of 493 Righetti Parks - Restrooms 1417-11-RC22 LAT Wall Out of Plane Force 6/14/24 ASCE 7-16 12.11.2.1 WALL ANCHORAGE FORCES Fp = 0.4SDSkaIeWp (ASCE 7-16 (12.11-1)) Fp,min>0.2kaIeWp (ASCE 7-16 (12.11-2)) SDS = 0.770 (Geosolutions 03/15/23) ka = 1.0 +Lf/100 = 1.0 + 45.33/100 = 1.46 Ie = 1.0 (ASCE 7-16 Table 1.5-2) Lf = 45'-4" Fp = 0.4 * 0.770 * 1.46 * 1.0 * Wp = 0.45Wp Fp,min 0.2 * 1.46 * 1.0 * Wp =0.292 Wp Wp = 89 psf (medium weight block+siding) Fp = 0.45 Wp = 40.1 psf Ht trib = 10/2 = 5 ft Fp/ft = 40.1 * 5 = 200.5 plf Fp, 1.33ft = 268 lbs Fp, 2.67ft = 535 lbs Fp, 4.00ft = 802 lbs Fp, 2.67ft (ASD) = 0.7*535 lbs = 375 lbs Page 230 of 493 DIAPHRAGM TYPE CAPACITIES C: 15/32" SHTG W/ 2X BLKG & (1) LINES FASTENERS NAILING: 2.5 / 4 / 12" OC 1610 PLF / 2.8 = 575 PLF B: 15/32" SHTG W/ 2X BLKG & (1) LINE FASTENERS NAILING: 4 / 6 / 12" OC 1080 PLF / 2.8 = 385 PLF A: 15/32" SHTG W/ NAILING: 6 / 6 / 12" OC 530 PLF / 2.8 = 189 PLF LAT SUBDIAPHRAGM DESIGN - SECONDARY BUILDING E 5 4 N-S USE 2'-8" SUBDIAPHRAGM WIDTH IN N-S DIRECTION (2 ROOF RAFTER SPACINGS) Fp = 535 LB 0.7Fp = 375 LB [ASD] Fstrap AMPLIFIED BY 1.4 PER ASCE 7-16 CH 12.11.2.2.2 Fstrap = 1.4 x 375 LB = 525 LB CHECK HGAM10: Fallow = 1105 LB > 525 LB CHECK LSTA24: Fallow = 1235 LB > 525 LB E-W Not Applicable, Wall Spans Between Grid Lines E & H for Out-of-Plane Loading, See Risa3D Calculations.16'-0"22'-0" 11'-0"11'-0" H 194 DIAPHRAGM NAILING PER SDPWS 2015 Slope = (194 + 194) / 22ft = 17.63 x = (194 - 189) /17.63 = 0.3 FT→6 FT Use Type A & B plf E H 194 189 x B A B 5 155 A 4 155 Use Type A plf N x 189 Righetti Parks - Restroom 1417-11-RC22 6/14/24 Page 231 of 493 LAT SUBDIAPHRAGM DESIGN - SECONDARY BUILDING LINE LOAD DUE TO CMU WALL ANCHORAGE, P = 375# / 2.67 FT = 141 PLF DETERMINE SUBDIAPHRAGM CHORD FORCE, T @ GL B / C M = (wL^2)/8 = (141* 16 FT^2) / 8 M = 4,512 FT-LBS T = M / D = 4,512 / (8') = 564 LBS Righetti Parks - Restroom 1417-11-RC22 6/14/24 CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:46:18 AMRISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 1Node CoordinatesLabel X [ft] Y [ft] Z [ft] Detach From Diaphragm1N951501002N96150-203N105158-204N1061581005N1102501006N111250-207N112272-208N1142721009N360-2010N37010011N396.666667-2012N406.66666710013N5170-2014N527010015N5381.333333-2016N5481.33333310017N4116410018N42164-2019N44172-2020N45172100Masonry PropertiesLabel E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Self Weight [k/ft³] f'm [ksi] Flex Steel [ksi] Shear Steel [ksi]1Concrete Matl13505400.250.6Custom260602Clay Matl10504200.250.6Custom1.560603Gen Masonry10504200.250.60.081.56060Wall Panel DataLabel A Node B Node C Node D Node Material Type Material Set Thickness [in] Design Rule Panel/Spacing1R-4.1N95N96N105N106MasonryConcrete Matl88in Block322R-5.1N110N111N112N114MasonryConcrete Matl88in Block243R-E.1N37N36N39N40MasonryConcrete Matl88in Block244R-H.1N52N51N53N54MasonryConcrete Matl88in Block325R-4.2N41N42N44N45MasonryConcrete Matl88in Block32Wall Panel Advanced DataLabel Seismic Rule Design Method SSAF Cm In-Plane Cm Out-Plane Stud Bracing Sheathing Connect Dist [in]1R-4.1SpecialN/AN/AN/AN/AN/AN/A2R-5.1SpecialN/AN/AN/AN/AN/AN/A3R-E.1SpecialN/AN/AN/AN/AN/AN/A4R-H.1SpecialN/AN/AN/AN/AN/AN/A5R-4.2SpecialN/AN/AN/AN/AN/AN/AWall Panel U.C. ParametersLabel Max Bending Chk Max Shear Chk18in Block11212in Block11Masonry Wall Panel ParametersLabel Block Nom Width Block Grouting Reinforced Wall Area Method18in Block8"Fully GroutedYesNCMA212in Block12"Fully GroutedYesNCMAMasonry Wall Panel In-Plane ParametersLabel Vert Bar Size Bars Per Cell Min Bound Zone Width [in] Max Bound Zone Width [in] Horz Bar Size Transfer Load18in Block#51840#4212in Block#51840#5Page 232 of 493 CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:46:18 AMRISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 2Masonry Wall Panel Out-of-Plane ParametersLabel Bar Size Bar Space Min Bar Space Max Bar Placement Cover [in] Mortar Type Cement Type Transfer Load18in Block#58"32"CenterMinType M or SPortland, Lime/Mortar212in Block#58"72"CenterMinType M or SPortland, Lime/MortarMasonry Wall Panel Lintel ParametersLabelDepth [in]Bear Length [in]Bar SizeMin # Bars Per LayerMax # Bars Per LayerNum of Layersc/c Sp of Layers [in]Dist To Bot [in]Stirrup SizeAnalysis Method18in Block348#5131N/A3.5#4Simply Supported212in Block248#5131N/A3.5#4Simply SupportedMasonry Wall Seismic Design RuleLabel Wall Types Special Boundary Elements 1.5x Shear ASD1OrdinaryOrdinary2IntermediateIntermediate3SpecialSpecialYesYesWall Panel Distributed Loads (BLC 1 : ELx)Wall Label Direction Start Magnitude [lb/ft, F] End Magnitude [lb/ft, F] Start Location [(ft, %)] End Location [(ft, %)]1R-E.1(12ft)X704.55704.5506.6672R-H.1(12ft)X414.44414.44011.3333R-4.1(12ft)X293.5293.5084R-5.1(12ft)X213.5213.50225R-4.2(12ft)X293.5293.508Wall Panel Distributed Loads (BLC 3 : RLL)Wall Label Direction Start Magnitude [lb/ft, F] End Magnitude [lb/ft, F] Start Location [(ft, %)] End Location [(ft, %)]1R-4.1(12ft)Y-80-80082R-5.1(12ft)Y-80-800223R-E.1(12ft)Y-200-20006.6674R-H.1(12ft)Y-200-200011.3335R-4.2(12ft)Y-80-8008Wall Panel Distributed Loads (BLC 4 : DL)Wall Label Direction Start Magnitude [lb/ft, F] End Magnitude [lb/ft, F] Start Location [(ft, %)] End Location [(ft, %)]1R-4.1(12ft)Y-70-70082R-5.1(12ft)Y-70-700223R-E.1(12ft)Y-210-21006.6674R-H.1(12ft)Y-210-210011.3335R-4.2(12ft)Y-70-7008Wall Panel Surface Loads (BLC 1 : ELx)Wall Panel Label Direction Top Magnitude [psf, F] Bottom Magnitude [psf, F] Start Location [ft] Height [ft]1R-4.1X5865861612R-5.1X5865861613R-E.1X5865861614R-H.1X5865861615R-4.2X586586161Wall Panel Surface Loads (BLC 2 : ELz)Wall Panel Label Direction Top Magnitude [psf, F] Bottom Magnitude [psf, F] Start Location [ft] Height [ft]1R-4.1Z27.427.4002R-5.1Z27.427.4003R-E.1Z27.427.4004R-H.1Z27.427.4005R-4.2Z27.427.400Page 233 of 493 CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:46:18 AMRISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 3Wall Panel Surface Loads (BLC 4 : DL)Wall Panel Label Direction Top Magnitude [psf, F] Bottom Magnitude [psf, F] Start Location [ft] Height [ft]1R-4.1Y-89-89002R-5.1Y-89-89003R-E.1Y-89-89004R-H.1Y-89-89005R-4.2Y-89-8900Load CombinationsDescription Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor1Deflection 1YesYDL12Deflection 2YesYRLL13Deflection 3YesYDL1RLL14IBC 21/ASCE Strength 1YesYDL1.45IBC 21/ASCE Strength 2 (a)YesYDL1.2LL1.6LLS1.6RLL0.56IBC 21/ASCE Strength 2 (b)YesYDL1.2LL1.6LLS1.67IBC 21/ASCE Strength 3 (a)YesYDL1.2RLL1.6LL0.5LLS18IBC 21/ASCE Strength 6 (a)YesYDL1.2Sds*DL0.2Rho*ELX1LL0.5LLS19IBC 21/ASCE Strength 6 (b)YesYDL1.2Sds*DL0.2Rho*ELZ1LL0.5LLS110IBC 21/ASCE Strength 6 (c)YesYDL1.2Sds*DL0.2Rho*ELX-1LL0.5LLS111IBC 21/ASCE Strength 6 (d)YesYDL1.2Sds*DL0.2Rho*ELZ-1LL0.5LLS112IBC 21/ASCE Strength 7 (a)YesYDL0.9Sds*DL-0.2Rho*ELX113IBC 21/ASCE Strength 7 (b)YesYDL0.9Sds*DL-0.2Rho*ELZ114IBC 21/ASCE Strength 7 (c)YesYDL0.9Sds*DL-0.2Rho*ELX-115IBC 21/ASCE Strength 7 (d)YesYDL0.9Sds*DL-0.2Rho*ELZ-1Load Combination DesignDescription Service Hot Rolled Cold Formed Wood ConcreteMasonry Aluminum Stainless Connection1Deflection 1YesYesYesYesYesYesYesYesYes2Deflection 2YesYesYesYesYesYesYesYesYes3Deflection 3YesYesYesYesYesYesYesYesYes4IBC 21/ASCE Strength 1YesYesYesYesYesYesYes5IBC 21/ASCE Strength 2 (a)YesYesYesYesYesYesYes6IBC 21/ASCE Strength 2 (b)YesYesYesYesYesYesYes7IBC 21/ASCE Strength 3 (a)YesYesYesYesYesYesYes8IBC 21/ASCE Strength 6 (a)YesYesYesYesYesYesYes9IBC 21/ASCE Strength 6 (b)YesYesYesYesYesYesYes10IBC 21/ASCE Strength 6 (c)YesYesYesYesYesYesYes11IBC 21/ASCE Strength 6 (d)YesYesYesYesYesYesYes12IBC 21/ASCE Strength 7 (a)YesYesYesYesYesYesYes13IBC 21/ASCE Strength 7 (b)YesYesYesYesYesYesYes14IBC 21/ASCE Strength 7 (c)YesYesYesYesYesYesYes15IBC 21/ASCE Strength 7 (d)YesYesYesYesYesYesYesEnvelope Wall Panel ForcesWall Label Elevation [ft] Axial [lb] LC x Shear [lb] LC z Shear [lb] LC x-x Moment [lb-ft] LC z-z Moment [lb-ft]LC1R-4.1-2max12745.643052.8598985.93491348.943936632.787102-2min6402-3052.85910-985.93411-1348.94311-36632.78783R-5.1-2max35050.446106.43186546.127921775.88973274.124104-2min17602-6106.43110-6546.12711-21775.8811-73274.12485R-E.1-2max12357.33376107.59681777.245134228.4511373288.099106-2min1333.3332-6107.59610-1777.24511-4228.45111-73288.09987R-H.1-2max21007.46776106.883019.113137161.9211373278.543108-2min2266.6672-6106.810-3019.11311-7161.92111-73278.54389R-4.2-2max12745.643052.8598985.93491348.943936632.7871010-2min6402-3052.85910-985.93411-1348.94311-36632.7878Masonry Wall ReinforcementWall Region Hor. Bar Size Vert. Bar Size Boundary Reinf.1R-4.1R1#4@32in oc#5@32" oc (ctr)1-#52R-5.1R1#4@48in oc#5@24" oc (ctr)1-#53R-E.1R1#4@27in oc#5@24" oc (ctr)1-#54R-H.1R1#4@45in oc#5@32" oc (ctr)1-#55R-4.2R1#4@32in oc#5@32" oc (ctr)1-#5Page 234 of 493 CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:46:18 AMRISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 4Masonry Lintel ReinforcementNo Data to Print...TMS 402-16: STRENGTH Wall Panel Masonry Code Checks (In-Plane)Wall Panel Region Design RuleAxial UC LC Bending UC LC Shear UC LC Pn*phi[lb] Mn*phi[lb-ft] Vn*phi[lb]1R-4.1R18in Block0.01940.244120.0428658937.782150265.09773213.6782R-5.1R18in Block0.01940.136120.02581.81208e+6539611.945245669.4723R-E.1R18in Block0.02370.596120.09612549114.819122895.94963503.184R-H.1R18in Block0.02370.312120.06212933495.192235170.31998059.3885R-4.2R18in Block0.01940.244120.0428658937.782150265.09773213.678TMS 402-16: STRENGTH Wall Panel Masonry Code Checks (Out-of-Plane)Wall Panel Region Design Rule Axial UC LC Bending UC LC Pn*phi[lb] Mn*phi[lb-ft]1R-4.1R18in Block0.04290.0889366001907.9862R-5.1R18in Block0.04290.3979366002492.5883R-E.1R18in Block0.04790.2499366002545.0674R-H.1R18in Block0.04790.3229366001962.3585R-4.2R18in Block0.04290.0889366001907.986Wall Panel TMS 402-16: Strength Masonry Code Checks for LintelsNo Data to Print...TMS 402-16: STRENGTH Wall Panel Masonry Code Checks (Seismic)Wall Panel Seismic Design Rule Region UC Shear In Plane LC Seismic Detailing BZ Req'd?1R-4.1SpecialR10.0428PASSNo2R-5.1SpecialR10.0258Fail. See Detail Report.No3R-E.1SpecialR10.09612PASSNo4R-H.1SpecialR10.06212Fail. See Detail Report.No5R-4.2SpecialR10.0428PASSNoPage 235 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomNode Labels1Aug 05, 2024 at 10:50 AMCMU Wall_Secondary.r3d Page 236 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary Restroom 2Aug 05, 2024 at 10:51 AMCMU Wall_Secondary.r3d Page 237 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary Restroom 3Aug 05, 2024 at 10:51 AMCMU Wall_Secondary.r3d Page 238 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary Restroom 4Aug 05, 2024 at 10:52 AMCMU Wall_Secondary.r3d Page 239 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary Restroom 5Aug 05, 2024 at 10:52 AMCMU Wall_Secondary.r3d Page 240 of 493 Detail Report: R-E.1Masonry WallR1N39 N36 N40 N37 6.67 ftCRITERIACode:TMS 402-16: StrengthSpecial Insp:NoDesign Rule:8in BlockSeismic Design Rule:SpecialWall Area:NCMATransfer In?:NoTransfer Out?:NoK:1Use Cracked?:YesIn Icr Factor:0.5Out Icr Factor:0.5Custom Regions:NoMATERIALSMaterial Type:MasonryMaterial Set:Concrete MatlMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfMortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):12Total Length (ft):6.667Total Lintel Depth (in):34Block Nom Width:8"Block Grouting:Fully Grouted1.5 Shear Factor:NoRISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 1CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:47:03 AMPage 241 of 493 REGION RESULTSRegion UC Max In Plane LC UC Shear In Plane LCUC Max Out Plane LCUC Shear Out Plane LCR1 0.596 12 0.096 12 0.249 9 NC NCREINFORCEMENT RESULTSRegion Vertical Reinforcement Horizontal Reinforcement Boundary ReinforcementR1 #5@24" oc ctr #4@27in oc 1-#5 ctrDetail Report: R-E.1 (In-Plane, Region R1)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAHor Bar Size:#4Vert Bar Size:#5No. Tens Bars:1Effective Depth (in):80MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78GEOMETRYTotal Height (ft):12Total Length (ft):6.667Block Grouting:Fully GroutedGrout Spacing:32"Block Nom Width:8"1.5 Shear Factor:YesENVELOPE DIAGRAMSMax: 12357.333 at 0 ftMin: 3813.333 at 12 ftPlbMax: 6107.596 at 6 ftMin: -6107.596 at 6 ftVlbMax: 73288.099 at 0 ftMin: -73288.099 at 0 ftMlb-ftRISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 2CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:47:04 AMPage 242 of 493 AXIAL DETAILSP/(Pn*Φ):0.023P (lb):12357.333Pn (lb):6.101e+5Φ:0.9Location (ft):0Load Comb:7Rad gyration r (in):2.2h'/r:65.455Red Factor R:0.781BENDING SUMMARYMu/(Mn*Φ):0.596Mu (lb-ft):73280.038Mn (lb-ft):1.366e+5Φ:0.9Location (ft):0Load Comb:12a (in):2.521c (in):3.151d (in):80SHEAR SUMMARYVu/(Vn*Φ):0.096Vu (lb):6106.924Vn (lb):79378.974Φ:0.8Location (ft):11.4Load Comb:12Corresponding M (lb-ft):73288.099Corresponding P (lb):1309.799M / (V*d):1Sh Steel Reqd:NoGammag:1CROSS SECTION DETAILING8Horizontal reinforcement required at a max 26in ocNOTE: All units are in "in."RISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 3CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:47:04 AMPage 243 of 493 Detail Report: R-E.1 (Out-of-Plane, Region R1)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAType of Design:StrengthReinforced:YesVertical Bar Size:#5MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78Mortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):12Eq Sld Thickness:7.625"An (in /ft):291.5Block Grouting:Fully GroutedGrout/Bar Spacing:24"Loc of r/f:CenterENVELOPE DIAGRAMSMax: 1853.6 at 0 ftMin: 572 at 12 ftPlb/ftMax: 266.587 at 0 ftMin: -266.587 at 0 ftVlb/ftMax: 634.268 at 0 ftMin: -634.268 at 0 ftMlb-ft/ftAXIAL DETAILSPu / Pn:0.05Pu at max Mu (lb/ft):1730.41Pn at max Mom (lb/ft):36600.00H' / t:18.00Location (ft):0.00Load Comb:9RISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 4CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:47:04 AMPage 244 of 493 BENDING DETAILSMu / Φ*Mn:0.25Mu, max (lb-ft/ft):634.27Φ Mn (lb-ft/ft):2545.07Φ:0.9Location (ft):0.00Load Comb:9DEFLECTION DETAILSDmax / DLimit:0.00Deflection Ratio:H/-2.147e+9Δ max (in):0.00Deflection Limit (in):1.01Location (in):0.00Load Comb:-2SECTIONAL PROPERTIESALL RESULTS PER EFFECTIVE WIDTHTotal Width (in):24Effective Width (in):24Flange thick tf (in):1.25Effective Thick te (in):7.625Agross (in ):2183Igross (in ):4886.6fr (ksi):0.163Crack Mom, Mcr (lb-ft):3159c (in):0.7244d (in):3.812n:21.48Icracked (in ):477.71As (in ):20.307Ase (in ):20.364ρ Provided (%):0.003ρ Maximum (%):0.006Gammag:1CROSS SECTION DETAILING#5 @ 24NOTE: All units are in "in."zxDetail Report: R-E.1 (Region R1)SEISMIC DETAILING REQUIREMENTS (SPECIAL SHEAR WALL - STRENGTH)AT OPENINGS:Min. Vert. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 within 16 in each side of openingsN/AMin. Hori. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 at top and bottom of openingsN/AAT WALL EDGE:Min. Vert. Bar at Wall Edge (Section 7.3.2.3.1): 1-#4 within 8 in of wall endsPASSRISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 5CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:47:04 AMPage 245 of 493 AT TOP OF WALL:Min. Hori. Bar at Top of Wall (Section 7.3.2.3.1): 1-#4 within 16 in of top of wallPASSHORIZONTAL REINFORCEMENT:Min. Hori. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Hori. Bar Spacing (Section 7.3.2.3.1): 26.6667 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 26.667 in*Masonry assumed to be laid in running bond.*Horizontal bars shall be embedded in grout.Min. Hori. Reinf. Area (Section 7.3.2.6c): Ahor >= 0.0007Ag(horz)PASSAhor = 1.06 in^20.0007Ag(horz) = 0.769 in^2*Masonry assumed to be laid in running bond.VERTICAL REINFORCEMENT:Min. Vert. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Vert. Bar Spacing (Section 7.3.2.5): 26.6667 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 26.667 in*Masonry assumed to be laid in running bondMin. Vert. Reinf. Area (Section 7.3.2.6c): Aver >= larger of (0.0007Ag(vert), 1/3Ahor)PASSAver = 1.432 in^20.0007Ag(vert) = 0.427 in^21/3Ahor = 0.353 in^2Total Reinf. Area (Section 7.3.2.6.c): Ahor + Aver >= 0.002Ag(vert)PASSAhor + Aver = 2.492 in^20.002Ag(vert) = 1.22 in^2SPECIAL BOUNDARY ELEMENT REQUIREMENT:Special boundary element required? (Section 9.3.6.6.1):NoPu <= 0.1*Ag*f'm AND Mu/(Vu*dv) <= 1.0NoOr, Pu <= 0.1*Ag*f'm AND Vu <= 3*Anv*sqrt(f'm) AND Mu/(Vu*dv) <= 3.0YesRefer to TMS 402 Section 9.3.6.6 for additional reqs. on special boundary elements.RISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 6CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:47:04 AMPage 246 of 493 SEISMIC SHEAR CAPACITY:Seismic Shear Capacity - Strength Design (Section 7.3.2.6.1.1):FAILVsu1 = 1.25(Mn/Mu)*Vu = 14224.661 lbVsu2 = 2.5Vu = 15267.311 lbVsu = min(Vsu1, Vsu2) = 14224.661 lbΦ*Vn = 63503.18 lbΦ*Vn >= VsuMORTAR CHECK:Mortar Check (Section 7.4.4.2.2): Mortar Type M or S cement lime or mortar cementPASS*No checks are provided for seismic detailing requirements at roof and floor diaphragms, at wall corners,for dowels or through control joints. Additional requirements may apply for seismic design categoriesD, E and F. Refer to TMS 402 Chapter 7 for additional requirements.RISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 7CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:47:04 AMPage 247 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomNode Labels1Aug 05, 2024 at 10:53 AMCMU Wall_Secondary.r3d Page 248 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary Restroom 2Aug 05, 2024 at 10:53 AMCMU Wall_Secondary.r3d Page 249 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary Restroom 3Aug 05, 2024 at 10:54 AMCMU Wall_Secondary.r3d Page 250 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary Restroom 4Aug 05, 2024 at 10:54 AMCMU Wall_Secondary.r3d Page 251 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary Restroom 5Aug 05, 2024 at 10:54 AMCMU Wall_Secondary.r3d Page 252 of 493 Detail Report: R-H.1Masonry WallR1N53 N51 N54 N52 11.33 ftCRITERIACode:TMS 402-16: StrengthSpecial Insp:NoDesign Rule:8in BlockSeismic Design Rule:SpecialWall Area:NCMATransfer In?:NoTransfer Out?:NoK:1Use Cracked?:YesIn Icr Factor:0.5Out Icr Factor:0.5Custom Regions:NoMATERIALSMaterial Type:MasonryMaterial Set:Concrete MatlMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfMortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):12Total Length (ft):11.333Total Lintel Depth (in):34Block Nom Width:8"Block Grouting:Fully Grouted1.5 Shear Factor:NoRISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 1CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:48:09 AMPage 253 of 493 REGION RESULTSRegion UC Max In Plane LC UC Shear In Plane LCUC Max Out Plane LCUC Shear Out Plane LCR1 0.312 12 0.062 12 0.322 9 NC NCREINFORCEMENT RESULTSRegion Vertical Reinforcement Horizontal Reinforcement Boundary ReinforcementR1 #5@32" oc ctr #4@45in oc 1-#5 ctrDetail Report: R-H.1 (In-Plane, Region R1)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAHor Bar Size:#4Vert Bar Size:#5No. Tens Bars:1Effective Depth (in):136MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78GEOMETRYTotal Height (ft):12Total Length (ft):11.333Block Grouting:Fully GroutedGrout Spacing:32"Block Nom Width:8"1.5 Shear Factor:YesENVELOPE DIAGRAMSMax: 21007.467 at 0 ftMin: 6482.667 at 12 ftPlbMax: 6106.8 at 6 ftMin: -6106.8 at 6 ftVlbMax: 73278.543 at 0 ftMin: -73278.543 at 0 ftMlb-ftRISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 2CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:48:09 AMPage 254 of 493 AXIAL DETAILSP/(Pn*Φ):0.023P (lb):21007.467Pn (lb):1.037e+6Φ:0.9Location (ft):0Load Comb:7Rad gyration r (in):2.2h'/r:65.455Red Factor R:0.781BENDING SUMMARYMu/(Mn*Φ):0.312Mu (lb-ft):73274.679Mn (lb-ft):2.613e+5Φ:0.9Location (ft):0Load Comb:12a (in):2.718c (in):3.398d (in):136SHEAR SUMMARYVu/(Vn*Φ):0.062Vu (lb):6106.478Vn (lb):1.226e+5Φ:0.8Location (ft):11.4Load Comb:12Corresponding M (lb-ft):73278.543Corresponding P (lb):2226.658M / (V*d):1Sh Steel Reqd:NoGammag:1CROSS SECTION DETAILING8Horizontal reinforcement required at a max 45in ocNOTE: All units are in "in."RISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 3CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:48:10 AMPage 255 of 493 Detail Report: R-H.1 (Out-of-Plane, Region R1)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAType of Design:StrengthReinforced:YesVertical Bar Size:#5MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78Mortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):12Eq Sld Thickness:7.625"An (in /ft):291.5Block Grouting:Fully GroutedGrout/Bar Spacing:32"Loc of r/f:CenterENVELOPE DIAGRAMSMax: 1853.6 at 0 ftMin: 572 at 12 ftPlb/ftMax: 266.392 at 0 ftMin: -266.392 at 0 ftVlb/ftMax: 631.934 at 0 ftMin: -631.934 at 0 ftMlb-ft/ftAXIAL DETAILSPu / Pn:0.05Pu at max Mu (lb/ft):1730.41Pn at max Mom (lb/ft):36600.00H' / t:18.00Location (ft):0.00Load Comb:9RISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 4CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:48:10 AMPage 256 of 493 BENDING DETAILSMu / Φ*Mn:0.32Mu, max (lb-ft/ft):631.93Φ Mn (lb-ft/ft):1962.36Φ:0.9Location (ft):0.00Load Comb:9DEFLECTION DETAILSDmax / DLimit:0.00Deflection Ratio:H/-2.147e+9Δ max (in):0.00Deflection Limit (in):1.01Location (in):0.00Load Comb:-2SECTIONAL PROPERTIESALL RESULTS PER EFFECTIVE WIDTHTotal Width (in):32Effective Width (in):32Flange thick tf (in):1.25Effective Thick te (in):7.625Agross (in ):2244Igross (in ):41182fr (ksi):0.163Crack Mom, Mcr (lb-ft):4213c (in):0.5746d (in):3.812n:21.48Icracked (in ):488.44As (in ):20.307Ase (in ):20.384ρ Provided (%):0.003ρ Maximum (%):0.006Gammag:1CROSS SECTION DETAILING#5 @ 32NOTE: All units are in "in."zxDetail Report: R-H.1 (Region R1)SEISMIC DETAILING REQUIREMENTS (SPECIAL SHEAR WALL - STRENGTH)AT OPENINGS:Min. Vert. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 within 16 in each side of openingsN/AMin. Hori. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 at top and bottom of openingsN/AAT WALL EDGE:Min. Vert. Bar at Wall Edge (Section 7.3.2.3.1): 1-#4 within 8 in of wall endsPASSRISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 5CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:48:10 AMPage 257 of 493 AT TOP OF WALL:Min. Hori. Bar at Top of Wall (Section 7.3.2.3.1): 1-#4 within 16 in of top of wallPASSHORIZONTAL REINFORCEMENT:Min. Hori. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Hori. Bar Spacing (Section 7.3.2.3.1): 45.3333 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 45.333 in*Masonry assumed to be laid in running bond.*Horizontal bars shall be embedded in grout.Min. Hori. Reinf. Area (Section 7.3.2.6c): Ahor >= 0.0007Ag(horz)FAILAhor = 0.624 in^20.0007Ag(horz) = 0.769 in^2*Masonry assumed to be laid in running bond.VERTICAL REINFORCEMENT:Min. Vert. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Vert. Bar Spacing (Section 7.3.2.5): 45.3333 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 45.333 in*Masonry assumed to be laid in running bondMin. Vert. Reinf. Area (Section 7.3.2.6c): Aver >= larger of (0.0007Ag(vert), 1/3Ahor)PASSAver = 1.764 in^20.0007Ag(vert) = 0.726 in^21/3Ahor = 0.208 in^2Total Reinf. Area (Section 7.3.2.6.c): Ahor + Aver >= 0.002Ag(vert)PASSAhor + Aver = 2.388 in^20.002Ag(vert) = 2.074 in^2SPECIAL BOUNDARY ELEMENT REQUIREMENT:Special boundary element required? (Section 9.3.6.6.1):NoPu <= 0.1*Ag*f'm AND Mu/(Vu*dv) <= 1.0NoOr, Pu <= 0.1*Ag*f'm AND Vu <= 3*Anv*sqrt(f'm) AND Mu/(Vu*dv) <= 3.0YesRefer to TMS 402 Section 9.3.6.6 for additional reqs. on special boundary elements.RISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 6CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:48:10 AMPage 258 of 493 Horiz. Bars spaced at 24" oc Ahor = 0.196in2 * (12ft/2ft) = 1.176in2 - OK SEISMIC SHEAR CAPACITY:Seismic Shear Capacity - Strength Design (Section 7.3.2.6.1.1):FAILVsu1 = 1.25(Mn/Mu)*Vu = 27219.921 lbVsu2 = 2.5Vu = 15266.194 lbVsu = min(Vsu1, Vsu2) = 15266.194 lbΦ*Vn = 98059.388 lbΦ*Vn >= VsuMORTAR CHECK:Mortar Check (Section 7.4.4.2.2): Mortar Type M or S cement lime or mortar cementPASS*No checks are provided for seismic detailing requirements at roof and floor diaphragms, at wall corners,for dowels or through control joints. Additional requirements may apply for seismic design categoriesD, E and F. Refer to TMS 402 Chapter 7 for additional requirements.RISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 7CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:48:10 AMPage 259 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomNode Labels1Aug 05, 2024 at 10:55 AMCMU Wall_Secondary.r3d Page 260 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary Restroom 2Aug 05, 2024 at 10:55 AMCMU Wall_Secondary.r3d Page 261 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary Restroom 3Aug 05, 2024 at 10:55 AMCMU Wall_Secondary.r3d Page 262 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary Restroom 4Aug 05, 2024 at 10:56 AMCMU Wall_Secondary.r3d Page 263 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary Restroom 5Aug 05, 2024 at 10:56 AMCMU Wall_Secondary.r3d Page 264 of 493 Detail Report: R-4.1Masonry WallR1N105 N96 N106 N95 8 ftCRITERIACode:TMS 402-16: StrengthSpecial Insp:NoDesign Rule:8in BlockSeismic Design Rule:SpecialWall Area:NCMATransfer In?:NoTransfer Out?:NoK:1Use Cracked?:YesIn Icr Factor:0.5Out Icr Factor:0.5Custom Regions:NoMATERIALSMaterial Type:MasonryMaterial Set:Concrete MatlMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfMortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):12Total Length (ft):8Total Lintel Depth (in):34Block Nom Width:8"Block Grouting:Fully Grouted1.5 Shear Factor:NoRISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 1CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:48:44 AMPage 265 of 493 REGION RESULTSRegion UC Max In Plane LC UC Shear In Plane LCUC Max Out Plane LCUC Shear Out Plane LCR1 0.244 12 0.042 8 0.088 9 NC NCREINFORCEMENT RESULTSRegion Vertical Reinforcement Horizontal Reinforcement Boundary ReinforcementR1 #5@32" oc ctr #4@32in oc 1-#5 ctrDetail Report: R-4.1 (In-Plane, Region R1)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAHor Bar Size:#4Vert Bar Size:#5No. Tens Bars:1Effective Depth (in):96MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78GEOMETRYTotal Height (ft):12Total Length (ft):8Block Grouting:Fully GroutedGrout Spacing:32"Block Nom Width:8"1.5 Shear Factor:YesENVELOPE DIAGRAMSMax: 12745.6 at 0 ftMin: 1696 at 12 ftPlbMax: 3052.859 at 6 ftMin: -3052.859 at 6 ftVlbMax: 36632.787 at 0 ftMin: -36632.787 at 0 ftMlb-ftRISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 2CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:48:44 AMPage 266 of 493 AXIAL DETAILSP/(Pn*Φ):0.019P (lb):12745.6Pn (lb):7.322e+5Φ:0.9Location (ft):0Load Comb:4Rad gyration r (in):2.2h'/r:65.455Red Factor R:0.781BENDING SUMMARYMu/(Mn*Φ):0.244Mu (lb-ft):36630.311Mn (lb-ft):1.67e+5Φ:0.9Location (ft):0Load Comb:12a (in):2.54c (in):3.175d (in):96SHEAR SUMMARYVu/(Vn*Φ):0.042Vu (lb):3052.859Vn (lb):91517.098Φ:0.8Location (ft):12Load Comb:8Corresponding M (lb-ft):36632.787Corresponding P (lb):758.24M / (V*d):1Sh Steel Reqd:NoGammag:1CROSS SECTION DETAILING8Horizontal reinforcement required at a max 32in ocNOTE: All units are in "in."RISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 3CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:48:44 AMPage 267 of 493 Detail Report: R-4.1 (Out-of-Plane, Region R1)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAType of Design:StrengthReinforced:YesVertical Bar Size:#5MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78Mortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):12Eq Sld Thickness:7.625"An (in /ft):291.5Block Grouting:Fully GroutedGrout/Bar Spacing:32"Loc of r/f:CenterENVELOPE DIAGRAMSMax: 1593.2 at 0 ftMin: 212 at 12 ftPlb/ftMax: 123.242 at 0 ftMin: -123.242 at 0 ftVlb/ftMax: 168.618 at 0 ftMin: -168.618 at 0 ftMlb-ft/ftAXIAL DETAILSPu / Pn:0.04Pu at max Mu (lb/ft):1540.85Pn at max Mom (lb/ft):36600.00H' / t:18.00Location (ft):0.00Load Comb:9RISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 4CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:48:44 AMPage 268 of 493 BENDING DETAILSMu / Φ*Mn:0.09Mu, max (lb-ft/ft):168.62Φ Mn (lb-ft/ft):1907.99Φ:0.9Location (ft):0.00Load Comb:9DEFLECTION DETAILSDmax / DLimit:0.00Deflection Ratio:H/-2.147e+9Δ max (in):0.00Deflection Limit (in):1.01Location (in):0.00Load Comb:-2SECTIONAL PROPERTIESALL RESULTS PER EFFECTIVE WIDTHTotal Width (in):32Effective Width (in):32Flange thick tf (in):1.25Effective Thick te (in):7.625Agross (in ):2244Igross (in ):41182fr (ksi):0.163Crack Mom, Mcr (lb-ft):4213c (in):0.5609d (in):3.812n:21.48Icracked (in ):487.12As (in ):20.307Ase (in ):20.375ρ Provided (%):0.003ρ Maximum (%):0.006Gammag:1CROSS SECTION DETAILING#5 @ 32NOTE: All units are in "in."zxDetail Report: R-4.1 (Region R1)SEISMIC DETAILING REQUIREMENTS (SPECIAL SHEAR WALL - STRENGTH)AT OPENINGS:Min. Vert. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 within 16 in each side of openingsN/AMin. Hori. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 at top and bottom of openingsN/AAT WALL EDGE:Min. Vert. Bar at Wall Edge (Section 7.3.2.3.1): 1-#4 within 8 in of wall endsPASSRISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 5CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:48:44 AMPage 269 of 493 AT TOP OF WALL:Min. Hori. Bar at Top of Wall (Section 7.3.2.3.1): 1-#4 within 16 in of top of wallPASSHORIZONTAL REINFORCEMENT:Min. Hori. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Hori. Bar Spacing (Section 7.3.2.3.1): 32 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 32 in*Masonry assumed to be laid in running bond.*Horizontal bars shall be embedded in grout.Min. Hori. Reinf. Area (Section 7.3.2.6c): Ahor >= 0.0007Ag(horz)PASSAhor = 0.884 in^20.0007Ag(horz) = 0.769 in^2*Masonry assumed to be laid in running bond.VERTICAL REINFORCEMENT:Min. Vert. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Vert. Bar Spacing (Section 7.3.2.5): 32 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 32 in*Masonry assumed to be laid in running bondMin. Vert. Reinf. Area (Section 7.3.2.6c): Aver >= larger of (0.0007Ag(vert), 1/3Ahor)PASSAver = 1.381 in^20.0007Ag(vert) = 0.512 in^21/3Ahor = 0.295 in^2Total Reinf. Area (Section 7.3.2.6.c): Ahor + Aver >= 0.002Ag(vert)PASSAhor + Aver = 2.264 in^20.002Ag(vert) = 1.464 in^2SPECIAL BOUNDARY ELEMENT REQUIREMENT:Special boundary element required? (Section 9.3.6.6.1):NoPu <= 0.1*Ag*f'm AND Mu/(Vu*dv) <= 1.0NoOr, Pu <= 0.1*Ag*f'm AND Vu <= 3*Anv*sqrt(f'm) AND Mu/(Vu*dv) <= 3.0YesRefer to TMS 402 Section 9.3.6.6 for additional reqs. on special boundary elements.RISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 6CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:48:44 AMPage 270 of 493 SEISMIC SHEAR CAPACITY:Seismic Shear Capacity - Strength Design (Section 7.3.2.6.1.1):FAILVsu1 = 1.25(Mn/Mu)*Vu = 17393.694 lbVsu2 = 2.5Vu = 7632.149 lbVsu = min(Vsu1, Vsu2) = 7632.149 lbΦ*Vn = 73213.678 lbΦ*Vn >= VsuMORTAR CHECK:Mortar Check (Section 7.4.4.2.2): Mortar Type M or S cement lime or mortar cementPASS*No checks are provided for seismic detailing requirements at roof and floor diaphragms, at wall corners,for dowels or through control joints. Additional requirements may apply for seismic design categoriesD, E and F. Refer to TMS 402 Chapter 7 for additional requirements.RISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 7CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:48:44 AMPage 271 of 493 Detail Report: R-4.2Masonry WallR1N44 N42 N45 N41 8 ftCRITERIACode:TMS 402-16: StrengthSpecial Insp:NoDesign Rule:8in BlockSeismic Design Rule:SpecialWall Area:NCMATransfer In?:NoTransfer Out?:NoK:1Use Cracked?:YesIn Icr Factor:0.5Out Icr Factor:0.5Custom Regions:NoMATERIALSMaterial Type:MasonryMaterial Set:Concrete MatlMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfMortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):12Total Length (ft):8Total Lintel Depth (in):34Block Nom Width:8"Block Grouting:Fully Grouted1.5 Shear Factor:NoRISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 8CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:48:45 AMPage 272 of 493 REGION RESULTSRegion UC Max In Plane LC UC Shear In Plane LCUC Max Out Plane LCUC Shear Out Plane LCR1 0.244 12 0.042 8 0.088 9 NC NCREINFORCEMENT RESULTSRegion Vertical Reinforcement Horizontal Reinforcement Boundary ReinforcementR1 #5@32" oc ctr #4@32in oc 1-#5 ctrDetail Report: R-4.2 (In-Plane, Region R1)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAHor Bar Size:#4Vert Bar Size:#5No. Tens Bars:1Effective Depth (in):96MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78GEOMETRYTotal Height (ft):12Total Length (ft):8Block Grouting:Fully GroutedGrout Spacing:32"Block Nom Width:8"1.5 Shear Factor:YesENVELOPE DIAGRAMSMax: 12745.6 at 0 ftMin: 1696 at 12 ftPlbMax: 3052.859 at 6 ftMin: -3052.859 at 6 ftVlbMax: 36632.787 at 0 ftMin: -36632.787 at 0 ftMlb-ftRISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 9CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:48:45 AMPage 273 of 493 AXIAL DETAILSP/(Pn*Φ):0.019P (lb):12745.6Pn (lb):7.322e+5Φ:0.9Location (ft):0Load Comb:4Rad gyration r (in):2.2h'/r:65.455Red Factor R:0.781BENDING SUMMARYMu/(Mn*Φ):0.244Mu (lb-ft):36630.311Mn (lb-ft):1.67e+5Φ:0.9Location (ft):0Load Comb:12a (in):2.54c (in):3.175d (in):96SHEAR SUMMARYVu/(Vn*Φ):0.042Vu (lb):3052.859Vn (lb):91517.098Φ:0.8Location (ft):12Load Comb:8Corresponding M (lb-ft):36632.787Corresponding P (lb):758.24M / (V*d):1Sh Steel Reqd:NoGammag:1CROSS SECTION DETAILING8Horizontal reinforcement required at a max 32in ocNOTE: All units are in "in."RISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 10CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:48:45 AMPage 274 of 493 Detail Report: R-4.2 (Out-of-Plane, Region R1)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAType of Design:StrengthReinforced:YesVertical Bar Size:#5MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78Mortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):12Eq Sld Thickness:7.625"An (in /ft):291.5Block Grouting:Fully GroutedGrout/Bar Spacing:32"Loc of r/f:CenterENVELOPE DIAGRAMSMax: 1593.2 at 0 ftMin: 212 at 12 ftPlb/ftMax: 123.242 at 0 ftMin: -123.242 at 0 ftVlb/ftMax: 168.618 at 0 ftMin: -168.618 at 0 ftMlb-ft/ftAXIAL DETAILSPu / Pn:0.04Pu at max Mu (lb/ft):1540.85Pn at max Mom (lb/ft):36600.00H' / t:18.00Location (ft):0.00Load Comb:9RISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 11CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:48:45 AMPage 275 of 493 BENDING DETAILSMu / Φ*Mn:0.09Mu, max (lb-ft/ft):168.62Φ Mn (lb-ft/ft):1907.99Φ:0.9Location (ft):0.00Load Comb:9DEFLECTION DETAILSDmax / DLimit:0.00Deflection Ratio:H/-2.147e+9Δ max (in):0.00Deflection Limit (in):1.01Location (in):0.00Load Comb:-2SECTIONAL PROPERTIESALL RESULTS PER EFFECTIVE WIDTHTotal Width (in):32Effective Width (in):32Flange thick tf (in):1.25Effective Thick te (in):7.625Agross (in ):2244Igross (in ):41182fr (ksi):0.163Crack Mom, Mcr (lb-ft):4213c (in):0.5609d (in):3.812n:21.48Icracked (in ):487.12As (in ):20.307Ase (in ):20.375ρ Provided (%):0.003ρ Maximum (%):0.006Gammag:1CROSS SECTION DETAILING#5 @ 32NOTE: All units are in "in."zxDetail Report: R-4.2 (Region R1)SEISMIC DETAILING REQUIREMENTS (SPECIAL SHEAR WALL - STRENGTH)AT OPENINGS:Min. Vert. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 within 16 in each side of openingsN/AMin. Hori. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 at top and bottom of openingsN/AAT WALL EDGE:Min. Vert. Bar at Wall Edge (Section 7.3.2.3.1): 1-#4 within 8 in of wall endsPASSRISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 12CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:48:45 AMPage 276 of 493 AT TOP OF WALL:Min. Hori. Bar at Top of Wall (Section 7.3.2.3.1): 1-#4 within 16 in of top of wallPASSHORIZONTAL REINFORCEMENT:Min. Hori. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Hori. Bar Spacing (Section 7.3.2.3.1): 32 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 32 in*Masonry assumed to be laid in running bond.*Horizontal bars shall be embedded in grout.Min. Hori. Reinf. Area (Section 7.3.2.6c): Ahor >= 0.0007Ag(horz)PASSAhor = 0.884 in^20.0007Ag(horz) = 0.769 in^2*Masonry assumed to be laid in running bond.VERTICAL REINFORCEMENT:Min. Vert. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Vert. Bar Spacing (Section 7.3.2.5): 32 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 32 in*Masonry assumed to be laid in running bondMin. Vert. Reinf. Area (Section 7.3.2.6c): Aver >= larger of (0.0007Ag(vert), 1/3Ahor)PASSAver = 1.381 in^20.0007Ag(vert) = 0.512 in^21/3Ahor = 0.295 in^2Total Reinf. Area (Section 7.3.2.6.c): Ahor + Aver >= 0.002Ag(vert)PASSAhor + Aver = 2.264 in^20.002Ag(vert) = 1.464 in^2SPECIAL BOUNDARY ELEMENT REQUIREMENT:Special boundary element required? (Section 9.3.6.6.1):NoPu <= 0.1*Ag*f'm AND Mu/(Vu*dv) <= 1.0NoOr, Pu <= 0.1*Ag*f'm AND Vu <= 3*Anv*sqrt(f'm) AND Mu/(Vu*dv) <= 3.0YesRefer to TMS 402 Section 9.3.6.6 for additional reqs. on special boundary elements.RISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 13CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:48:45 AMPage 277 of 493 SEISMIC SHEAR CAPACITY:Seismic Shear Capacity - Strength Design (Section 7.3.2.6.1.1):FAILVsu1 = 1.25(Mn/Mu)*Vu = 17393.694 lbVsu2 = 2.5Vu = 7632.149 lbVsu = min(Vsu1, Vsu2) = 7632.149 lbΦ*Vn = 73213.678 lbΦ*Vn >= VsuMORTAR CHECK:Mortar Check (Section 7.4.4.2.2): Mortar Type M or S cement lime or mortar cementPASS*No checks are provided for seismic detailing requirements at roof and floor diaphragms, at wall corners,for dowels or through control joints. Additional requirements may apply for seismic design categoriesD, E and F. Refer to TMS 402 Chapter 7 for additional requirements.RISA-3D Version 22 [ CMU Wall_Secondary.r3d ]Page 14CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:48:46 AMPage 278 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomNode Labels1Aug 05, 2024 at 10:57 AMCMU Wall_Secondary.r3d Page 279 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary Restroom 2Aug 05, 2024 at 10:57 AMCMU Wall_Secondary.r3d Page 280 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary Restroom 3Aug 05, 2024 at 10:57 AMCMU Wall_Secondary.r3d Page 281 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary Restroom 4Aug 05, 2024 at 11:09 AMCMU Wall_Secondary.r3d Page 282 of 493 RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary Restroom 5Aug 05, 2024 at 11:10 AMCMU Wall_Secondary.r3d Page 283 of 493 Detail Report: R-5.1Masonry WallR1N112 N111 N114 N110 22 ftCRITERIACode:TMS 402-16: StrengthSpecial Insp:NoDesign Rule:8in BlockSeismic Design Rule:SpecialWall Area:NCMATransfer In?:NoTransfer Out?:NoK:1Use Cracked?:YesIn Icr Factor:0.5Out Icr Factor:0.5Custom Regions:NoMATERIALSMaterial Type:MasonryMaterial Set:Concrete MatlMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfMortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):12Total Length (ft):22Total Lintel Depth (in):34Block Nom Width:8"Block Grouting:Fully Grouted1.5 Shear Factor:NoREGION RESULTSRegion UC Max In Plane LC UC Shear In Plane LCUC Max Out Plane LCUC Shear Out Plane LCR1 0.136 12 0.025 8 0.397 9 NC NCREINFORCEMENT RESULTSRegion Vertical Reinforcement Horizontal Reinforcement Boundary ReinforcementR1 #5@24" oc ctr #4@48in oc 1-#5 ctrRISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 1CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:49:20 AMPage 284 of 493 Detail Report: R-5.1 (In-Plane, Region R1)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAHor Bar Size:#4Vert Bar Size:#5No. Tens Bars:1Effective Depth (in):264MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78GEOMETRYTotal Height (ft):12Total Length (ft):22Block Grouting:Fully GroutedGrout Spacing:32"Block Nom Width:8"1.5 Shear Factor:YesENVELOPE DIAGRAMSMax: 35050.4 at 0 ftMin: 4664 at 12 ftPlbMax: 6106.431 at 6 ftMin: -6106.431 at 6 ftVlbMax: 73274.124 at 0 ftMin: -73274.124 at 0 ftMlb-ftAXIAL DETAILSP/(Pn*Φ):0.019P (lb):35050.4Pn (lb):2.013e+6Φ:0.9Location (ft):0Load Comb:4Rad gyration r (in):2.2h'/r:65.455Red Factor R:0.781BENDING SUMMARYMu/(Mn*Φ):0.136Mu (lb-ft):73272.338Mn (lb-ft):5.996e+5Φ:0.9Location (ft):0Load Comb:12a (in):3.099c (in):3.873d (in):264RISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 2CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:49:20 AMPage 285 of 493 SHEAR SUMMARYVu/(Vn*Φ):0.025Vu (lb):6106.431Vn (lb):3.071e+5Φ:0.8Location (ft):12Load Comb:8Corresponding M (lb-ft):73274.124Corresponding P (lb):2085.16M / (V*d):0.545Sh Steel Reqd:NoGammag:1CROSS SECTION DETAILING8Horizontal reinforcement required at a max 48in ocNOTE: All units are in "in."Detail Report: R-5.1 (Out-of-Plane, Region R1)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAType of Design:StrengthReinforced:YesVertical Bar Size:#5MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78Mortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):12Eq Sld Thickness:7.625"An (in /ft):291.5Block Grouting:Fully GroutedGrout/Bar Spacing:24"Loc of r/f:CenterRISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 3CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:49:20 AMPage 286 of 493 ENVELOPE DIAGRAMSMax: 1593.2 at 0 ftMin: 212 at 12 ftPlb/ftMax: 297.551 at 0 ftMin: -297.551 at 0 ftVlb/ftMax: 989.813 at 0 ftMin: -989.813 at 0 ftMlb-ft/ftAXIAL DETAILSPu / Pn:0.04Pu at max Mu (lb/ft):1540.85Pn at max Mom (lb/ft):36600.00H' / t:18.00Location (ft):0.00Load Comb:9BENDING DETAILSMu / Φ*Mn:0.40Mu, max (lb-ft/ft):989.81Φ Mn (lb-ft/ft):2492.59Φ:0.9Location (ft):0.00Load Comb:9DEFLECTION DETAILSDmax / DLimit:0.00Deflection Ratio:H/-2.147e+9Δ max (in):0.00Deflection Limit (in):1.01Location (in):0.00Load Comb:-2RISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 4CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:49:20 AMPage 287 of 493 SECTIONAL PROPERTIESALL RESULTS PER EFFECTIVE WIDTHTotal Width (in):24Effective Width (in):24Flange thick tf (in):1.25Effective Thick te (in):7.625Agross (in ):2183Igross (in ):4886.6fr (ksi):0.163Crack Mom, Mcr (lb-ft):3159c (in):0.7107d (in):3.812n:21.48Icracked (in ):476.9As (in ):20.307Ase (in ):20.358ρ Provided (%):0.003ρ Maximum (%):0.006Gammag:1CROSS SECTION DETAILING#5 @ 24NOTE: All units are in "in."zxDetail Report: R-5.1 (Region R1)SEISMIC DETAILING REQUIREMENTS (SPECIAL SHEAR WALL - STRENGTH)AT OPENINGS:Min. Vert. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 within 16 in each side of openingsN/AMin. Hori. Bar at Wall Openings (Section 7.3.2.3.1): 1-#4 at top and bottom of openingsN/AAT WALL EDGE:Min. Vert. Bar at Wall Edge (Section 7.3.2.3.1): 1-#4 within 8 in of wall endsPASSAT TOP OF WALL:Min. Hori. Bar at Top of Wall (Section 7.3.2.3.1): 1-#4 within 16 in of top of wallPASSRISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 5CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:49:20 AMPage 288 of 493 HORIZONTAL REINFORCEMENT:Min. Hori. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Hori. Bar Spacing (Section 7.3.2.3.1): 48 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 48 in*Masonry assumed to be laid in running bond.*Horizontal bars shall be embedded in grout.Min. Hori. Reinf. Area (Section 7.3.2.6c): Ahor >= 0.0007Ag(horz)FAILAhor = 0.589 in^20.0007Ag(horz) = 0.769 in^2*Masonry assumed to be laid in running bond.VERTICAL REINFORCEMENT:Min. Vert. Bar Size (Section 7.3.2.3.1): #4 (0.196 sq. in)PASSMax Vert. Bar Spacing (Section 7.3.2.5): 48 inPASSMax Spacing = min(1/3L, 1/3H, 48in) = 48 in*Masonry assumed to be laid in running bondMin. Vert. Reinf. Area (Section 7.3.2.6c): Aver >= larger of (0.0007Ag(vert), 1/3Ahor)PASSAver = 3.784 in^20.0007Ag(vert) = 1.409 in^21/3Ahor = 0.196 in^2Total Reinf. Area (Section 7.3.2.6.c): Ahor + Aver >= 0.002Ag(vert)PASSAhor + Aver = 4.373 in^20.002Ag(vert) = 4.026 in^2SPECIAL BOUNDARY ELEMENT REQUIREMENT:Special boundary element required? (Section 9.3.6.6.1):NoPu <= 0.1*Ag*f'm AND Mu/(Vu*dv) <= 1.0YesOr, Pu <= 0.1*Ag*f'm AND Vu <= 3*Anv*sqrt(f'm) AND Mu/(Vu*dv) <= 3.0YesRefer to TMS 402 Section 9.3.6.6 for additional reqs. on special boundary elements.RISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 6CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:49:20 AMPage 289 of 493 Horiz. Bars spaced at 24" oc Ahor = 0.196in2 * (12ft/2ft) = 1.176in2 - OK SEISMIC SHEAR CAPACITY:Seismic Shear Capacity - Strength Design (Section 7.3.2.6.1.1):FAILVsu1 = 1.25(Mn/Mu)*Vu = 62459.211 lbVsu2 = 2.5Vu = 15266.079 lbVsu = min(Vsu1, Vsu2) = 15266.079 lbΦ*Vn = 2.457e+5 lbΦ*Vn >= VsuMORTAR CHECK:Mortar Check (Section 7.4.4.2.2): Mortar Type M or S cement lime or mortar cementPASS*No checks are provided for seismic detailing requirements at roof and floor diaphragms, at wall corners,for dowels or through control joints. Additional requirements may apply for seismic design categoriesD, E and F. Refer to TMS 402 Chapter 7 for additional requirements.RISA-3D Version 22 [ CMU Wall_Secondary.r3d ] Page 7CompanyDesignerJob NumberModel Name::::RRM Design GroupLAT1417-11-RC22CMU Walls-Secondary RestroomChecked By : __________8/5/202410:49:20 AMPage 290 of 493 Max Bearing Pressure =1,500 PSFPer Geotech ReportMax Bearing Pressure =2,000 PSFPer Geotech Report for load combinations with Wind or Seismic1-Story Condition 1Location:1-Story SectionsLevel Wall Height(ft) Wall Weight(psf) Floor Trib(ft) DL(psf) LL(psf) RLL(psf)DL(plf)LL(plf)RLL(plf)DL+LL(plf)DL+0.75*LL + 0.75*RLL (plf)1.4DL(plf)1.2DL+1.6LL + 0.5RLL(plf)1.2DL+1.6RLL + LL(plf)Roof 10.0 89 14.6 18 0 201153 0 292 1153 1372 1614 1529 1851Conc Wall0.0 100 0.0 0 0 00 0 0 0 0 0 0 0Total =115302921,153 plf1,372 plf1614 plf1529 plf1851 plfFooting Width Req'd =(DL +LL)/qa, max =11.0 in^MAX^Min Width per Geotech Report =30.0 inStandard min width =24.0 inUse =30.0 inMaximum Point Load on 1 Story FoundationGravityEdge/Corner ConditionPmax, grav=(30.0 in) *(30.0 in +0.0 ft) * 1,500 psf = 9,375 lbs - 1,372 plf * (30.0 in +0.0 ft) = 5,946 lbs12 12 12widthhftghwallqa, gravContinuous ConditionPmax, grav=(30.0 in) *2 (30.0 in +0.0 ft) * 1,500 psf = 18,750 lbs - 1,372 plf * 2 (30.0 in +0.0 ft) = 11,891 lbs 12 12 12widthhftghwallqa, gravSeismic / WindEdge/Corner ConditionPmax, seis=(30.0 in) *(30.0 in +0.0 ft) * 2,000 psf = 12,500 lbs - 1,372 plf * (30.0 in +0.0 ft) = 9,071 lbs12 12 12widthhftghwallqa, gravContinuous ConditionPmax, seis=(30.0 in) *2 (30.0 in +0.0 ft) * 2,000 psf = 25,000 lbs - 1,372 plf * 2 (30.0 in +0.0 ft) = 18,141 lbs 12 12 12widthhftghwallqa, gravFOUNDATION DESIGNDESIGN OF FOOTING THICKENED EDGERESTROOM - MAINAllowable Level Strength Level8/5/2024_11:20 AMB1_Continuous FoundationsPage 291 of 493 Max Bearing Pressure =1,500 PSFPer Geotech ReportMax Bearing Pressure =2,000 PSFPer Geotech Report for load combinations with Wind or Seismic1-Story Condition 1Location:1-Story SectionsLevel Wall Height(ft) Wall Weight(psf) Floor Trib(ft) DL(psf) LL(psf) RLL(psf)DL(plf)LL(plf)RLL(plf)DL+LL(plf)DL+0.75*LL + 0.75*RLL (plf)1.4DL(plf)1.2DL+1.6LL + 0.5RLL(plf)1.2DL+1.6RLL + LL(plf)Roof 10.0 89 14.6 18 0 201153 0 292 1153 1372 1614 1529 1851Conc Wall0.0 100 0.0 0 0 00 0 0 0 0 0 0 0Total =115302921,153 plf1,372 plf1614 plf1529 plf1851 plfFooting Width Req'd =(DL +LL)/qa, max =11.0 in^MAX^Min Width per Geotech Report =30.0 inStandard min width =24.0 inUse =30.0 inMaximum Point Load on 1 Story FoundationGravityEdge/Corner ConditionPmax, grav=(30.0 in) *(30.0 in +0.0 ft) * 1,500 psf = 9,375 lbs - 1,372 plf * (30.0 in +0.0 ft) = 5,946 lbs12 12 12widthhftghwallqa, gravContinuous ConditionPmax, grav=(30.0 in) *2 (30.0 in +0.0 ft) * 1,500 psf = 18,750 lbs - 1,372 plf * 2 (30.0 in +0.0 ft) = 11,891 lbs 12 12 12widthhftghwallqa, gravSeismic / WindEdge/Corner ConditionPmax, seis=(30.0 in) *(30.0 in +0.0 ft) * 2,000 psf = 12,500 lbs - 1,372 plf * (30.0 in +0.0 ft) = 9,071 lbs12 12 12widthhftghwallqa, gravContinuous ConditionPmax, seis=(30.0 in) *2 (30.0 in +0.0 ft) * 2,000 psf = 25,000 lbs - 1,372 plf * 2 (30.0 in +0.0 ft) = 18,141 lbs 12 12 12widthhftghwallqa, gravAllowable Level Strength LevelFOUNDATION DESIGNDESIGN OF FOOTING THICKENED EDGERESTROOM - SECONDARY8/5/2024_11:20 AMB2_Continuous FoundationsPage 292 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type A - 8" CMU Wall - 4 ft. Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 4.00 0.50 0.00 12.00 1,500.0 89.0 0.0 250.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water table above =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.300 Soil height to ignore for passive pressure =12.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= Page 293 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type A - 8" CMU Wall - 4 ft. Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Design Summary Wall Stability Ratios Overturning =2.44 Global Stability =0.53 OK Sliding =2.01 OK Total Bearing Load =2,208 lbs ...resultant ecc.=7.16 in Eccentricity within middle third Soil Pressure @ Toe =1,046 psf OK Soil Pressure @ Heel =58 psf OK Allowable =1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =1,464 psf ACI Factored @ Heel =81 psf Footing Shear @ Toe =10.4 psi OK Footing Shear @ Heel =3.9 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =1,226.5 lbs less 100% Passive Force less 50% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 331.2 2,132.8 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Masonry Thickness =8.00 Rebar Size =#5 Rebar Spacing =8.00 Rebar Placed at =Edge Design Data fb/FB + fa/Fa =0.267 Total Force @ Section =712.0lbs Moment....Actual =949.3ft-# Moment.....Allowable =3,549.2 =7.8psi Shear.....Allowable =51.5psi Wall Weight =78.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =2,000psiFs=psi 20,000 Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=7.63in Concrete Data f'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =1,248.0lbsStrength Level Service Level Strength Level =1,984.0ft-# Service Level Strength Level =16.8psi Design Method =ASD SD SD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=91.50in2 Page 294 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type A - 8" CMU Wall - 4 ft. Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: 2.00 2.00 15.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 24.00 2.00 ft Footing Thickness =in 4.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37.03 in, #10@ 47.03 in #4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37.03 in, #10@ 47.03 in =# 4 @ 8.00 in = = = = = 1,464 2,467 833 1,634 10.40 82.16 Heel: 81 209 837 628 3.92 82.16 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 5 @ 8.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 8.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.30 0.32 #4@ 7.41 in #5@ 11.48 in #6@ 16.30 in in2 in2 /ft If two layers of horizontal bars: #4@ 14.81 in #5@ 22.96 in #6@ 32.59 in supplemental design for footing torsion. phiMn 25,59523,502=ft-# OKOK Page 295 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type A - 8" CMU Wall - 4 ft. Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = = = 220.0 1.00 220.0= = = Stem Weight(s) = 351.0 2.33 819.0 Earth @ Stem Transitions =Footing Weight = 750.0 2.00 1,500.0 Key Weight = 300.0 2.50 750.0 Added Lateral Load lbs =2,146.4 Vert. Component Total = 2,207.7 5,244.6 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,226.5 O.T.M. = Resisting/Overturning Ratio =2.44 Vertical Loads used for Soil Pressure =2,207.7 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 586.7 3.33 3.33 1,955.6 1,955.6 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,226.5 1.75 2,146.4 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.033 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Page 296 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type A - 8" CMU Wall - 4 ft. Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Calculated Rebar Stress, fs = 5349.51 psi Lap Splice length for #5 bar specified in this stem design segment (25.4.2.3a) =25.00 in Development length for #5 bar specified in this stem design segment =12.00 in Hooked embedment length into footing for #5 bar specified in this stem design segment =6.39 in As Provided =0.4650 in2/ft As Required =0.1215 in2/ft Page 297 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type A - 8" CMU Wall - 4 ft. Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Page 298 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type A - 8" CMU Wall - 4 ft. Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Page 299 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type A - 8" CMU Wall - 6 ft. Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 6.00 0.50 0.00 12.00 1,500.0 89.0 0.0 250.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water table above =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.300 Soil height to ignore for passive pressure =12.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= Page 300 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type A - 8" CMU Wall - 6 ft. Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Design Summary Wall Stability Ratios Overturning =2.15 Global Stability =0.39 OK Sliding =1.66 OK Total Bearing Load =3,679 lbs ...resultant ecc.=10.24 in Eccentricity within middle third Soil Pressure @ Toe =1,384 psf OK Soil Pressure @ Heel =17 psf OK Allowable =1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =1,938 psf ACI Factored @ Heel =24 psf Footing Shear @ Toe =22.7 psi OK Footing Shear @ Heel =6.0 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =2,339.0 lbs less 100% Passive Force less 50% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 551.8 3,320.3 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Masonry Thickness =8.00 Rebar Size =#5 Rebar Spacing =8.00 Rebar Placed at =Edge Design Data fb/FB + fa/Fa =0.902 Total Force @ Section =1,602.0lbs Moment....Actual =3,204.0ft-# Moment.....Allowable =3,549.2 =17.5psi Shear.....Allowable =51.7psi Wall Weight =78.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =2,000psiFs=psi 20,000 Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=7.63in Concrete Data f'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.000 Live Load 1.000 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =1,248.0lbsStrength Level Service Level Strength Level =1,984.0ft-# Service Level Strength Level =16.8psi Design Method =ASD SD SD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=91.50in2 Page 301 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type A - 8" CMU Wall - 6 ft. Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: 2.75 2.50 15.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 18.00 36.00 2.75 ft Footing Thickness =in 5.25= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 1 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37.03 in, #10@ 47.03 in #4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37.03 in, #10@ 47.03 in =# 5 @ 8.00 in = = = = = 1,938 6,065 1,261 4,804 22.70 82.16 Heel: 24 415 1,683 1,269 5.98 82.16 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 5 @ 8.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 8.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.70 0.32 #4@ 7.41 in #5@ 11.48 in #6@ 16.30 in in2 in2 /ft If two layers of horizontal bars: #4@ 14.81 in #5@ 22.96 in #6@ 32.59 in supplemental design for footing torsion. phiMn 25,59523,502=ft-# OKOK Page 302 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type A - 8" CMU Wall - 6 ft. Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = = = 302.5 1.38 415.9= = = Stem Weight(s) = 507.0 3.08 1,563.3 Earth @ Stem Transitions =Footing Weight = 984.4 2.63 2,584.0 Key Weight = 675.0 3.50 2,362.5 Added Lateral Load lbs =5,652.7 Vert. Component Total = 3,678.9 12,169.0 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =2,339.0 O.T.M. = Resisting/Overturning Ratio =2.15 Vertical Loads used for Soil Pressure =3,678.9 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 1,210.0 4.33 4.33 5,243.3 5,243.3 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 2,339.0 2.42 5,652.7 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.048 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Page 303 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type A - 8" CMU Wall - 6 ft. Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Calculated Rebar Stress, fs = 18054.59 psi Lap Splice length for #5 bar specified in this stem design segment (25.4.2.3a) =33.85 in Development length for #5 bar specified in this stem design segment =33.85 in Hooked embedment length into footing for #5 bar specified in this stem design segment =6.39 in As Provided =0.4650 in2/ft As Required =0.4177 in2/ft Page 304 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type A - 8" CMU Wall - 6 ft. Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Page 305 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type A - 8" CMU Wall - 6 ft. Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Page 306 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type B - 8" CMU Wall - 7 ft. Granular Import Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 7.00 0.33 0.00 12.00 2,000.0 64.0 0.0 333.3 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water table above =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.300 Soil height to ignore for passive pressure =12.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe psf Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= Earth Pressure Seismic Load Load at bottom of Triangular Distribution . . . . . . .=171.000 (Strength) Total Strength-Level Seismic Load. . . . .= 508.725Total Service-Level Seismic Load. . . . .= 726.750 lbs lbspsf Method : Triangular Page 307 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type B - 8" CMU Wall - 7 ft. Granular Import Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Design Summary Wall Stability Ratios Overturning =4.20 Global Stability =0.96 OK Sliding =1.54 OK Total Bearing Load =6,394 lbs ...resultant ecc.=0.52 in Eccentricity within middle third Soil Pressure @ Toe =817 psf OK Soil Pressure @ Heel =766 psf OK Allowable =2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =1,144 psf ACI Factored @ Heel =1,072 psf Footing Shear @ Toe =18.5 psi OK Footing Shear @ Heel =1.4 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =6,056.3 lbs less 100% Passive Force less 50% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 959.1 8,392.7 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction 2nd Bottom Stem OK Stem OK Shear.....Actual Design Height Above Ftg =3.33ft 0.00 Wall Material Above "Ht"=Masonry Masonry Thickness =8.00 12.00 Rebar Size =##5 6 Rebar Spacing =8.00 8.00 Rebar Placed at =Edge Edge Design Data fb/FB + fa/Fa =0.195 0.551 Total Force @ Section =566.5 2,060.9lbs Moment....Actual =693.0 4,808.7ft-# Moment.....Allowable =3,549.2 8,724.9ft-# =6.2 14.8psi Shear.....Allowable =51.3 52.1psi Wall Weight =78.0 124.0psf Rebar Depth 'd'=5.25in 9.00 Masonry Data f'm =2,000 2,000psiFs=psi 20,000 20,000 Solid Grouting =Yes Yes Modular Ratio 'n'=16.11 16.11 Equiv. Solid Thick.=7.63 11.63in Concrete Data f'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =1,248.0lbsStrength Level Service Level Strength Level =1,984.0ft-# Service Level Strength Level =16.8psi Design Method =ASD ASD SD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=91.50 139.50in2 Page 308 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type B - 8" CMU Wall - 7 ft. Granular Import Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: 4.75 3.33 18.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 24.00 56.00 4.75 ft Footing Thickness =in 8.08= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = #4@ 3.99 in, #5@ 6.18 in, #6@ 8.77 in, #7@ 11 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30.86 in, #10@ 39.19 in #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30.86 in, #10@ 39.19 in =# 6 @ 8.00 in = = = = = 1,144 12,743 5,012 7,731 18.47 82.16 Heel: 1,072 2,929 3,937 1,007 1.40 82.16 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 5 @ 8.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 8.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 3.14 0.39 #4@ 6.17 in #5@ 9.57 in #6@ 13.58 in in2 in2 /ft If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in #6@ 27.16 in supplemental design for footing torsion. phiMn 31,87229,780=ft-# OKOK Page 309 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type B - 8" CMU Wall - 7 ft. Granular Import Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil =508.7 = = 522.5 2.38 1,240.9= = =Seismic Earth Load = 2.83 1,441.4 Stem Weight(s) = 725.2 5.18 3,755.0 Earth @ Stem Transitions = 134.6 5.58 751.3 Footing Weight = 1,818.0 4.04 7,344.7 Key Weight = 1,400.0 5.75 8,050.0 Added Lateral Load lbs =7,992.1 Vert. Component Total = 6,394.3 33,548.2 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =2,820.7 O.T.M. = Resisting/Overturning Ratio =4.20 Vertical Loads used for Soil Pressure =6,394.3 lbs If seismic is included, the OTM and sliding ratiosmay be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 1,794.1 6.92 6.92 12,406.2 12,406.2 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 2,312.0 2.83 6,550.7 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.021 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Page 310 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type B - 8" CMU Wall - 7 ft. Granular Import Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 3.33 ft above top of footing Calculated Rebar Stress, fs = 3905.07 psi Lap Splice length for #5 bar specified in this stem design segment (25.4.2.3a) =25.00 in Development length for #5 bar specified in this stem design segment =12.00 in ________________________________________________________________________________________________________________________ Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Calculated Rebar Stress, fs = 11022.96 psi Lap Splice length for #6 bar specified in this stem design segment (25.4.2.3a) =30.00 in Development length for #6 bar specified in this stem design segment =16.53 in Hooked embedment length into footing for #6 bar specified in this stem design segment =7.67 in As Provided =0.6600 in2/ft As Required =0.3609 in2/ft Page 311 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type B - 8" CMU Wall - 7 ft. Granular Import Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Page 312 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type B - 8" CMU Wall - 7 ft. Granular Import Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Page 313 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type C - 8" CMU Wall - 4 ft. with surcharge RRM Design Group 3765 S. Higuera St Suite 102 San Luis Obispo, CA 93401 805-543-1794 Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 3.00 0.33 0.00 15.00 1,500.0 60.0 0.0 250.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water table above =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.300 Soil height to ignore for passive pressure =15.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 220.0 Lateral Load =0.0 #/ft 0.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= Page 314 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type C - 8" CMU Wall - 4 ft. with surcharge RRM Design Group 3765 S. Higuera St Suite 102 San Luis Obispo, CA 93401 805-543-1794 Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Design Summary Wall Stability Ratios Overturning =1.93 Global Stability =1.85 OK Sliding =1.51 OK Total Bearing Load =1,704 lbs ...resultant ecc.=9.93 in Eccentricity outside middle third Soil Pressure @ Toe =1,128 psf OK Soil Pressure @ Heel =0 psf OK Allowable =1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =1,783 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =12.6 psi OK Footing Shear @ Heel =4.7 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =1,051.9 lbs less 100% Passive Force less 50% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 255.6 1,335.9 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Masonry Thickness =8.00 Rebar Size =#5 Rebar Spacing =8.00 Rebar Placed at =Edge Design Data fb/FB + fa/Fa =0.228 Total Force @ Section =630.0lbs Moment....Actual =810.0ft-# Moment.....Allowable =3,549.2 =6.9psi Shear.....Allowable =51.0psi Wall Weight =78.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =2,000psiFs=psi 20,000 Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=7.63in Concrete Data f'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.000 Live Load 1.000 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD SD SD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=91.50in2 Page 315 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type C - 8" CMU Wall - 4 ft. with surcharge RRM Design Group 3765 S. Higuera St Suite 102 San Luis Obispo, CA 93401 805-543-1794 Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: 2.00 1.67 15.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 12.00 2.00 ft Footing Thickness =in 3.67= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37.03 in, #10@ 47.03 in #4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37.03 in, #10@ 47.03 in =# 5 @ 8.00 in = = = = = 1,783 2,780 758 2,022 12.58 82.16 Heel: 0 4 495 490 4.68 82.16 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 5 @ 8.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 8.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.19 0.32 #4@ 7.41 in #5@ 11.48 in #6@ 16.30 in in2 in2 /ft If two layers of horizontal bars: #4@ 14.81 in #5@ 22.96 in #6@ 32.59 in supplemental design for footing torsion. phiMn 25,59523,502=ft-# OKOK Page 316 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type C - 8" CMU Wall - 4 ft. with surcharge RRM Design Group 3765 S. Higuera St Suite 102 San Luis Obispo, CA 93401 805-543-1794 Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 1,083.82.13510.0=Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = = = 275.0 1.00 275.0= = = Stem Weight(s) = 259.7 2.33 606.1 Earth @ Stem Transitions =Footing Weight = 688.1 1.84 1,262.7 Key Weight = 150.0 2.50 375.0 Added Lateral Load lbs =1,851.4 Vert. Component Total = 1,704.0 3,567.8 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,051.9 O.T.M. = Resisting/Overturning Ratio =1.93 Vertical Loads used for Soil Pressure =1,704.0 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 331.1 3.17 3.17 1,049.0 1,049.0 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 541.9 1.42 767.7 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.028 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Page 317 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type C - 8" CMU Wall - 4 ft. with surcharge RRM Design Group 3765 S. Higuera St Suite 102 San Luis Obispo, CA 93401 805-543-1794 Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Calculated Rebar Stress, fs = 4564.36 psi Lap Splice length for #5 bar specified in this stem design segment (25.4.2.3a) =25.00 in Development length for #5 bar specified in this stem design segment =12.00 in Hooked embedment length into footing for #5 bar specified in this stem design segment =6.39 in As Provided =0.4650 in2/ft As Required =0.1035 in2/ft Page 318 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type C - 8" CMU Wall - 4 ft. with surcharge RRM Design Group 3765 S. Higuera St Suite 102 San Luis Obispo, CA 93401 805-543-1794 Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Page 319 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type C - 8" CMU Wall - 4 ft. with surcharge RRM Design Group 3765 S. Higuera St Suite 102 San Luis Obispo, CA 93401 805-543-1794 Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Page 320 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type C - 8" CMU Wall - 4 ft. with surcharge - deeper Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 4.00 1.00 0.00 15.00 1,500.0 60.0 0.0 250.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water table above =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.300 Soil height to ignore for passive pressure =15.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 220.0 Lateral Load =0.0 #/ft 0.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= Page 321 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type C - 8" CMU Wall - 4 ft. with surcharge - deeper Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Design Summary Wall Stability Ratios Overturning =2.33 Global Stability =1.60 OK Sliding =1.87 OK Total Bearing Load =2,621 lbs ...resultant ecc.=9.58 in Eccentricity outside middle third Soil Pressure @ Toe =1,108 psf OK Soil Pressure @ Heel =0 psf OK Allowable =1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =1,758 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =17.5 psi OK Footing Shear @ Heel =5.9 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =1,456.9 lbs less 100% Passive Force less 50% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 393.2 2,335.9 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Masonry Thickness =8.00 Rebar Size =#5 Rebar Spacing =8.00 Rebar Placed at =Edge Design Data fb/FB + fa/Fa =0.450 Total Force @ Section =960.0lbs Moment....Actual =1,600.0ft-# Moment.....Allowable =3,549.2 =10.5psi Shear.....Allowable =51.4psi Wall Weight =78.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =2,000psiFs=psi 20,000 Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=7.63in Concrete Data f'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.000 Live Load 1.000 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =1,248.0lbsStrength Level Service Level Strength Level =1,984.0ft-# Service Level Strength Level =16.8psi Design Method =ASD SD SD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=91.50in2 Page 322 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type C - 8" CMU Wall - 4 ft. with surcharge - deeper Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: 2.50 2.25 15.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 24.00 2.25 ft Footing Thickness =in 4.75= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37.03 in, #10@ 47.03 in #4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37.03 in, #10@ 47.03 in =# 5 @ 8.00 in = = = = = 1,758 4,526 1,151 3,375 17.54 82.16 Heel: 0 236 1,286 1,050 5.92 82.16 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 5 @ 10.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 8.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.54 0.32 #4@ 7.41 in #5@ 11.48 in #6@ 16.30 in in2 in2 /ft If two layers of horizontal bars: #4@ 14.81 in #5@ 22.96 in #6@ 32.59 in supplemental design for footing torsion. phiMn 20,62823,502=ft-# OKOK Page 323 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type C - 8" CMU Wall - 4 ft. with surcharge - deeper Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 1,653.82.63630.0=Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = = = 343.8 1.25 429.7= = = Stem Weight(s) = 390.0 2.83 1,105.0 Earth @ Stem Transitions =Footing Weight = 890.6 2.38 2,115.2 Key Weight = 300.0 2.75 825.0 Added Lateral Load lbs =3,100.8 Vert. Component Total = 2,621.0 7,232.6 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,456.9 O.T.M. = Resisting/Overturning Ratio =2.33 Vertical Loads used for Soil Pressure =2,621.0 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 696.7 3.96 3.96 2,757.6 2,757.6 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 826.9 1.75 1,447.0 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.032 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Page 324 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type C - 8" CMU Wall - 4 ft. with surcharge - deeper Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Calculated Rebar Stress, fs = 9016.03 psi Lap Splice length for #5 bar specified in this stem design segment (25.4.2.3a) =25.00 in Development length for #5 bar specified in this stem design segment =12.00 in Hooked embedment length into footing for #5 bar specified in this stem design segment =6.39 in As Provided =0.4650 in2/ft As Required =0.2058 in2/ft Page 325 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type C - 8" CMU Wall - 4 ft. with surcharge - deeper Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Page 326 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type C - 8" CMU Wall - 4 ft. with surcharge - deeper Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Page 327 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type D - 8" CMU Wall - 4 ft. with surcharge and out-of-plane Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 4.00 4.00 0.00 12.00 1,500.0 60.0 0.0 250.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water table above =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.300 Soil height to ignore for passive pressure =12.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 220.0 Lateral Load =0.0 #/ft 0.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf28.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= Page 328 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type D - 8" CMU Wall - 4 ft. with surcharge and out-of-plane Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Design Summary Wall Stability Ratios Overturning =2.01 Global Stability =1.61 OK Sliding =1.67 OK Total Bearing Load =2,712 lbs ...resultant ecc.=11.03 in Eccentricity outside middle third Soil Pressure @ Toe =1,358 psf OK Soil Pressure @ Heel =0 psf OK Allowable =1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =2,146 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =20.3 psi OK Footing Shear @ Heel =6.9 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =1,524.1 lbs less 100% Passive Force less 50% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 406.8 2,132.8 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Masonry Thickness =8.00 Rebar Size =#5 Rebar Spacing =8.00 Rebar Placed at =Edge Design Data fb/FB + fa/Fa =0.564 Total Force @ Section =1,027.2lbs Moment....Actual =2,003.2ft-# Moment.....Allowable =3,549.2 =11.2psi Shear.....Allowable =52.0psi Wall Weight =78.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =2,000psiFs=psi 20,000 Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=7.63in Concrete Data f'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.000 Live Load 1.000 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =1,248.0lbsStrength Level Service Level Strength Level =1,984.0ft-# Service Level Strength Level =16.8psi Design Method =ASD SD SD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=91.50in2 Page 329 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type D - 8" CMU Wall - 4 ft. with surcharge and out-of-plane Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: 2.25 2.25 15.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 24.00 2.25 ft Footing Thickness =in 4.50= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37.03 in, #10@ 47.03 in #4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37.03 in, #10@ 47.03 in =# 5 @ 8.00 in = = = = = 2,146 4,412 865 3,547 20.28 82.16 Heel: 0 112 1,286 1,174 6.87 82.16 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 5 @ 8.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 8.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.46 0.32 #4@ 7.41 in #5@ 11.48 in #6@ 16.30 in in2 in2 /ft If two layers of horizontal bars: #4@ 14.81 in #5@ 22.96 in #6@ 32.59 in supplemental design for footing torsion. phiMn 25,59523,502=ft-# OKOK Page 330 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type D - 8" CMU Wall - 4 ft. with surcharge and out-of-plane Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 1,653.82.63630.0=Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = 67.2 7.25 487.2 = = 247.5 1.13 278.4= = = Stem Weight(s) = 624.0 2.58 1,612.0 Earth @ Stem Transitions =Footing Weight = 843.8 2.25 1,898.4 Key Weight = 300.0 2.75 825.0 Added Lateral Load lbs =3,588.0 Vert. Component Total = 2,711.9 7,197.3 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,524.1 O.T.M. = Resisting/Overturning Ratio =2.01 Vertical Loads used for Soil Pressure =2,711.9 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 696.7 3.71 3.71 2,583.5 2,583.5 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 826.9 1.75 1,447.0 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.067 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Page 331 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type D - 8" CMU Wall - 4 ft. with surcharge and out-of-plane Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Calculated Rebar Stress, fs = 11288.07 psi Lap Splice length for #5 bar specified in this stem design segment (25.4.2.3a) =25.00 in Development length for #5 bar specified in this stem design segment =14.11 in Hooked embedment length into footing for #5 bar specified in this stem design segment =6.39 in As Provided =0.4650 in2/ft As Required =0.2585 in2/ft Page 332 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type D - 8" CMU Wall - 4 ft. with surcharge and out-of-plane Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Page 333 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type D - 8" CMU Wall - 4 ft. with surcharge and out-of-plane Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Page 334 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type J - 8" Concrete Wall - 4 ft. with surcharge - special Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 4.00 0.50 0.00 4.00 1,500.0 60.0 0.0 250.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water table above =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.300 Soil height to ignore for passive pressure =4.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 220.0 Lateral Load =0.0 #/ft 0.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= Page 335 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type J - 8" Concrete Wall - 4 ft. with surcharge - special Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Design Summary Wall Stability Ratios Overturning =2.86 Global Stability =1.35 OK Sliding =1.71 OK Total Bearing Load =2,848 lbs ...resultant ecc.=5.76 in Eccentricity within middle third Soil Pressure @ Toe =898 psf OK Soil Pressure @ Heel =242 psf OK Allowable =1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =1,435 psf ACI Factored @ Heel =386 psf Footing Shear @ Toe =11.7 psi OK Footing Shear @ Heel =3.3 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =1,456.9 lbs less 100% Passive Force less 50% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 427.3 2,070.3 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Concrete Thickness =8.00 Rebar Size =#5 Rebar Spacing =8.00 Rebar Placed at =Edge Design Data fb/FB + fa/Fa =0.165 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =11,990.5 =psi Shear.....Allowable =82.2psi Wall Weight =100.0psf Rebar Depth 'd'=6.19in Masonry Data f'm =psiFs =psiSolid Grouting = Modular Ratio 'n'= Equiv. Solid Thick.= Concrete Data f'c =3,000.0psi Fy =60,000.0 Masonry Design Method ASD= Load Factors Building Code Dead Load 1.000 Live Load 1.000 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =1,248.0lbsStrength Level Service Level Strength Level =1,984.0ft-# Service Level Strength Level =16.8psi Design Method =SD SD SD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=in2 Page 336 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type J - 8" Concrete Wall - 4 ft. with surcharge - special Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.0751 in2/ft (4/3) * As :0.1002 in2/ft Min Stem T&S Reinf Area 0.864 in2 200bd/fy : 200(12)(6.1875)/60000 :0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.465 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :1.0059 in2/ft #6@ 27.50 in #6@ 55.00 in 2.50 2.50 15.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 18.00 30.00 2.50 ft Footing Thickness =in 5.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 1 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37.03 in, #10@ 47.03 in #4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37.03 in, #10@ 47.03 in =# 5 @ 8.00 in = = = = = 1,435 3,937 701 3,237 11.72 82.16 Heel: 386 865 1,424 560 3.29 82.16 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 5 @ 8.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 8.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.62 0.32 #4@ 7.41 in #5@ 11.48 in #6@ 16.30 in in2 in2 /ft If two layers of horizontal bars: #4@ 14.81 in #5@ 22.96 in #6@ 32.59 in supplemental design for footing torsion. phiMn 25,59523,502=ft-# OKOK Page 337 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type J - 8" Concrete Wall - 4 ft. with surcharge - special Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 1,653.82.63630.0=Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = = = 91.7 1.25 114.6= = = Stem Weight(s) = 450.0 2.83 1,275.0 Earth @ Stem Transitions =Footing Weight = 937.5 2.50 2,343.8 Key Weight = 562.5 3.25 1,828.1 Added Lateral Load lbs =3,100.8 Vert. Component Total = 2,848.3 8,855.3 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,456.9 O.T.M. = Resisting/Overturning Ratio =2.86 Vertical Loads used for Soil Pressure =2,848.3 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 806.7 4.08 4.08 3,293.9 3,293.9 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 826.9 1.75 1,447.0 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.022 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Page 338 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type J - 8" Concrete Wall - 4 ft. with surcharge - special Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #5 bar specified in this stem design segment (25.4.2.3a) =21.36 in Development length for #5 bar specified in this stem design segment =16.43 in Hooked embedment length into footing for #5 bar specified in this stem design segment =9.59 in As Provided =0.4650 in2/ft As Required =0.1728 in2/ft Page 339 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type J - 8" Concrete Wall - 4 ft. with surcharge - special Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Page 340 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type J - 8" Concrete Wall - 4 ft. with surcharge - special Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Page 341 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type J - 8" Concrete Wall - 6 ft. with surcharge Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 6.00 0.50 0.00 4.00 1,500.0 60.0 0.0 250.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water table above =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.300 Soil height to ignore for passive pressure =12.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 220.0 Lateral Load =0.0 #/ft 0.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= Page 342 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type J - 8" Concrete Wall - 6 ft. with surcharge Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Design Summary Wall Stability Ratios Overturning =2.31 Global Stability =1.03 OK Sliding =1.53 OK Total Bearing Load =4,213 lbs ...resultant ecc.=9.97 in Eccentricity within middle third Soil Pressure @ Toe =1,285 psf OK Soil Pressure @ Heel =119 psf OK Allowable =1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =2,019 psf ACI Factored @ Heel =187 psf Footing Shear @ Toe =21.9 psi OK Footing Shear @ Heel =8.2 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =2,446.9 lbs less 100% Passive Force less 50% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 631.9 3,105.0 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Concrete Thickness =8.00 Rebar Size =#5 Rebar Spacing =8.00 Rebar Placed at =Edge Design Data fb/FB + fa/Fa =0.468 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =11,990.5 =psi Shear.....Allowable =82.2psi Wall Weight =100.0psf Rebar Depth 'd'=6.19in Masonry Data f'm =psiFs =psiSolid Grouting = Modular Ratio 'n'= Equiv. Solid Thick.= Concrete Data f'c =3,000.0psi Fy =60,000.0 Masonry Design Method ASD= Load Factors Building Code Dead Load 1.000 Live Load 1.000 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =2,448.0lbsStrength Level Service Level Strength Level =5,616.0ft-# Service Level Strength Level =33.0psi Design Method =SD SD SD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=in2 Page 343 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type J - 8" Concrete Wall - 6 ft. with surcharge Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.2127 in2/ft (4/3) * As :0.2835 in2/ft Min Stem T&S Reinf Area 1.248 in2 200bd/fy : 200(12)(6.1875)/60000 :0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.2475 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.465 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :1.0059 in2/ft #6@ 27.50 in #6@ 55.00 in 3.00 3.00 15.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 18.00 42.00 3.00 ft Footing Thickness =in 6.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 1 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37.03 in, #10@ 47.03 in #4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37.03 in, #10@ 47.03 in =# 5 @ 8.00 in = = = = = 2,019 7,710 1,009 6,701 21.94 82.16 Heel: 187 1,155 2,906 1,751 8.16 82.16 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 5 @ 8.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 8.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.94 0.32 #4@ 7.41 in #5@ 11.48 in #6@ 16.30 in in2 in2 /ft If two layers of horizontal bars: #4@ 14.81 in #5@ 22.96 in #6@ 32.59 in supplemental design for footing torsion. phiMn 25,59523,502=ft-# OKOK Page 344 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type J - 8" Concrete Wall - 6 ft. with surcharge Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 3,153.83.63870.0=Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = = = 110.0 1.50 165.0= = = Stem Weight(s) = 650.0 3.33 2,166.7 Earth @ Stem Transitions =Footing Weight = 1,125.0 3.00 3,375.0 Key Weight = 787.5 3.75 2,953.1 Added Lateral Load lbs =6,964.5 Vert. Component Total = 4,212.5 16,103.1 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =2,446.9 O.T.M. = Resisting/Overturning Ratio =2.31 Vertical Loads used for Soil Pressure =4,212.5 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 1,540.0 4.83 4.83 7,443.3 7,443.3 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,576.9 2.42 3,810.8 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.039 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Page 345 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type J - 8" Concrete Wall - 6 ft. with surcharge Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #5 bar specified in this stem design segment (25.4.2.3a) =21.36 in Development length for #5 bar specified in this stem design segment =16.43 in Hooked embedment length into footing for #5 bar specified in this stem design segment =9.59 in As Provided =0.4650 in2/ft As Required =0.2475 in2/ft Page 346 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type J - 8" Concrete Wall - 6 ft. with surcharge Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Page 347 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type J - 8" Concrete Wall - 6 ft. with surcharge Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Page 348 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type J - 8" Concrete Wall - 6 ft with walkway and guardrail surcharge Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 6.00 4.00 0.00 12.00 1,500.0 60.0 0.0 250.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water table above =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.300 Soil height to ignore for passive pressure =12.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 220.0 Lateral Load =0.0 #/ft 0.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf28.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe psf Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= Page 349 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type J - 8" Concrete Wall - 6 ft with walkway and guardrail surcharge Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Design Summary Wall Stability Ratios Overturning =2.78 Global Stability =1.33 OK Sliding =1.61 OK Total Bearing Load =4,893 lbs ...resultant ecc.=8.93 in Eccentricity within middle third Soil Pressure @ Toe =1,145 psf OK Soil Pressure @ Heel =253 psf OK Allowable =1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =1,807 psf ACI Factored @ Heel =399 psf Footing Shear @ Toe =23.1 psi OK Footing Shear @ Heel =7.2 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =2,514.1 lbs less 100% Passive Force less 50% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 733.9 3,320.3 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction 2nd Bottom Stem OK Shear.....Actual Design Height Above Ftg =6.50ft 0.00 Wall Material Above "Ht"=Fence Concrete Thickness =8.00 Rebar Size =#5 Rebar Spacing =8.00 Rebar Placed at =Edge Design Data fb/FB + fa/Fa =0.587 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =11,990.5ft-# =psi Shear.....Allowable =82.2 Wall Weight =100.0psf Rebar Depth 'd'=in 6.19 Masonry Data f'm =psiFs =psiSolid Grouting = Modular Ratio 'n'= Equiv. Solid Thick.= Concrete Data f'c =3,000.0psi Fy =60,000.0 Masonry Design Method ASD= Load Factors Building Code Dead Load 1.000 Live Load 1.000 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =58.8 2,627.2lbsStrength Level Service Level Strength Level =102.9 7,049.6ft-# Service Level Strength Level =35.4psi Design Method =SD SD SD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=in2 Page 350 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type J - 8" Concrete Wall - 6 ft with walkway and guardrail surcharge Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.2669 in2/ft (4/3) * As :0.3559 in2/ft Min Stem T&S Reinf Area 1.248 in2 200bd/fy : 200(12)(6.1875)/60000 :0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.2669 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.465 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :1.0059 in2/ft #6@ 27.50 in #6@ 55.00 in 3.50 3.50 15.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 18.00 36.00 3.50 ft Footing Thickness =in 7.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 1 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37.03 in, #10@ 47.03 in #4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37.03 in, #10@ 47.03 in =# 5 @ 8.00 in = = = = = 1,807 9,630 1,822 7,808 23.09 82.16 Heel: 399 2,366 4,285 1,919 7.24 82.16 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 5 @ 10.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 8.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.27 0.32 #4@ 7.41 in #5@ 11.48 in #6@ 16.30 in in2 in2 /ft If two layers of horizontal bars: #4@ 14.81 in #5@ 22.96 in #6@ 32.59 in supplemental design for footing torsion. phiMn 20,62823,502=ft-# OKOK Page 351 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type J - 8" Concrete Wall - 6 ft with walkway and guardrail surcharge Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 3,153.83.63870.0=Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = 67.2 9.25 621.6 = = 385.0 1.75 673.8= = = Stem Weight(s) = 650.0 3.83 2,491.7 Earth @ Stem Transitions =Footing Weight = 1,312.5 3.50 4,593.8 Key Weight = 675.0 4.25 2,868.8 Added Lateral Load lbs =7,586.1 Vert. Component Total = 4,892.5 21,068.8 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =2,514.1 O.T.M. = Resisting/Overturning Ratio =2.78 Vertical Loads used for Soil Pressure =4,892.5 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 1,870.0 5.58 5.58 10,440.8 10,440.8 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,576.9 2.42 3,810.8 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.045 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Page 352 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type J - 8" Concrete Wall - 6 ft with walkway and guardrail surcharge Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #5 bar specified in this stem design segment (25.4.2.3a) =21.36 in Development length for #5 bar specified in this stem design segment =16.43 in Hooked embedment length into footing for #5 bar specified in this stem design segment =9.59 in As Provided =0.4650 in2/ft As Required =0.2669 in2/ft Page 353 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type J - 8" Concrete Wall - 6 ft with walkway and guardrail surcharge Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Page 354 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type J - 8" Concrete Wall - 6 ft with walkway and guardrail surcharge Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Page 355 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type J - 8" Concrete Wall - 2 ft. with surcharge RRM Design Group 3765 S. Higuera St Suite 102 San Luis Obispo, CA 93401 805-543-1794 Project File: 1417-11-RC22-Righetti Ranch-Retaining Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 2.00 0.50 0.00 4.00 1,500.0 60.0 0.0 250.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water table above =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.300 Soil height to ignore for passive pressure =4.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 220.0 Lateral Load =0.0 #/ft 0.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= Page 356 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type J - 8" Concrete Wall - 2 ft. with surcharge RRM Design Group 3765 S. Higuera St Suite 102 San Luis Obispo, CA 93401 805-543-1794 Project File: 1417-11-RC22-Righetti Ranch-Retaining Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Design Summary Wall Stability Ratios Overturning =2.24 Global Stability =2.00 OK Sliding =1.66 OK Total Bearing Load =1,238 lbs ...resultant ecc.=6.23 in Eccentricity outside middle third Soil Pressure @ Toe =841 psf OK Soil Pressure @ Heel =0 psf OK Allowable =1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =1,352 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =3.9 psi OK Footing Shear @ Heel =2.6 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =706.9 lbs less 100% Passive Force less 50% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 185.8 989.6 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Concrete Thickness =8.00 Rebar Size =#4 Rebar Spacing =8.00 Rebar Placed at =Edge Design Data fb/FB + fa/Fa =0.045 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =8,039.3 =psi Shear.....Allowable =82.2psi Wall Weight =100.0psf Rebar Depth 'd'=6.25in Masonry Data f'm =psiFs =psiSolid Grouting = Modular Ratio 'n'= Equiv. Solid Thick.= Concrete Data f'c =3,000.0psi Fy =60,000.0 Masonry Design Method ASD= Load Factors Building Code Dead Load 1.000 Live Load 1.000 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =432.0lbsStrength Level Service Level Strength Level =368.0ft-# Service Level Strength Level =5.8psi Design Method =SD SD SD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=in2 Page 357 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type J - 8" Concrete Wall - 2 ft. with surcharge RRM Design Group 3765 S. Higuera St Suite 102 San Luis Obispo, CA 93401 805-543-1794 Project File: 1417-11-RC22-Righetti Ranch-Retaining Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.0138 in2/ft (4/3) * As :0.0184 in2/ft Min Stem T&S Reinf Area 0.480 in2 200bd/fy : 200(12)(6.25)/60000 :0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.3 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :1.016 in2/ft #6@ 27.50 in #6@ 55.00 in 1.50 1.50 15.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 15.00 1.50 ft Footing Thickness =in 3.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37.03 in, #10@ 47.03 in #4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37.03 in, #10@ 47.03 in =# 5 @ 8.00 in = = = = = 1,352 1,263 252 1,011 3.94 82.16 Heel: 0 36 218 182 2.56 82.16 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 5 @ 8.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 4 @ 8.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.97 0.32 #4@ 7.41 in #5@ 11.48 in #6@ 16.30 in in2 in2 /ft If two layers of horizontal bars: #4@ 14.81 in #5@ 22.96 in #6@ 32.59 in supplemental design for footing torsion. phiMn 25,59515,465=ft-# OKNG Page 358 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type J - 8" Concrete Wall - 2 ft. with surcharge RRM Design Group 3765 S. Higuera St Suite 102 San Luis Obispo, CA 93401 805-543-1794 Project File: 1417-11-RC22-Righetti Ranch-Retaining Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 633.81.63390.0=Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = = = 55.0 0.75 41.3= = = Stem Weight(s) = 250.0 1.83 458.3 Earth @ Stem Transitions =Footing Weight = 562.5 1.50 843.8 Key Weight = 187.5 2.00 375.0 Added Lateral Load lbs =977.0 Vert. Component Total = 1,238.3 2,191.9 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =706.9 O.T.M. = Resisting/Overturning Ratio =2.24 Vertical Loads used for Soil Pressure =1,238.3 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 183.3 2.58 2.58 473.6 473.6 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 316.9 1.08 343.3 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.019 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Page 359 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type J - 8" Concrete Wall - 2 ft. with surcharge RRM Design Group 3765 S. Higuera St Suite 102 San Luis Obispo, CA 93401 805-543-1794 Project File: 1417-11-RC22-Righetti Ranch-Retaining Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment (25.4.2.3a) =17.09 in Development length for #4 bar specified in this stem design segment =13.15 in Hooked embedment length into footing for #4 bar specified in this stem design segment =7.67 in As Provided =0.3000 in2/ft As Required =0.1728 in2/ft Page 360 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type J - 8" Concrete Wall - 2 ft. with surcharge RRM Design Group 3765 S. Higuera St Suite 102 San Luis Obispo, CA 93401 805-543-1794 Project File: 1417-11-RC22-Righetti Ranch-Retaining Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Page 361 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type J - 8" Concrete Wall - 2 ft. with surcharge RRM Design Group 3765 S. Higuera St Suite 102 San Luis Obispo, CA 93401 805-543-1794 Project File: 1417-11-RC22-Righetti Ranch-Retaining Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Page 362 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type J - 8" Concrete Wall - 4 ft. with surcharge RRM Design Group 3765 S. Higuera St Suite 102 San Luis Obispo, CA 93401 805-543-1794 Project File: 1417-11-RC22-Righetti Ranch-Retaining Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 4.00 0.50 0.00 12.00 1,500.0 60.0 0.0 250.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water table above =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.300 Soil height to ignore for passive pressure =12.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 220.0 Lateral Load =0.0 #/ft 0.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= Page 363 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type J - 8" Concrete Wall - 4 ft. with surcharge RRM Design Group 3765 S. Higuera St Suite 102 San Luis Obispo, CA 93401 805-543-1794 Project File: 1417-11-RC22-Righetti Ranch-Retaining Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Design Summary Wall Stability Ratios Overturning =1.77 Global Stability =1.41 OK Sliding =1.70 OK Total Bearing Load =2,307 lbs ...resultant ecc.=11.65 in Eccentricity outside middle third Soil Pressure @ Toe =1,494 psf OK Soil Pressure @ Heel =0 psf OK Allowable =1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =2,357 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =12.5 psi OK Footing Shear @ Heel =7.1 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =1,456.9 lbs less 100% Passive Force less 50% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 346.0 2,132.8 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Concrete Thickness =8.00 Rebar Size =#5 Rebar Spacing =8.00 Rebar Placed at =Edge Design Data fb/FB + fa/Fa =0.165 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =11,990.5 =psi Shear.....Allowable =82.2psi Wall Weight =100.0psf Rebar Depth 'd'=6.19in Masonry Data f'm =psiFy =psiSolid Grouting = Modular Ratio 'n'= Equiv. Solid Thick.= Concrete Data f'c =3,000.0psi Fy =60,000.0 Masonry Design Method SD= Load Factors Building Code Dead Load 1.000 Live Load 1.000 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =1,248.0lbsStrength Level Service Level Strength Level =1,984.0ft-# Service Level Strength Level =16.8psi Design Method =SD SD SD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=in2 Page 364 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type J - 8" Concrete Wall - 4 ft. with surcharge RRM Design Group 3765 S. Higuera St Suite 102 San Luis Obispo, CA 93401 805-543-1794 Project File: 1417-11-RC22-Righetti Ranch-Retaining Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.0751 in2/ft (4/3) * As :0.1002 in2/ft Min Stem T&S Reinf Area 0.864 in2 200bd/fy : 200(12)(6.1875)/60000 :0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.465 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :1.0059 in2/ft #6@ 27.50 in #6@ 55.00 in 2.00 2.00 15.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 24.00 2.00 ft Footing Thickness =in 4.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37.03 in, #10@ 47.03 in #4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37.03 in, #10@ 47.03 in =# 5 @ 8.00 in = = = = = 2,357 3,697 595 3,102 12.55 82.16 Heel: 0 10 753 744 7.08 82.16 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 5 @ 10.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 10.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.30 0.32 #4@ 7.41 in #5@ 11.48 in #6@ 16.30 in in2 in2 /ft If two layers of horizontal bars: #4@ 14.81 in #5@ 22.96 in #6@ 32.59 in supplemental design for footing torsion. phiMn 20,62818,954=ft-# OKOK Page 365 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type J - 8" Concrete Wall - 4 ft. with surcharge RRM Design Group 3765 S. Higuera St Suite 102 San Luis Obispo, CA 93401 805-543-1794 Project File: 1417-11-RC22-Righetti Ranch-Retaining Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 1,653.82.63630.0=Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = = = 220.0 1.00 220.0= = = Stem Weight(s) = 450.0 2.33 1,050.0 Earth @ Stem Transitions =Footing Weight = 750.0 2.00 1,500.0 Key Weight = 300.0 2.50 750.0 Added Lateral Load lbs =3,100.8 Vert. Component Total = 2,306.7 5,475.6 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,456.9 O.T.M. = Resisting/Overturning Ratio =1.77 Vertical Loads used for Soil Pressure =2,306.7 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 586.7 3.33 3.33 1,955.6 1,955.6 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 826.9 1.75 1,447.0 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.047 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Page 366 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type J - 8" Concrete Wall - 4 ft. with surcharge RRM Design Group 3765 S. Higuera St Suite 102 San Luis Obispo, CA 93401 805-543-1794 Project File: 1417-11-RC22-Righetti Ranch-Retaining Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #5 bar specified in this stem design segment (25.4.2.3a) =21.36 in Development length for #5 bar specified in this stem design segment =16.43 in Hooked embedment length into footing for #5 bar specified in this stem design segment =9.59 in As Provided =0.4650 in2/ft As Required =0.1728 in2/ft Page 367 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type J - 8" Concrete Wall - 4 ft. with surcharge RRM Design Group 3765 S. Higuera St Suite 102 San Luis Obispo, CA 93401 805-543-1794 Project File: 1417-11-RC22-Righetti Ranch-Retaining Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Page 368 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type J - 8" Concrete Wall - 4 ft. with surcharge RRM Design Group 3765 S. Higuera St Suite 102 San Luis Obispo, CA 93401 805-543-1794 Project File: 1417-11-RC22-Righetti Ranch-Retaining Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Page 369 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type L - 8" Conc Wall - 4 ft. with out-of-plane Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 4.00 4.00 0.00 12.00 1,500.0 60.0 0.0 250.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water table above =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.300 Soil height to ignore for passive pressure =12.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 220.0 Lateral Load =0.0 #/ft 0.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf28.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= Page 370 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type L - 8" Conc Wall - 4 ft. with out-of-plane Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Design Summary Wall Stability Ratios Overturning =2.13 Global Stability =1.53 OK Sliding =1.68 OK Total Bearing Load =2,805 lbs ...resultant ecc.=9.59 in Eccentricity outside middle third Soil Pressure @ Toe =1,289 psf OK Soil Pressure @ Heel =0 psf OK Allowable =1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =1,994 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =15.0 psi OK Footing Shear @ Heel =5.4 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =1,524.1 lbs less 100% Passive Force less 50% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 420.8 2,132.8 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Concrete Thickness =8.00 Rebar Size =#5 Rebar Spacing =8.00 Rebar Placed at =Edge Design Data fb/FB + fa/Fa =0.255 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =11,990.5 =psi Shear.....Allowable =82.2psi Wall Weight =100.0psf Rebar Depth 'd'=6.19in Masonry Data f'm =psiFs =psiSolid Grouting = Modular Ratio 'n'= Equiv. Solid Thick.= Concrete Data f'c =3,000.0psi Fy =60,000.0 Masonry Design Method ASD= Load Factors Building Code Dead Load 1.000 Live Load 1.000 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =1,427.2lbsStrength Level Service Level Strength Level =3,059.2ft-# Service Level Strength Level =19.2psi Design Method =SD SD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=in2 Page 371 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type L - 8" Conc Wall - 4 ft. with out-of-plane Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.1158 in2/ft (4/3) * As :0.1545 in2/ft Min Stem T&S Reinf Area 1.536 in2 200bd/fy : 200(12)(6.1875)/60000 :0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.465 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :1.0059 in2/ft #6@ 27.50 in #6@ 55.00 in 2.50 2.00 15.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 24.00 2.50 ft Footing Thickness =in 4.50= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37.03 in, #10@ 47.03 in #4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37.03 in, #10@ 47.03 in =# 5 @ 8.00 in = = = = = 1,994 5,037 930 4,108 15.00 82.16 Heel: 0 127 753 626 5.39 82.16 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 5 @ 8.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 8.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.46 0.32 #4@ 7.41 in #5@ 11.48 in #6@ 16.30 in in2 in2 /ft If two layers of horizontal bars: #4@ 14.81 in #5@ 22.96 in #6@ 32.59 in supplemental design for footing torsion. phiMn 25,59523,502=ft-# OKOK Page 372 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type L - 8" Conc Wall - 4 ft. with out-of-plane Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 1,653.82.63630.0=Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = 67.2 7.25 487.2 = = 275.0 1.25 343.8= = = Stem Weight(s) = 800.0 2.83 2,266.7 Earth @ Stem Transitions =Footing Weight = 843.8 2.25 1,898.4 Key Weight = 300.0 3.00 900.0 Added Lateral Load lbs =3,588.0 Vert. Component Total = 2,805.4 7,657.7 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,524.1 O.T.M. = Resisting/Overturning Ratio =2.13 Vertical Loads used for Soil Pressure =2,805.4 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 586.7 3.83 3.83 2,248.9 2,248.9 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 826.9 1.75 1,447.0 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.064 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Page 373 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type L - 8" Conc Wall - 4 ft. with out-of-plane Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #5 bar specified in this stem design segment (25.4.2.3a) =21.36 in Development length for #5 bar specified in this stem design segment =16.43 in Hooked embedment length into footing for #5 bar specified in this stem design segment =9.59 in As Provided =0.4650 in2/ft As Required =0.1728 in2/ft Page 374 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type L - 8" Conc Wall - 4 ft. with out-of-plane Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Page 375 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type L - 8" Conc Wall - 4 ft. with out-of-plane Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Page 376 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type M - 8" Concrete Wall - 4 ft. with guardrail Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 4.00 4.00 0.00 12.00 1,500.0 60.0 0.0 250.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water table above =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.300 Soil height to ignore for passive pressure =12.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 220.0 Lateral Load =0.0 #/ft 0.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf28.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe psf Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= Page 377 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type M - 8" Concrete Wall - 4 ft. with guardrail Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Design Summary Wall Stability Ratios Overturning =1.84 Global Stability =1.53 OK Sliding =1.64 OK Total Bearing Load =2,455 lbs ...resultant ecc.=12.32 in Eccentricity outside middle third Soil Pressure @ Toe =1,338 psf OK Soil Pressure @ Heel =0 psf OK Allowable =1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =2,098 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =15.2 psi OK Footing Shear @ Heel =7.1 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =1,524.1 lbs less 100% Passive Force less 50% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 368.3 2,132.8 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction 2nd Bottom Stem OK Shear.....Actual Design Height Above Ftg =4.50ft 0.00 Wall Material Above "Ht"=Fence Concrete Thickness =8.00 Rebar Size =#5 Rebar Spacing =8.00 Rebar Placed at =Edge Design Data fb/FB + fa/Fa =0.255 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =11,990.5ft-# =psi Shear.....Allowable =82.2 Wall Weight =100.0psf Rebar Depth 'd'=in 6.19 Masonry Data f'm =psiFs =psiSolid Grouting = Modular Ratio 'n'= Equiv. Solid Thick.= Concrete Data f'c =3,000.0psi Fy =60,000.0 Masonry Design Method ASD= Load Factors Building Code Dead Load 1.000 Live Load 1.000 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =58.8 1,427.2lbsStrength Level Service Level Strength Level =102.9 3,059.2ft-# Service Level Strength Level =19.2psi Design Method =SD SD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=in2 Page 378 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type M - 8" Concrete Wall - 4 ft. with guardrail Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.1158 in2/ft (4/3) * As :0.1545 in2/ft Min Stem T&S Reinf Area 0.864 in2 200bd/fy : 200(12)(6.1875)/60000 :0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.465 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :1.0059 in2/ft #6@ 27.50 in #6@ 55.00 in 2.50 2.00 15.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 24.00 2.25 ft Footing Thickness =in 4.50= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37.03 in, #10@ 47.03 in #4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37.03 in, #10@ 47.03 in =# 5 @ 8.00 in = = = = = 2,098 5,066 930 4,137 15.19 82.16 Heel: 0 12 753 741 7.05 82.16 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 5 @ 10.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 8.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.46 0.32 #4@ 7.41 in #5@ 11.48 in #6@ 16.30 in in2 in2 /ft If two layers of horizontal bars: #4@ 14.81 in #5@ 22.96 in #6@ 32.59 in supplemental design for footing torsion. phiMn 20,62823,502=ft-# OKOK Page 379 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type M - 8" Concrete Wall - 4 ft. with guardrail Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 1,653.82.63630.0=Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = 67.2 7.25 487.2 = = 275.0 1.25 343.8= = = Stem Weight(s) = 450.0 2.83 1,275.0 Earth @ Stem Transitions =Footing Weight = 843.8 2.25 1,898.4 Key Weight = 300.0 2.75 825.0 Added Lateral Load lbs =3,588.0 Vert. Component Total = 2,455.4 6,591.1 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,524.1 O.T.M. = Resisting/Overturning Ratio =1.84 Vertical Loads used for Soil Pressure =2,455.4 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 586.7 3.83 3.83 2,248.9 2,248.9 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 826.9 1.75 1,447.0 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.066 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Page 380 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type M - 8" Concrete Wall - 4 ft. with guardrail Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #5 bar specified in this stem design segment (25.4.2.3a) =21.36 in Development length for #5 bar specified in this stem design segment =16.43 in Hooked embedment length into footing for #5 bar specified in this stem design segment =9.59 in As Provided =0.4650 in2/ft As Required =0.1545 in2/ft Page 381 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type M - 8" Concrete Wall - 4 ft. with guardrail Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Page 382 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type M - 8" Concrete Wall - 4 ft. with guardrail Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Page 383 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type N - 18" Concrete Wall - 4 ft. with LL surcharge Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 4.00 0.33 0.00 12.00 1,500.0 60.0 0.0 250.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water table above =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.300 Soil height to ignore for passive pressure =12.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 220.0 Lateral Load =0.0 #/ft 0.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= Page 384 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type N - 18" Concrete Wall - 4 ft. with LL surcharge Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Design Summary Wall Stability Ratios Overturning =2.82 Global Stability =1.60 OK Sliding =1.77 OK Total Bearing Load =2,927 lbs ...resultant ecc.=6.90 in Eccentricity within middle third Soil Pressure @ Toe =989 psf OK Soil Pressure @ Heel =181 psf OK Allowable =1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =1,489 psf ACI Factored @ Heel =273 psf Footing Shear @ Toe =11.2 psi OK Footing Shear @ Heel =3.0 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =1,456.9 lbs less 100% Passive Force less 50% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 439.0 2,132.8 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Concrete Thickness =18.00 Rebar Size =#5 Rebar Spacing =8.00 Rebar Placed at =Edge Design Data fb/FB + fa/Fa =0.060 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =32,915.5 =psi Shear.....Allowable =82.2psi Wall Weight =225.0psf Rebar Depth 'd'=16.19in Masonry Data f'm =psiFs =psiSolid Grouting = Modular Ratio 'n'= Equiv. Solid Thick.= Concrete Data f'c =3,000.0psi Fy =60,000.0 Masonry Design Method ASD= Load Factors Building Code Dead Load 1.000 Live Load 1.000 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =1,248.0lbsStrength Level Service Level Strength Level =1,984.0ft-# Service Level Strength Level =6.4psi Design Method =SD SD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=in2 Page 385 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type N - 18" Concrete Wall - 4 ft. with LL surcharge Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.0278 in2/ft (4/3) * As :0.037 in2/ft Min Stem T&S Reinf Area 1.871 in2 200bd/fy : 200(12)(16.1875)/60000 :0.6475 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.432 in2/ft 0.0018bh : 0.0018(12)(18) :0.3888 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.3888 in2/ft #4@ 5.56 in #4@ 11.11 in Provided Area :0.465 in2/ft #5@ 8.61 in #5@ 17.22 in Maximum Area :2.6315 in2/ft #6@ 12.22 in #6@ 24.44 in 2.50 2.50 15.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 24.00 2.50 ft Footing Thickness =in 5.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37.03 in, #10@ 47.03 in #4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37.03 in, #10@ 47.03 in =# 4 @ 8.00 in = = = = = 1,489 4,021 930 3,091 11.22 82.16 Heel: 273 177 424 247 3.02 82.16 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 5 @ 10.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 10.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.62 0.32 #4@ 7.41 in #5@ 11.48 in #6@ 16.30 in in2 in2 /ft If two layers of horizontal bars: #4@ 14.81 in #5@ 22.96 in #6@ 32.59 in supplemental design for footing torsion. phiMn 20,62818,954=ft-# OKOK Page 386 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type N - 18" Concrete Wall - 4 ft. with LL surcharge Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 1,653.82.63630.0=Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = = = 275.0 1.25 343.8= = = Stem Weight(s) = 974.3 3.25 3,166.3 Earth @ Stem Transitions =Footing Weight = 937.5 2.50 2,343.8 Key Weight = 300.0 3.00 900.0 Added Lateral Load lbs =3,100.8 Vert. Component Total = 2,926.8 8,733.8 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,456.9 O.T.M. = Resisting/Overturning Ratio =2.82 Vertical Loads used for Soil Pressure =2,926.8 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 440.0 4.50 4.50 1,980.0 1,980.0 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 826.9 1.75 1,447.0 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.024 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Page 387 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type N - 18" Concrete Wall - 4 ft. with LL surcharge Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #5 bar specified in this stem design segment (25.4.2.3a) =21.36 in Development length for #5 bar specified in this stem design segment =16.43 in Hooked embedment length into footing for #5 bar specified in this stem design segment =9.59 in As Provided =0.4650 in2/ft As Required =0.3888 in2/ft Page 388 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type N - 18" Concrete Wall - 4 ft. with LL surcharge Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Page 389 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Wall Type N - 18" Concrete Wall - 4 ft. with LL surcharge Project File: 1417-11-RC22-Righetti-Ranch-Walls.ec6 Project Title: Engineer: Project ID: Project Descr: Page 390 of 493 PROJECT LOCATION:Address: BOUNDED BY ORCUTT RD & TANK FARM RDSAN LUIS OBISPO, CA 93401Latitude: N 35.25505°Longitude: W 120.63706°DESIGN CODES:NotationCode/Standard ReferenceTitleA ASCE 7-16 Minimum Design Loads for Buildings and Other StructuresAA AASHTO AASHTO LRFD Bridge Design Specification, 8th Edition, 2017AAP AASHTO AASHTO LRFD Guide Specifciations for the Design of Pedestrian Bridges 2nd EditionAAL AASHTO LTS-6C 2022 CBC 2022 California Building CodeSDC SDC 2.0 Caltrans Seismic Design Criteria (SDC) 2.0I ACI 318-19 2019 Building Code Requirements for Structural ConcreteS AISC 360-16 2016 Steel Construction ManualW 2018 NDS 2018 National Design Specification for Wood ConstructionSDP 2021 SDPWS 2021 Seismic Deisgn Provisions for Wind and Seismic (American Wood Council)GEOTECHNICAL PARAMETERS:Geotechnical Report:Prepared By: Geosolutions, Inc. 220 High StreetSan Luis Obispo, CA 93401Project No.: SL07509-15Dated: October 20, 2023Foundation Bearing Pressure:Allowable Bearing Pressure: 1500 psfPassive Earth Pressure: 500 psf/ftFriction Coefficient: 0.3Retaining Wall Pressure:Active Lateral Earth Pressure: 60 psf (NATIVE)Active Lateral Earth Pressure: 60 psf (GRANULAR IMPORT)Passive Lateral Earth Pressure: 250 psfConstruction Surcharge Pressure: 125 psfAASHTO Standard Specfication for Structural Support for Highway Sign Luminaries and Traffic Signals, 6th EditionPROJECT DESIGN CRITERIAPROJECT DESCRIPTION & REFERENCESPage 391 of 493 PROJECT DESCRIPTION:The calculations herewith represent the following structures as described:Bridge Type 1 ( West Pedestrian)Configuration: Single-Span Pedestrian Bridge.Foundation System: Reinforced Concrete Abutments & Cast-In Drilled-Holed Piers.Special Considerations:PROJECT DESCRIPTIONPROJECT DESIGN CRITERIAPage 392 of 493 BRIDGE DIMENSIONSParameter Value Description EqnLBr =112.6 ftlength of the bridge, ftPer plan S-211wBr =12.0 ftinterior width of the bridge deck, ftPer plan S-211hBr =6.2 fttotal height of the bridge, ftPer plan S-211hrail, Br =4.5 fttotal height of the rail, ftPer plan S-211ABUTMENT DIMENSIONSWconc =150.0 pcfnormal-weight concrete density, pcffy =60,000 psiYield Strength of reinforcing Steel, psif'c =4,000 psiConcrete compressive strength, psi#Abut, tr =2number of transverse bridge abutmentsPer plan S-211#Abut, l =1number of longitudinal bridge abutmentsPer plan S-211#piles =3number of piles at each abutmentPer plan S-211spiles =7.0 ftspacing between piles, ftPer plan S-211wpiles =14.0 fttotal width between piles, ftPer plan S-211habut =7.0 fttotal height of abutment, ft (excluding ht. of rear wall)Per plan S-211dedge =2.00 ftedge distance from centerline of pile to abutment edgePer plan S-211Labut =18.0 fttotal length of the abutment, ftPer plan S-211Nseat =2.5 ftbridge seat width, ftPer plan S-211trwall =12.0 inthickness of rear wall, inPer plan S-211wabut =3.5 fttotal width of abutment, ftPer plan S-211hrwall =37.0 inheight of rear wall, inPer det. 42/S-331hwing =10.1 ftheight of wing wall, ftPer plan S-211Lwing =8.0 ftlength of wing wall, ftPer plan S-211twing =12.0 inthickness of wing wall, inPer plan S-211#wings =2# of wingwalls at each abutmentPer plan S-211Lwings/abut tot =34.0 fttotal length of the abutment + wing wallsPer plan S-211wwings/abut tot =10.7 fttotal width of the abutment + wing wallsPer plan S-211BRIDGE DEAD LOADS (DC)Parameter Value Description EqnDCsup =136.8 kipslifting weight of bridge superstructure, kips per bridge mfr. cutsheetPer det. 42/S-331modifier =1.0modifier for early assumed bridge weightDCsup' =136.8 kipsadjusted bridge superstructure dead load, kipsDCsup' = DCsup'*modifierWabut =66.2 kipsweight of each abutment, kipsWabut=habut*wabut*(Nseat+trwall/12)*Wconc/1,000Wrwall =8.3 kipsweight of each rear wall, kipsWrwall = hrwall*wabut*trwall/144*Wconc/1,000Wwing =24.2 kipsweight of wing walls @ each abutment, kipsWwing = hwing*lwing*twing/12*Wconc/1,000*#wingsDCsub =98.7 kipsdead load of substructureDCsub = Wabut + Wrwall + WwallAbutment LoadingPDC =167.1 kipsvertical dead load on each abutment, kipsPDC = DCsup'/#Abut, tr + DCsubPile LoadingPpile, DC =55.7 kipsvertical pile dead load due to bridge, kipsPpile, DC = PDC/#pilesBRIDGE DIMENSIONS AND LOADINGDEAD LOADPer California Amendments to AASHTO LRFD - 8th EditionCode/Standard Code/Standard Page 393 of 493 PEDESTRIAN LOADS (PL)Parameter Value Description EqnPL =121.6 kipsbridge pedestrian loading, kips per bridge mfr. cutsheetPer det. 42/S-331Abutment LoadingPPL =60.8 kipsvertical pedestrian load on each abutment, kipsPPL = PL/#Abut, trPile LoadingPpile, PL =20.3 kipsvertical pile load due to pedestrian loading, kipsPpile, PL = PPL/#pilesLIVE LOADS (LL)VEHICLE LOAD (LLveh)Parameter Value Description EqnLLveh =45.6 kipsbridge vehicle loading, kips per bridge mfr. cutsheetPer det. 42/S-331Abutment LoadingPLLveh =22.8 kipsvert. veh. load on each abutment, (1) vehicle, kipsPLLveh = LL/#Abut, trPile LoadingPpile, LLveh =7.6 kipsvertical pile load due to vehicle, kipsPpile, LLveh = PLLveh/#pilesEQUESTRIAN LOAD (LLEQ)AAP Art. 3.3LLEQ=1.0 kipsequestrian loading applied over a 4" square areaAAP Art. 3.3Code/Standard Code/Standard Equestrian Load does not exceed Vehicle Live Load and is therefore not considered for abutments.BRIDGE LOADINGPEDESTRIAN AND LIVE LOAD SUMMARYPer California Amendments to AASHTO LRFD - 8th EditionPage 394 of 493 WIND LOADS (WS)Parameter Value Description EqnH =17.7 kipswind load on exposed horizontal support, kips per bridge mfr. cutsheetPer det. 42/S-331P =24.8 kipsvertical uplift wind load, kips per bridge mfr. cutsheetPer det. 42/S-331Abutment LoadingVtr, WS =17.7 kipstransverse wind abutment load, kipsVtr, WS = HVl, WS =0.0 kipslongitudinal wind abutment load, assumed 0, exposed surface in longitudinal direction is negligible, kipsPWS,min =-12.4 kipsuplift wind load on each abutmentPWS = P/#Abut, trMWS =54.9 k-ftmoment wind in abutment, k*ftMWS = Vtr, WS*hBR/2Pile LoadingVpile tr, WS =5.9 kipstransverse wind pile load, kipsVpile tr, WS = Vtr, WS/#pilesVpile l, WS =0.0 kipslongitudinal wind pile load, kipsVpile l, WS = Vl, WS/#pilesPpile, WS, min =-8.1 kipsminimum force in pile due to wind uplift, kipsPpile, WS = PWS/#piles, tr - MWS/wpilesPpile, WS, max =-0.2 kipsmaximum force in pile due to wind uplift, kipsPpile, WS = PWS/#piles, tr + MWS/wpilesMpile, WS =18.3 k-ftmoment wind in piles, k*ftMpile, WS = MWS/#pilesWIND LOADS (WSv)Parameter Value Description EqnPWSvw =-40.0 kipsOverturning on Windward Truss, kips per bridge mfr. cutsheetPer det. 42/S-331PWSvL =-14.4 kipsOverturning on Leeward Truss, kips per bridge mfr. cutsheetPer det. 42/S-331Abutment LoadingPWSvw =-20.0 kipsoverturning on each abutment, kips per bridge mfr. cutsheetPer det. 42/S-331PWSvL =-7.2 kipsoverturning on each abutment, kips per bridge mfr. cutsheetPer det. 42/S-331Pile LoadingPpile,WSvw =-6.7 kipsoverturning on each pile, kips per bridge mfr. cutsheetPer det. 42/S-331Ppile,WSvL =-2.4 kipsoverturning on each pile, kips per bridge mfr. cutsheetPer det. 42/S-331BRIDGE LOADINGWIND LOAD SUMMARYCode/Standard Per California Amendments to AASHTO LRFD - 8th EditionCode/Standard Page 395 of 493 EARTH PRESSURE (EH)Parameter Value Description EqnPa =60Hactive pressure behind wall, psfGeotechnical Reporthtotal =10.08 fttotal height of abutment + rear wallhtotal = habutPa =3050 lb/ftactive pressure behind wall, lbs/ftPa = 1/2*Pa*htotal2hPa =3.4 ftheight to application of active force. fthPa = 1/3*htotalAbutment LoadingVEH, l =103.7 kipstotal active force long. behind wall, kipsVEH, l = Pa*Lwings/abut tot/1,000VEH, tr =32.5 kipstotal active force transv. behind wall, kipsVEH, tr = Pa*wwings/abut tot/1,000MEH, l =348.6 k-fttotal act. mom. overturning in long. direction, k*ftMEH, l = =VEH, l*hPaPile LoadingVpile EH, l =34.6 kipstotal active force long. along pile, kipsVpile EH, l = Vl, EH/#pilesVpile EH, tr =10.8 kipstotal active force transv. along pile, kipsVpile EH, tr = Vtr, EH/#pilesMpile EH, l =116.2 k-fttotal act. mom. overturning in long. direction, k*ftMpile EH, l = MEH, l/#pilesEARTH SURCHARGE (ES)Parameter Value Description EqnPs =61surcharge pressure behind wall, psfGeotechnical ReportPs =615.1 lb/ftsurcharge pressure behind wall, lb/ftPs = Ps*htotalhPs =5.04 ftheight to application of surcharge force. fthPa = 1/2*htotalAbutment LoadingVES, l =20.9 kipstotal surcharge force long. behind wall, kipsVES, l = Ps*Lwings/abut tot/1,000VES, tr =6.6 kipstotal surcharge force transv. behind wall, kipsVES, tr = Ps*wwings/abut tot/1,000MES, l =105.4 k-fttotal sur. mom. overturning in long. direction, k*ftMES, l = VES, l*hPsPile LoadingVpile ES, l =7.0 kipstotal surcharge force long. along pile, kipsVpile ES, l = Vl, ES/#pilesVpile ES, tr =2.2 kipstotal sur. force transv. along pile, kipsVpile ES, tr = Vtr, ES/#pilesMpile ES, l =35.1 k-fttotal sur. mom. overturning in long. direction, k*ftMpile, ES, l = MES, l/#pilesBRIDGE LOADINGEARTH PRESSURE SUMMARYPer California Amendments to AASHTO LRFD - 8th EditionCode/Standard Code/Standard Page 396 of 493 UNIFORM TEMPERATURE (TU)Parameter Value Description EqnTU =9.6 kipsbridge uniform thermal load, kips per bridge mfr. cutsheetPer det. 42/S-331Abutment LoadingVTU, l =9.6 kipslong. uniform temperature abutment load, kipsVTU, l = TU/#Abut, lVTU, tr =0.0 kipstransv. uniform temperature abutment load, kipsVTU, tr = TU/#Abut, trMTU, I =67.2 k-ftmoment temperature in abutment in long. direction, k*ftMTU, l = VTU, l*hPsPile LoadingVpile TU, l =3.2 kipslong. uniform temperature along pile load, kipsVpile TU, l = VTU, l/#pilesVpile TU, tr =0.0 kipstransv. uniform temperature along pile load, kipsVpile TU, tr = VTU, tr/#pilesMpile TU, I =22.4 k-ftmoment temperature in pile in long. direction, k*ftMpile TU, l = MTU, l/#pilesPer California Amendments to AASHTO LRFD - 8th EditionCode/Standard BRIDGE LOADINGUNIFORM TEMPERATURE SUMMARYPage 397 of 493 SEISMIC DESIGN FORCE (EQ)Parameter Value Description EqnAbutment LoadingVtr, EQ =67.5 kipstransverse seismic abutment load, kips per bridge mfr. cutsheetVl, EQ =54.8 kipslongitudinal seismic abutment load, kips per bridge mfr. cutsheetonly one abutment is restrained longitudinallyPEQ,min =-19.8 kipsuplift seismic load on each abutment per bridge mfr. cutsheetMEQ, tr =472.5 k*ftseismic moment in abutment, k*ftMEQ = Vtr, EQ*habutMEQ, l =383.6 k*ftseismic moment in abutment, k*ftMEQ = Vtr, EQ*habutPile LoadingVpile tr, EQ =22.5 kipstransverse seismic pile load, kipsVpile tr, EQ = Vtr, EQ/#pilesVpile l, EQ =18.3 kipslongitudinal seismic pile load, kipsVpile l, EQ = Vl, EQ/#pilesPpile, EQ, min =-6.6 kipsminimum force in pile due to seismic, kipsPpile, EQ= - PEQ, min/wpilesPpile, EQ, max =6.6 kipsmaximum force in pile due to seismic, kipsPpile, EQ = + PEQ, min/wpilesMpile, EQ, tr =157.5 k*fttransverse seismic moment in piles, k*ftMpile, EQ, tr= MEQ, tr/#pilesMpile, EQ, l =127.9 k*ftlongitudinal seismic moment in piles, k*ftMpile, EQ, l = MEQ, l/#pilesBRIDGE LOADINGSESIMIC LOAD SUMMARYPer Caltrans SDC 2.0 Appendix BCode/Standard Page 398 of 493 Per California Ammendments to AASHTO LRFD Bridge Design Specifications-Eighth Edition3.4.1 - Load Factors for AbutmentsAbutments shall be designed for the Service, Strength and Construction Limit States specified in Article 3.4.5.1.3.4.5.1 - Service, Strength and Construction Load CombinationsAbutments shall be designed for the Service-I load combination in Table 3.4.1-1Abutments shall be designed for the Strength and Construction load combinations, specified in Table 3.4.5.1-13.4.5.2 - Extreme Event I Seismic Load CombinationLL(max) WSvw WSvLPDC, minPDC, maxVEH, lVEH, trMEH, lVES, lVES, trMES, lmax(PPL, LLveh) PWSVtr, WSMWSPWSvPWSvLPEQ,minVtr, EQVl, EQMEQ, trMEQ, lVTU, l minVTU, l maxVTU, tr minVTU, tr maxMTU, l minMTU, l maxPminPmaxVtr, minVtr, maxVl, minVl, maxMtr, minMtr, maxMl, minMl, max(kips) (kips) (kips) (kips) (k-ft) (kips) (kips) (k-ft) (kips) (kips) (kips) (k-ft) (kips) (kips) (kips) (kips) (kips)(k-ft) (k*ft) (kips) (kips) (kips) (kips) (k-ft) (k-ft) (kips) (kips) (kips) (kips) (kips) (kips) (k-ft) (k-ft) (k-ft)(k-ft)Unfactored Loads 167.1 167.1 103.7 32.5 348.6 20.9 6.6 105.460.8 -12.4 17.7 54.9 -20.0 -7.2 -19.8 67.5 54.8 472.5 383.6 9.6 9.6 0.0 0.0 67.2 67.2Load Factors 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.00.0 0.0 0.0 0.0 0.0 0.0 1.0 1.2 1.0 1.2 1.0 1.2Load Combination 167.1 167.1 103.7 32.5 348.6 20.9 6.6 105.4 60.8 -12.4 17.7 54.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 9.6 11.5 0.0 0.0 67.2 80.6 215.5 240.3 56.8 56.8 134.2 136.1 54.9 54.9 521.2 534.6Load Factors 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.3 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 1.0 1.2 1.0 1.2 1.0 1.2Load Combination 167.1 167.1 103.7 32.5 348.6 20.9 6.6 105.4 79.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 9.6 13.8 0.0 0.0 67.2 96.8 246.1 246.1 39.1 39.1 134.2 138.4 0.0 0.0 521.2 550.8Load Factors 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 1.0 1.2 1.0 1.2 1.0 1.2Load Combination 167.1 167.1 103.7 32.5 348.6 20.9 6.6 105.4 60.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 9.6 16.6 0.0 0.0 67.2 116.1 227.9 227.9 39.1 39.1 134.2 141.2 0.0 0.0 521.2 570.1Load Factors 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 1.0 1.01.0 0.0 0.0 0.0 0.0 0.0 1.0 1.2 1.0 1.2 1.0 1.2Load Combination 167.1 167.1 103.7 32.5 348.6 20.9 6.6 105.4 0.0 -12.4 17.7 54.9 -20.0 -7.2 0.0 0.0 0.0 0.0 0.0 9.6 19.9 0.00.0 67.2 139.3 127.5 179.5 56.8 56.8 134.2 144.5 54.9 54.9 521.2 593.4Load Factors 0.9 1.25 1.5 1.5 1.5 1.5 1.5 1.5 1.75 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 1.2 0.5 1.2 0.5 1.2Load Combination 150.4 208.8 155.6 48.8 522.9 31.4 9.8 158.2 106.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.8 11.5 0.0 0.0 33.6 80.6 256.8 315.2 58.6 58.6 191.7 198.4 0.0 0.0 714.6 761.6Load Factors 0.9 1.25 1.5 1.5 1.5 1.5 1.5 1.5 1.35 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 1.2 0.5 1.2 0.5 1.2Load Combination 150.4 208.8 155.6 48.8 522.9 31.4 9.8 158.2 82.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.8 11.5 0.0 0.0 33.6 80.6 232.4 290.9 58.6 58.6 191.7 198.4 0.0 0.0 714.6 761.6Load Factors 0.9 1.25 1.5 1.5 1.5 1.5 1.5 1.5 0.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.5 1.2 0.5 1.2 0.5 1.2Load Combination 150.4 208.8 155.6 48.8 522.9 31.4 9.8 158.2 0.0 -12.4 17.7 54.9 -20.0 -7.2 0.0 0.0 0.0 0.0 0.0 4.8 11.5 0.00.0 33.6 80.6 110.8 221.2 76.3 76.3 191.7 198.4 54.9 54.9 714.6 761.6Load Factors 0.9 1.25 1.5 1.5 1.5 1.5 1.5 1.5 1.35 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 1.2 0.5 1.2 0.5 1.2Load Combination 150.4 208.8 155.6 48.8 522.9 31.4 9.8 158.2 82.1 -12.4 17.7 54.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.8 11.5 0.0 0.0 33.6 80.6 220.0 303.3 76.3 76.3 191.7 198.4 54.9 54.9 714.6 761.6Load Factors 0.9 1.25 1.5 1.5 1.5 1.5 1.5 1.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Load Combination 150.4 208.8 155.6 48.8 522.9 31.4 9.8 158.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 150.4 208.8 58.6 58.6 186.9 186.9 0.0 0.0 681.0 681.0Load Factors 1.25 1.25 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Load Combination 208.8 208.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 208.8 208.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Load Factors 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.5 0.0 0.0 0.0 0.00.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0Load Combination 167.1 167.1 103.7 32.5 348.6 20.9 6.6 105.4 30.4 0.0 0.0 0.0 0.0 0.0 -19.8 67.5 54.8 472.5 383.6 0.0 0.0 0.0 0.0 0.0 0.0 177.7 217.3 106.6 106.6 179.4 179.4 472.5 472.5 837.6 837.6LL(max) WSvw WSvLPpile, DC, minPpile, DC, maxVpile EH, lVpile EH, trMpile EH, lVpile ES, lVpile ES, trMpile ES, lmax(Ppile,PL, LLpile, veh)Ppile, WS, minPpile, WS,maxVpile tr, WSMpile, WSPpile,WSvPpile,WSvLPpile, EQ, minPpile, EQ, maxVpile tr, EQVpile l, EQMpile, EQ, trMpile, EQ, lVpile TU, l minVpile TU, l maxVpile TU, tr minVpile TU, tr maxMpile TU, l minMpile TU, l maxPminPmaxVtr, minVtr, maxVl, minVl, maxMtr, minMtr, maxMl, minMl, max(kips) (kips) (kips) (kips) (k*ft) (kips) (kips) (k*ft) (kips) (kips) (kips) (kips) (k*ft) (kips) (kips) (kips) (kips)(kips) (kips) (k*ft) (k*ft) (kips) (kips) (kips) (kips) (k-ft) (k-ft) (kips) (kips) (kips) (kips) (kips) (kips) (k-ft)(k-ft) (k-ft) (k-ft)Unfactored Loads 55.7 55.7 34.6 10.8 116.2 7.0 2.2 35.1 20.3 -8.1 -0.2 5.9 18.3 -6.7 -2.4 -6.6 6.6 22.5 18.3 157.5 127.9 3.2 3.2 0.0 0.0 22.4 22.4Load Factors 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 1.2 1.0 1.2 1.0 1.2Load Combination 55.7 55.7 34.6 10.8 116.2 7.0 2.2 35.1 20.3-8.1 -0.2 5.9 18.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.2 3.8 0.0 0.022.4 26.9 67.975.718.9 18.9 44.7 45.4 18.3 18.3 192.1196.5Load Factors 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.3 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 1.2 1.0 1.2 1.0 1.2Load Combination 55.7 55.7 34.6 10.8 116.2 7.0 2.2 35.1 26.30.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.2 4.6 0.0 0.0 22.4 32.3 82.082.013.0 13.0 44.7 46.1 0.0 0.0 173.7183.6Load Factors 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 1.2 1.0 1.2 1.0 1.2Load Combination 55.7 55.7 34.6 10.8 116.2 7.0 2.2 35.1 20.30.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.2 3.8 0.0 0.0 22.4 26.9 76.076.013.0 13.0 44.7 45.4 0.0 0.0 173.7178.2Load Factors 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 1.0 1.01.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 1.2 1.0 1.2 1.0 1.2Load Combination 55.7 55.7 34.6 10.8 116.2 7.0 2.2 35.1 0.0 -8.1 -0.2 5.9 18.3 -6.7 -2.4 0.0 0.0 0.0 0.0 0.0 0.0 3.2 3.8 0.0 0.0 22.4 26.9 38.655.518.9 18.9 44.7 45.4 18.3 18.3 192.1196.5Load Factors 0.9 1.25 1.5 1.5 1.5 1.5 1.5 1.5 1.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 1.2 0.5 1.2 0.5 1.2Load Combination 50.1 69.6 51.9 16.3 174.3 10.5 3.3 52.7 35.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.6 4.6 0.0 0.0 11.2 32.3 85.6105.119.5 19.5 63.9 66.9 0.0 0.0 238.2259.3Load Factors 0.9 1.25 1.5 1.5 1.5 1.5 1.5 1.5 1.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 1.2 0.5 1.2 0.5 1.2Load Combination 50.1 69.6 51.9 16.3 174.3 10.5 3.3 52.7 27.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.6 4.6 0.0 0.0 11.2 32.3 77.597.019.5 19.5 63.9 66.9 0.0 0.0 238.2259.3Load Factors 0.9 1.25 1.5 1.5 1.5 1.5 1.5 1.5 0.0 1.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 1.2 0.5 1.2 0.5 1.2Load Combination 50.1 69.6 51.9 16.3 174.3 10.5 3.3 52.7 0.0-8.1 -0.2 5.9 18.3 -6.7 -2.4 0.0 0.0 0.0 0.0 0.0 0.0 1.6 4.6 0.0 0.0 11.2 32.3 33.069.425.4 25.4 63.9 66.9 18.3 18.3 256.5277.6Load Factors 0.9 1.25 1.5 1.5 1.5 1.5 1.5 1.5 1.4 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 1.2 0.5 1.2 0.5 1.2Load Combination 50.1 69.6 51.9 16.3 174.3 10.5 3.3 52.7 27.4 -8.1 -0.2 5.9 18.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.6 3.8 0.0 0.0 11.2 26.9 69.496.825.4 25.4 63.9 66.1 18.3 18.3 256.5272.2Load Factors 0.9 1.25 1.5 1.5 1.5 1.5 1.5 1.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Load Combination 50.1 69.6 51.9 16.3 174.3 10.5 3.3 52.7 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 50.169.619.5 19.5 62.3 62.3 0.0 0.0 227.0227.0Load Factors 1.25 1.25 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Load Combination 69.6 69.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 69.669.60.0 0.0 0.0 0.0 0.0 0.0 0.00.0Load Factors 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.5 0.0 0.0 0.0 0.00.0 0.0 1.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0Load Combination55.755.734.610.8116.27.02.235.110.10.00.00.00.00.00.0-6.66.622.518.3157.5127.90.00.00.00.00.00.059.272.435.535.559.859.8157.5157.5279.2279.2105.135.566.9279.2Vtr, max Vl, maxM for SpCol.P for SpCol.For Pile DesignFor Pile DesignTUPILESTotalsExtreme Event I(AA Table 3.4.1-1)Service IV(AA Table 3.4.1-1)Strength V(AA Table 3.4.5.1-1)ESConstruction I(AA Table 3.4.5.1-1)Construction II(AA Table 3.4.5.1-1)Service I(AA Table 3.4.1-1)Service II(AA Table 3.4.1-1)Service III(AA Table 3.4.1-1)Strength I(AA Table 3.4.5.1-1)Strength II(AA Table 3.4.5.1-1)Strength III(AA Table 3.4.5.1-1)DCStrength V(AA Table 3.4.5.1-1)EHDCEQExtreme Event I(AA Table 3.4.1-1)Construction I(AA Table 3.4.5.1-1)Construction II(AA Table 3.4.5.1-1)WSEQBRIDGE ABUTMENT LOADS SUMMARY AND LOAD COMBINATIONSSERVICE, STRENGTH AND CONSTRUCTION LOAD COMBINATIONSPer California Amendments to AASHTO LRFD - 9th EditionStrength II(AA Table 3.4.5.1-1)Strength III(AA Table 3.4.5.1-1)Service I(AA Table 3.4.1-1)WSEH ESStrength I(AA Table 3.4.5.1-1)TUTotalsService II(AA Table 3.4.1-1)Service III(AA Table 3.4.1-1)Service IV(AA Table 3.4.1-1)ABUTMENTPage 399 of 493 LL(max) WSvw WSvLP DC, minPDC, maxmax(PPL, LLveh) PWSVtr, WSMWSPWSvPWSvLPEQ,minVtr, EQVl, EQMEQ, trMEQ, lVTU, l minVTU, l maxVTU, tr minVTU, tr maxMTU, l minMTU, l maxPminPmaxVtr, minVtr, maxVl, minVl, maxMtr, minMtr, maxMl, minMl, max(kips) (kips) (kips) (kips) (kips) (k-ft) (kips) (kips) (kips) (kips) (kips) (k-ft) (k*ft) (kips) (kips) (kips) (kips) (k-ft) (k-ft) (kips) (kips) (kips) (kips) (kips) (kips) (k-ft) (k-ft) (k-ft) (k-ft)Unfactored Loads 68.4 68.4 60.8 -12.4 17.7 54.9 -20.0 -7.2 -19.8 67.5 54.8 472.5 383.6 9.6 9.6 0.0 0.0 67.2 67.2Load Factors 1.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 1.2 1.0 1.2 1.0 1.2Load Combination 68.4 68.4 60.8 -12.4 17.7 54.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 9.6 11.5 0.0 0.0 67.2 80.6 116.8 141.6 17.7 17.7 9.6 11.5 54.9 54.9 67.2 80.6Load Factors 1.0 1.0 1.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 1.2 1.0 1.2 1.0 1.2Load Combination 68.4 68.4 79.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 9.6 11.5 0.0 0.0 67.2 80.6 147.4 147.4 0.0 0.0 9.6 11.5 0.0 0.0 67.2 80.6Load Factors 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 1.2 1.0 1.2 1.0 1.2Load Combination 68.4 68.4 60.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 9.6 11.5 0.0 0.0 67.2 80.6 129.2 129.2 0.0 0.0 9.6 11.5 0.0 0.0 67.2 80.6Load Factors 1.0 1.0 0.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 1.0 1.2 1.0 1.2 1.0 1.2Load Combination 68.4 68.4 0.0 -12.4 17.7 54.9 -20.0 -7.2 0.0 0.0 0.0 0.0 0.0 9.6 11.5 0.0 0.0 67.2 80.6 28.8 80.8 17.7 17.7 9.6 11.5 54.9 54.9 67.2 80.6Load Factors 0.9 1.3 1.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 1.2 0.5 1.2 0.5 1.2Load Combination 61.6 85.5 106.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.8 11.5 0.0 0.0 33.6 80.6 168.0 191.9 0.0 0.0 4.8 11.5 0.0 0.0 33.6 80.6Load Factors 0.9 1.3 1.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 1.2 0.5 1.2 0.5 1.2Load Combination 61.6 85.5 82.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.8 11.5 0.0 0.0 33.6 80.6 143.6 167.6 0.0 0.0 4.8 11.5 0.0 0.0 33.6 80.6Load Factors 0.9 1.3 0.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.5 1.2 0.5 1.2 0.5 1.2Load Combination 61.6 85.5 0.0 -12.4 17.7 54.9 -20.0 -7.2 0.0 0.0 0.0 0.0 0.0 4.8 11.5 0.0 0.0 33.6 80.6 22.0 97.9 17.7 17.7 4.8 11.5 54.9 54.9 33.6 80.6Load Factors 0.9 1.3 1.4 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 1.2 0.5 1.2 0.5 1.2Load Combination 61.6 85.5 82.1 -12.4 17.7 54.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.8 11.5 0.0 0.0 33.6 80.6 131.2 180.0 17.7 17.7 4.8 11.5 54.9 54.9 33.6 80.6Load Factors 0.9 1.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Load Combination 61.6 85.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 61.6 85.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Load Factors 1.3 1.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Load Combination 85.5 85.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 85.5 85.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Load Factors 1.0 1.0 0.5 0.0 0.0 0.0 0.0 0.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0Load Combination 68.4 68.4 30.4 0.0 0.0 0.0 0.0 0.0 -19.8 67.5 54.8 472.5 383.6 0.0 0.0 0.0 0.0 0.0 0.0 79.0 118.6 67.5 67.5 54.8 54.8 472.5 472.5 383.6 383.6TOTAL22.0191.90.067.50.054.8EA. PLATE (TOTAL DIVIDED BY 2)10.9895.950.0033.750.0027.40ANCHOR PLATEEQExtreme Event I(AA Table 3.4.1-1)TotalsTUStrength II(AA Table 3.4.5.1-1)Strength III(AA Table 3.4.5.1-1)Strength V(AA Table 3.4.5.1-1)Construction I(AA Table 3.4.5.1-1)Construction II(AA Table 3.4.5.1-1)Service I(AA Table 3.4.1-1)Service II(AA Table 3.4.1-1)Service III(AA Table 3.4.1-1)Service IV(AA Table 3.4.1-1)Strength I(AA Table 3.4.5.1-1)DC (Bridge ONLY) WSPage 400 of 493 Abutment Minimum Reinf. (Vertical Flexure)ParameterValueDescriptionEqnhftg =7.0 fttotal height of abutment footing, fthftg = habut - hrwallPer plan S-2.1wabut =3.5 fttotal width of abutment, ftPer plan S-2.1cov =2.0 inconcrete cover to abutment bars, inTry(10) #7 Barsdbar =0.88 indiameter of steel reinf. bars, inAs =6.00in2Area of steel bars, in2fy =60,000 psiYield Strength of reinforcing Steel, psif'c =4,000 psiConcrete compressive strength, psid =81.6 ind = hftg - cov-dbar/2Check Minimum Reinf.As, min = 10.83in2I 9.6.1.2(a)As, min = 11.42in2I 9.6.1.2(b)Check Minimum T&C Reinf.As, min T&C = 6.35in2I 9.6.1.2(a)Try(11) #7 BarsAs =6.6in2Area of steel bars, in2ABUTMENT REINFORCEMENT VERTICAL AND HORIZONTAL FLEXUREPer AASHTO LRFD & Caltrans Seismic Design CriteriaCode/Standard dist. From extreme comp. fiber to centroid of long. Tens. Reinf.,in.dbffAwycs'3min,=dbfAwys200min,=dbAwCTs0018.0&,min,= Page 401 of 493 Abutment Reinf. (Out-of-Plane Flexure)Pa =3050.2 lb/ftactive pressure behind wall, lbs/ftPa = 1/2*Pa*htotal2p,EH =1.5load factor for active earth pressureAA Table 3.4.1-2Ps =615.1 lb/ftsurcharge pressure behind wall, lb/ftPs = Ps*htotalp,ES =1.5load factor for surcharge pressureAA Table 3.4.1-2wu =5497.9 lb/ftsurcharge pressure behind wall, lb/ftPu = Pa*p,EH+Ps*p,ESspiles =7.0 ftspacing between piles, ftPer plan S-211Mu =33.7 k*ftabutment moment, k*ftMu=wuspiles2/8cov =2.0 inconcrete cover to abutment barsTry(1) #4 Barsdbar =0.50 indiameter of steel reinf. bars, inAs =0.2in2provided steel area, in2fy =60,000 psiYield Strength of reinforcing Steel, psif'c =4,000 psiConcrete compressive strength, psij =0.9d =39.8 ind = wabut - cov-dbar/2b =84.0 inwidth of compression face of member, inI 9.6.1.3As, guess =0.20918in2guessed steel area, in2As, guess = Mu/(0.9fy(j*d))aguess =0.0439 inguessed depth of equiv rectangular stress block, inaguess = Asguess*fy/0.85*f'c*bAs, req =0.27906in2required steel area, in2As, req = (4/3)Mu/(0.9fy(d-aguess/2))a =0.04 indepth of equiv rectangular stress block, inMn =39.7 k*ftnominal flexural strength of wing wall, k*ftb =0.9strength red. factor for tens. Controlled sectionI 9.5.1.1bMn =35.8 k*ft>33.7 k*ftOKCheck Minimum T&C Reinf.As, min T&C = 6.01in2I 9.6.1.2(a)Try(11) #7 BarsAs =6.6in2Area of steel bars, in2dist. From extreme comp. fiber to centroid of long. Tens. Reinf.,in.ABUTMENT REINFORCEMENT VERTICAL AND HORIZONTAL FLEXUREPer AASHTO LRFD & Caltrans Seismic Design CriteriabffAacys'85.0=)2(adfAMysn-=dbAwCTs0018.0&,min,= Page 402 of 493 MINIMUM SEAT WIDTHParameterValueDescriptionEqnDefined in AASHTO LRFD Art. 4.7.4.4N =10.3 inAA EQ 4.7.4.4-1L = LBr =112.6 ftLength of the bridge deck for single span bridges,ftL=LBrAA EQ 4.7.4.4-1H =0.0 ftfor single span bridges, ftH = 0.0 (single-span)AA EQ 4.7.4.4-1S =0skew of support measured from line normal to span, degAA EQ 4.7.4.4-1Zone4AA Table 3.10.6-1As =1.104 gPeak seismic ground acceleration modified by FpgaAs = FpgaPGAPercent, N =150percent increase N based on zone and AsAA Table 4.7.4.4-1N' =25.6 inmodified N based on zone and AsAA Art.4.7.4.4AA 3.10.4.2 (Eqn 3.10.4.2-2)SEAT WIDTHMINIMUM ABUTMENT SEAT WIDTHPer California Amendments to AASHTO LRFD - 6th EditionCode/Standard minimum support length measured normal to the centerline of bearing, inN= (8+0.02L+0.08H)*(1+0.000125S2)Page 403 of 493 Design Wing Wall Reinf.ParameterValueDescriptionEqnS =2.0 ftSurcharge, fthend =3.8 ftEnd Height, fthwing =10.1 ftSection height of wing wall, ftPer plan S-211Lwing =8.0 ftlength of wingwall, ftPer plan S-211W =60.0 psf/ftEquivalent fluid pressure, psf/ftPer Geotech ReportMAA =57.6 k*ftwingwall moment at abutment, k*ftBDA 3-6P =18.9 kipswingwall vertical load, kBDA 3-6Xbar =3.0 ftWing Wall vertical load ecc., ftBDA 3-6p,EH =1.5load factor for active earth pressureAA Table 3.4.1-2MAA,u =86.4 k*fttotal factored wingwall moment at abutment, k*ftMAA,u/ft =8.6 k*fttotal factored wingwall moment at abutment, k*fttwing =12.0 inthickness of wing wall, inPer plan S-211cov =2.0 inconcrete cover to wing wall barsTry(1) #6 Barsdbar =0.75 indiameter of steel reinf. bars, inAs =0.44in2Area of steel bars, in2fy =60,000 psiYield Strength of reinforcing Steel, psif'c =4,000 psiConcrete compressive strength, psid =9.6 ind = twing - cov-dbar/2b =12.0 inwidth of compression face of member, ina =0.65 indepth of equiv rectangular stress block, inI 22.2.2.4.1Mn =20.5 k*ftnominal flexural strength of wing wall, k*ftb =0.9strength red. factor for tens. Controlled sectionI 9.5.1.2bMn =18.4 k*ft>8.6 k*ftOKCheck Minimum Reinf.As, min = 0.37in2I 9.6.1.2(a)As, min = 0.39in2I 9.6.1.2(b)dist. From extreme comp. fiber to centroid of long. Tens. Reinf.,in.WINGWALL DESIGNCANTILEVER WINGWALL DESIGNPer Caltrans Bridge Design Aid 3-6Code/Standard [ ]]2)(4(32422hHSHhWLMAA+++= []]3)((62ShHhHWLP+++=PMXAA=bffAacys'85.0=)2(adfAMysn-=dbffAwycs'3min,=dbfAwys200min,= Page 404 of 493 Company:Date:2/22/2023Engineer:Page:1/7Project:Address:Phone:E-mail:Anchor Designer™ for Concrete SoftwareVersion 3.3.2404.11.Project informationProject description:Location:Fastening description:Comment:2. Input Data & Anchor ParametersGeneralDesign method:ACI 318-19Units: Imperial unitsAnchor Information:Anchor type: Cast-in-placeMaterial: F1554 Grade 105Diameter (inch): 1.500Effective Embedment depth, hef(inch): 16.000Anchor category: -Anchor ductility: Yeshmin(inch): 18.25Cmin(inch): 9.00Smin(inch): 9.00Base MaterialConcrete: Normal-weightConcrete thickness, h (inch): 30.00State: CrackedCompressive strength, f’c(psi): 5000Ψc,V: 1.0Reinforcement condition: Supplementary reinforcement not presentSupplemental edge reinforcement: Not applicableReinforcement provided at corners: NoIgnore concrete breakout in tension: YesIgnore concrete breakout in shear: YesIgnore 6do requirement: NoBuild-up grout pad: NoBase PlateLength x Width x Thickness (inch): 15.75 x 15.50 x 1.25Yield stress: 36000 psiProfile type/size: 6X6X1/2Recommended AnchorAnchor Name: Heavy Hex Bolt - 1 1/2"Ø Heavy Hex Bolt, F1554 Gr.105Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comPage 405 of 493 Company:Date:2/22/2023Engineer:Page:2/7Project:Address:Phone:E-mail:Anchor Designer™ for Concrete SoftwareVersion 3.3.2404.1Load and GeometryLoad factor source: ACI 318 Section 5.3Load combination: not setSeismic design: YesAnchors subjected to sustained tension: Not applicableDuctility section for tension: not satisfiedDuctility section for shear: not satisfiedΩ0factor: not setApply entire shear load at front row: NoAnchors only resisting wind and/or seismic loads: YesStrength level loads:Nua[lb]: -95950Vuax[lb]: -33750Vuay[lb]: 27400Mux[ft-lb]: 0Muy[ft-lb]: 0Muz[ft-lb]: 0<Figure 1>Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comPage 406 of 493 Company:Date:2/22/2023Engineer:Page:3/7Project:Address:Phone:E-mail:Anchor Designer™ for Concrete SoftwareVersion 3.3.2404.1<Figure 2>3. Resulting Anchor ForcesAnchor Tension load,Nua(lb)Shear load x,Vuax(lb)Shear load y,Vuay(lb)Shear load combined,√(Vuax)²+(Vuay)² (lb)1 0.0 -11733.3 13700.0 18037.82 115.0 -22016.7 13700.0 25931.1Sum 115.0 -33750.0 27400.0 43968.9Maximum concrete compression strain (‰): 0.24Maximum concrete compression stress (psi): 1023Resultant tension force (lb): 0Resultant compression force (lb): 96065Eccentricity of resultant tension forces in x-axis, e'Nx(inch): 0.00Eccentricity of resultant tension forces in y-axis, e'Ny(inch): 0.00Eccentricity of resultant shear forces in x-axis, e'Vx(inch): 0.83Eccentricity of resultant shear forces in y-axis, e'Vy(inch): 0.67<Figure 3>Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comPage 407 of 493 Company:Date:2/22/2023Engineer:Page:4/7Project:Address:Phone:E-mail:Anchor Designer™ for Concrete SoftwareVersion 3.3.2404.14. Steel Strength of Anchor in Tension (Sec. 17.6.1)Nsa(lb)Nsa(lb)175625 0.75 1317196. Pullout Strength of Anchor in Tension (Sec. 17.6.3)0.75Npn=0.75c,PNp=0.75c,P8Abrgf’c(Sec. 17.5.1.2, Eq. 17.6.3.1 & 17.6.3.2.2a)c,PAbrg(in2)f’c(psi)0.75Npn(lb)1.0 3.12 5000 0.70 65478Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comPage 408 of 493 Company:Date:2/22/2023Engineer:Page:5/7Project:Address:Phone:E-mail:Anchor Designer™ for Concrete SoftwareVersion 3.3.2404.18. Steel Strength of Anchor in Shear (Sec. 17.7.1)Vsa(lb)groutgroutVsa(lb)105375 1.0 0.65 6849410. Concrete Pryout Strength of Anchor in Shear (Sec. 17.7.3)Vcpg=kcpNcbg=kcp(ANc/ ANco)ec,Ned,Nc,Ncp,NNb(Sec. 17.5.1.2 & Eq. 17.7.3.1b)kcpANc(in2)ANco(in2)ec,Ned,Nc,Ncp,NNb(lb)Vcpg(lb)2.0 2016.00 2304.00 0.940 0.903 1.000 1.000 114940 0.70 11958611. ResultsInteraction of Tensile and Shear Forces (Sec. 17.8)TensionFactored Load, Nua(lb)Design Strength, øNn(lb)RatioStatusSteel 115 131719 0.00 PassPullout 115 65478 0.00 Pass (Governs)ShearFactored Load, Vua(lb)Design Strength, øVn(lb)RatioStatusSteel 25931 68494 0.38 Pass (Governs)Pryout 43472 119586 0.36 PassInteraction checkNua/NnVua/VnCombined RatioPermissibleStatusSec. 17.8.2 0.00 0.38 37.9% 1.0 Pass1 1/2"Ø Heavy Hex Bolt, F1554 Gr. 105 with hef = 16.000 inch meets the selected design criteria.Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comPage 409 of 493 Company:Date:2/22/2023Engineer:Page:6/7Project:Address:Phone:E-mail:Anchor Designer™ for Concrete SoftwareVersion 3.3.2404.1Base Plate ThicknessRequired base plate thickness: 1.079 inchSteel36000 psiMaximum stress32388 psiCalculated plate thickness1.079 inchStress distributionFor ACI and CSA design methods, maximum base plate stress is limited to 0.9 times yield stress.For ETAG design method, maximum base plate stress is limitedto yield stress divide by 1.5.Plate stress is derived using Von Mises theory.Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comPage 410 of 493 Company:Date:2/22/2023Engineer:Page:7/7Project:Address:Phone:E-mail:Anchor Designer™ for Concrete SoftwareVersion 3.3.2404.112. Warnings- Concrete breakout strength in tension has not been evaluated against applied tension load(s) per designer option. Refer to ACI 318 Section17.5.2.1 for conditions where calculations of the concretebreakout strength may not be required.- Concrete breakout strength in shear has not been evaluatedagainst applied shear load(s) per designer option. Refer toACI 318 Section17.5.2.1 for conditions where calculations of the concretebreakout strength may not be required.- Brittle failure governs for tension. Governing anchor failure mode is brittle failure. Attachment shall be designed to satisfy the requirements ofACI 318-19 Section 17.10.5.3 for structures assigned to Seismic Design Category C, D, E, or F when the component of the strength levelearthquake force applied to anchors exceeds 20 percent of the total factored anchor force associated with the same load combination. In casewhenACI 318-19 Sections 17.10.5.3 (a)(iii) to (vi), (b), (c) or (d) is satisfied for tension loading, select appropriate checkbox from Inputs tab todisable this message. Alternatively, Ω0 factor can be entered to satisfy ACI 318-19 Section 17.10.5.3(d) to increase the earthquake portion of theloads as required.- Brittle failure governs for shear. Governing anchor failure mode is brittle failure. Attachment shall be designed to satisfy the requirements of ACI318-19 Section 17.10.6.3 for structures assigned to Seismic Design Category C, D, E, or F when the component of the strength level earthquakeforce applied to anchors exceeds 20 percent of the total factored anchor force associated with the same load combination. In case when ACI318-19 Sections 17.10.6.3(a), (b) or (c) is satisfied for shear loading, select appropriate checkbox from Inputs tab todisable this message.Alternatively, Ω0 factor can be entered to satisfy ACI 318-19 Section 17.10.6.3(c) to increase the earthquake portion of the loads as required.- Designer must exercise own judgement to determine if this design is suitable.Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comPage 411 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Abutment Wall - Bridge 1 (West Pedestrian) - pier Project File: 1417-11-RC22-Righetti-Ranch-Abutments.ec6 Project Title:Righetti Ranch Park - Abutments Engineer: Project ID:1417-11-RC22 Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 3.58 0.00 0.00 6.00 2,000.0 60.0 0.0 250.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water table above =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.300 Soil height to ignore for passive pressure =6.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 119.0 Lateral Load =0.0 #/ft 0.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= Page 412 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Abutment Wall - Bridge 1 (West Pedestrian) - pier Project File: 1417-11-RC22-Righetti-Ranch-Abutments.ec6 Project Title:Righetti Ranch Park - Abutments Engineer: Project ID:1417-11-RC22 Project Descr: Design Summary Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Concrete Thickness =12.00 Rebar Size =#5 Rebar Spacing =12.00 Rebar Placed at =Edge Design Data fb/FB + fa/Fa =0.102 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =13,892.6 =psi Shear.....Allowable =94.9psi Wall Weight =150.0psf Rebar Depth 'd'=10.19in Masonry Data f'm =psiFs =psiSolid Grouting = Modular Ratio 'n'= Equiv. Solid Thick.= Concrete Data f'c =4,000.0psi Fy =60,000.0 Masonry Design Method ASD= Load Factors Building Code Dead Load 1.250 Live Load 1.750 Earth, H 1.500 Wind, W 1.000 Seismic, E 1.000 psi Service Level =984.7lbsStrength Level Service Level Strength Level =1,419.1ft-# Service Level Strength Level =8.1psi Design Method =SD SD SD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=in2 See Pier design results. Page 413 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Abutment Wall - Bridge 1 (West Pedestrian) - pier Project File: 1417-11-RC22-Righetti-Ranch-Abutments.ec6 Project Title:Righetti Ranch Park - Abutments Engineer: Project ID:1417-11-RC22 Project Descr: Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.032 in2/ft (4/3) * As :0.0426 in2/ft Min Stem T&S Reinf Area 1.032 in2 200bd/fy : 200(12)(10.1875)/60000 :0.4075 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.288 in2/ft 0.0018bh : 0.0018(12)(12) :0.2592 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.2592 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area :0.31 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area :2.2081 in2/ft #6@ 18.33 in #6@ 36.67 in 2.50 1.00 84.00 Footing Torsion, Tu = = ft-lbs104,543.01 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 195,239.02 =4,000 psi Toe Width =ft Heel Width = Footing Thickness =in 3.50= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 1.32 in, #5@ 2.05 in, #6@ 2.91 in, #7@ 3.96 in, #8@ 5.22 in, #9@ 6.61 in, #10@ 8.39 in Flush heel condition. No reinforcing required. =None Spec'd = = = = = 0 0 4,316 -4,316 6.14 94.87 Heel: 0 0 0 0 0.00 0.00 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing = Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 7 @ 6.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 6.35 1.81 #4@ 1.32 in #5@ 2.05 in #6@ 2.91 in in2 in2 /ft If two layers of horizontal bars: #4@ 2.65 in #5@ 4.10 in #6@ 5.82 in supplemental design for footing torsion. phiMn 430,273= OKNG Flush heel condition. No reinforcing required. OK - Flush Page 414 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Abutment Wall - Bridge 1 (West Pedestrian) - pier Project File: 1417-11-RC22-Righetti-Ranch-Abutments.ec6 Project Title:Righetti Ranch Park - Abutments Engineer: Project ID:1417-11-RC22 Project Descr: Pier Design Results Vert. Load from Wall 4,350.0 plf Lateral Load from Wall 4,046.9 plf Added Lateral at Top of Pier 18,300.0 lbs End Soil Bearing Allow 1 psf Pier Skin Friction 750.0 psf Allow. Passive Pressure 500 pcf Apply S.F. to Allow. Passive 1.0 Actual Passive Pressure 500.00 pcf Max. Allow. Passive Pressure ####psf Dia. Mult. for Pass. Resistance 2.00 Footing Toe to C.L. Pier 1.75 ft Ecc. of Vert. Load to C.L. Pier -0.14 ft Load Factor for Pier Design 1.0 Pier Spacing 13.50 ft f'c 5,000 psi Fy 60,000 psi Pier Data Lateral Support at Top of Pier Suggested Diameter 0.00 No Suggestion in Diameter Used 24.00 Effective Embed. Required 17.75 ft Ignore Pass. Pres. @ Pier Top *0.00 ft Total Embedment Required 17.75 ft Effective Embedment Used 20.0 ft Total Embedment Used 20.00 ft Location of point of Inflection 1/6 Apply Skin Friction Ignore :4.00 ft No. of Bars (Circular)10 Size of Rebar 8 Applied Moment at Pier Top 209,086 ft-lbs Pier Design Mu 503,840 ft-lbs Design Pier Mom., Mn * Phi 256,789 ft-lbs Applied Shear at Pier Top 72,934 lbs Factored Shear in Pier 72,934 lbs Actual Shear, Vu 240.62 psi Allow. Shear, vn * Phi 106.07 psi Total Vert. Load to Pier 58,724.3 lbs Total Vertical Capacity 75,402 lbs Axial Stress, fa 129.88 psi in If actual torsion exceeds allowable per ACI 11.6.1(a) design for torsion per ACI Section 11.6 Page 415 of 493 PENDING L-PILE DESIGN FROM GEOTECHNICAL ENGINEER Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Abutment Wall - Bridge 1 (West Pedestrian) - pier Project File: 1417-11-RC22-Righetti-Ranch-Abutments.ec6 Project Title:Righetti Ranch Park - Abutments Engineer: Project ID:1417-11-RC22 Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 3,634.95.29686.9=Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = = = 137.5 1.25 171.9= = = Stem Weight(s) = 537.5 3.00 1,612.4 Earth @ Stem Transitions =Footing Weight = 3,675.0 1.75 6,431.3 Key Weight = Added Lateral Load lbs =15,487.9 Vert. Component Total = 4,350.0 8,215.5 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =4,046.9 O.T.M. =Pier foundation used. Forces and moments displayed are applied at top of pier. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 3,360.0 3.53 11,852.9 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.000 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Page 416 of 493 PENDING L-PILE DESIGN FROM GEOTECHNICAL ENGINEER Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Abutment Wall - Bridge 1 (West Pedestrian) - pier Project File: 1417-11-RC22-Righetti-Ranch-Abutments.ec6 Project Title:Righetti Ranch Park - Abutments Engineer: Project ID:1417-11-RC22 Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #5 bar specified in this stem design segment (25.4.2.3a) =18.50 in Development length for #5 bar specified in this stem design segment =14.23 in Hooked embedment length into footing for #5 bar specified in this stem design segment =8.30 in As Provided =0.3100 in2/ft As Required =0.2592 in2/ft Page 417 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Abutment Wall - Bridge 1 (West Pedestrian) - pier Project File: 1417-11-RC22-Righetti-Ranch-Abutments.ec6 Project Title:Righetti Ranch Park - Abutments Engineer: Project ID:1417-11-RC22 Project Descr: Page 418 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Abutment Wall - Bridge 1 (West Pedestrian) - pier Project File: 1417-11-RC22-Righetti-Ranch-Abutments.ec6 Project Title:Righetti Ranch Park - Abutments Engineer: Project ID:1417-11-RC22 Project Descr: Page 419 of 493 Licensee stated below acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy oradequacy of the material supplied as input forprocessing by the spColumn computer program. Furthermore,STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of theoutput prepared by the spColumn program. Although STRUCTUREPOINT has endeavored to produce spColumn error free the program is not and cannot be certifiedinfallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility incontract, negligence or other tort for any analysis, designor engineering documents prepared in connection with the use of the spColumn program. Licensed to: RRM DesignGroup. License ID: 76847-1085269-4-2C18C-2BAC8spColumn v10.10 (TM)Computer program for the Strength Design of Reinforced Concrete SectionsCopyright - 1988-2023, STRUCTUREPOINT, LLC.All rights reservedyxPage 420 of 493 STRUCTUREPOINT - spColumn v10.10 (TM)Page |2Licensed to: RRM Design Group. License ID: 76847-1085269-4-2C18C-2BAC88/6/2024N:\1400\1417-11-RC22-Righetti-Ranch-Parks\Structural\ConDocs\Ca...\Pile-Type 1-West Pedestrian.colx8:55 AMContents1. General Information............................................................................................................................................................ 32. Material Properties ............................................................................................................................................................. 32.1. Concrete...................................................................................................................................................................... 32.2. Steel ............................................................................................................................................................................ 33. Section................................................................................................................................................................................ 33.1. Shape and Properties.................................................................................................................................................. 33.2. Section Figure ............................................................................................................................................................. 44. Reinforcement .................................................................................................................................................................... 44.1. Bar Set: ASTM A615................................................................................................................................................... 44.2. Confinement and Factors............................................................................................................................................ 44.3. Arrangement................................................................................................................................................................ 45. Control Points ..................................................................................................................................................................... 56. Factored Loads and Moments with Corresponding Capacity Ratios..................................................................................57. Diagrams ............................................................................................................................................................................ 67.1. PM at θ=0 [deg]........................................................................................................................................................... 6List of FiguresFigure 1: Column section........................................................................................................................................................ 4Page 421 of 493 STRUCTUREPOINT - spColumn v10.10 (TM)Page |3Licensed to: RRM Design Group. License ID: 76847-1085269-4-2C18C-2BAC88/6/2024N:\1400\1417-11-RC22-Righetti-Ranch-Parks\Structural\ConDocs\Ca...\Pile-Type 1-West Pedestrian.colx8:55 AM1. General InformationFile NameN:\1400\1417-...\Pile-Type 1-WestPedestrian.colxProject1417-11-RC22ColumnWest Ped. P1EngineerLATCodeACI 318-19Bar SetASTM A615UnitsEnglishRun OptionInvestigationRun AxisX - axisSlendernessNot ConsideredColumn TypeStructuralCapacity MethodMoment capacity2. Material Properties2.1. ConcreteTypeStandardf'c5ksiEc4030.51ksifc4.25ksiεu0.003in/inβ10.82.2. SteelTypeStandardfy60ksiEs29000ksiεty0.00206897in/in3. Section3.1. Shape and PropertiesTypeCircularDiameter24inAg452.389in2Ix16286in4Iy16286in4rx6inry6inXo0inYo0inPage 422 of 493 STRUCTUREPOINT - spColumn v10.10 (TM)Page |4Licensed to: RRM Design Group. License ID: 76847-1085269-4-2C18C-2BAC88/6/2024N:\1400\1417-11-RC22-Righetti-Ranch-Parks\Structural\ConDocs\Ca...\Pile-Type 1-West Pedestrian.colx8:55 AM3.2. Section FigureCircular 24 x 24 in1.75% reinf.Figure 1: Column section4. Reinforcement4.1. Bar Set: ASTM A615BarDiameterAreaBarDiameterAreaBarDiameterAreainin2inin2inin2#30.380.11#40.500.20#50.630.31#60.750.44#70.880.60#81.000.79#91.131.00#101.271.27#111.411.56#141.692.25#182.264.004.2. Confinement and FactorsConfinement typeSpiralFor #10 bars or less#4 tiesFor larger bars#4 tiesCapacity Reduction FactorsAxial compression, (a)0.85Tension controlled ɸ, (b)0.9Compression controlled ɸ, (c)0.754.3. ArrangementPatternAll sides equalBar layoutCircularCover toTransverse barsClear cover3inBars10 #8Total steel area, As7.90in2yxPage 423 of 493 STRUCTUREPOINT - spColumn v10.10 (TM)Page |5Licensed to: RRM Design Group. License ID: 76847-1085269-4-2C18C-2BAC88/6/2024N:\1400\1417-11-RC22-Righetti-Ranch-Parks\Structural\ConDocs\Ca...\Pile-Type 1-West Pedestrian.colx8:55 AMRho1.75%Minimum clear spacing3.94in5. Control PointsAboutPointPX-MomentY-MomentNA DepthdtDepthεtɸkipk-ftk-ftininX@ Max compression1772.30.000.0064.4420.00-0.002070.75000X@ Allowable comp.1506.5173.540.0024.8920.00-0.000590.75000X@ fs= 0.01200.6315.100.0020.0020.000.000000.75000X@ fs= 0.5 fy798.0391.540.0014.8720.000.001030.75000X@ Balanced point514.2397.550.0011.8420.000.002070.75000X@ Tension control137.4352.220.007.4420.000.005070.90000X@ Pure bending0.0288.000.006.1120.000.006830.90000X@ Max tension-426.60.000.000.0020.009.999990.90000-X@ Max compression1772.30.000.0064.4420.00-0.002070.75000-X@ Allowable comp.1506.5-173.540.0024.8920.00-0.000590.75000-X@ fs= 0.01200.6-315.100.0020.0020.000.000000.75000-X@ fs= 0.5 fy798.0-391.540.0014.8720.000.001030.75000-X@ Balanced point514.2-397.550.0011.8420.000.002070.75000-X@ Tension control137.4-352.220.007.4420.000.005070.90000-X@ Pure bending0.0-288.000.006.1120.000.006830.90000-X@ Max tension-426.60.000.000.0020.009.999990.900006. Factored Loads and Moments with Corresponding Capacity RatiosNOTE: Calculations are based on "Moment Capacity" Method.No.DemandCapacityParameters at CapacityCapacityPuMuxɸPnɸMnxNA DepthεtɸRatiokipk-ftkipk-ftin175.70196.5075.70324.166.790.005840.9000.61282.00183.6082.00327.136.850.005770.9000.56376.00178.2076.00324.306.790.005840.9000.55455.50196.5055.50314.616.600.006090.9000.625105.10259.30105.10337.457.120.005420.9000.77697.00259.3097.00333.697.040.005520.9000.78769.40277.6069.40321.206.730.005920.9000.86896.80272.2096.80333.607.040.005520.9000.82969.60227.0069.60321.296.730.005920.9000.711069.600.0069.60321.296.730.005920.9000.001172.40279.2072.40322.616.760.005880.9000.87Page 424 of 493 STRUCTUREPOINT - spColumn v10.10 (TM)Page |6Licensed to: RRM Design Group. License ID: 76847-1085269-4-2C18C-2BAC88/6/2024N:\1400\1417-11-RC22-Righetti-Ranch-Parks\Structural\ConDocs\Ca...\Pile-Type 1-West Pedestrian.colx8:55 AM7. Diagrams7.1. PM at θ=0 [deg]Page 425 of 493 SHEET NO.: PROJECT NO.: DATE: PROJECT: BY: SUBJECT: CHECKED BY: MINIMUM PILE EMBEDMENT ALLOWABLE PILE AXIAL LOAD CAPACITY VALUES Area Skin Friction 1 =0psf Allowable Skin Friction for CLAY Area Skin Friction 2 =750 psf Allowable Skin Friction for Weathered Formational Mat. Area Skin Friction 3 =2000 psf Allowable Skin Friction for Hard Bedrock Diameter =2ft Pile/Pier Diameter Circumference = 4.7 ft Pile/Pier Circumference Lineal Skin Friction 1 =0.0 klf Allowable Skin Friction for CLAY Lineal Skin Friction 2 =3.5 klf Allowable Skin Friction for Weathered Formational Mat. Lineal Skin Friction 3 =9.4 klf Allowable Skin Friction for Hard Bedrock ALLOWABLE PILE AXIAL LOAD CAPACITY CHART DEPTH1 0.0 kips2 0.0 kips3 0.0 kips4 0.0 kips5 3.5 kips6 7.1 kips7 10.6 kips8 14.1 kips9 17.7 kips 10 21.2 kips 11 24.7 kips 12 34.2 kips 13 43.6 kips 14 53.0 kips 15 62.4 kips 16 71.9 kips 17 81.3 kips 18 90.7 kips 19 100.1 kips 20 109.6 kips 21 119.0 kips 22 128.4 kips 23 137.8 kips 24 147.3 kips 25 156.7 kips WEST PED.-TYPE 1 1417-11-RC22 07/2024 RIGHETTI PARK - ABUTMENTS LAT PROJECT DESIGN CRITERIA MSD Page 426 of 493 PROJECT LOCATION:Address: BOUNDED BY ORCUTT RD & TANK FARM RDSAN LUIS OBISPO, CA 93401Latitude: N 35.25505°Longitude: W 120.63706°DESIGN CODES:NotationCode/Standard ReferenceTitleA ASCE 7-16 Minimum Design Loads for Buildings and Other StructuresAA AASHTO AASHTO LRFD Bridge Design Specification, 8th Edition, 2017AAP AASHTO AASHTO LRFD Guide Specifciations for the Design of Pedestrian Bridges 2nd EditionAAL AASHTO LTS-6C 2022 CBC 2022 California Building CodeSDC SDC 2.0 Caltrans Seismic Design Criteria (SDC) 2.0I ACI 318-19 2019 Building Code Requirements for Structural ConcreteS AISC 360-16 2016 Steel Construction ManualW 2018 NDS 2018 National Design Specification for Wood ConstructionSDP 2021 SDPWS 2021 Seismic Deisgn Provisions for Wind and Seismic (American Wood Council)GEOTECHNICAL PARAMETERS:Geotechnical Report:Prepared By: Geosolutions, Inc. 220 High StreetSan Luis Obispo, CA 93401Project No.: SL07509-15Dated: October 20, 2023Foundation Bearing Pressure:Allowable Bearing Pressure: 1500 psfPassive Earth Pressure: 500 psf/ftFriction Coefficient: 0.3Retaining Wall Pressure:Active Lateral Earth Pressure: 60 psf (NATIVE)Active Lateral Earth Pressure: 60 psf (GRANULAR IMPORT)Passive Lateral Earth Pressure: 250 psfConstruction Surcharge Pressure: 125 psfAASHTO Standard Specfication for Structural Support for Highway Sign Luminaries and Traffic Signals, 5th EditionPROJECT DESIGN CRITERIAPROJECT DESCRIPTION & REFERENCESPage 427 of 493 PROJECT DESCRIPTION:The calculations herewith represent the following structures as described:Bridge Type 2 ( East Pedestrian)Configuration: Single-Span Pedestrian Bridge.Foundation System: Reinforced Concrete Abutments & Cast-In Drilled-Holed Piers.Special Considerations:PROJECT DESCRIPTIONPROJECT DESIGN CRITERIAPage 428 of 493 BRIDGE DIMENSIONSParameter Value Description EqnLBr =77.4 ftlength of the bridge, ftPer plan S-211wBr =10.0 ftinterior width of the bridge deck, ftPer plan S-211hBr =6.2 fttotal height of the bridge, ftPer plan S-211hrail, Br =4.5 fttotal height of the rail, ftPer plan S-211ABUTMENT DIMENSIONSWconc =150.0 pcfnormal-weight concrete density, pcffy =60,000 psiYield Strength of reinforcing Steel, psif'c =4,000 psiConcrete compressive strength, psi#Abut, tr =2number of transverse bridge abutmentsPer plan S-211#Abut, l =1number of longitudinal bridge abutmentsPer plan S-211#piles =2number of piles at each abutmentPer plan S-211spiles =7.0 ftspacing between piles, ftPer plan S-211wpiles =7.0 fttotal width between piles, ftPer plan S-211habut =3.5 fttotal height of abutment, ft (excluding ht. of rear wall)Per plan S-211dedge =4.00 ftedge distance from centerline of pile to abutment edgePer plan S-211Labut =15.0 fttotal length of the abutment, ftPer plan S-211Nseat =2.0 ftbridge seat width, ftPer plan S-211trwall =12.0 inthickness of rear wall, inPer plan S-211wabut =3.0 fttotal width of abutment, ftPer plan S-211hrwall =28.5 inheight of rear wall, inPer det. 42/S-331hwing =5.9 ftheight of wing wall, ftPer plan S-211Lwing =9.0 ftlength of wing wall, ftPer plan S-211twing =12.0 inthickness of wing wall, inPer plan S-211#wings =2 Per plan S-211Lwings/abut tot =33.0 fttotal length of the abutment + wing wallsPer plan S-211wwings/abut tot =8.3 fttotal width of the abutment + wing wallsPer plan S-211BRIDGE DEAD LOADS (DC)Parameter Value Description EqnDCsup =66.4 kipslifting weight of bridge superstructure, kips per bridge mfr. cutsheetPer det. 42/S-331modifier =1.0modifier for early assumed bridge weightDCsup' =66.4 kipsadjusted bridge superstructure dead load, kipsDCsup' = DCsup'*modifierWabut =23.6 kipsweight of each abutment, kipsWabut=habut*wabut*(Nseat+trwall/12)*Wconc/1,000Wrwall =5.3 kipsweight of each rear wall, kipsWrwall = hrwall*wabut*trwall/144*Wconc/1,000Wwing =15.9 kipsweight of wing walls @ each abutment, kipsWwing = hwing*lwing*twing/12*Wconc/1,000*#wingsDCsub =44.8 kipsdead load of substructureDCsub = Wabut + Wrwall + WwallAbutment LoadingPDC =78.0 kipsvertical dead load on each abutment, kipsPDC = DCsup'/#Abut, tr + DCsubPile LoadingPpile, DC =39.0 kipsvertical pile dead load due to bridge, kipsPpile, DC = PDC/#pilesBRIDGE DIMENSIONS AND LOADINGDEAD LOADPer California Amendments to AASHTO LRFD - 8th EditionCode/Standard Code/Standard Page 429 of 493 PEDESTRIAN LOADS (PL)Parameter Value Description EqnPL =69.6 kipsbridge pedestrian loading, kips per bridge mfr. cutsheetPer det. 42/S-331Abutment LoadingPPL =34.8 kipsvertical pedestrian load on each abutment, kipsPPL = PL/#Abut, trPile LoadingPpile, PL =17.4 kipsvertical pile load due to pedestrian loading, kipsPpile, PL = PPL/#pilesLIVE LOADS (LL)VEHICLE LOAD (LLveh)Parameter Value Description EqnLLveh =38.8 kipsbridge vehicle loading, kips per bridge mfr. cutsheetPer det. 42/S-331Abutment LoadingPLLveh =19.4 kipsvert. veh. load on each abutment, (1) vehicle, kipsPLLveh = LL/#Abut, trPile LoadingPpile, LLveh =9.7 kipsvertical pile load due to vehicle, kipsPpile, LLveh = PLLveh/#pilesEQUESTRIAN LOAD (LLEQ)AAP Art. 3.3LLEQ=1.0 kipsequestrian loading applied over a 4" square areaAAP Art. 3.3Code/Standard Code/Standard Equestrian Load does not exceed Vehicle Live Load and is therefore not considered for abutments.BRIDGE LOADINGPEDESTRIAN AND LIVE LOAD SUMMARYPer California Amendments to AASHTO LRFD - 8th EditionPage 430 of 493 WIND LOADS (WS)Parameter Value Description EqnH =10.2 kipswind load on exposed horizontal support, kips per bridge mfr. cutsheetPer det. 42/S-331P =12.8 kipsvertical uplift wind load, kips per bridge mfr. cutsheetPer det. 42/S-331Abutment LoadingVtr, WS =10.2 kipstransverse wind abutment load, kipsVtr, WS = HVl, WS =0.0 kipslongitudinal wind abutment load, assumed 0, exposed surface in longitudinal direction is negligible, kipsPWS,min =-6.4 kipsuplift wind load on each abutmentPWS = P/#Abut, trMWS =31.7 k-ftmoment wind in abutment, k*ftMWS = Vtr, WS*hBR/2Pile LoadingVpile tr, WS =5.1 kipstransverse wind pile load, kipsVpile tr, WS = Vtr, WS/#pilesVpile l, WS =0.0 kipslongitudinal wind pile load, kipsVpile l, WS = Vl, WS/#pilesPpile, WS, min =-7.7 kipsminimum force in pile due to wind uplift, kipsPpile, WS = PWS/#piles, tr - MWS/wpilesPpile, WS, max =1.3 kipsmaximum force in pile due to wind uplift, kipsPpile, WS = PWS/#piles, tr + MWS/wpilesMpile, WS =15.8 k-ftmoment wind in piles, k*ftMpile, WS = MWS/#pilesWIND LOADS (WSv)Parameter Value Description EqnPWSvw =-23.2 kipsOverturning on Windward Truss, kips per bridge mfr. cutsheetPer det. 42/S-331PWSvL =-8.4 kipsOverturning on Leeward Truss, kips per bridge mfr. cutsheetPer det. 42/S-331Abutment LoadingPWSvw =-11.6 kipsoverturning on each abutment, kips per bridge mfr. cutsheetPer det. 42/S-331PWSvL =-4.2 kipsoverturning on each abutment, kips per bridge mfr. cutsheetPer det. 42/S-331Pile LoadingPpile,WSvw =-5.8 kipsoverturning on each pile, kips per bridge mfr. cutsheetPer det. 42/S-331Ppile,WSvL =-2.1 kipsoverturning on each pile, kips per bridge mfr. cutsheetPer det. 42/S-331Code/Standard Per California Amendments to AASHTO LRFD - 8th EditionCode/Standard BRIDGE LOADINGWIND LOAD SUMMARYPage 431 of 493 EARTH PRESSURE (EH)Parameter Value Description EqnPa =60Hactive pressure behind wall, psfGeotechnical Reporthtotal =5.875 fttotal height of abutment + rear wallhtotal = habutPa =1035 lb/ftactive pressure behind wall, lbs/ftPa = 1/2*Pa*htotal2hPa =2.0 ftheight to application of active force. fthPa = 1/3*htotalAbutment LoadingVEH, l =34.2 kipstotal active force long. behind wall, kipsVEH, l = Pa*Lwings/abut tot/1,000VEH, tr =8.6 kipstotal active force transv. behind wall, kipsVEH, tr = Pa*wwings/abut tot/1,000MEH, l =66.9 k-fttotal act. mom. overturning in long. direction, k*ftMEH, l = =VEH, l*hPaPile LoadingVpile EH, l =17.1 kipstotal active force long. along pile, kipsVpile EH, l = Vl, EH/#pilesVpile EH, tr =4.3 kipstotal active force transv. along pile, kipsVpile EH, tr = Vtr, EH/#pilesMpile EH, l =33.5 k-fttotal act. mom. overturning in long. direction, k*ftMpile EH, l = MEH, l/#pilesEARTH SURCHARGE (ES)Parameter Value Description EqnPs =61surcharge pressure behind wall, psfGeotechnical ReportPs =358.4 lb/ftsurcharge pressure behind wall, lb/ftPs = Ps*htotalhPs =2.94 ftheight to application of surcharge force. fthPa = 1/2*htotalAbutment LoadingVES, l =11.8 kipstotal surcharge force long. behind wall, kipsVES, l = Ps*Lwings/abut tot/1,000VES, tr =3.0 kipstotal surcharge force transv. behind wall, kipsVES, tr = Ps*wwings/abut tot/1,000MES, l =34.7 k-fttotal sur. mom. overturning in long. direction, k*ftMES, l = VES, l*hPsPile LoadingVpile ES, l =5.9 kipstotal surcharge force long. along pile, kipsVpile ES, l = Vl, ES/#pilesVpile ES, tr =1.5 kipstotal sur. force transv. along pile, kipsVpile ES, tr = Vtr, ES/#pilesMpile ES, l =17.4 k-fttotal sur. mom. overturning in long. direction, k*ftMpile, ES, l = MES, l/#pilesPer California Amendments to AASHTO LRFD - 8th EditionCode/Standard Code/Standard BRIDGE LOADINGEARTH PRESSURE SUMMARYPage 432 of 493 UNIFORM TEMPERATURE (TU)Parameter Value Description EqnTU =5.0 kipsbridge uniform thermal load, kips per bridge mfr. cutsheetPer det. 42/S-331Abutment LoadingVTU, l =5.0 kipslong. uniform temperature abutment load, kipsVTU, l = TU/#Abut, lVTU, tr =0.0 kipstransv. uniform temperature abutment load, kipsVTU, tr = TU/#Abut, trMTU, I =17.5 k-ftmoment temperature in abutment in long. direction, k*ftMTU, l = VTU, l*hPsPile LoadingVpile TU, l =2.5 kipslong. uniform temperature along pile load, kipsVpile TU, l = VTU, l/#pilesVpile TU, tr =0.0 kipstransv. uniform temperature along pile load, kipsVpile TU, tr = VTU, tr/#pilesMpile TU, I =8.8 k-ftmoment temperature in pile in long. direction, k*ftMpile TU, l = MTU, l/#pilesPer California Amendments to AASHTO LRFD - 8th EditionCode/Standard BRIDGE LOADINGUNIFORM TEMPERATURE SUMMARYPage 433 of 493 SEISMIC DESIGN FORCE (EQ)Parameter Value Description EqnAbutment LoadingVtr, EQ =27.4 kipstransverse seismic abutment load, kips per bridge mfr. cutsheetVl, EQ =26.6 kipslongitudinal seismic abutment load, kips per bridge mfr. cutsheetonly one abutment is restrained longitudinallyPEQ,min =-14.0 kipsuplift seismic load on each abutment per bridge mfr. cutsheetMEQ, tr =95.9 k*ftseismic moment in abutment, k*ftMEQ = Vtr, EQ*habutMEQ, l =93.1 k*ftseismic moment in abutment, k*ftMEQ = Vtr, EQ*habutPile LoadingVpile tr, EQ =13.7 kipstransverse seismic pile load, kipsVpile tr, EQ = Vtr, EQ/#pilesVpile l, EQ =13.3 kipslongitudinal seismic pile load, kipsVpile l, EQ = Vl, EQ/#pilesPpile, EQ, min =-7.0 kipsminimum force in pile due to seismic, kipsPpile, EQ= - PEQ, min/wpilesPpile, EQ, max =7.0 kipsmaximum force in pile due to seismic, kipsPpile, EQ = + PEQ, min/wpilesMpile, EQ, tr =48.0 k*fttransverse seismic moment in piles, k*ftMpile, EQ, tr= MEQ, tr/#pilesMpile, EQ, l =46.6 k*ftlongitudinal seismic moment in piles, k*ftMpile, EQ, l = MEQ, l/#pilesSESIMIC LOAD SUMMARYPer Caltrans SDC 2.0 Appendix BCode/Standard BRIDGE LOADINGPage 434 of 493 Per California Ammendments to AASHTO LRFD Bridge Design Specifications-Eighth Edition3.4.1 - Load Factors for AbutmentsAbutments shall be designed for the Service, Strength and Construction Limit States specified in Article 3.4.5.1.3.4.5.1 - Service, Strength and Construction Load CombinationsAbutments shall be designed for the Service-I load combination in Table 3.4.1-1Abutments shall be designed for the Strength and Construction load combinations, specified in Table 3.4.5.1-13.4.5.2 - Extreme Event I Seismic Load CombinationLL(max) WSvw WSvLPDC, minPDC, maxVEH, lVEH, trMEH, lVES, lVES, trMES, lmax(PPL, LLveh) PWSVtr, WSMWSPWSvPWSvLPEQ,minVtr, EQVl, EQMEQ, trMEQ, lVTU, l minVTU, l maxVTU, tr minVTU, tr maxMTU, l minMTU, l maxPminPmaxVtr, minVtr, maxVl, minVl, maxMtr, minMtr, maxMl, minMl, max(kips) (kips) (kips) (kips) (k-ft) (kips) (kips) (k-ft) (kips) (kips) (kips) (k-ft) (kips) (kips) (kips) (kips) (kips)(k-ft) (k*ft) (kips) (kips) (kips) (kips) (k-ft) (k-ft) (kips) (kips) (kips) (kips) (kips) (kips) (k-ft) (k-ft) (k-ft)(k-ft)Unfactored Loads 78.0 78.0 34.2 8.6 66.9 11.8 3.0 34.7 34.8 -6.4 10.2 31.7 -11.6 -4.2 -14.0 27.4 26.6 95.9 93.1 5.0 5.0 0.0 0.0 17.5 17.5Load Factors 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.00.0 0.0 0.0 0.0 0.0 0.0 1.0 1.2 1.0 1.2 1.0 1.2Load Combination 78.0 78.0 34.2 8.6 66.9 11.8 3.0 34.7 34.8 -6.4 10.2 31.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.0 6.0 0.0 0.0 17.5 21.0 106.4 119.2 21.8 21.8 51.0 52.0 31.7 31.7 119.2 122.7Load Factors 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.3 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 1.0 1.2 1.0 1.2 1.0 1.2Load Combination 78.0 78.0 34.2 8.6 66.9 11.8 3.0 34.7 45.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.0 7.2 0.0 0.0 17.5 25.2 123.3 123.3 11.6 11.6 51.0 53.2 0.0 0.0 119.2 126.9Load Factors 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 1.0 1.2 1.0 1.2 1.0 1.2Load Combination 78.0 78.0 34.2 8.6 66.9 11.8 3.0 34.7 34.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.0 8.6 0.0 0.0 17.5 30.2 112.8 112.8 11.6 11.6 51.0 54.6 0.0 0.0 119.2 131.9Load Factors 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 1.0 1.01.0 0.0 0.0 0.0 0.0 0.0 1.0 1.2 1.0 1.2 1.0 1.2Load Combination 78.0 78.0 34.2 8.6 66.9 11.8 3.0 34.7 0.0 -6.4 10.2 31.7 -11.6 -4.2 0.0 0.0 0.0 0.0 0.0 5.0 10.4 0.0 0.0 17.536.3 55.8 84.4 21.8 21.8 51.0 56.4 31.7 31.7 119.2 137.9Load Factors 0.9 1.25 1.5 1.5 1.5 1.5 1.5 1.5 1.75 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 1.2 0.5 1.2 0.5 1.2Load Combination 70.2 97.5 51.3 12.9 100.4 17.7 4.5 52.1 60.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.5 6.0 0.0 0.0 8.8 21.0 131.1 158.4 17.4 17.4 71.5 75.0 0.0 0.0 161.2 173.5Load Factors 0.9 1.25 1.5 1.5 1.5 1.5 1.5 1.5 1.35 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 1.2 0.5 1.2 0.5 1.2Load Combination 70.2 97.5 51.3 12.9 100.4 17.7 4.5 52.1 47.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.5 6.0 0.0 0.0 8.8 21.0 117.2 144.5 17.4 17.4 71.5 75.0 0.0 0.0 161.2 173.5Load Factors 0.9 1.25 1.5 1.5 1.5 1.5 1.5 1.5 0.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.5 1.2 0.5 1.2 0.5 1.2Load Combination 70.2 97.5 51.3 12.9 100.4 17.7 4.5 52.1 0.0-6.4 10.2 31.7 -11.6 -4.2 0.0 0.0 0.0 0.0 0.0 2.5 6.0 0.0 0.0 8.821.0 48.0 103.9 27.6 27.6 71.5 75.0 31.7 31.7 161.2 173.5Load Factors 0.9 1.25 1.5 1.5 1.5 1.5 1.5 1.5 1.35 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 1.2 0.5 1.2 0.5 1.2Load Combination 70.2 97.5 51.3 12.9 100.4 17.7 4.5 52.1 47.0 -6.4 10.2 31.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.5 6.0 0.0 0.0 8.8 21.0 110.8 150.9 27.6 27.6 71.5 75.0 31.7 31.7 161.2 173.5Load Factors 0.9 1.25 1.5 1.5 1.5 1.5 1.5 1.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Load Combination 70.2 97.5 51.3 12.9 100.4 17.7 4.5 52.1 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 70.2 97.5 17.4 17.4 69.0 69.0 0.0 0.0 152.5 152.5Load Factors 1.25 1.25 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Load Combination 97.5 97.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 97.5 97.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Load Factors 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.5 0.0 0.0 0.0 0.00.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0Load Combination 78.0 78.0 34.2 8.6 66.9 11.8 3.0 34.7 17.4 0.0 0.0 0.0 0.0 0.0 -14.0 27.4 26.6 95.9 93.1 0.0 0.0 0.0 0.0 0.0 0.0 81.4 109.4 39.0 39.0 72.6 72.6 95.9 95.9 194.8 194.8LL(max) WSvw WSvLPpile, DC, minPpile, DC, maxVpile EH, lVpile EH, trMpile EH, lVpile ES, lVpile ES, trMpile ES, lmax(Ppile,PL, LLpile, veh)Ppile, WS, minPpile, WS,maxVpile tr, WSMpile, WSPpile,WSvPpile,WSvLPpile, EQ, minPpile, EQ, maxVpile tr, EQVpile l, EQMpile, EQ, trMpile, EQ, lVpile TU, l minVpile TU, l maxVpile TU, tr minVpile TU, tr maxMpile TU, l minMpile TU, l maxPminPmaxVtr, minVtr, maxVl, minVl, maxMtr, minMtr, maxMl, minMl, max(kips) (kips) (kips) (kips) (k*ft) (kips) (kips) (k*ft) (kips) (kips) (kips) (kips) (k*ft) (kips) (kips) (kips) (kips)(kips) (kips) (k*ft) (k*ft) (kips) (kips) (kips) (kips) (k-ft) (k-ft) (kips) (kips) (kips) (kips) (kips) (kips) (k-ft)(k-ft) (k-ft) (k-ft)Unfactored Loads 39.0 39.0 17.1 4.3 33.5 5.9 1.5 17.4 17.4 -7.7 1.3 5.1 15.8 -5.8 -2.1 -7.0 7.0 13.7 13.3 48.0 46.6 2.5 2.5 0.00.0 8.8 8.8Load Factors 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.3 0.3 0.3 0.30.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 1.2 1.0 1.2 1.0 1.2Load Combination 39.0 39.0 17.1 4.3 33.5 5.9 1.5 17.4 17.4 -2.3 0.4 1.5 4.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.5 3.0 0.0 0.0 8.8 10.5 54.156.87.3 7.3 25.5 26.0 4.7 4.7 64.366.1Load Factors 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.3 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 1.2 1.0 1.2 1.0 1.2Load Combination 39.0 39.0 17.1 4.3 33.5 5.9 1.5 17.4 22.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.5 3.6 0.0 0.0 8.8 12.6 61.661.65.8 5.8 25.5 26.6 0.0 0.0 59.663.4Load Factors 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 1.2 1.0 1.2 1.0 1.2Load Combination 39.0 39.0 17.1 4.3 33.5 5.9 1.5 17.4 17.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.5 3.0 0.0 0.0 8.8 10.5 56.456.45.8 5.8 25.5 26.0 0.0 0.0 59.661.3Load Factors 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 1.0 1.01.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 1.2 1.0 1.2 1.0 1.2Load Combination 39.0 39.0 17.1 4.3 33.5 5.9 1.5 17.4 0.0 -7.7 1.3 5.1 15.8 -5.8 -2.1 0.0 0.0 0.0 0.0 0.0 0.0 2.5 3.0 0.0 0.0 8.8 10.5 23.440.310.9 10.9 25.5 26.0 15.8 15.8 75.477.2Load Factors 0.9 1.25 1.5 1.5 1.5 1.5 1.5 1.5 1.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 1.2 0.5 1.2 0.5 1.2Load Combination 35.1 48.8 25.6 6.5 50.2 8.9 2.2 26.1 30.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.3 3.6 0.0 0.0 4.4 12.6 65.679.28.7 8.7 35.7 38.1 0.0 0.0 80.688.8Load Factors 0.9 1.25 1.5 1.5 1.5 1.5 1.5 1.5 1.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 1.2 0.5 1.2 0.5 1.2Load Combination 35.1 48.8 25.6 6.5 50.2 8.9 2.2 26.1 23.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.3 3.6 0.0 0.0 4.4 12.6 58.672.38.7 8.7 35.7 38.1 0.0 0.0 80.688.8Load Factors 0.9 1.25 1.5 1.5 1.5 1.5 1.5 1.5 0.0 1.4 1.4 1.4 1.4 1.4 1.4 0.0 0.0 0.0 0.0 0.0 0.0 0.5 1.2 0.5 1.2 0.5 1.2Load Combination 35.1 48.8 25.6 6.5 50.2 8.9 2.2 26.1 0.0 -10.8 1.9 7.1 22.2 -8.1 -2.9 0.0 0.0 0.0 0.0 0.0 0.0 1.3 3.6 0.0 0.0 4.4 12.6 13.250.615.9 15.9 35.7 38.1 22.2 22.2 102.8111.0Load Factors 0.9 1.25 1.5 1.5 1.5 1.5 1.5 1.5 1.4 0.4 0.4 0.4 0.4 0.4 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.5 1.2 0.5 1.2 0.5 1.2Load Combination 35.1 48.8 25.6 6.5 50.2 8.9 2.2 26.1 23.5 -3.1 0.5 2.0 6.3 -2.3 -0.8 0.0 0.0 0.0 0.0 0.0 0.0 1.3 3.0 0.0 0.0 4.4 10.5 52.472.810.8 10.8 35.7 37.5 6.3 6.3 87.093.1Load Factors 0.9 1.25 1.5 1.5 1.5 1.5 1.5 1.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Load Combination 35.1 48.8 25.6 6.5 50.2 8.9 2.2 26.1 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.035.148.88.7 8.7 34.5 34.5 0.0 0.0 76.276.2Load Factors 1.25 1.25 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Load Combination 48.8 48.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 48.848.80.0 0.0 0.0 0.0 0.0 0.0 0.00.0Load Factors 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.5 0.0 0.0 0.0 0.00.0 0.0 1.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0Load Combination39.039.017.14.333.55.91.517.48.70.00.00.00.00.00.0-7.07.013.713.348.046.60.00.00.00.00.00.040.754.719.519.536.336.348.048.097.497.479.219.538.1111.0Vtr, max Vl, maxBRIDGE ABUTMENT LOADS SUMMARY AND LOAD COMBINATIONSSERVICE, STRENGTH AND CONSTRUCTION LOAD COMBINATIONSPer California Amendments to AASHTO LRFD - 9th EditionABUTMENTDC EH ES WS EQ TUExtreme Event I(AA Table 3.4.1-1)TotalsService I(AA Table 3.4.1-1)Service II(AA Table 3.4.1-1)Service III(AA Table 3.4.1-1)Service IV(AA Table 3.4.1-1)Strength I(AA Table 3.4.5.1-1)Strength II(AA Table 3.4.5.1-1)Strength III(AA Table 3.4.5.1-1)Strength V(AA Table 3.4.5.1-1)Construction I(AA Table 3.4.5.1-1)Construction II(AA Table 3.4.5.1-1)Strength II(AA Table 3.4.5.1-1)PILESDC EH ES WS EQ TUTotalsService I(AA Table 3.4.1-1)Service II(AA Table 3.4.1-1)Service III(AA Table 3.4.1-1)Service IV(AA Table 3.4.1-1)Strength I(AA Table 3.4.5.1-1)Strength III(AA Table 3.4.5.1-1)Strength V(AA Table 3.4.5.1-1)Construction I(AA Table 3.4.5.1-1)Construction II(AA Table 3.4.5.1-1)Extreme Event I(AA Table 3.4.1-1)M for SpCol.For Pile DesignFor Pile DesignP for SpCol.Page 435 of 493 LL(max) WSvw WSvLP DC, minPDC, maxmax(PPL, LLveh) PWSVtr, WSMWSPWSvPWSvLPEQ,minVtr, EQVl, EQMEQ, trMEQ, lVTU, l minVTU, l maxVTU, tr minVTU, tr maxMTU, l minMTU, l maxPminPmaxVtr, minVtr, maxVl, minVl, maxMtr, minMtr, maxMl, minMl, max(kips) (kips) (kips) (kips) (kips) (k-ft) (kips) (kips) (kips) (kips) (kips) (k-ft) (k*ft) (kips) (kips) (kips) (kips) (k-ft) (k-ft) (kips) (kips) (kips) (kips) (kips) (kips) (k-ft) (k-ft) (k-ft) (k-ft)Unfactored Loads 33.2 33.2 34.8 -6.4 10.2 31.7 -11.6 -4.2 -14.0 27.4 26.6 95.9 93.1 5.0 5.0 0.0 0.0 17.5 17.5Load Factors 1.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 1.2 1.0 1.2 1.0 1.2Load Combination 33.2 33.2 34.8 -6.4 10.2 31.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.0 6.0 0.0 0.0 17.5 21.0 61.6 74.4 10.2 10.2 5.0 6.0 31.7 31.7 17.5 21.0Load Factors 1.0 1.0 1.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 1.2 1.0 1.2 1.0 1.2Load Combination 33.2 33.2 45.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.0 6.0 0.0 0.0 17.5 21.0 78.4 78.4 0.0 0.0 5.0 6.0 0.0 0.0 17.5 21.0 Load Factors 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 1.2 1.0 1.2 1.0 1.2Load Combination 33.2 33.2 34.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.0 6.0 0.0 0.0 17.5 21.0 68.0 68.0 0.0 0.0 5.0 6.0 0.0 0.0 17.5 21.0 Load Factors 1.0 1.0 0.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 1.0 1.2 1.0 1.2 1.0 1.2Load Combination 33.2 33.2 0.0 -6.4 10.2 31.7 -11.6 -4.2 0.0 0.0 0.0 0.0 0.0 5.0 6.0 0.0 0.0 17.5 21.0 11.0 39.6 10.2 10.2 5.0 6.0 31.7 31.7 17.5 21.0 Load Factors 0.9 1.3 1.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 1.2 0.5 1.2 0.5 1.2Load Combination 29.9 41.5 60.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.5 6.0 0.0 0.0 8.8 21.0 90.8 102.4 0.0 0.0 2.5 6.0 0.0 0.0 8.8 21.0Load Factors 0.9 1.3 1.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 1.2 0.5 1.2 0.5 1.2Load Combination 29.9 41.5 47.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.5 6.0 0.0 0.0 8.8 21.0 76.9 88.5 0.0 0.0 2.5 6.0 0.0 0.0 8.8 21.0Load Factors 0.9 1.3 0.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.5 1.2 0.5 1.2 0.5 1.2Load Combination 29.9 41.5 0.0 -6.4 10.2 31.7 -11.6 -4.2 0.0 0.0 0.0 0.0 0.0 2.5 6.0 0.0 0.0 8.8 21.0 7.7 47.9 10.2 10.2 2.5 6.0 31.7 31.7 8.8 21.0 Load Factors 0.9 1.3 1.4 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 1.2 0.5 1.2 0.5 1.2Load Combination 29.9 41.5 47.0 -6.4 10.2 31.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.5 6.0 0.0 0.0 8.8 21.0 70.5 94.9 10.2 10.2 2.5 6.0 31.7 31.7 8.8 21.0Load Factors 0.9 1.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Load Combination 29.9 41.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 29.9 41.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Load Factors 1.3 1.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Load Combination 41.5 41.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 41.5 41.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Load Factors 1.0 1.0 0.5 0.0 0.0 0.0 0.0 0.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0Load Combination 33.2 33.2 17.4 0.0 0.0 0.0 0.0 0.0 -14.0 27.4 26.6 95.9 93.1 0.0 0.0 0.0 0.0 0.0 0.0 36.6 64.6 27.4 27.4 26.6 26.6 95.9 95.9 93.1 93.1TOTAL7.7102.40.027.40.026.6EA. PLATE (TOTAL DIVIDED BY 2)3.8451.200.0013.700.0013.30Strength II(AA Table 3.4.5.1-1)ANCHOR PLATEDC (Bridge ONLY) WS EQ TUTotalsService I(AA Table 3.4.1-1)Service II(AA Table 3.4.1-1)Service III(AA Table 3.4.1-1)Service IV(AA Table 3.4.1-1)Strength I(AA Table 3.4.5.1-1)Strength III(AA Table 3.4.5.1-1)Strength V(AA Table 3.4.5.1-1)Construction I(AA Table 3.4.5.1-1)Construction II(AA Table 3.4.5.1-1)Extreme Event I(AA Table 3.4.1-1)Page 436 of 493 Abutment Minimum Reinf. (Vertical Flexure)ParameterValueDescriptionEqnhftg =3.5 fttotal height of abutment footing, fthftg = habut - hrwallPer plan S-2.1wabut =3.0 fttotal width of abutment, ftPer plan S-2.1cov =2.0 inconcrete cover to abutment bars, inTry(8) #7 Barsdbar =0.88 indiameter of steel reinf. bars, inAs =4.8in2Area of steel bars, in2fy =60,000 psiYield Strength of reinforcing Steel, psif'c =4,000 psiConcrete compressive strength, psid =39.6 ind = hftg - cov-dbar/2Check Minimum Reinf.As, min = 4.50in2I 9.6.1.2(a)As, min = 4.75in2I 9.6.1.2(b)Check Minimum T&C Reinf.As, min T&C = 2.72in2I 9.6.1.2(a)Try(6) #7 BarsAs =3.6in2Area of steel bars, in2ABUTMENT REINFORCEMENT VERTICAL AND HORIZONTAL FLEXUREPer AASHTO LRFD & Caltrans Seismic Design CriteriaCode/Standard dist. From extreme comp. fiber to centroid of long. Tens. Reinf.,in.dbffAwycs'3min,=dbfAwys200min,=dbAwCTs0018.0&,min,= Page 437 of 493 Abutment Reinf. (Out-of-Plane Flexure)Pa =1035.5 lb/ftactive pressure behind wall, lbs/ftPa = 1/2*Pa*htotal2p,EH =1.5load factor for active earth pressureAA Table 3.4.1-2Ps =358.4 lb/ftsurcharge pressure behind wall, lb/ftPs = Ps*htotalp,ES =1.5load factor for surcharge pressureAA Table 3.4.1-2wu =2090.8 lb/ftsurcharge pressure behind wall, lb/ftPu = Pa*p,EH+Ps*p,ESspiles =7.0 ftspacing between piles, ftPer plan S-211Mu =13 k*ftabutment moment, k*ftMu=wuspiles2/8cov =2.0 inconcrete cover to abutment barsTry(1) #4 Barsdbar =0.50 indiameter of steel reinf. bars, inAs =0.2in2provided steel area, in2fy =60,000 psiYield Strength of reinforcing Steel, psif'c =4,000 psiConcrete compressive strength, psij =0.9d =33.8 ind = wabut - cov-dbar/2b =42.0 inwidth of compression face of member, inI 9.6.1.3As, guess =0.09369in2guessed steel area, in2As, guess = Mu/(0.9fy(j*d))aguess =0.0394 inguessed depth of equiv rectangular stress block, inaguess = Asguess*fy/0.85*f'c*bAs, req =0.12499in2required steel area, in2As, req = (4/3)Mu/(0.9fy(d-aguess/2))a =0.08 indepth of equiv rectangular stress block, inMn =33.7 k*ftnominal flexural strength of wing wall, k*ftb =0.9strength red. factor for tens. Controlled sectionI 9.5.1.1bMn =30.3 k*ft>12.8 k*ftOKCheck Minimum T&C Reinf.As, min T&C = 2.55in2I 9.6.1.2(a)Try(6) #7 BarsAs =3.6in2Area of steel bars, in2dist. From extreme comp. fiber to centroid of long. Tens. Reinf.,in.ABUTMENT REINFORCEMENT VERTICAL AND HORIZONTAL FLEXUREPer AASHTO LRFD & Caltrans Seismic Design CriteriabffAacys'85.0=)2(adfAMysn-=dbAwCTs0018.0&,min,= Page 438 of 493 MINIMUM SEAT WIDTHParameterValueDescriptionEqnDefined in AASHTO LRFD Art. 4.7.4.4N =9.5 inAA EQ 4.7.4.4-1L = LBr =77.4 ftLength of the bridge deck for single span bridges,ftL=LBrAA EQ 4.7.4.4-1H =0.0 ftfor single span bridges, ftH = 0.0 (single-span)AA EQ 4.7.4.4-1S =0skew of support measured from line normal to span, degAA EQ 4.7.4.4-1Zone4AA Table 3.10.6-1As =1.104 gPeak seismic ground acceleration modified by FpgaAs = FpgaPGAPercent, N =150percent increase N based on zone and AsAA Table 4.7.4.4-1N' =23.9 inmodified N based on zone and AsAA Art.4.7.4.4AA 3.10.4.2 (Eqn 3.10.4.2-2)SEAT WIDTHMINIMUM ABUTMENT SEAT WIDTHPer California Amendments to AASHTO LRFD - 6th EditionCode/Standard minimum support length measured normal to the centerline of bearing, inN= (8+0.02L+0.08H)*(1+0.000125S2)Page 439 of 493 Design Wing Wall Reinf.ParameterValueDescriptionEqnS =2.0 ftSurcharge, fthend =3.0 ftEnd Height, fthwing =5.9 ftSection height of wing wall, ftPer plan S-211Lwing =9.0 ftlength of wingwall, ftPer plan S-211W =60.0 psf/ftEquivalent fluid pressure, psf/ftPer Geotech ReportMAA =38.8 k*ftwingwall moment at abutment, k*ftBDA 3-6P =10.3 kipswingwall vertical load, kBDA 3-6Xbar =3.8 ftWing Wall vertical load ecc., ftBDA 3-6p,EH =1.5load factor for active earth pressureAA Table 3.4.1-2MAA,u =58.2 k*fttotal factored wingwall moment at abutment, k*ftMAA,u/ft =9.9 k*fttotal factored wingwall moment at abutment, k*fttwing =12.0 inthickness of wing wall, inPer plan S-211cov =2.0 inconcrete cover to wing wall barsTry(1) #6 Barsdbar =0.75 indiameter of steel reinf. bars, inAs =0.44in2Area of steel bars, in2fy =60,000 psiYield Strength of reinforcing Steel, psif'c =4,000 psiConcrete compressive strength, psid =9.6 ind = twing - cov-dbar/2b =12.0 inwidth of compression face of member, ina =0.65 indepth of equiv rectangular stress block, inI 22.2.2.4.1Mn =20.5 k*ftnominal flexural strength of wing wall, k*ftb =0.9strength red. factor for tens. Controlled sectionI 9.5.1.2bMn =18.4 k*ft>9.9 k*ftOKCheck Minimum Reinf.As, min = 0.37in2I 9.6.1.2(a)As, min = 0.39in2I 9.6.1.2(b)dist. From extreme comp. fiber to centroid of long. Tens. Reinf.,in.WINGWALL DESIGNCANTILEVER WINGWALL DESIGNPer Caltrans Bridge Design Aid 3-6Code/Standard [ ]]2)(4(32422hHSHhWLMAA+++= []]3)((62ShHhHWLP+++=PMXAA=bffAacys'85.0=)2(adfAMysn-=dbffAwycs'3min,=dbfAwys200min,= Page 440 of 493 Company:Date:2/22/2023 Engineer:Page:1/4 Project: Address: Phone: E-mail: Anchor Designer™ for Concrete Software Version 3.3.2404.1 1.Project information Project description: Location: Fastening description: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-19 Units: Imperial units Anchor Information: Anchor type: Cast-in-place Material: F1554 Grade 105 Diameter (inch): 1.000 Effective Embedment depth, hef (inch): 16.000 Anchor category: - Anchor ductility: Yes hmin (inch): 17.75 Cmin (inch): 6.00 Smin (inch): 6.00 Base Material Concrete: Normal-weight Concrete thickness, h (inch): 36.00 State: Cracked Compressive strength, f’c (psi): 5000 Ψc,V: 1.0 Reinforcement condition: Supplementary reinforcement not present Supplemental edge reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: Yes Ignore concrete breakout in shear: Yes Ignore 6do requirement: No Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 12.00 x 11.50 x 1.00 Yield stress: 36000 psi Profile type/size: 4-1/2X4-1/2X3/8 Recommended Anchor Anchor Name: Heavy Hex Bolt - 1"Ø Heavy Hex Bolt, F1554 Gr. 105 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 441 of 493 Company:Date:2/22/2023 Engineer:Page:2/4 Project: Address: Phone: E-mail: Anchor Designer™ for Concrete Software Version 3.3.2404.1 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: not satisfied Ductility section for shear: not satisfied Ω0 factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua [lb]: -51200 Vuax [lb]: -13700 Vuay [lb]: 13300 Mux [ft-lb]: 0 Muy [ft-lb]: 0 Muz [ft-lb]: 0 <Figure 1> Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 442 of 493 Company:Date:2/22/2023 Engineer:Page:3/4 Project: Address: Phone: E-mail: Anchor Designer™ for Concrete Software Version 3.3.2404.1 <Figure 2> 3. Resulting Anchor Forces Anchor Tension load, Nua (lb) Shear load x, Vuax (lb) Shear load y, Vuay (lb) Shear load combined, √(Vuax)²+(Vuay)² (lb) 1 0.0 791.7 6650.0 6697.0 2 0.0 -14491.7 6650.0 15944.6 Sum 0.0 -13700.0 13300.0 22641.6 Maximum concrete compression strain (‰): 0.21 Maximum concrete compression stress (psi): 908 Resultant tension force (lb): 0 Resultant compression force (lb): 51200 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 443 of 493 Company:Date:2/22/2023 Engineer:Page:4/4 Project: Address: Phone: E-mail: Anchor Designer™ for Concrete Software Version 3.3.2404.1 8. Steel Strength of Anchor in Shear (Sec. 17.7.1) Vsa (lb)fgrout f fgroutfVsa (lb) 45450 1.0 0.65 29543 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.7.3) fVcp = fkcpNcb = fkcp(ANc / ANco)Yed,NYc,NYcp,NNb (Sec. 17.5.1.2 & Eq. 17.7.3.1a) kcp ANc (in2)ANco (in2)Yed,N Yc,N Ycp,N Nb (lb)f fVcp (lb) 2.0 578.00 1936.00 0.864 1.000 1.000 99424 0.70 35890 11. Results Interaction of Tensile and Shear Forces (Sec. 17.8) Shear Factored Load, Vua (lb)Design Strength, øVn (lb)Ratio Status Steel 15945 29543 0.54 Pass (Governs) Pryout 15945 35890 0.44 Pass 1"Ø Heavy Hex Bolt, F1554 Gr. 105 with hef = 16.000 inch meets the selected design criteria. 12. Warnings - Concrete breakout strength in tension has not been evaluated against applied tension load(s) per designer option. Refer to ACI 318 Section 17.5.2.1 for conditions where calculations of the concrete breakout strength may not be required. - Concrete breakout strength in shear has not been evaluated against applied shear load(s) per designer option. Refer to ACI 318 Section 17.5.2.1 for conditions where calculations of the concrete breakout strength may not be required. - Brittle failure governs for shear. Governing anchor failure mode is brittle failure. Attachment shall be designed to satisfy the requirements of ACI 318-19 Section 17.10.6.3 for structures assigned to Seismic Design Category C, D, E, or F when the component of the strength level earthquake force applied to anchors exceeds 20 percent of the total factored anchor force associated with the same load combination. In case when ACI 318-19 Sections 17.10.6.3(a), (b) or (c) is satisfied for shear loading, select appropriate checkbox from Inputs tab to disable this message. Alternatively, Ω0 factor can be entered to satisfy ACI 318-19 Section 17.10.6.3(c) to increase the earthquake portion of the loads as required. - Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 444 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Abutment Wall - Bridge 2 (East Pedestrian) - pier Project File: 1417-11-RC22-Righetti-Ranch-Abutments.ec6 Project Title:Righetti Ranch Park - Abutments Engineer: Project ID:1417-11-RC22 Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 2.88 0.00 0.00 6.00 2,000.0 60.0 0.0 250.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water table above =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.300 Soil height to ignore for passive pressure =6.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 119.0 Lateral Load =0.0 #/ft 0.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= Page 445 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Abutment Wall - Bridge 2 (East Pedestrian) - pier Project File: 1417-11-RC22-Righetti-Ranch-Abutments.ec6 Project Title:Righetti Ranch Park - Abutments Engineer: Project ID:1417-11-RC22 Project Descr: Design Summary Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Concrete Thickness =12.00 Rebar Size =#5 Rebar Spacing =12.00 Rebar Placed at =Edge Design Data fb/FB + fa/Fa =0.059 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =13,892.6 =psi Shear.....Allowable =94.9psi Wall Weight =150.0psf Rebar Depth 'd'=10.19in Masonry Data f'm =psiFs =psiSolid Grouting = Modular Ratio 'n'= Equiv. Solid Thick.= Concrete Data f'c =4,000.0psi Fy =60,000.0 Masonry Design Method ASD= Load Factors Building Code Dead Load 1.250 Live Load 1.750 Earth, H 1.500 Wind, W 1.000 Seismic, E 1.000 psi Service Level =700.4lbsStrength Level Service Level Strength Level =829.4ft-# Service Level Strength Level =5.7psi Design Method =SD SD SD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=in2 See Pier design results. Page 446 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Abutment Wall - Bridge 2 (East Pedestrian) - pier Project File: 1417-11-RC22-Righetti-Ranch-Abutments.ec6 Project Title:Righetti Ranch Park - Abutments Engineer: Project ID:1417-11-RC22 Project Descr: Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.0187 in2/ft (4/3) * As :0.0249 in2/ft Min Stem T&S Reinf Area 0.829 in2 200bd/fy : 200(12)(10.1875)/60000 :0.4075 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.288 in2/ft 0.0018bh : 0.0018(12)(12) :0.2592 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.2592 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area :0.31 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area :2.2081 in2/ft #6@ 18.33 in #6@ 36.67 in 2.00 1.00 36.00 Footing Torsion, Tu = = ft-lbs33,838.14 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 46,106.01 =4,000 psi Toe Width =ft Heel Width = Footing Thickness =in 3.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 3.08 in, #5@ 4.78 in, #6@ 6.79 in, #7@ 9.25 in, #8@ 12.19 in, #9@ 15.43 in, #10@ 19.59 in Flush heel condition. No reinforcing required. =None Spec'd = = = = = 55,750 5,214 1,263 3,951 1.20 94.87 Heel: 0 0 0 0 0.00 0.00 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing = Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 7 @ 6.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.33 0.78 #4@ 3.09 in #5@ 4.78 in #6@ 6.79 in in2 in2 /ft If two layers of horizontal bars: #4@ 6.17 in #5@ 9.57 in #6@ 13.58 in supplemental design for footing torsion. phiMn 171,073= OKOK Flush heel condition. No reinforcing required. OK - Flush Page 447 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Abutment Wall - Bridge 2 (East Pedestrian) - pier Project File: 1417-11-RC22-Righetti-Ranch-Abutments.ec6 Project Title:Righetti Ranch Park - Abutments Engineer: Project ID:1417-11-RC22 Project Descr: Pier Design Results Vert. Load from Wall 1,892.0 plf Lateral Load from Wall 1,418.9 plf Added Lateral at Top of Pier 13,300.0 lbs End Soil Bearing Allow 1 psf Pier Skin Friction 750.0 psf Allow. Passive Pressure 500 pcf Apply S.F. to Allow. Passive 1.0 Actual Passive Pressure 500.00 pcf Max. Allow. Passive Pressure ####psf Dia. Mult. for Pass. Resistance 2.00 Footing Toe to C.L. Pier 1.75 ft Ecc. of Vert. Load to C.L. Pier 0.05 ft Load Factor for Pier Design 1.3 Pier Spacing 16.50 ft f'c 5,000 psi Fy 60,000 psi Pier Data Lateral Support at Top of Pier Suggested Diameter 0.00 No Suggestion in Diameter Used 24.00 Effective Embed. Required 12.39 ft Ignore Pass. Pres. @ Pier Top *0.00 ft Total Embedment Required 12.39 ft Effective Embedment Used 16.0 ft Total Embedment Used 16.00 ft Location of point of Inflection 1/6 Apply Skin Friction Ignore :6.00 ft No. of Bars (Circular)10 Size of Rebar 8 Applied Moment at Pier Top 52,059 ft-lbs Pier Design Mu 242,416 ft-lbs Design Pier Mom., Mn * Phi 256,789 ft-lbs Applied Shear at Pier Top 36,712 lbs Factored Shear in Pier 47,725 lbs Actual Shear, Vu 157.46 psi Allow. Shear, vn * Phi 106.07 psi Total Vert. Load to Pier 31,218.0 lbs Total Vertical Capacity 47,127 lbs Axial Stress, fa 69.04 psi in If actual torsion exceeds allowable per ACI 11.6.1(a) design for torsion per ACI Section 11.6 Page 448 of 493 PENDING L-PILE DESIGN FROM GEOTECHNICAL ENGINEER Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Abutment Wall - Bridge 2 (East Pedestrian) - pier Project File: 1417-11-RC22-Righetti-Ranch-Abutments.ec6 Project Title:Righetti Ranch Park - Abutments Engineer: Project ID:1417-11-RC22 Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 1,122.12.94381.7=Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = = = 110.0 1.00 110.0= = = Stem Weight(s) = 432.0 2.50 1,080.0 Earth @ Stem Transitions =Footing Weight = 1,350.0 1.50 2,025.0 Key Weight = Added Lateral Load lbs =3,155.1 Vert. Component Total = 1,892.0 3,215.0 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,418.9 O.T.M. =Pier foundation used. Forces and moments displayed are applied at top of pier. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,037.2 1.96 2,033.0 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)1.062 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Page 449 of 493 PENDING L-PILE DESIGN FROM GEOTECHNICAL ENGINEER Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Abutment Wall - Bridge 2 (East Pedestrian) - pier Project File: 1417-11-RC22-Righetti-Ranch-Abutments.ec6 Project Title:Righetti Ranch Park - Abutments Engineer: Project ID:1417-11-RC22 Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #5 bar specified in this stem design segment (25.4.2.3a) =18.50 in Development length for #5 bar specified in this stem design segment =14.23 in Hooked embedment length into footing for #5 bar specified in this stem design segment =8.30 in As Provided =0.3100 in2/ft As Required =0.2592 in2/ft Page 450 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Abutment Wall - Bridge 2 (East Pedestrian) - pier Project File: 1417-11-RC22-Righetti-Ranch-Abutments.ec6 Project Title:Righetti Ranch Park - Abutments Engineer: Project ID:1417-11-RC22 Project Descr: Page 451 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Abutment Wall - Bridge 2 (East Pedestrian) - pier Project File: 1417-11-RC22-Righetti-Ranch-Abutments.ec6 Project Title:Righetti Ranch Park - Abutments Engineer: Project ID:1417-11-RC22 Project Descr: Page 452 of 493 Licensee stated below acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy oradequacy of the material supplied as input forprocessing by the spColumn computer program. Furthermore,STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of theoutput prepared by the spColumn program. Although STRUCTUREPOINT has endeavored to produce spColumn error free the program is not and cannot be certifiedinfallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility incontract, negligence or other tort for any analysis, designor engineering documents prepared in connection with the use of the spColumn program. Licensed to: RRM DesignGroup. License ID: 76847-1085269-4-2C18C-2BAC8spColumn v10.10 (TM)Computer program for the Strength Design of Reinforced Concrete SectionsCopyright - 1988-2023, STRUCTUREPOINT, LLC.All rights reservedyxPage 453 of 493 STRUCTUREPOINT - spColumn v10.10 (TM)Page |2Licensed to: RRM Design Group. License ID: 76847-1085269-4-2C18C-2BAC88/6/2024N:\1400\1417-11-RC22-Righetti-Ranch-Parks\Structural\ConDocs\Ca...\Pile-Type 2-East Pedestrian.colx8:52 AMContents1. General Information............................................................................................................................................................ 32. Material Properties ............................................................................................................................................................. 32.1. Concrete...................................................................................................................................................................... 32.2. Steel ............................................................................................................................................................................ 33. Section................................................................................................................................................................................ 33.1. Shape and Properties.................................................................................................................................................. 33.2. Section Figure ............................................................................................................................................................. 44. Reinforcement .................................................................................................................................................................... 44.1. Bar Set: ASTM A615................................................................................................................................................... 44.2. Confinement and Factors............................................................................................................................................ 44.3. Arrangement................................................................................................................................................................ 45. Control Points ..................................................................................................................................................................... 56. Factored Loads and Moments with Corresponding Capacity Ratios..................................................................................57. Diagrams ............................................................................................................................................................................ 67.1. PM at θ=0 [deg]........................................................................................................................................................... 6List of FiguresFigure 1: Column section........................................................................................................................................................ 4Page 454 of 493 STRUCTUREPOINT - spColumn v10.10 (TM)Page |3Licensed to: RRM Design Group. License ID: 76847-1085269-4-2C18C-2BAC88/6/2024N:\1400\1417-11-RC22-Righetti-Ranch-Parks\Structural\ConDocs\Ca...\Pile-Type 2-East Pedestrian.colx8:52 AM1. General InformationFile NameN:\1400\1417-...\Pile-Type 2-EastPedestrian.colxProject1417-11-RC22ColumnEast Ped. P2EngineerLATCodeACI 318-19Bar SetASTM A615UnitsEnglishRun OptionInvestigationRun AxisX - axisSlendernessNot ConsideredColumn TypeStructuralCapacity MethodMoment capacity2. Material Properties2.1. ConcreteTypeStandardf'c5ksiEc4030.51ksifc4.25ksiεu0.003in/inβ10.82.2. SteelTypeStandardfy60ksiEs29000ksiεty0.00206897in/in3. Section3.1. Shape and PropertiesTypeCircularDiameter24inAg452.389in2Ix16286in4Iy16286in4rx6inry6inXo0inYo0inPage 455 of 493 STRUCTUREPOINT - spColumn v10.10 (TM)Page |4Licensed to: RRM Design Group. License ID: 76847-1085269-4-2C18C-2BAC88/6/2024N:\1400\1417-11-RC22-Righetti-Ranch-Parks\Structural\ConDocs\Ca...\Pile-Type 2-East Pedestrian.colx8:52 AM3.2. Section FigureCircular 24 x 24 in1.75% reinf.Figure 1: Column section4. Reinforcement4.1. Bar Set: ASTM A615BarDiameterAreaBarDiameterAreaBarDiameterAreainin2inin2inin2#30.380.11#40.500.20#50.630.31#60.750.44#70.880.60#81.000.79#91.131.00#101.271.27#111.411.56#141.692.25#182.264.004.2. Confinement and FactorsConfinement typeSpiralFor #10 bars or less#3 tiesFor larger bars#4 tiesCapacity Reduction FactorsAxial compression, (a)0.85Tension controlled ɸ, (b)0.9Compression controlled ɸ, (c)0.754.3. ArrangementPatternAll sides equalBar layoutCircularCover toTransverse barsClear cover3inBars10 #8Total steel area, As7.90in2yxPage 456 of 493 STRUCTUREPOINT - spColumn v10.10 (TM)Page |5Licensed to: RRM Design Group. License ID: 76847-1085269-4-2C18C-2BAC88/6/2024N:\1400\1417-11-RC22-Righetti-Ranch-Parks\Structural\ConDocs\Ca...\Pile-Type 2-East Pedestrian.colx8:52 AMRho1.75%Minimum clear spacing4.02in5. Control PointsAboutPointPX-MomentY-MomentNA DepthdtDepthεtɸkipk-ftk-ftininX@ Max compression1772.30.000.0064.8520.13-0.002070.75000X@ Allowable comp.1506.5174.280.0024.9020.13-0.000580.75000X@ fs= 0.01208.6313.590.0020.1320.130.000000.75000X@ fs= 0.5 fy805.7393.430.0014.9620.130.001030.75000X@ Balanced point516.8400.260.0011.9120.130.002070.75000X@ Tension control145.4357.920.007.4820.130.005070.90000X@ Pure bending0.0289.650.006.0720.130.006950.90000X@ Max tension-426.60.000.000.0020.139.999990.90000-X@ Max compression1772.30.000.0064.8520.13-0.002070.75000-X@ Allowable comp.1506.5-174.280.0024.9020.13-0.000580.75000-X@ fs= 0.01208.6-313.590.0020.1320.130.000000.75000-X@ fs= 0.5 fy805.7-393.430.0014.9620.130.001030.75000-X@ Balanced point516.8-400.260.0011.9120.130.002070.75000-X@ Tension control145.4-357.920.007.4820.130.005070.90000-X@ Pure bending0.0-289.650.006.0720.130.006950.90000-X@ Max tension-426.60.000.000.0020.139.999990.900006. Factored Loads and Moments with Corresponding Capacity RatiosNOTE: Calculations are based on "Moment Capacity" Method.No.DemandCapacityParameters at CapacityCapacityPuMuxɸPnɸMnxNA DepthεtɸRatiokipk-ftkipk-ftin156.8066.1056.80317.066.580.006180.9000.21261.6063.4061.60319.356.620.006120.9000.20356.4061.3056.40316.876.570.006180.9000.19440.3077.2040.30309.156.430.006390.9000.25579.2088.8079.20327.256.840.005820.9000.27672.3088.8072.30324.446.720.005980.9000.27750.60111.0050.60314.096.520.006260.9000.35872.8093.1072.80324.676.720.005980.9000.29948.8076.2048.80313.236.500.006280.9000.241048.800.0048.80313.236.500.006280.9000.001154.7097.4054.70316.056.560.006210.9000.31Page 457 of 493 STRUCTUREPOINT - spColumn v10.10 (TM)Page |6Licensed to: RRM Design Group. License ID: 76847-1085269-4-2C18C-2BAC88/6/2024N:\1400\1417-11-RC22-Righetti-Ranch-Parks\Structural\ConDocs\Ca...\Pile-Type 2-East Pedestrian.colx8:52 AM7. Diagrams7.1. PM at θ=0 [deg]Page 458 of 493 SHEET NO.: PROJECT NO.: DATE: PROJECT: BY: SUBJECT: CHECKED BY: MINIMUM PILE EMBEDMENT ALLOWABLE PILE AXIAL LOAD CAPACITY VALUES Area Skin Friction 1 =0psf Allowable Skin Friction for CLAY Area Skin Friction 2 =750 psf Allowable Skin Friction for Weathered Formational Mat. Area Skin Friction 3 =2000 psf Allowable Skin Friction for Hard Bedrock Diameter =2ft Pile/Pier Diameter Circumference = 4.7 ft Pile/Pier Circumference Lineal Skin Friction 1 =0.0 klf Allowable Skin Friction for CLAY Lineal Skin Friction 2 =3.5 klf Allowable Skin Friction for Weathered Formational Mat. Lineal Skin Friction 3 =9.4 klf Allowable Skin Friction for Hard Bedrock ALLOWABLE PILE AXIAL LOAD CAPACITY CHART DEPTH1 0.0 kips2 0.0 kips3 0.0 kips4 0.0 kips5 0.0 kips6 0.0 kips7 3.5 kips8 7.1 kips9 16.5 kips 10 25.9 kips 11 35.3 kips 12 44.8 kips 13 54.2 kips 14 63.6 kips 15 73.0 kips 16 82.5 kips 17 91.9 kips 18 101.3 kips 19 110.7 kips 20 120.2 kips 21 129.6 kips 22 139.0 kips 23 148.4 kips 24 157.9 kips 25 167.3 kips EAST PED.-TYPE 2 1417-11-RC22 07/2024 RIGHETTI PARK - ABUTMENTS LAT PROJECT DESIGN CRITERIA MSD Page 459 of 493 PROJECT LOCATION:Address: BOUNDED BY ORCUTT RD & TANK FARM RDSAN LUIS OBISPO, CA 93401Latitude: N 35.25505°Longitude: W 120.63706°DESIGN CODES:NotationCode/Standard ReferenceTitleA ASCE 7-16 Minimum Design Loads for Buildings and Other StructuresAA AASHTO AASHTO LRFD Bridge Design Specification, 8th Edition, 2017AAP AASHTO AASHTO LRFD Guide Specifciations for the Design of Pedestrian Bridges 2nd EditionAAL AASHTO LTS-6C 2022 CBC 2022 California Building CodeSDC SDC 2.0 Caltrans Seismic Design Criteria (SDC) 2.0I ACI 318-19 2019 Building Code Requirements for Structural ConcreteS AISC 360-16 2016 Steel Construction ManualW 2018 NDS 2018 National Design Specification for Wood ConstructionSDP 2021 SDPWS 2021 Seismic Deisgn Provisions for Wind and Seismic (American Wood Council)GEOTECHNICAL PARAMETERS:Geotechnical Report:Prepared By: Geosolutions, Inc. 220 High StreetSan Luis Obispo, CA 93401Project No.: SL07509-15Dated: October 20, 2023Foundation Bearing Pressure:Allowable Bearing Pressure: 1500 psfPassive Earth Pressure: 500 psf/ftFriction Coefficient: 0.3Retaining Wall Pressure:Active Lateral Earth Pressure: 60 psf (NATIVE)Active Lateral Earth Pressure: 60 psf (GRANULAR IMPORT)Passive Lateral Earth Pressure: 250 psfConstruction Surcharge Pressure: 125 psfAASHTO Standard Specfication for Structural Support for Highway Sign Luminaries and Traffic Signals, 6th EditionPROJECT DESIGN CRITERIAPROJECT DESCRIPTION & REFERENCESPage 460 of 493 PROJECT DESCRIPTION:The calculations herewith represent the following structures as described:Bridge Type 3 (Vehicular)Configuration: Single-Span Pedestrian Bridge.Foundation System: Reinforced Concrete Abutments & Cast-In Drilled-Holed Piers.Special Considerations:PROJECT DESCRIPTIONPROJECT DESIGN CRITERIAPage 461 of 493 BRIDGE DIMENSIONSParameterValueDescriptionEqnLBr =75.0 ftlength of the bridge, ftPer plan S-211wBr =33.3 ftinterior width of the bridge deck, ftPer plan S-211hBr =6.2 fttotal height of the bridge, ftPer plan S-211hrail, Br =4.5 fttotal height of the rail, ftPer plan S-211ABUTMENT DIMENSIONSWconc =150.0 pcfnormal-weight concrete density, pcffy =60,000 psiYield Strength of reinforcing Steel, psif'c =4,000 psiConcrete compressive strength, psi#Abut, tr =2number of transverse bridge abutmentsPer plan S-211#Abut, l =1number of longitudinal bridge abutmentsPer plan S-211#piles =5number of piles at each abutmentPer plan S-211spiles =7.0 ftspacing between piles, ftPer plan S-211wpiles =28.0 fttotal width between piles, ftPer plan S-211habut =3.5 fttotal height of abutment, ft (excluding ht. of rear wall)Per plan S-211dedge =4.63 ftedge distance from centerline of pile to abutment edgePer plan S-211Labut =37.3 fttotal length of the abutment, ftPer plan S-211Nseat =2.0 ftbridge seat width, ftPer plan S-211trwall =12.0 inthickness of rear wall, inPer plan S-211wabut =3.0 fttotal width of abutment, ftPer plan S-211hrwall =47.3 inheight of rear wall, inPer det. 42/S-331hwing =7.4 ftheight of wing wall, ftPer plan S-211Lwing =11.5 ftlength of wing wall, ftPer plan S-211twing =12.0 inthickness of wing wall, inPer plan S-211#wings =2# of wingwalls at each abutmentPer plan S-211Lwings/abut tot =60.3 fttotal length of the abutment + wing wallsPer plan S-211wwings/abut tot =12.0 fttotal width of the abutment + wing wallsPer plan S-211BRIDGE DEAD LOADS (DC)ParameterValueDescriptionEqnDCsup =480.6 kipslifting weight of bridge superstructure, kips per bridge mfr. cutsheetPer det. 42/S-331modifier =1.0modifier for early assumed bridge weightDCsup' =480.6 kipsadjusted bridge superstructure dead load, kipsDCsup' = DCsup'*modifierWabut =58.7 kipsweight of each abutment, kipsWabut=habut*wabut*(Nseat+trwall/12)*Wconc/1,000Wrwall =22.0 kipsweight of each rear wall, kipsWrwall = hrwall*wabut*trwall/144*Wconc/1,000Wwing =25.7 kipsweight of wing walls @ each abutment, kipsWwing = hwing*lwing*twing/12*Wconc/1,000*#wingsDCsub =106.3 kipsdead load of substructureDCsub = Wabut + Wrwall + WwallAbutment LoadingPDC =346.6 kipsvertical dead load on each abutment, kipsPDC = DCsup'/#Abut, tr + DCsubPile LoadingPpile, DC =69.3 kipsvertical pile dead load due to bridge, kipsPpile, DC = PDC/#pilesFUTURE WEARING SURFACE (DW)BRIDGE DIMENSIONS AND LOADINGDEAD LOADPer California Amendments to AASHTO LRFD - 8th EditionCode/Standard Code/Standard Page 462 of 493 ParameterValueDescriptionEqnDW =56.3 kipsbridge future wearing loading, kips per bridge mfr. cutsheetPer det. 42/S-331Abutment LoadingPDW =28.1 kipsfuture wearing load on each abutment, kipsPDW = DW/#Abut, trPile LoadingPpile, DW =5.6 kipsvertical pile load due to future wearing load, kipsPpile, DW = PDW/#pilesCode/Standard Page 463 of 493 PEDESTRIAN LOADS (PL)ParameterValueDescriptionEqnPL =0.0 kipsbridge pedestrian loading, kips per bridge mfr. cutsheetPer det. 42/S-331Abutment LoadingPPL =0.0 kipsvertical pedestrian load on each abutment, kipsPPL = PL/#Abut, trPile LoadingPpile, PL =0.0 kipsvertical pile load due to pedestrian loading, kipsPpile, PL = PPL/#pilesLIVE LOADS (LL)VEHICLE LOAD (LLveh)ParameterValueDescriptionEqnLLveh =693.2 kipsbridge vehicle loading, kips per bridge mfr. cutsheetPer det. 42/S-331Abutment LoadingPLLveh =346.6 kipsvert. veh. load on each abutment, (1) vehicle, kipsPLLveh = LL/#Abut, trPile LoadingPpile, LLveh =69.3 kipsvertical pile load due to vehicle, kipsPpile, LLveh = PLLveh/#pilesEQUESTRIAN LOAD (LLEQ)AAP Art. 3.3LLEQ=1.0 kipsequestrian loading applied over a 4" square areaAAP Art. 3.3BREAKING FORCE (BR)ParameterValueDescriptionEqnBR =72.0 kipsbridge breaking force loading, kips per bridge mfr. cutsheetPer det. 42/S-331Abutment LoadingVBR, l =36.0 kipsvertical breaking force load on each abutment, kipsVBR, l = BR/#Abut, trPile LoadingVpile BR, l =7.2 kipsvertical pile load due to breaking force loading, kipsVpile BR, l = PBR/#pilesCode/Standard Code/Standard Equestrian Load does not exceed Vehicle Live Load and is therefore not considered for abutments.BRIDGE LOADINGPEDESTRIAN AND LIVE LOAD SUMMARYPer California Amendments to AASHTO LRFD - 8th EditionCode/Standard Page 464 of 493 WIND LOADS (WS)ParameterValueDescriptionEqnH =11.3 kipswind load on exposed horizontal support, kips per bridge mfr. cutsheetPer det. 42/S-331P =45.0 kipsvertical uplift wind load, kips per bridge mfr. cutsheetPer det. 42/S-331Abutment LoadingVtr, WS =11.3 kipstransverse wind abutment load, kipsVtr, WS = HVl, WS =0.0 kipslongitudinal wind abutment load, assumed 0, exposed surface in longitudinal direction is negligible, kipsPWS,min =-22.5 kipsuplift wind load on each abutmentPWS = P/#Abut, trMWS =34.9 k-ftmoment wind in abutment, k*ftMWS = Vtr, WS*hBR/2Pile LoadingVpile tr, WS =2.3 kipstransverse wind pile load, kipsVpile tr, WS = Vtr, WS/#pilesVpile l, WS =0.0 kipslongitudinal wind pile load, kipsVpile l, WS = Vl, WS/#pilesPpile, WS, min =-5.7 kipsminimum force in pile due to wind uplift, kipsPpile, WS = PWS/#piles, tr - MWS/wpilesPpile, WS, max =-3.3 kipsmaximum force in pile due to wind uplift, kipsPpile, WS = PWS/#piles, tr + MWS/wpilesMpile, WS =7.0 k-ftmoment wind in piles, k*ftMpile, WS = MWS/#pilesWIND LOADS (WSv)ParameterValueDescriptionEqnPWSvw =0.0 kipsOverturning on Windward Truss, kips per bridge mfr. cutsheetPer det. 42/S-331PWSvL =0.0 kipsOverturning on Leeward Truss, kips per bridge mfr. cutsheetPer det. 42/S-331Abutment LoadingPWSvw =0.0 kipsoverturning on each abutment, kips per bridge mfr. cutsheetPer det. 42/S-331PWSvL =0.0 kipsoverturning on each abutment, kips per bridge mfr. cutsheetPer det. 42/S-331Pile LoadingPpile,WSvw =0.0 kipsoverturning on each pile, kips per bridge mfr. cutsheetPer det. 42/S-331Ppile,WSvL =0.0 kipsoverturning on each pile, kips per bridge mfr. cutsheetPer det. 42/S-331BRIDGE LOADINGWIND LOAD SUMMARYCode/Standard Per California Amendments to AASHTO LRFD - 8th EditionCode/Standard Page 465 of 493 EARTH PRESSURE (EH)ParameterValueDescriptionEqnPa =60Hactive pressure behind wall, psfGeotechnical Reporthtotal =7.4 fttotal height of abutment + rear wallhtotal = habutPa =1660 lb/ftactive pressure behind wall, lbs/ftPa = 1/2*Pa*htotal2hPa =2.5 ftheight to application of active force. fthPa = 1/3*htotalAbutment LoadingVEH, l =100.0 kipstotal active force long. behind wall, kipsVEH, l = Pa*Lwings/abut tot/1,000VEH, tr =19.9 kipstotal active force transv. behind wall, kipsVEH, tr = Pa*wwings/abut tot/1,000MEH, l =247.9 k-fttotal act. mom. overturning in long. direction, k*ftMEH, l = =VEH, l*hPaPile LoadingVpile EH, l =20.0 kipstotal active force long. along pile, kipsVpile EH, l = Vl, EH/#pilesVpile EH, tr =4.0 kipstotal active force transv. along pile, kipsVpile EH, tr = Vtr, EH/#pilesMpile EH, l =49.6 k-fttotal act. mom. overturning in long. direction, k*ftMpile EH, l = MEH, l/#pilesEARTH SURCHARGE (ES)ParameterValueDescriptionEqnPs =137surcharge pressure behind wall, psfGeotechnical ReportPs =1019.0 lb/ftsurcharge pressure behind wall, lb/ftPs = Ps*htotalhPs =3.7 ftheight to application of surcharge force. fthPa = 1/2*htotalAbutment LoadingVES, l =61.4 kipstotal surcharge force long. behind wall, kipsVES, l = Ps*Lwings/abut tot/1,000VES, tr =12.2 kipstotal surcharge force transv. behind wall, kipsVES, tr = Ps*wwings/abut tot/1,000MES, l =228.3 k-fttotal sur. mom. overturning in long. direction, k*ftMES, l = VES, l*hPsPile LoadingVpile ES, l =12.3 kipstotal surcharge force long. along pile, kipsVpile ES, l = Vl, ES/#pilesVpile ES, tr =2.4 kipstotal sur. force transv. along pile, kipsVpile ES, tr = Vtr, ES/#pilesMpile ES, l =45.7 k-fttotal sur. mom. overturning in long. direction, k*ftMpile, ES, l = MES, l/#pilesBRIDGE LOADINGEARTH PRESSURE SUMMARYPer California Amendments to AASHTO LRFD - 8th EditionCode/Standard Code/Standard Page 466 of 493 UNIFORM TEMPERATURE (TU)ParameterValueDescriptionEqnTU =30.2 kipsbridge uniform thermal load, kips per bridge mfr. cutsheetPer det. 42/S-331Abutment LoadingVTU, l =30.2 kipslong. uniform temperature abutment load, kipsVTU, l = TU/#Abut, lVTU, tr =0.0 kipstransv. uniform temperature abutment load, kipsVTU, tr = TU/#Abut, trMTU, I =105.7 k-ftmoment temperature in abutment in long. direction, k*ftMTU, l = VTU, l*hPsPile LoadingVpile TU, l =6.0 kipslong. uniform temperature along pile load, kipsVpile TU, l = VTU, l/#pilesVpile TU, tr =0.0 kipstransv. uniform temperature along pile load, kipsVpile TU, tr = VTU, tr/#pilesMpile TU, I =21.1 k-ftmoment temperature in pile in long. direction, k*ftMpile TU, l = MTU, l/#pilesPer California Amendments to AASHTO LRFD - 8th EditionCode/Standard BRIDGE LOADINGUNIFORM TEMPERATURE SUMMARYPage 467 of 493 SEISMIC DESIGN FORCE (EQ)ParameterValueDescriptionEqnAbutment LoadingVtr, EQ =141.4 kipstransverse seismic abutment load, kips per bridge mfr. cutsheetVl, EQ =214.7 kipslongitudinal seismic abutment load, kips per bridge mfr. cutsheetonly one abutment is restrained longitudinallyPEQ,min =0.0 kipsuplift seismic load on each abutment per bridge mfr. cutsheetMEQ, tr =494.8 k*ftseismic moment in abutment, k*ftMEQ = Vtr, EQ*habutMEQ, l =751.6 k*ftseismic moment in abutment, k*ftMEQ = Vtr, EQ*habutPile LoadingVpile tr, EQ =28.3 kipstransverse seismic pile load, kipsVpile tr, EQ = Vtr, EQ/#pilesVpile l, EQ =42.9 kipslongitudinal seismic pile load, kipsVpile l, EQ = Vl, EQ/#pilesPpile, EQ, min =0.0 kipsminimum force in pile due to seismic, kipsPpile, EQ= - PEQ, min/wpilesPpile, EQ, max =0.0 kipsmaximum force in pile due to seismic, kipsPpile, EQ = + PEQ, min/wpilesMpile, EQ, tr =99.0 k*fttransverse seismic moment in piles, k*ftMpile, EQ, tr= MEQ, tr/#pilesMpile, EQ, l =150.3 k*ftlongitudinal seismic moment in piles, k*ftMpile, EQ, l = MEQ, l/#pilesBRIDGE LOADINGSESIMIC LOAD SUMMARYPer Caltrans SDC 2.0 Appendix BCode/Standard Page 468 of 493 Per California Ammendments to AASHTO LRFD Bridge Design Specifications-Eighth Edition3.4.1 - Load Factors for AbutmentsAbutments shall be designed for the Service, Strength and Construction Limit States specified in Article 3.4.5.1.3.4.5.1 - Service, Strength and Construction Load CombinationsAbutments shall be designed for the Service-I load combination in Table 3.4.1-1Abutments shall be designed for the Strength and Construction load combinations, specified in Table 3.4.5.1-13.4.5.2 - Extreme Event I Seismic Load CombinationBR LL(max) WSvw WSvLPDC, minPDC, maxPDW,minPDW,maxVBR, lVEH, lVEH, trMEH, lVES, lVES, trMES, lmax(PPL, LLveh) PWSVtr, WSMWSPWSvPWSvLPEQ,minVtr, EQVl, EQMEQ, trMEQ, lVTU, l minVTU, l maxVTU, tr minVTU, tr maxMTU, l minMTU, l maxPminPmaxVtr, minVtr, maxVl, minVl, maxMtr, minMtr, maxMl, minMl, max(kips) (kips) (kips) (kips) (kips) (kips) (kips) (k-ft) (kips) (kips) (k-ft) (kips) (kips) (kips) (k-ft) (kips) (kips)(kips) (kips) (kips) (k-ft) (k*ft) (kips) (kips) (kips) (kips) (k-ft) (k-ft) (kips) (kips) (kips) (kips) (kips) (kips)(k-ft) (k-ft) (k-ft) (k-ft)Unfactored Loads 346.6 346.6 28.1 28.1 36.0 100.0 19.9 247.961.4 12.2 228.3 346.6 -22.5 11.3 34.9 0.0 0.0 0.0 141.4 214.7 494.8 751.6 30.2 30.2 0.0 0.0 105.7 105.7Load Factors 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.01.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 1.2 1.0 1.2 1.0 1.2Load Combination 346.6 346.6 28.1 28.1 36.0 100.0 19.9 247.9 61.4 12.2 228.3 346.6 -22.5 11.3 34.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.2 36.2 0.0 0.0 105.7 126.8 698.9 743.9 43.4 43.4 227.6 233.6 34.9 34.9 582.0 603.1Load Factors 1.0 1.0 1.0 1.0 1.3 1.0 1.0 1.0 1.0 1.0 1.0 1.3 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 1.2 1.0 1.2 1.0 1.2Load Combination 346.6 346.6 28.1 28.1 46.8 100.0 19.9 247.9 61.4 12.2 228.3 450.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.2 43.5 0.0 0.0 105.7 152.2 825.4 825.4 32.1 32.1 238.4 251.7 0.0 0.0 582.0 628.5Load Factors 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 1.2 1.0 1.2 1.0 1.2Load Combination 346.6 346.6 28.1 28.1 36.0 100.0 19.9 247.9 61.4 12.2 228.3 346.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.2 52.2 0.0 0.0 105.7 182.6 721.4 721.4 32.1 32.1 227.6 249.6 0.0 0.0 582.0 658.9Load Factors 1.0 1.0 1.0 1.0 0.0 1.0 1.0 1.0 1.0 1.0 1.0 0.0 1.01.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 1.0 1.2 1.0 1.2 1.0 1.2Load Combination 346.6 346.6 28.1 28.1 0.0 100.0 19.9 247.961.4 12.2 228.3 0.0 -22.5 11.3 34.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.2 62.6 0.0 0.0 105.7 219.2 352.3 397.3 43.4 43.4 191.6 224.034.9 34.9 582.0 695.4Load Factors 0.9 1.25 0.65 1.50 1.75 1.5 1.5 1.5 1.5 1.5 1.5 1.75 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 1.2 0.5 1.2 0.5 1.2Load Combination 312.0 433.3 18.3 42.2 63.0 150.0 29.9 371.9 92.1 18.3 342.5 606.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.1 36.2 0.0 0.0 52.9 126.8 936.8 1082.1 48.2 48.2 320.2 341.3 0.0 0.0 767.2 841.2Load Factors 0.9 1.25 0.65 1.50 1.35 1.5 1.5 1.5 1.5 1.5 1.5 1.35 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 1.2 0.5 1.2 0.5 1.2Load Combination 312.0 433.3 18.3 42.2 48.6 150.0 29.9 371.9 92.1 18.3 342.5 467.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.1 36.2 0.0 0.0 52.9 126.8 798.2 943.4 48.2 48.2 305.8 326.9 0.0 0.0 767.2 841.2Load Factors 0.9 1.25 0.65 1.50 0.00 1.5 1.5 1.5 1.5 1.5 1.5 0.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.5 1.2 0.5 1.2 0.5 1.2Load Combination 312.0 433.3 18.3 42.2 0.0 150.0 29.9 371.992.1 18.3 342.5 0.0 -22.5 11.3 34.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.1 36.2 0.0 0.0 52.9 126.8 307.8 498.0 59.5 59.5 257.2 278.3 34.9 34.9 767.2 841.2Load Factors 0.9 1.25 0.65 1.50 1.35 1.5 1.5 1.5 1.5 1.5 1.5 1.35 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 1.2 0.5 1.2 0.5 1.2Load Combination 312.0 433.3 18.3 42.2 48.6 150.0 29.9 371.9 92.1 18.3 342.5 467.9 -22.5 11.3 34.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.1 36.2 0.0 0.0 52.9 126.8 775.7 965.9 59.5 59.5 305.8 326.9 34.9 34.9 767.2 841.2Load Factors 0.9 1.25 0.65 1.50 0.00 1.5 1.5 1.5 1.5 1.5 1.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Load Combination 312.0 433.3 18.3 42.2 0.0 150.0 29.9 371.992.1 18.3 342.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 330.3 475.5 48.2 48.2 242.1 242.1 0.0 0.0 714.4 714.4Load Factors 1.25 1.25 0.65 1.50 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Load Combination 433.3 433.3 18.3 42.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 451.6 475.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Load Factors 1.0 1.0 11.0 1.0 0.5 1.0 1.0 1.0 1.0 1.0 1.0 0.5 0.0 0.0 0.0 0.0 0.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0Load Combination 346.6 346.6 309.4 28.1 18.0 100.0 19.9 247.9 61.4 12.2 228.3 173.3 0.0 0.0 0.0 0.0 0.0 0.0 141.4 214.7 494.8 751.6 0.0 0.0 0.0 0.0 0.0 0.0 829.4 548.1 173.5 173.5 394.1 394.1 494.8 494.8 1227.8 1227.8BR LL(max) WSvw WSvLPpile, DC, minPpile, DC, maxPDW,minPDW,maxVBR, lVpile EH, lVpile EH, trMpile EH, lVpile ES, lVpile ES, trMpile ES, lmax(Ppile,PL, LLpile, veh)Ppile, WS, minPpile, WS,maxVpile tr, WSMpile, WSPpile,WSvPpile,WSvLPpile, EQ, minPpile, EQ, maxVpile tr, EQVpile l, EQMpile, EQ, trMpile, EQ, lVpile TU, l minVpile TU, l maxVpile TU, tr minVpile TU, tr maxMpile TU, l minMpile TU, l maxPminPmaxVtr, minVtr, maxVl, minVl, maxMtr, minMtr, maxMl, minMl, max(kips) (kips) (kips) (kips) (kips) (kips) (kips) (k*ft) (kips) (kips) (k*ft) (kips) (kips) (kips) (kips) (k*ft) (kips)(kips) (kips) (kips) (kips) (kips) (k*ft) (k*ft) (kips) (kips) (kips) (kips) (k-ft) (k-ft) (kips) (kips) (kips) (kips)(kips) (kips) (k-ft) (k-ft) (k-ft) (k-ft)Unfactored Loads 69.3 69.3 5.6 5.6 7.2 20.0 4.0 49.6 12.3 2.4 45.7 69.3 -5.7 -3.3 2.3 7.0 0.0 0.0 0.0 0.0 28.3 42.9 99.0 150.3 6.0 6.0 0.0 0.0 21.1 21.1Load Factors 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.01.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 1.2 1.0 1.2 1.0 1.2Load Combination 69.3 69.3 5.6 5.6 7.2 20.0 4.0 49.6 12.3 2.445.7 69.3 -5.7 -3.3 2.3 7.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6.0 7.2 0.0 0.0 21.1 25.4 138.5141.08.7 8.7 45.5 46.7 7.0 7.0 123.4127.6Load Factors 1.0 1.0 1.0 1.0 1.3 1.0 1.0 1.0 1.0 1.0 1.0 1.3 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 1.2 1.0 1.2 1.0 1.2Load Combination 69.3 69.3 5.6 5.6 9.4 20.0 4.0 49.6 12.3 2.445.7 90.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6.0 8.7 0.0 0.0 21.1 30.4 165.1165.16.4 6.4 47.7 50.3 0.0 0.0 116.4125.7Load Factors 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 1.2 1.0 1.2 1.0 1.2Load Combination 69.3 69.3 5.6 5.6 7.2 20.0 4.0 49.6 12.3 2.445.7 69.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6.0 7.2 0.0 0.0 21.1 25.4 144.3144.36.4 6.4 45.5 46.7 0.0 0.0 116.4120.6Load Factors 1.0 1.0 1.0 1.0 0.0 1.0 1.0 1.0 1.0 1.0 1.0 0.0 1.01.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 1.2 1.0 1.2 1.0 1.2Load Combination 69.3 69.3 5.6 5.6 0.0 20.0 4.0 49.6 12.3 2.445.7 0.0 -5.7 -3.3 2.3 7.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6.0 7.20.0 0.0 21.1 25.4 69.271.78.7 8.7 38.3 39.5 7.0 7.0 123.4127.6Load Factors 0.9 1.25 0.7 1.5 1.8 1.5 1.5 1.5 1.5 1.5 1.5 1.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 1.2 0.5 1.2 0.5 1.2Load Combination 62.4 86.7 3.7 8.4 12.6 30.0 6.0 74.4 18.4 3.7 68.5 121.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.0 8.7 0.0 0.0 10.6 30.4 187.4216.49.6 9.6 64.0 69.7 0.0 0.0 153.4173.3Load Factors 0.9 1.25 0.7 1.5 1.4 1.5 1.5 1.5 1.5 1.5 1.5 1.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 1.2 0.5 1.2 0.5 1.2Load Combination 62.4 86.7 3.7 8.4 9.7 30.0 6.0 74.4 18.4 3.768.5 93.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.0 8.7 0.0 0.0 10.6 30.4 159.6188.79.6 9.6 61.2 66.8 0.0 0.0 153.4173.3Load Factors 0.9 1.25 0.7 1.5 0.0 1.5 1.5 1.5 1.5 1.5 1.5 0.0 1.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 1.2 0.5 1.2 0.5 1.2Load Combination 62.4 86.7 3.7 8.4 0.0 30.0 6.0 74.4 18.4 3.768.5 0.0 -5.7 -3.3 2.3 7.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.0 8.70.0 0.0 10.6 30.4 60.391.811.9 11.9 51.4 57.1 7.0 7.0 160.4180.3Load Factors 0.9 1.25 0.7 1.5 1.4 1.5 1.5 1.5 1.5 1.5 1.5 1.4 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 1.2 0.5 1.2 0.5 1.2Load Combination 62.4 86.7 3.7 8.4 9.7 30.0 6.0 74.4 18.4 3.768.5 93.6 -5.7 -3.3 2.3 7.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.0 7.2 0.0 0.0 10.6 25.4 153.9185.411.9 11.9 61.2 65.4 7.0 7.0 160.4175.2Load Factors 0.9 1.25 0.7 1.5 0.0 1.5 1.5 1.5 1.5 1.5 1.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Load Combination 62.4 86.7 3.7 8.4 0.0 30.0 6.0 74.4 18.4 3.768.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 66.195.19.6 9.6 48.4 48.4 0.0 0.0 142.9142.9Load Factors 1.25 1.25 0.7 1.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Load Combination 86.7 86.7 3.7 8.4 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 90.395.10.0 0.0 0.0 0.0 0.0 0.0 0.00.0Load Factors 1.0 1.0 11.0 1.0 0.5 1.0 1.0 1.0 1.0 1.0 1.0 0.5 0.0 0.0 0.0 0.0 0.0 0.0 1.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0Load Combination 69.3 69.3 61.9 5.6 3.6 20.0 4.0 49.6 12.3 2.4 45.7 34.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 28.3 42.9 99.0 150.3 0.0 0.0 0.0 0.0 0.0 0.0 165.9109.634.7 34.7 78.8 78.8 99.0 99.0 245.6245.6216.434.778.8245.6Vtr, max Vl, maxM for SpCol.P for SpCol.EQWSFor Pile DesignFor Pile DesignTUTotalsExtreme Event I(AA Table 3.4.1-1)Service IV(AA Table 3.4.1-1)Strength V(AA Table 3.4.5.1-1)ESConstruction I(AA Table 3.4.5.1-1)Construction II(AA Table 3.4.5.1-1)Service I(AA Table 3.4.1-1)Service II(AA Table 3.4.1-1)Service III(AA Table 3.4.1-1)Strength I(AA Table 3.4.5.1-1)Strength II(AA Table 3.4.5.1-1)Strength III(AA Table 3.4.5.1-1)DWDCStrength V(AA Table 3.4.5.1-1)EHDCExtreme Event I(AA Table 3.4.1-1)Construction I(AA Table 3.4.5.1-1)Construction II(AA Table 3.4.5.1-1)DWPILESEQBRIDGE ABUTMENT LOADS SUMMARY AND LOAD COMBINATIONSSERVICE, STRENGTH AND CONSTRUCTION LOAD COMBINATIONSPer California Amendments to AASHTO LRFD - 9th EditionStrength II(AA Table 3.4.5.1-1)Strength III(AA Table 3.4.5.1-1)Service I(AA Table 3.4.1-1)WSEH ESStrength I(AA Table 3.4.5.1-1)TUTotalsService II(AA Table 3.4.1-1)Service III(AA Table 3.4.1-1)Service IV(AA Table 3.4.1-1)ABUTMENTPage 469 of 493 BR LL(max) WSvw WSvLPDC, minPDC, maxPDW,minPDW,maxVBR, lmax(PPL, LLveh) PWSVtr, WSMWSPWSvPWSvLPEQ,minVtr, EQVl, EQMEQ, trMEQ, lVTU, l minVTU, l maxVTU, tr minVTU, tr maxMTU, l minMTU, l maxPminPmaxVtr, minVtr, maxVl, minVl, maxMtr, minMtr, maxMl, minMl, max(kips) (kips) (kips) (kips) (kips) (kips) (kips) (kips) (k-ft) (kips) (kips) (kips) (kips) (kips) (k-ft) (k*ft) (kips) (kips) (kips) (kips) (k-ft) (k-ft) (kips) (kips) (kips) (kips) (kips) (kips) (k-ft) (k-ft) (k-ft) (k-ft)Unfactored Loads 240.3 240.3 28.1 28.1 36.0 346.6 -22.5 11.3 34.9 0.0 0.0 0.0 141.4 214.7 494.8 751.6 30.2 30.2 0.0 0.0 105.7 105.7Load Factors 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 1.2 1.0 1.2 1.0 1.2Load Combination 240.3 240.3 28.1 28.1 36.0 346.6 -22.5 11.3 34.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.2 36.2 0.0 0.0 105.7 126.8 592.6 637.6 11.3 11.3 66.2 72.2 34.9 34.9 105.7 126.8Load Factors 1.0 1.0 1.0 1.0 1.3 1.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 1.2 1.0 1.2 1.0 1.2Load Combination 240.3 240.3 28.1 28.1 46.8 450.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.2 36.2 0.0 0.0 105.7 126.8 719.0 719.0 0.0 0.0 77.0 83.0 0.0 0.0 105.7 126.8Load Factors 1.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 1.2 1.0 1.2 1.0 1.2Load Combination 240.3 240.3 28.1 28.1 36.0 346.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.2 36.2 0.0 0.0 105.7 126.8 615.1 615.1 0.0 0.0 66.2 72.2 0.0 0.0 105.7 126.8Load Factors 1.0 1.0 1.0 1.0 0.0 0.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 1.0 1.2 1.0 1.2 1.0 1.2Load Combination 240.3 240.3 28.1 28.1 0.0 0.0 -22.5 11.3 34.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.2 36.2 0.0 0.0 105.7 126.8 245.9 290.9 11.3 11.3 30.2 36.2 34.9 34.9 105.7 126.8Load Factors 0.9 1.3 0.7 1.5 1.8 1.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 1.2 0.5 1.2 0.5 1.2Load Combination 216.3 300.4 18.3 42.2 63.0 606.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.1 36.2 0.0 0.0 52.9 126.8 841.1 949.2 0.0 0.0 78.1 99.2 0.0 0.0 52.9 126.8Load Factors 0.9 1.3 0.7 1.5 1.4 1.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 1.2 0.5 1.2 0.5 1.2Load Combination 216.3 300.4 18.3 42.2 48.6 467.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.1 36.2 0.0 0.0 52.9 126.8 702.5 810.5 0.0 0.0 63.7 84.8 0.0 0.0 52.9 126.8Load Factors 0.9 1.3 0.7 1.5 0.0 0.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.5 1.2 0.5 1.2 0.5 1.2Load Combination 216.3 300.4 18.3 42.2 0.0 0.0 -22.5 11.3 34.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.1 36.2 0.0 0.0 52.9 126.8 212.1 365.1 11.3 11.3 15.1 36.2 34.9 34.9 52.9 126.8Load Factors 0.9 1.3 0.7 1.5 1.4 1.4 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 1.2 0.5 1.2 0.5 1.2Load Combination 216.3 300.4 18.3 42.2 48.6 467.9 -22.5 11.3 34.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.1 36.2 0.0 0.0 52.9 126.8 680.0 833.0 11.3 11.3 63.7 84.8 34.9 34.9 52.9 126.8Load Factors 0.9 1.3 0.7 1.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Load Combination 216.3 300.4 18.3 42.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 234.6 342.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Load Factors 1.3 1.3 0.7 1.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Load Combination 300.4 300.4 18.3 42.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 318.7 342.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Load Factors 1.0 1.0 11.0 1.0 0.5 0.5 0.0 0.0 0.0 0.0 0.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0Load Combination 240.3 240.3 309.4 28.1 18.0 173.3 0.0 0.0 0.0 0.0 0.0 0.0 141.4 214.7 494.8 751.6 0.0 0.0 0.0 0.0 0.0 0.0 723.0 441.7 141.4 141.4 232.7 232.7 494.8 494.8 751.6 751.6TOTAL 212.1 949.2 0.0 141.4 0.0 232.7EA. PLATE (TOTAL DIVIDED BY 5)42.41189.830.0028.280.0046.55ANCHOR PLATEEQDWExtreme Event I(AA Table 3.4.1-1)TotalsTUStrength II(AA Table 3.4.5.1-1)Strength III(AA Table 3.4.5.1-1)Strength V(AA Table 3.4.5.1-1)Construction I(AA Table 3.4.5.1-1)Construction II(AA Table 3.4.5.1-1)Service I(AA Table 3.4.1-1)Service II(AA Table 3.4.1-1)Service III(AA Table 3.4.1-1)Service IV(AA Table 3.4.1-1)Strength I(AA Table 3.4.5.1-1)DC (Bridge ONLY) WSPage 470 of 493 Abutment Minimum Reinf. (Vertical Flexure)ParameterValueDescriptionEqnhftg =3.5 fttotal height of abutment footing, fthftg = habut - hrwallPer plan S-2.1wabut =3.0 fttotal width of abutment, ftPer plan S-2.1cov =2.0 inconcrete cover to abutment bars, inTry(8) #7 Barsdbar =0.88 indiameter of steel reinf. bars, inAs =4.8in2Area of steel bars, in2fy =60,000 psiYield Strength of reinforcing Steel, psif'c =4,000 psiConcrete compressive strength, psid =39.6 ind = hftg - cov-dbar/2Check Minimum Reinf.As, min = 4.50in2I 9.6.1.2(a)As, min = 4.75in2I 9.6.1.2(b)Check Minimum T&C Reinf.As, min T&C = 2.72in2I 9.6.1.2(a)Try(6) #7 BarsAs =3.6in2Area of steel bars, in2ABUTMENT REINFORCEMENT VERTICAL AND HORIZONTAL FLEXUREPer AASHTO LRFD & Caltrans Seismic Design CriteriaCode/Standard dist. From extreme comp. fiber to centroid of long. Tens. Reinf.,in.dbffAwycs'3min,=dbfAwys200min,=dbAwCTs0018.0&,min,= Page 471 of 493 Abutment Reinf. (Out-of-Plane Flexure)Pa =1659.7 lb/ftactive pressure behind wall, lbs/ftPa = 1/2*Pa*htotal2p,EH =1.5load factor for active earth pressureAA Table 3.4.1-2Ps =1019.0 lb/ftsurcharge pressure behind wall, lb/ftPs = Ps*htotalp,ES =1.5load factor for surcharge pressureAA Table 3.4.1-2wu =4018.1 lb/ftsurcharge pressure behind wall, lb/ftPu = Pa*p,EH+Ps*p,ESspiles =7.0 ftspacing between piles, ftPer plan S-211Mu =24.6 k*ftabutment moment, k*ftMu=wuspiles2/8cov =2.0 inconcrete cover to abutment barsTry(1) #4 Barsdbar =0.50 indiameter of steel reinf. bars, inAs =0.2in2provided steel area, in2fy =60,000 psiYield Strength of reinforcing Steel, psif'c =4,000 psiConcrete compressive strength, psij =0.9d =33.8 ind = wabut - cov-dbar/2b =42.0 inwidth of compression face of member, inI 9.6.1.3As, guess =0.18005in2guessed steel area, in2As, guess = Mu/(0.9fy(j*d))aguess =0.0757 inguessed depth of equiv rectangular stress block, inaguess = Asguess*fy/0.85*f'c*bAs, req =0.24034in2required steel area, in2As, req = (4/3)Mu/(0.9fy(d-aguess/2))a =0.08 indepth of equiv rectangular stress block, inMn =33.7 k*ftnominal flexural strength of wing wall, k*ftb =0.9strength red. factor for tens. Controlled sectionI 9.5.1.1bMn =30.3 k*ft>24.6 k*ftOKCheck Minimum T&C Reinf.As, min T&C = 2.55in2I 9.6.1.2(a)Try(6) #7 BarsAs =3.6in2Area of steel bars, in2dist. From extreme comp. fiber to centroid of long. Tens. Reinf.,in.ABUTMENT REINFORCEMENT VERTICAL AND HORIZONTAL FLEXUREPer AASHTO LRFD & Caltrans Seismic Design CriteriabffAacys'85.0=)2(adfAMysn-=dbAwCTs0018.0&,min,= Page 472 of 493 MINIMUM SEAT WIDTHParameterValueDescriptionEqnDefined in AASHTO LRFD Art. 4.7.4.4N =9.5 inAA EQ 4.7.4.4-1L = LBr =75.0 ftLength of the bridge deck for single span bridges,ftL=LBrAA EQ 4.7.4.4-1H =0.0 ftfor single span bridges, ftH = 0.0 (single-span)AA EQ 4.7.4.4-1S =0skew of support measured from line normal to span, degAA EQ 4.7.4.4-1Zone4AA Table 3.10.6-1As =1.104 gPeak seismic ground acceleration modified by FpgaAs = FpgaPGAPercent, N =150percent increase N based on zone and AsAA Table 4.7.4.4-1N' =23.8 inmodified N based on zone and AsAA Art.4.7.4.4AA 3.10.4.2 (Eqn 3.10.4.2-2)SEAT WIDTHMINIMUM ABUTMENT SEAT WIDTHPer California Amendments to AASHTO LRFD - 6th EditionCode/Standard minimum support length measured normal to the centerline of bearing, inN= (8+0.02L+0.08H)*(1+0.000125S2)Page 473 of 493 Design Wing Wall Reinf.ParameterValueDescriptionEqnS =2.0 ftSurcharge, fthend =3.0 ftEnd Height, fthwing =7.4 ftSection height of wing wall, ftPer plan S-211Lwing =20.0 ftlength of wingwall, ftPer plan S-211W =60.0 psf/ftEquivalent fluid pressure, psf/ftPer Geotech ReportMAA =234.5 k*ftwingwall moment at abutment, k*ftBDA 3-6P =29.9 kipswingwall vertical load, kBDA 3-6Xbar =7.9 ftWing Wall vertical load ecc., ftBDA 3-6p,EH =1.5load factor for active earth pressureAA Table 3.4.1-2MAA,u =351.7 k*fttotal factored wingwall moment at abutment, k*ftMAA,u/ft =47.3 k*fttotal factored wingwall moment at abutment, k*fttwing =12.0 inthickness of wing wall, inPer plan S-211cov =2.0 inconcrete cover to wing wall barsTry(2) #8 Barsdbar =1.00 indiameter of steel reinf. bars, inAs =1.58in2Area of steel bars, in2fy =60,000 psiYield Strength of reinforcing Steel, psif'c =4,000 psiConcrete compressive strength, psid =9.5 ind = twing - cov-dbar/2b =12.0 inwidth of compression face of member, ina =2.32 indepth of equiv rectangular stress block, inI 22.2.2.4.1Mn =65.9 k*ftnominal flexural strength of wing wall, k*ftb =0.9strength red. factor for tens. Controlled sectionI 9.5.1.2bMn =59.3 k*ft>47.3 k*ftOKCheck Minimum Reinf.As, min = 0.36in2I 9.6.1.2(a)As, min = 0.38in2I 9.6.1.2(b)dist. From extreme comp. fiber to centroid of long. Tens. Reinf.,in.WINGWALL DESIGNCANTILEVER WINGWALL DESIGNPer Caltrans Bridge Design Aid 3-6Code/Standard [ ]]2)(4(32422hHSHhWLMAA+++= []]3)((62ShHhHWLP+++=PMXAA=bffAacys'85.0=)2(adfAMysn-=dbffAwycs'3min,=dbfAwys200min,= Page 474 of 493 Company:Date:2/15/2023Engineer:Page:1/4Project:Address:Phone:E-mail:Anchor Designer™ for Concrete SoftwareVersion 3.3.2404.11.Project informationProject description:Location:Fastening description:Comment:2. Input Data & Anchor ParametersGeneralDesign method:ACI 318-19Units: Imperial unitsAnchor Information:Anchor type: Cast-in-placeMaterial: F1554 Grade 105Diameter (inch): 1.250Effective Embedment depth, hef(inch): 16.000Anchor category: -Anchor ductility: Yeshmin(inch): 18.00Cmin(inch): 7.50Smin(inch): 7.50Base MaterialConcrete: Normal-weightConcrete thickness, h (inch): 36.00State: CrackedCompressive strength, f’c(psi): 5000Ψc,V: 1.0Reinforcement condition: Supplementary reinforcement not presentSupplemental edge reinforcement: Not applicableReinforcement provided at corners: NoIgnore concrete breakout in tension: YesIgnore concrete breakout in shear: YesIgnore 6do requirement: NoBuild-up grout pad: NoBase PlateLength x Width x Thickness (inch): 8.00 x 22.00 x 0.75Yield stress: 36000 psiProfile type/size: 6X4X3/8Recommended AnchorAnchor Name: Heavy Hex Bolt - 1 1/4"Ø Heavy Hex Bolt, F1554 Gr.105Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comPage 475 of 493 Company:Date:2/15/2023Engineer:Page:2/4Project:Address:Phone:E-mail:Anchor Designer™ for Concrete SoftwareVersion 3.3.2404.1Load and GeometryLoad factor source: ACI 318 Section 5.3Load combination: not setSeismic design: YesAnchors subjected to sustained tension: Not applicableDuctility section for tension: not satisfiedDuctility section for shear: not satisfiedΩ0factor: not setApply entire shear load at front row: NoAnchors only resisting wind and/or seismic loads: YesStrength level loads:Nua[lb]: -189860Vuax[lb]: 46550Vuay[lb]: 28280Mux[ft-lb]: 0Muy[ft-lb]: 0Muz[ft-lb]: 0<Figure 1>Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comPage 476 of 493 Company:Date:2/15/2023Engineer:Page:3/4Project:Address:Phone:E-mail:Anchor Designer™ for Concrete SoftwareVersion 3.3.2404.1<Figure 2>3. Resulting Anchor ForcesAnchor Tension load,Nua(lb)Shear load x,Vuax(lb)Shear load y,Vuay(lb)Shear load combined,√(Vuax)²+(Vuay)² (lb)1 0.0 23275.0 14140.0 27233.52 0.0 23275.0 14140.0 27233.5Sum 0.0 46550.0 28280.0 54467.1Maximum concrete compression strain (‰): 0.00Maximum concrete compression stress (psi): 0Resultant tension force (lb): 0Resultant compression force (lb): 0Eccentricity of resultant tension forces in x-axis, e'Nx(inch): 0.00Eccentricity of resultant tension forces in y-axis, e'Ny(inch): 0.00Eccentricity of resultant shear forces in x-axis, e'Vx(inch): 0.00Eccentricity of resultant shear forces in y-axis, e'Vy(inch): 0.00<Figure 3>Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comPage 477 of 493 Company:Date:2/15/2023Engineer:Page:4/4Project:Address:Phone:E-mail:Anchor Designer™ for Concrete SoftwareVersion 3.3.2404.18. Steel Strength of Anchor in Shear (Sec. 17.7.1)Vsa(lb)groutgroutVsa(lb)72675 1.0 0.65 4723910. Concrete Pryout Strength of Anchor in Shear (Sec. 17.7.3)Vcpg=kcpNcbg=kcp(ANc/ ANco)ec,Ned,Nc,Ncp,NNb(Sec. 17.5.1.2 & Eq. 17.7.3.1b)kcpANc(in2)ANco(in2)ec,Ned,Nc,Ncp,NNb(lb)Vcpg(lb)2.0 1692.00 1296.00 1.000 0.900 1.000 1.000 71161 0.70 11705911. ResultsInteraction of Tensile and Shear Forces (Sec. 17.8)ShearFactored Load, Vua(lb)Design Strength, øVn(lb)RatioStatusSteel 27234 47239 0.58 Pass (Governs)Pryout 54467 117059 0.47 Pass1 1/4"Ø Heavy Hex Bolt, F1554 Gr. 105 with hef = 16.000 inch meets the selected design criteria.12. Warnings- Concrete breakout strength in tension has not been evaluated against applied tension load(s) per designer option. Refer to ACI 318 Section17.5.2.1 for conditions where calculations of the concretebreakout strength may not be required.- Concrete breakout strength in shear has not been evaluatedagainst applied shear load(s) per designer option. Refer toACI 318 Section17.5.2.1 for conditions where calculations of the concretebreakout strength may not be required.- Brittle failure governs for shear. Governing anchor failure mode is brittle failure. Attachment shall be designed to satisfy the requirements of ACI318-19 Section 17.10.6.3 for structures assigned to Seismic Design Category C, D, E, or F when the component of the strength level earthquakeforce applied to anchors exceeds 20 percent of the total factored anchor force associated with the same load combination. In case when ACI318-19 Sections 17.10.6.3(a), (b) or (c) is satisfied for shear loading, select appropriate checkbox from Inputs tab todisable this message.Alternatively, Ω0 factor can be entered to satisfy ACI 318-19 Section 17.10.6.3(c) to increase the earthquake portion of the loads as required.- Designer must exercise own judgement to determine if this design is suitable.Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comPage 478 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Abutment Wall - Bridge 3 (Vehicular) - pier Project File: 1417-11-RC22-Righetti-Ranch-Abutments.ec6 Project Title:Righetti Ranch Park - Abutments Engineer: Project ID:1417-11-RC22 Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 4.44 0.00 0.00 6.00 2,000.0 60.0 0.0 250.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water table above =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.300 Soil height to ignore for passive pressure =6.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 267.0 Lateral Load =0.0 #/ft 0.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= Page 479 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Abutment Wall - Bridge 3 (Vehicular) - pier Project File: 1417-11-RC22-Righetti-Ranch-Abutments.ec6 Project Title:Righetti Ranch Park - Abutments Engineer: Project ID:1417-11-RC22 Project Descr: Design Summary Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Concrete Thickness =12.00 Rebar Size =#5 Rebar Spacing =12.00 Rebar Placed at =Edge Design Data fb/FB + fa/Fa =0.275 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =13,892.6 =psi Shear.....Allowable =94.9psi Wall Weight =150.0psf Rebar Depth 'd'=10.19in Masonry Data f'm =psiFs =psiSolid Grouting = Modular Ratio 'n'= Equiv. Solid Thick.= Concrete Data f'c =4,000.0psi Fy =60,000.0 Masonry Design Method ASD= Load Factors Building Code Dead Load 1.250 Live Load 1.750 Earth, H 1.500 Wind, W 1.000 Seismic, E 1.000 psi Service Level =2,017.4lbsStrength Level Service Level Strength Level =3,821.0ft-# Service Level Strength Level =16.5psi Design Method =SD SD SD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=in2 See Pier design results. Page 480 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Abutment Wall - Bridge 3 (Vehicular) - pier Project File: 1417-11-RC22-Righetti-Ranch-Abutments.ec6 Project Title:Righetti Ranch Park - Abutments Engineer: Project ID:1417-11-RC22 Project Descr: Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.086 in2/ft (4/3) * As :0.1147 in2/ft Min Stem T&S Reinf Area 1.278 in2 200bd/fy : 200(12)(10.1875)/60000 :0.4075 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.288 in2/ft 0.0018bh : 0.0018(12)(12) :0.2592 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.2592 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area :0.31 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area :2.2081 in2/ft #6@ 18.33 in #6@ 36.67 in 2.00 1.00 36.00 Footing Torsion, Tu = = ft-lbs52,933.20 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 46,106.01 =4,000 psi Toe Width =ft Heel Width = Footing Thickness =in 3.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 3.08 in, #5@ 4.78 in, #6@ 6.79 in, #7@ 9.25 in, #8@ 12.19 in, #9@ 15.43 in, #10@ 19.59 in Flush heel condition. No reinforcing required. =None Spec'd = = = = = 0 0 1,263 -1,263 1.20 94.87 Heel: 0 0 0 0 0.00 0.00 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing = Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 7 @ 6.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.33 0.78 #4@ 3.09 in #5@ 4.78 in #6@ 6.79 in in2 in2 /ft If two layers of horizontal bars: #4@ 6.17 in #5@ 9.57 in #6@ 13.58 in supplemental design for footing torsion. phiMn 171,073= OKOK Flush heel condition. No reinforcing required. OK - Flush Page 481 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Abutment Wall - Bridge 3 (Vehicular) - pier Project File: 1417-11-RC22-Righetti-Ranch-Abutments.ec6 Project Title:Righetti Ranch Park - Abutments Engineer: Project ID:1417-11-RC22 Project Descr: Pier Design Results Vert. Load from Wall 2,125.7 plf Lateral Load from Wall 2,743.0 plf Added Lateral at Top of Pier 42,900.0 lbs End Soil Bearing Allow 1 psf Pier Skin Friction 750.0 psf Allow. Passive Pressure 500 pcf Apply S.F. to Allow. Passive 1.0 Actual Passive Pressure 500.00 pcf Max. Allow. Passive Pressure ####psf Dia. Mult. for Pass. Resistance 2.00 Footing Toe to C.L. Pier 1.50 ft Ecc. of Vert. Load to C.L. Pier -0.29 ft Load Factor for Pier Design 1.0 Pier Spacing 13.00 ft f'c 5,000 psi Fy 60,000 psi Pier Data Lateral Support at Top of Pier Suggested Diameter 0.00 No Suggestion in Diameter Used 24.00 Effective Embed. Required 18.01 ft Ignore Pass. Pres. @ Pier Top *0.00 ft Total Embedment Required 18.01 ft Effective Embedment Used 40.0 ft Total Embedment Used 40.00 ft Location of point of Inflection 1/6 Apply Skin Friction Ignore :9.00 ft No. of Bars (Circular)10 Size of Rebar 8 Applied Moment at Pier Top 105,866 ft-lbs Pier Design Mu 904,411 ft-lbs Design Pier Mom., Mn * Phi 256,789 ft-lbs Applied Shear at Pier Top 78,558 lbs Factored Shear in Pier 78,558 lbs Actual Shear, Vu 259.18 psi Allow. Shear, vn * Phi 106.07 psi Total Vert. Load to Pier 27,634.1 lbs Total Vertical Capacity 146,088 lbs Axial Stress, fa 61.12 psi in If actual torsion exceeds allowable per ACI 11.6.1(a) design for torsion per ACI Section 11.6 Page 482 of 493 PENDING L-PILE DESIGN FROM GEOTECHNICAL ENGINEER Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Abutment Wall - Bridge 3 (Vehicular) - pier Project File: 1417-11-RC22-Righetti-Ranch-Abutments.ec6 Project Title:Righetti Ranch Park - Abutments Engineer: Project ID:1417-11-RC22 Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 4,028.63.721,083.2=Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = = = 110.0 1.00 110.0= = = Stem Weight(s) = 665.7 2.50 1,664.3 Earth @ Stem Transitions =Footing Weight = 1,350.0 1.50 2,025.0 Key Weight = Added Lateral Load lbs =8,143.6 Vert. Component Total = 2,125.7 3,799.3 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =2,743.0 O.T.M. =Pier foundation used. Forces and moments displayed are applied at top of pier. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,659.7 2.48 4,115.0 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.000 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Page 483 of 493 PENDING L-PILE DESIGN FROM GEOTECHNICAL ENGINEER Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Abutment Wall - Bridge 3 (Vehicular) - pier Project File: 1417-11-RC22-Righetti-Ranch-Abutments.ec6 Project Title:Righetti Ranch Park - Abutments Engineer: Project ID:1417-11-RC22 Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #5 bar specified in this stem design segment (25.4.2.3a) =18.50 in Development length for #5 bar specified in this stem design segment =14.23 in Hooked embedment length into footing for #5 bar specified in this stem design segment =8.30 in As Provided =0.3100 in2/ft As Required =0.2592 in2/ft Page 484 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Abutment Wall - Bridge 3 (Vehicular) - pier Project File: 1417-11-RC22-Righetti-Ranch-Abutments.ec6 Project Title:Righetti Ranch Park - Abutments Engineer: Project ID:1417-11-RC22 Project Descr: Page 485 of 493 Cantilevered Retaining Wall LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION:Abutment Wall - Bridge 3 (Vehicular) - pier Project File: 1417-11-RC22-Righetti-Ranch-Abutments.ec6 Project Title:Righetti Ranch Park - Abutments Engineer: Project ID:1417-11-RC22 Project Descr: Page 486 of 493 Licensee stated below acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy oradequacy of the material supplied as input forprocessing by the spColumn computer program. Furthermore,STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of theoutput prepared by the spColumn program. Although STRUCTUREPOINT has endeavored to produce spColumn error free the program is not and cannot be certifiedinfallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility incontract, negligence or other tort for any analysis, designor engineering documents prepared in connection with the use of the spColumn program. Licensed to: RRM DesignGroup. License ID: 76847-1085269-4-2C18C-2BAC8spColumn v10.10 (TM)Computer program for the Strength Design of Reinforced Concrete SectionsCopyright - 1988-2023, STRUCTUREPOINT, LLC.All rights reservedyxPage 487 of 493 STRUCTUREPOINT - spColumn v10.10 (TM)Page |2Licensed to: RRM Design Group. License ID: 76847-1085269-4-2C18C-2BAC88/6/2024N:\1400\1417-11-RC22-Righetti-Ranch-Parks\Structural\ConDocs\Calculat...\Pile-Type 3-Vehicular.colx8:53 AMContents1. General Information............................................................................................................................................................ 32. Material Properties ............................................................................................................................................................. 32.1. Concrete...................................................................................................................................................................... 32.2. Steel ............................................................................................................................................................................ 33. Section................................................................................................................................................................................ 33.1. Shape and Properties.................................................................................................................................................. 33.2. Section Figure ............................................................................................................................................................. 44. Reinforcement .................................................................................................................................................................... 44.1. Bar Set: ASTM A615................................................................................................................................................... 44.2. Confinement and Factors............................................................................................................................................ 44.3. Arrangement................................................................................................................................................................ 45. Control Points ..................................................................................................................................................................... 56. Factored Loads and Moments with Corresponding Capacity Ratios..................................................................................57. Diagrams ............................................................................................................................................................................ 67.1. PM at θ=0 [deg]........................................................................................................................................................... 6List of FiguresFigure 1: Column section........................................................................................................................................................ 4Page 488 of 493 STRUCTUREPOINT - spColumn v10.10 (TM)Page |3Licensed to: RRM Design Group. License ID: 76847-1085269-4-2C18C-2BAC88/6/2024N:\1400\1417-11-RC22-Righetti-Ranch-Parks\Structural\ConDocs\Calculat...\Pile-Type 3-Vehicular.colx8:53 AM1. General InformationFile NameN:\1400\1417-11-RC2...\Pile-Type3-Vehicular.colxProject1417-11-RC22ColumnVehicular P3EngineerLATCodeACI 318-19Bar SetASTM A615UnitsEnglishRun OptionInvestigationRun AxisX - axisSlendernessNot ConsideredColumn TypeStructuralCapacity MethodMoment capacity2. Material Properties2.1. ConcreteTypeStandardf'c5ksiEc4030.51ksifc4.25ksiεu0.003in/inβ10.82.2. SteelTypeStandardfy60ksiEs29000ksiεty0.00206897in/in3. Section3.1. Shape and PropertiesTypeCircularDiameter24inAg452.389in2Ix16286in4Iy16286in4rx6inry6inXo0inYo0inPage 489 of 493 STRUCTUREPOINT - spColumn v10.10 (TM)Page |4Licensed to: RRM Design Group. License ID: 76847-1085269-4-2C18C-2BAC88/6/2024N:\1400\1417-11-RC22-Righetti-Ranch-Parks\Structural\ConDocs\Calculat...\Pile-Type 3-Vehicular.colx8:53 AM3.2. Section FigureCircular 24 x 24 in1.75% reinf.Figure 1: Column section4. Reinforcement4.1. Bar Set: ASTM A615BarDiameterAreaBarDiameterAreaBarDiameterAreainin2inin2inin2#30.380.11#40.500.20#50.630.31#60.750.44#70.880.60#81.000.79#91.131.00#101.271.27#111.411.56#141.692.25#182.264.004.2. Confinement and FactorsConfinement typeSpiralFor #10 bars or less#4 tiesFor larger bars#4 tiesCapacity Reduction FactorsAxial compression, (a)0.85Tension controlled ɸ, (b)0.9Compression controlled ɸ, (c)0.754.3. ArrangementPatternAll sides equalBar layoutCircularCover toTransverse barsClear cover3inBars10 #8Total steel area, As7.90in2yxPage 490 of 493 STRUCTUREPOINT - spColumn v10.10 (TM)Page |5Licensed to: RRM Design Group. License ID: 76847-1085269-4-2C18C-2BAC88/6/2024N:\1400\1417-11-RC22-Righetti-Ranch-Parks\Structural\ConDocs\Calculat...\Pile-Type 3-Vehicular.colx8:53 AMRho1.75%Minimum clear spacing3.94in5. Control PointsAboutPointPX-MomentY-MomentNA DepthdtDepthεtɸkipk-ftk-ftininX@ Max compression1772.30.000.0064.4420.00-0.002070.75000X@ Allowable comp.1506.5173.540.0024.8920.00-0.000590.75000X@ fs= 0.01200.6315.100.0020.0020.000.000000.75000X@ fs= 0.5 fy798.0391.540.0014.8720.000.001030.75000X@ Balanced point514.2397.550.0011.8420.000.002070.75000X@ Tension control137.4352.220.007.4420.000.005070.90000X@ Pure bending0.0288.000.006.1120.000.006830.90000X@ Max tension-426.60.000.000.0020.009.999990.90000-X@ Max compression1772.30.000.0064.4420.00-0.002070.75000-X@ Allowable comp.1506.5-173.540.0024.8920.00-0.000590.75000-X@ fs= 0.01200.6-315.100.0020.0020.000.000000.75000-X@ fs= 0.5 fy798.0-391.540.0014.8720.000.001030.75000-X@ Balanced point514.2-397.550.0011.8420.000.002070.75000-X@ Tension control137.4-352.220.007.4420.000.005070.90000-X@ Pure bending0.0-288.000.006.1120.000.006830.90000-X@ Max tension-426.60.000.000.0020.009.999990.900006. Factored Loads and Moments with Corresponding Capacity RatiosNOTE: Calculations are based on "Moment Capacity" Method.No.DemandCapacityParameters at CapacityCapacityPuMuxɸPnɸMnxNA DepthεtɸRatiokipk-ftkipk-ftin1141.00127.60141.00353.197.480.005030.8980.362165.10125.70165.10359.527.740.004750.8840.353144.30120.60144.30354.067.510.004990.8960.34471.70127.6071.70322.286.750.005890.9000.405216.40173.30216.40372.448.350.004190.8560.476188.70173.30188.70365.568.010.004490.8710.47791.80180.3091.80331.276.990.005580.9000.548185.40175.20185.40364.737.980.004520.8730.48995.10142.9095.10332.817.030.005540.9000.431095.100.0095.10332.817.030.005540.9000.0011109.60245.60109.60339.527.170.005370.9000.72Page 491 of 493 STRUCTUREPOINT - spColumn v10.10 (TM)Page |6Licensed to: RRM Design Group. License ID: 76847-1085269-4-2C18C-2BAC88/6/2024N:\1400\1417-11-RC22-Righetti-Ranch-Parks\Structural\ConDocs\Calculat...\Pile-Type 3-Vehicular.colx8:53 AM7. Diagrams7.1. PM at θ=0 [deg]Page 492 of 493 SHEET NO.: PROJECT NO.: DATE: PROJECT: BY: SUBJECT: CHECKED BY: MINIMUM PILE EMBEDMENT ALLOWABLE PILE AXIAL LOAD CAPACITY VALUES Area Skin Friction 1 =0psf Allowable Skin Friction for CLAY Area Skin Friction 2 =750 psf Allowable Skin Friction for Weathered Formational Mat. Area Skin Friction 3 =2000 psf Allowable Skin Friction for Hard Bedrock Diameter =2ft Pile/Pier Diameter Circumference = 4.7 ft Pile/Pier Circumference Lineal Skin Friction 1 =0.0 klf Allowable Skin Friction for CLAY Lineal Skin Friction 2 =3.5 klf Allowable Skin Friction for Weathered Formational Mat. Lineal Skin Friction 3 =9.4 klf Allowable Skin Friction for Hard Bedrock ALLOWABLE PILE AXIAL LOAD CAPACITY CHART DEPTH DEPTH (CONT'D)10.0 kips 26 124.9 kips2 0.0 kips 27 134.3 kips3 0.0 kips 28 143.7 kips4 0.0 kips 29 153.2 kips5 0.0 kips 30 162.6 kips6 0.0 kips 31 172.0 kips7 0.0 kips 32 181.4 kips8 0.0 kips 33 190.9 kips9 0.0 kips 34 200.3 kips 10 3.5 kips 35 209.7 kips 11 7.1 kips 36 219.1 kips 12 10.6 kips 37 228.6 kips 13 14.1 kips 38 238.0 kips 14 17.7 kips 39 247.4 kips 15 21.2 kips 40 256.8 kips 16 30.6 kips 41 266.2 kips 17 40.1 kips 42 275.7 kips 18 49.5 kips 43 285.1 kips 19 58.9 kips 44 294.5 kips 20 68.3 kips 45 303.9 kips 21 77.8 kips 46 313.4 kips 22 87.2 kips 47 322.8 kips 23 96.6 kips 48 332.2 kips 24 106.0 kips 49 341.6 kips 25 115.5 kips 50 351.1 kips VEHICULAR-TYPE 3 1417-11-RC22 07/2024 RIGHETTI PARK - ABUTMENTS LAT PROJECT DESIGN CRITERIA MSD Page 493 of 493 APPENDIX APPENDIX APPENDIX D – STRUCTURAL CALCULATIONS FOR POST TENSIONED SLABS- ON-GRADE STRUCTURAL CALCULATIONS, RIGHETTI RANCH PARKS – COMMUNITY PARK, POST- TENSIONED SLABS-ON-GRADE, SAN LUIS OBISPO, CALIFORNIA BY: STORK, WOLFE & ASSOCIATES, JOB #: SWA_23001, DATED JULY 19, 2024 APPENDIX APPENDIX APPENDIX E – GEOTECHNICAL ENGINEERING REPORT SOILS ENGINEERING REPORT, RIGHETTI PARKS BOUNDED BY ORCUTT ROAD & TANK FARM ROAD, SAN LUIS OBISPO, CALIFORNIA, BY: GEOSOLUTIONS, INC., PROJECT NO. SLO7509-15, DATED OCTOBER 20, 2023 (REVISED) SOILS ENGINEERING REPORT RIGHETTI PARKS BOUNDED BY ORCUTT ROAD & TANK FARM ROAD SAN LUIS OBISPO, CALIFORNIA PROJECT SL07509-15 Prepared for RRM Design Group 3765 S. Higuera Street Suite 102 San Luis Obispo, California 93401 Prepared by GEOSOLUTIONS, INC. 220 HIGH STREET SAN LUIS OBISPO, CALIFORNIA 93401 (805) 543-8539 © (Revised) October 20, 2023 SOILS ENGINEERING REPORT Dear RRM Design Group: This Soils Engineering Report has been prepared for the proposed improvements to City of San Luis Obispo Parks at the project sites located within the Orcutt Area Specific Plan, bounded by Orcutt Road and Tank Farm Road, San Luis Obispo, California. Geotechnically, the site is suitable for the proposed development provided the recommendations in this report for site preparation, earthwork, foundations, slabs, retaining walls, and pavement sections are incorporated into the design. It is anticipated that graded pads will be constructed for the proposed park and playground structures with all foundations excavated into engineered fill. Additionally, it is anticipated that foundations for the proposed bridge abutments will consist of drilled cast-in-place concrete caissons, although conventional foundations may also be considered, depending on loading conditions. All foundations are to be excavated into uniform material to limit the potential for distress of the foundation systems due to differential settlement. If cuts steeper than allowed by State of California Construction Safety Orders for “Excavations, Trenches, Earthwork” are proposed, a numerical slope stability analysis may be necessary for temporary construction slopes. Thank you for the opportunity to have been of service in preparing this report. If you have any questions, please contact the undersigned at (805) 543-8539. Sincerely, GeoSolutions, Inc. Kraig R. Crozier, PE Principal, C61361 DATE: October 20, 2023 (Revised) PROJECT NUMBER: SL07509-15 CLIENT: RRM Design Group 3765 S. Higuera Street Suite 102 San Luis Obispo, CA 93401 PROJECT NAME: Righetti Parks Bounded by Orcutt Road and Tank Farm Road San Luis Obispo California Righetti Parks October 20, 2023 (Revised) Project SL07509-15 TABLE OF CONTENTS 1.0 INTRODUCTION .............................................................................................................................. 1 1.1 Site Description ................................................................................................................... 1 1.2 Project Description .............................................................................................................. 1 2.0 PURPOSE AND SCOPE ................................................................................................................. 2 3.0 FIELD AND LABORATORY INVESTIGATION ................................................................................ 2 4.0 TRENCHING INVESTIGATION- BRIDGE ABUTMENTS ............................................................... 5 5.0 HYDROLOGIC SOIL GROUP ......................................................................................................... 6 6.0 SEISMIC DESIGN CONSIDERATIONS .......................................................................................... 6 7.0 LIQUEFACTION HAZARD ASSESSMENT ..................................................................................... 7 8.0 GENERAL SOIL-FOUNDATION DISCUSSION .............................................................................. 7 9.0 CONCLUSIONS AND RECOMMENDATIONS ............................................................................... 7 9.1 Preparation of Building Pads .............................................................................................. 8 9.2 Conventional Foundations .................................................................................................. 8 9.3 Slab-On-Grade Construction ............................................................................................ 10 9.4 Bridge Abutment Foundations - Conventional .................................................................. 11 9.5 Bridge Abutment Foundations - Drilled Cast-in-Place Concrete Caissons ....................... 12 9.6 Exterior Concrete Flatwork ............................................................................................... 13 9.7 Retaining Walls ................................................................................................................. 13 9.8 Preparation of Paved Areas .............................................................................................. 16 9.9 Pavement Design .............................................................................................................. 16 10.0 ADDITIONAL GEOTECHNICAL SERVICES ................................................................................. 17 11.0 LIMITATIONS AND UNIFORMITY OF CONDITIONS ................................................................... 18 REFERENCES APPENDIX A Field Investigation Soil Classification Chart Boring Logs (2023) Boring Logs & Trench Logs (2013) APPENDIX B Laboratory Testing Soil Test Reports Righetti Parks October 20, 2023 (Revised) Project SL07509-15 APPENDIX C Seismic Hazard Analysis Design Map Summary (SEAOC, 2019) APPENDIX D Preliminary Grading Specifications LIST OF FIGURES Figure 1: Site Location Map .......................................................................................................................... 1 Figure 2: Site Plan ......................................................................................................................................... 2 Figure 3: Field Investigation .......................................................................................................................... 3 Figure 4: Regional Geologic Map ................................................................................................................. 3 Figure 5: Sub-Slab Detail ............................................................................................................................ 11 Figure 6: Retaining Wall Detail ................................................................................................................... 14 Figure 7: Retaining Wall Active and Passive Wedges ................................................................................ 14 LIST OF TABLES Table 1: Engineering Properties ................................................................................................................... 4 Table 2: Trenching Logs ............................................................................................................................... 5 Table 3: Seismic Design Parameters ............................................................................................................ 7 Table 4: Minimum Footing and Grade Beam Recommendations ................................................................. 9 Table 5: Minimum Slab Recommendations ................................................................................................ 10 Table 6: Retaining Wall Design Parameters ............................................................................................... 13 Table 7: Required Special Inspections and Tests of Soils .......................................................................... 18 SOILS ENGINEERING REPORT RIGHETTI PARKS BOUNDED BY ORCUTT ROAD & TANK FARM ROAD SAN LUIS OBISPO, CALIFORNIA PROJECT SL07509-15 1.0 INTRODUCTION This report presents the results of the geotechnical investigation for the proposed improvements to City of San Luis Obispo Parks at the project sites located within the Orcutt Area Specific Plan, bounded by Orcutt Road and Tank Farm Road, San Luis Obispo, California. See Figure 1: Site Location Map for the general location of the project area. Figure 1: Site Location Map was obtained from the computer program GIS Surfrider 1.8 (Elfelt, 2016). 1.1 Site Description The Righetti Parks site is located at 35.255050 degrees north latitude and - 120.637058 degrees east longitude at a general elevation of 215 feet above mean sea level. The property is approximately irregular in shape. The Site is bounded by Orcutt Road to the northwest and Tank Farm Road to the southeast. The nearest intersection is where Tank Farm Road intersects Broad Street approximately at the southwest corner of the property. The project property will hereafter be referred to as the “Site.” See Figure 2: Site Plan for the general layout of the Site. Figure 2: Site Plan was provided by Cannon Corp. The Site is characterized by flat to rolling grasslands with creeks and wetland areas. Surface drainage follows the topography to the southwestern corner of the Site. Native grasses and scattered trees currently vegetate the Site. The park areas were rough graded during development of the residential Tract. 1.2 Project Description The proposed park and playground structures are anticipated to be one story in height. It is anticipated that the proposed park and playground structures will utilize slab-on-grade floor systems where necessary. Dead and sustained live loads are currently unknown, but they are anticipated to be relatively light with maximum continuous footing and column loads estimated to be approximately 1.5 kips per linear foot and 15 kips, respectively. Figure 1: Site Location Map Righetti Parks October 20, 2023 (Revised) Project SL07509-15 2 2.0 PURPOSE AND SCOPE The purpose of this study was to explore and evaluate the surface and sub-surface soil conditions at the Site and to develop geotechnical information and design criteria. The scope of this study includes the following items: 1. A literature review of available published and unpublished geotechnical data pertinent to the project site including geologic maps, and available on-line or in-house aerial photographs. 2. A field study consisting of site reconnaissance and subsurface exploration including exploratory borings in order to formulate a description of the sub- surface conditions at the Site. 3. Laboratory testing performed on representative soil samples that were collected during our field study. 4. Engineering analysis of the data gathered during our literature review, field study, and laboratory testing. 5. Development of recommendations for site preparation and grading as well as geotechnical design criteria for building foundations, retaining walls, pavement sections, underground utilities, and drainage facilities. 3.0 FIELD AND LABORATORY INVESTIGATION The field investigation was conducted on February 17, 2023 using a Mini Beaver drill rig and hand auger equipment. Seven six-inch diameter exploratory borings were advanced to a maximum depth of 7.5 feet below ground surface (bgs) at the approximate locations indicated on Figure 3: Field Investigation. Sampling methods included obtaining bulk samples from drill cuttings. Supplemental data was used in preparation of this report from a previous field investigation conducted on March 21, 2013 using a Mobile B-24 drill rig and backhoe equipment. Four six-inch diameter exploratory borings were advanced to a maximum depth of 15.0 feet bgs and two exploratory trenches were advanced to a maximum depth of 5.0 feet bgs. Sampling methods included the Standard Penetration Test utilizing a standard split-spoon sampler (SPT) and obtaining bulk samples from trenching operations and drill cuttings. The Mobile B-24 drill rig was equipped with a safety hammer, which has an efficiency of approximately 60 percent and was used to obtain test blow counts in the form of N-values. Figure 2: Site Plan Righetti Parks October 20, 2023 (Revised) Project SL07509-15 3 Data gathered during the field investigations suggest that the soil materials at the Site consist of alluvial soils. The surface material at the Site generally consisted of various shades of sandy CLAY (CL) with some gravels encountered in a slightly moist to moist and very stiff to hard condition. The sub-surface materials consisted of light to dark olive brown clayey SAND (SC) encountered in a dry and very dense condition. Regional site geology was obtained from United States Geological Survey MapView internet application (USGS, 2013) which compiles existing geologic maps. Figure 4: Regional Geologic Map presents the geologic conditions in site vicinity as mapped on the Geologic Map of the San Luis Obispo Quadrangle (Dibblee, 2004). The majority of all underlying material at the Site was interpreted as surficial sediments. Groundwater was not encountered in any of the borings. It should be expected that groundwater elevations may vary seasonally and with irrigation practices. During the boring operations the soils encountered were continuously examined, visually classified, and sampled for general laboratory testing. A project engineer has reviewed a continuous log of the soils encountered at the time of field investigation. See Appendix A for the Boring Logs from the field investigation. Figure 3: Field Investigation Figure 4: Regional Geologic Map Righetti Parks October 20, 2023 (Revised) Project SL07509-15 4 Laboratory tests were performed on soil samples that were obtained from the Site during the field investigation. The results of these tests are listed below in Table 1: Engineering Properties. Laboratory data reports and detailed explanations of the laboratory tests performed during this investigation are provided in Appendix B. Table 1: Engineering Properties Sample Name Sample Description USCS Specification Expansion Index Expansion Potential Plasticity Index Fines Content (%) SL07509-15 Field Investigation – February 17, 2023 B-2 0.5-3.5’ Black Sandy Lean CLAY CL - - 22 Medium 51.3 B-4 0.5–3.5’ Black Sandy Lean CLAY CL - - 35 High - B-6 0.0–2.5’ Very Dark Gray Sandy Fat CLAY CH - - 38 High - B-7 0.0–1.5’ Black Sandy Lean CLAY CL - - 35 High - SL07509-8 Field Investigation – March 21, 2013 B-3 Light Olive Brown Sandy CLAY CL 97 High 20 Medium - B-7 Very Dark Brown Sandy CLAY CH 84 Medium 41 High - T-7 @ 1’ Black Sandy Fat CLAY CH 96 High 40 High - T-7 @ 5’ Olive Clayey SAND SC 48 Low 18 Medium - Righetti Parks October 20, 2023 (Revised) Project SL07509-15 5 4.0 TRENCHING INVESTIGATION- BRIDGE ABUTMENTS This report was updated to include recommendations based on additional sub-surface material information obtained during trenching operations in the general vicinity of the proposed Eastern Bridge, Central Bridge, and Western Bridge crossings on October 3, 2023. Based on the information obtained from the trenching (see Table 2: Trenching Logs) at the locations described in Figure 2: Site Plan, the general soil profile in the area of the proposed bridge crossings consisted of CLAY soils to varying depths between 3.0 and 9.0 feet below ground surface, over weathered formational material to depths of 5.5 to 15 feet below ground surface, underlain by hard bedrock materials. Due to this variability in soil profile, we anticipate that the most effective foundation system for construction of the proposed abutments would be drilled cast-in-place concrete caissons, although conventional foundations may also be considered. Table 2: Trenching Logs Eastern Bridge, North Side Abutment (Stake #1001) Approximate Depth (bgs) Approximate Elevation Material Type 0.0 to 5.0 feet 248 feet to 243 feet CLAY Soil with Gravel (Fill) 5.0 to 9.0 feet 243 feet to 239 feet CLAY Soil (Native) 9.0 to 15.0 feet 239 feet to 233 feet Weathered Formational Material 15.0 feet 233 feet Hard Bedrock Eastern Bridge, South Side Abutment (Stake #1002) Approximate Depth (bgs) Approximate Elevation Material Type 0.0 to 4.0 feet 248 feet to 244 feet CLAY Soil 4.0 to 11.5 feet 244 feet to 236.5 feet Weathered Formational Material 11.5 feet 236.5 feet Hard Bedrock Central Bridge, East Side Abutment (Stake #1003) Approximate Depth (bgs) Approximate Elevation Material Type 0.0 to 3.5 feet 233.5 feet to 230 feet CLAY Soil with Cobbles 3.5 to 5.5 feet 230 feet to 228 feet Weathered Formational Material 5.5 feet 228 feet Hard Bedrock Central Bridge, West Side Abutment (Stake #1004) Approximate Depth (bgs) Approximate Elevation Material Type 0.0 to 6.0 feet 238 feet to 232 feet CLAY Soil 6.0 to 8.0 feet 232 feet to 230 feet Weathered Formational Material 8.0 feet 230 feet Hard Bedrock Western Bridge, North Side Abutment (Stake #1005) Approximate Depth (bgs) Approximate Elevation Material Type Righetti Parks October 20, 2023 (Revised) Project SL07509-15 6 0.0 to 3.0 feet 224 feet to 221 feet CLAY Soil 3.0 to 6.0 feet 221 feet to 218 feet Weathered Formational Material 6.0 feet 218 feet Hard Bedrock Western Bridge, South Side Abutment (Stake #1006) Approximate Depth (bgs) Approximate Elevation Material Type 0.0 to 4.0 feet 223.5 feet to 219.5 feet CLAY Soil 4.0 to 10.5 feet 219.5 feet to 213 feet Weathered Formational Material 10.5 feet 218 feet Hard Bedrock 5.0 HYDROLOGIC SOIL GROUP Based on the Web Soil Survey provided by the Natural Resources Conservation Service, the Site was initially designated as containing Hydrologic Soil Group C & D. Group D soil conditions are less than favorable for infiltration of storm water and runoff due to; very low infiltration rates (high runoff potential), clays with high shrink-swell potential, and soils that are shallow over nearly impervious material. Based on the sub-surface data obtained during the field investigation and the results of the laboratory testing, it is our opinion that the entire Site is best defined as Hydrologic Soil Group D. Any proposed LID improvements must take into consideration that the on-site soils are expansive with poor infiltration properties. Infiltration of concentrated storm water runoff adjacent to improvements constructed over expansive soils is not recommended as this can result in an increased potential for differential settlement and damage to improvements. 6.0 SEISMIC DESIGN CONSIDERATIONS Estimating the design ground motions at the Site depends on many factors including the distance from the Site to known active faults; the expected magnitude and rate of recurrence of seismic events produced on such faults; the source-to-site ground motion attenuation characteristics; and the Site soil profile characteristics. According to section 1613 of the 2022 CBC (CBSC, 2022), all structures and portions of structures should be designed to resist the effects of seismic loadings caused by earthquake ground motions in accordance with the ASCE 7: Minimum Design Loads for Buildings and Other Structures, hereafter referred to as ASCE 7-16 (ASCE, 2016). The Site soil profile classification (Site Class) can be determined by the average soil properties in the upper 100 feet of the Site profile and the criteria provided in Table 20.3-1 of ASCE 7-16. Spectral response accelerations and peak ground accelerations, provided in this report were obtained using the computer-based Seismic Design Maps tool available from the Structural Engineers Association of California (SEAOC, 2019). This program utilizes the methods developed in ASCE 7-16 in conjunction with user-inputted Site location to calculate seismic design parameters and response spectra (both for period and displacement) for soil profile Site Classes A through E. Site coordinates of 35.255050 degrees north latitude and -120.637058 degrees east longitude were used in the web-based probabilistic seismic hazard analysis (SEAOC, 2019). Based on the results from the in- situ tests performed during the field investigation, the Site was defined as Site Class D, “Stiff Soil” profile per ASCE7-16, Chapter 20. Relevant seismic design parameters obtained from the program are summarized in Table 3: Seismic Design Parameters. Righetti Parks October 20, 2023 (Revised) Project SL07509-15 7 Table 3: Seismic Design Parameters Site Class D “Stiff Soil” Seismic Design Category D 1-Second Period Design Spectral Response Acceleration, SD1 (See Note 1) Short-Period Design Spectral Response Acceleration, SDS 0.770g Site Specific MCE Peak Ground Acceleration, PGAM 0.538g Note 1: In accordance with ASCE 7-16, SUPPLEMENT 3, Section 11.4.8.1: A ground motion hazard analysis is not required for structures on Site Class D sites with S1 greater than or equal to 0.2, where the value of the parameter SM1 determined by Eq. (11.4-2) is increased by 50% for all applications of SM1 in this Standard. The resulting value of the parameter SD1 determined by Eq. (11.4-4) shall be used for all applications of SD1 in this Standard. 7.0 LIQUEFACTION HAZARD ASSESSMENT Liquefaction occurs when saturated cohesionless soils lose shear strength due to earthquake shaking. Ground motion from an earthquake may induce cyclic reversals of shear stresses of large amplitude. Lateral and vertical movement of the soil mass combined with the loss of bearing strength can result from this phenomenon. Liquefaction potential of soil deposits during earthquake activity depends on soil type, void ratio, groundwater conditions, the duration of shaking, and confining pressures on the potentially liquefiable soil unit. Fine, poorly graded loose sand, shallow groundwater, high intensity earthquakes, and long duration of ground shaking are the principal factors leading to liquefaction. Based on the consistency and relative density of the in-situ soils the potential for seismic liquefaction of soils at the Site is low. Assuming that the recommendations of the Soils Engineering Report are implemented, the potential for seismically induced settlement and differential settlement at the Site is considered to be low. 8.0 GENERAL SOIL-FOUNDATION DISCUSSION It is anticipated that graded pads will be constructed for the proposed park and playground structures with all foundations excavated into engineered fill. Additionally, it is anticipated that foundations for the proposed bridge abutments will consist of drilled cast-in-place concrete caissons, although conventional foundations may also be considered, depending on loading conditions. All foundations are to be excavated into uniform material to limit the potential for distress of the foundation systems due to differential settlement. If cuts steeper than allowed by State of California Construction Safety Orders for “Excavations, Trenches, Earthwork” are proposed, a numerical slope stability analysis may be necessary for temporary construction slopes. 9.0 CONCLUSIONS AND RECOMMENDATIONS The Site is suitable for the proposed development provided the recommendations presented in this report are incorporated into the project plans and specifications. The primary geotechnical concerns at the Site are: 1. The presence of potentially expansive material. Influx of water from irrigation, leakage from the structures, or natural seepage could cause expansive soil problems. Foundations supported by expansive soils should be designed by a Structural Engineer in accordance with the 2022 California Building Code. Righetti Parks October 20, 2023 (Revised) Project SL07509-15 8 2. The potential for differential settlement occurring between foundations supported on two soil materials having different settlement characteristics, such as native soil and engineered fill. Therefore, it is important that all of the foundations are founded in equally competent uniform material in accordance with this report. 9.1 Preparation of Building Pads 1. It is anticipated that graded engineered fill pads will be developed for the proposed park and playground structures with footings founded in engineered fill. As the park areas were rough graded during development of the Tract, soils preparation may be limited to reprocessing of disturbed surface soils in the areas of the proposed improvements. 2. For the development of an engineered fill pad, the native material should be over- excavated to the bottom of the footings or concrete flatwork sub-grade elevation, to competent (stiff) material; whichever is greatest. The limits of over-excavation should extend a minimum of 5 feet beyond the perimeter foundation, to property lines, or existing improvements, whichever is least. The exposed surface should be scarified to a depth of 6 inches; moisture conditioned to 3% over optimum moisture content, and compacted to a minimum relative density of 90 percent (ASTM D1557-12). The over-excavated material may then be processed as engineered fill. 3. Onsite soil and rock material is suitable as fill material provided it is processed to remove concentrations of organic material, debris, and other particles. Imported fill should meet the requirements of the grading plan. GeoSolutions, Inc. should be notified at least 72 hours prior to delivery to the site to sample and test proposed imported fill materials. Refer to Figure 5: Sub-Slab Detail for under-slab drainage material and Appendix D for more details on fill placement. 4. Due to the expansion potential of the Site soils, non-expansive import is recommended beneath concrete flatwork. Refer to Section 8.4 Exterior Concrete Flatwork for additional information. 5. The ground immediately adjacent to the foundation shall be sloped away from the building at a slope of not less than one unit vertical in 20 units horizontal (5 percent slope) for a minimum distance of 10 feet measured perpendicular to the exterior of the structure per Section 1804.3 of the 2022 CBC. 6. The recommended soil moisture content should be maintained during construction and following construction of the proposed development. Where soil moisture content is not maintained, desiccation cracks may develop which indicate a loss of soil compaction, leading to the potential for damage to foundations, flatwork, pavements, and other improvements. Soils that have become cracked due to moisture loss should be removed sufficient depth to repair the cracked soil as observed by the soils engineer, and the removed materials should then be moisture conditioned to approximately 3 percent over optimum value, and compacted. 9.2 Conventional Foundations 1. Conventional continuous and spread footings with grade beams may be used for support of the proposed structures. Isolated pad footings for building structures are not permitted. Spread footings should be a minimum of two feet square and connected to the perimeter foundation by grade beams. Spread footings for playground structures should be designed for expansive soils and in accordance with the manufacturer’s specifications. Righetti Parks October 20, 2023 (Revised) Project SL07509-15 9 2. Minimum footing and grade beam sizes and depths for conventional foundations in engineered fill should conform to the following table, as observed and approved by a representative of GeoSolutions, Inc. Table 4: Minimum Footing and Grade Beam Recommendations Perimeter Footings Grade Beams Minimum Width 12 inches (one story) 12 inches Embedment Depth 30 inches 18 inches Minimum Reinforcing* 6 #5 bars (3 top / 3 bottom) 4 #5 bars (2 top / 2 bottom) Spacing - 16 feet (on-center each way) * Steel should be held in place by stirrups at appropriate spacing to ensure proper positioning of the steel (see WRI Design of Slab-on-Ground Foundations and ACI 318, Section 26.6.6 – Placing Reinforcement). 3. Minimum reinforcing for footings should conform to the recommendations provided in Table 4: Minimum Footing and Grade Beam Recommendations which meets the specifications of Section 1808.6 of the 2022 California Building Code for the soil conditions at the Site. Reinforcing steel should be held in place by stirrups at appropriate spacing to ensure proper positioning of the steel in accordance with WRI Design of Slab- on-Ground Foundations, and ACI 318, Section 26.6.6 – Placing Reinforcement. 4. A representative of this firm should observe and approve all foundation excavations for required embedment depth prior to the placement of reinforcing steel and/or concrete. Concrete should be placed only in excavations that are free of loose, soft soil and debris and that have been maintained in a moist condition with no desiccation cracks present. 5. An allowable dead plus live load bearing pressure of 1,500 psf may be used for the design of footings founded in engineered fill. 6. Allowable bearing capacities may be increased by one-third when transient loads such as wind or seismicity are included. 7. A total settlement of less than 1 inch and a differential settlement of less than 1 inch in 30 feet are anticipated. 8. Lateral forces on structures may be resisted by passive pressure acting against the sides of shallow footings and/or friction between the engineered fill and the bottom of the footings. For resistance to lateral loads, a friction factor of 0.30 may be utilized for sliding resistance at the base of footings extending a minimum of 30 inches into engineered fill. A passive pressure of 250-pcf equivalent fluid weight may be used against the side of shallow footings in engineered fill. If friction and passive pressures are combined to resist lateral forces acting on shallow footings, the lesser value should be reduced by 50 percent. 9. Foundation excavations should be observed and approved by a representative of this firm prior to the placement of formwork, reinforcing steel and/or concrete. 10. Foundation design should conform to the requirements of Chapter 18 of the latest edition of the CBC (CBSC, 2022). Righetti Parks October 20, 2023 (Revised) Project SL07509-15 10 11. The base of all grade beams and footings should be level and stepped as required to accommodate any change in grade while still maintaining the minimum required footing embedment and slope setback distance. 9.3 Slab-On-Grade Construction 1. Concrete slabs-on-grade and flatwork should not be placed directly on unprepared native materials. Preparation of sub-grade to receive concrete slabs-on-grade and flatwork should be processed as discussed in the preceding sections of this report. Concrete slabs should be placed only over sub-grade that is free of loose, soft soil and debris and that has been maintained in a moist condition with no desiccation cracks present. 2. Concrete slabs-on-grade should be in conformance with the recommendations provided in Table 5: Minimum Slab Recommendations. Reinforcing should be placed on-center both ways at or slightly above the center of the structural section. Reinforcing bars should have a minimum clear cover of 1.5 inches. Where lapping of the slab steel is required, laps in adjacent bars should be staggered a minimum of every five feet (see WRI Design of Slab-on-Ground Foundations, Steel Placement). The recommended reinforcement may be used for anticipated uniform floor loads not exceeding 200 psf. If floor loads greater than 200 psf are anticipated, a Structural Engineer should evaluate the slab design. Table 5: Minimum Slab Recommendations Minimum Thickness 5 inches Reinforcing* #4 bars at 16 inches on-center each way * Where lapping of the slab steel is required, laps in adjacent bars should be staggered a minimum of every five feet (see WRI/CSRI-81 recommendations for Steel Placement, Section 2). 3. Concrete for all slabs should be placed at a maximum slump of less than 5 inches. Excessive water content is the major cause of concrete cracking. If fibers are used to aid in the control of cracking, a water-reducing admixture may be added to the concrete to increase slump while maintaining a water/cement ratio, which will limit excessive shrinkage. Control joints should be constructed as required to control cracking. 4. Where concrete slabs-on-grade are to be constructed for interior conditioned spaces, the slabs should be underlain by a minimum of four inches of clean free-draining material, such as a ¾-inch coarse aggregate mix, to serve as a cushion and a capillary break. Where moisture susceptible storage or floor coverings are anticipated, a 15-mil Stego Wrap membrane (or equivalent installed per manufacturer’s specifications) should be placed between the free-draining material and the slab to minimize moisture condensation under the floor covering. See Figure 5: Sub-Slab Detail for the placement of under-slab drainage material. It is suggested, but not required, that a two-inch thick sand layer be placed on top of the membrane to assist in the curing of the concrete, increasing the depth of the under-slab material to a total of six inches. The sand should be lightly moistened prior to placing concrete. Righetti Parks October 20, 2023 (Revised) Project SL07509-15 11 Figure 5: Sub-Slab Detail 5. It should be noted that for a vapor barrier installation to conform to manufacturer’s specifications, sealing of penetrations, joints and edges of the vapor barrier membrane are typically required. As required by the California Building Code, joints in the vapor barrier should be lapped a minimum of 6 inches. If the installation is not performed in accordance with the manufacturer’s specifications, there is an increased potential for water vapor to affect the concrete slabs and floor coverings. 6. The most effective method of reducing the potential for moisture vapor transmission through concrete slabs-on-grade would be to place the concrete directly on the surface of the vapor barrier membrane. However, this method requires a concrete mix design specific to this application with low water-cement ratio in addition to special concrete finishing and curing practices, to minimize the potential for concrete cracks and surface defects. The contractor should be familiar with current techniques to finish slabs poured directly onto the vapor barrier membrane. 7. Moisture condensation under floor coverings has become critical due to the use of water- soluble adhesives. Therefore, it is suggested that moisture sensitive slabs not be constructed during inclement weather conditions. 9.4 Bridge Abutment Foundations - Conventional 1. Conventional continuous and spread footings may also be utilized for support of the bridge abutments, depending on loading conditions. Values are provided below for foundations embedded in engineered fill comprised of native soil and for foundations embedded in weathered formational material. 2. For development of an engineered fill pad for bridge abutments, the native material should be over-excavated to a minimum depth of 12 inches below bottom of the footings or to competent (stiff) material; whichever is greatest. The limits of over-excavation may be limited to the dimensions of the bridge abutment foundation. The exposed surface should be scarified to a depth of 6 inches; moisture conditioned to 3% over optimum moisture content, and compacted to a minimum relative density of 90 percent (ASTM D1557-12). The over-excavated material may then be processed as engineered fill. Righetti Parks October 20, 2023 (Revised) Project SL07509-15 12 3. An allowable bearing pressure of 1,500 psf may be used for design of footings founded in engineered fill comprised of native soil. This bearing capacity is based on a 1 foot wide footing embedded 1 foot below lowest adjacent grade. Bearing capacity may be increased 100 psf for each additional foot of width, and may be increased 150 psf for each additional foot of depth, to a maximum of 2,750 psf. 4. An allowable bearing pressure of 2,000 psf may be used for design of footings founded in weathered formational material. This bearing capacity is based on a 1 foot wide footing embedded 1 foot into weathered formational material. Bearing capacity may be increased 200 psf for each additional foot of width, and may be increased 400 psf for each additional foot of depth, to a maximum of 4,000 psf. 5. If deepened trenches are required to achieve the required minimum embedment into weathered formational material, the footing excavation may be partially backfilled with 3- sack sand-cement slurry, up to bottom of footing. 9.5 Bridge Abutment Foundations - Drilled Cast-in-Place Concrete Caissons 1. Foundations for the proposed bridge abutments may be supported by cast-in-place concrete caissons. The caissons should have a minimum diameter of 24 inches and should be designed utilizing skin friction. 2. Caissons should extend a minimum of 5 feet into weathered formational material. An allowable skin friction value of 750 psf may be utilized for the weathered formational material encountered at depths of 3.0 to 9.0 feet below ground surface and may be increased to 2,000 psf for the hard bedrock material encountered at approximate depths of 5.5 to 15.0 feet below existing ground surface. These values may be increased by 1/3 when considering seismic or wind loads. Exclude the upper CLAY material encountered within the upper 3.0 to 9.0 feet of the pier shaft between finished grade and the competent weathered formational material from pier load capacity computations. End bearing capacity should be neglected. 3. The caissons should be designed to resist a lateral active pressure from the CLAY surface soils of 60pcf. 4. A 5-foot setback from the face of any slope should be maintained prior to utilizing lateral or frictional design values. 5. Minimum pier spacing: 3 pier diameters, center-to-center. 6. An equivalent fluid weight of 500 pounds per cubic foot (pcf) acting on two times the pier diameter may be used to evaluate passive resistance, starting below the depth required for lateral equivalent fluid pressure noted above in weathered formational material. The passive pressure may be increased by 1/3 for transient loads such as wind or seismic. 7. Caving and water intrusion are possible concerns, depending on existing drainage and soils moisture conditions at the time of construction. If either occurs, the use of temporary casing may be required to facilitate construction. Casing and shaft diameters should be the same diameter. The casing should be progressively placed as drilling advances to design depth. If water intrusion is a problem, the concrete should be placed in the drilled holes prior to retrieving the temporary casing. The bottom of the casing should be maintained not less than 5 feet below the top of the concrete. 8. The Soils Engineer should be present at the Site during the caisson drilling and concrete placement operations to establish conformance with the design concepts, specification Righetti Parks October 20, 2023 (Revised) Project SL07509-15 13 requirements, and to provide re-evaluation of these recommendations if site conditions vary from what is anticipated. 9.6 Exterior Concrete Flatwork 1. Due to the presence of expansive surface soils within the proposed development areas, there is a potential for considerable soil movement and distress to reinforced concrete flatwork if conventional measures are used, such as the placement of 4 to 6 inches of imported sand materials placed beneath concrete flatwork. Heaving and cracking are anticipated to occur. To reduce the potential for movement associated with expansive soils, we recommend the placement of a minimum of 24 inches of approved non- expansive import material placed as engineered fill beneath the flatwork. 2. Minimum flatwork for conventional pedestrian areas should be a minimum of 4 inches thick and consist of No. 3 (#3) rebar spaced at 24 inches on-center each-way at or slightly above the center of the structural section. 3. Flatwork should be constructed with frequent joints to allow for movement due to fluctuations in temperature and moisture content in the adjacent soils. Flatwork at doorways, driveways, curbs and other areas where restraining the elevation of the flatwork is desired, should be doweled to the perimeter foundation by a minimum of No. 3 reinforcing steel dowels, spaced at a maximum distance of 24 inches on-center. 4. As an alternative, interlocking concrete pavers may be utilized for exterior improvements in lieu of reinforced concrete flatwork. Concrete pavers, when installed in accordance with manufacturers’ recommendations and industry standards (ICPI), allow for a greater degree of soil movement as they are part of a flexible system. If interlocking concrete pavers are selected for use in the driveway area, the structural section should be underlain by a woven geotextile fabric, such as Mirafi HP570 or equivalent, to function as a separation layer and to provide additional support for vehicle tire loads. 9.7 Retaining Walls 1. Retaining walls should be designed to resist lateral pressures from adjacent soils and surcharge loads applied behind the walls. We recommend using the lateral pressures presented in Table 6: Retaining Wall Design Parameters and Figure 6: Retaining Wall Detail for the design of retaining walls at the Site. The Active Case may be used for the design of unrestrained retaining walls, and the At-Rest Case may be used for the design of restrained retaining walls. Table 6: Retaining Wall Design Parameters Lateral Pressure and Condition Equivalent Fluid Pressure, pcf Static, Active Case, Native Material (γ'KA) Static, Active Case, Granular Import (γ'KA) 60 35 Static, At-Rest Case, Native Material (γ'KO) Static, At-Rest Case, Granular Import (γ'KO) 85 50 Static, Passive Case, Engineered Fill (γ'KP) 250 Righetti Parks October 20, 2023 (Revised) Project SL07509-15 14 2. The above values for equivalent fluid pressure are based on retaining walls having level retained surfaces, having an approximately vertical surface against the retained material, and retaining imported granular backfill material or engineered fill composed of native soil within the active wedge. See Figure 6: Retaining Wall Detail and Figure 7: Retaining Wall Active and Passive Wedges for a description of the location of the active wedge behind a retaining wall. 3. Proposed retaining walls having a retained surface that slopes upward from the top of the wall should be designed for an additional equivalent fluid pressure of 1 pcf for the active case and 1.5 pcf for the at-rest case, for every degree of slope inclination. 4. We recommend that the proposed retaining walls at the Site have an approximately vertical surface against the retained material. If the proposed retaining walls are to have sloped surfaces against the retained material, the project designers should contact the Soils Engineer to determine the appropriate lateral earth pressure values for retaining walls located at the Site. Figure 7: Retaining Wall Active and Passive Wedges 5. Retaining wall foundations should be founded a minimum of 30 inches below lowest adjacent grade in engineered fill as observed and approved by a representative of GeoSolutions, Inc. A coefficient of friction of 0.30 may be used between engineered fill Figure 6: Retaining Wall Detail 12” minimum Mirafi 140N or equivalent Ka = varies Ko = varies Permeable Drain Rock 4” Dia. Perf. Drain Pipe Max Toe Pressure: 1,500 psf Kp= 250 pcf Righetti Parks October 20, 2023 (Revised) Project SL07509-15 15 and concrete footings. Project designers may use a maximum toe pressure of 1,500 psf for the design of retaining wall footings founded in engineered fill. 6. For earthquake conditions, retaining walls greater than 6 feet in height should be designed to resist an additional seismic lateral soil pressure of 30 pcf (native soil) equivalent fluid pressure for unrestrained walls (active condition) with native material and of 18 pcf with granular import. The pressure resultant force from earthquake loading should be assumed to act a distance of 1/3H above the base of the retaining wall, where H is the height of the retaining wall. Seismic active lateral earth pressure values were determined using the simplified dynamic lateral force component (SEAOC 2010) utilizing the design peak ground acceleration, PGAM, discussed in Section 4.0 (PGAM = 0.538g). The dynamic increment in lateral earth pressure due to earthquakes should be considered during the design of retaining walls at the Site. Based on research presented by Dr. Marshall Lew (Lew et al., 2010), lateral pressures associated with seismic forces should not be applied to restrained walls (at-rest condition). 7. Seismically induced forces on retaining walls are considered to be short-term loadings. Therefore, when performing seismic analyses for the design of retaining wall footings, we recommend that the allowable bearing pressure and the passive pressure acting against the sides of retaining wall footings be increased by a factor of one-third. 8. In addition to the static lateral soil pressure values reported in Table 6: Retaining Wall Design Parameters, the retaining walls at the Site should be designed to support any design live load, such as from vehicle and construction surcharges, etc., to be supported by the wall backfill. If construction vehicles are required to operate within 10 feet of a retaining wall, supplemental pressures will be induced and should be taken into account in the design of the retaining wall. 9. The recommended lateral earth pressure values are based on the assumption that sufficient sub-surface drainage will be provided behind the walls to prevent the build-up of hydrostatic pressure. To achieve this we recommend that a granular filter material be placed behind all proposed walls. The blanket of granular filter material should be a minimum of 12 inches thick and should extend from the bottom of the wall to 12 inches from the ground surface. The top 12 inches should consist of moisture conditioned, compacted, clayey soil. Neither spread nor wall footings should be founded in the granular filter material used as backfill. 10. A 4-inch diameter perforated or slotted drainpipe (ASTM D1785 PVC) should be installed near the bottom of the filter blanket with perforations facing down. The drainpipe should be underlain by at least 4 inches of filter type material and should daylight to discharge in suitably projected outlets with adequate gradients. The filter material should consist of a clean free-draining aggregate, such as a coarse aggregate mix. If the retaining wall is part of a structural foundation, the drainpipe must be placed below finished slab sub- grade elevation. 11. The filter material should be encapsulated in a permeable geotextile fabric. A suitable permeable geotextile fabric, such as non-woven needle-punched Mirafi 140N or equal, may be utilized to encapsulate the retaining wall drain material and should conform to Caltrans Standard Specification 88-1.03 for underdrains. 12. For hydrostatic loading conditions (i.e. no free drainage behind retaining wall), an additional loading of 45-pcf equivalent fluid weight should be added to the active and at- rest lateral earth pressures. If it is necessary to design retaining structures for submerged conditions, the allowed bearing and passive pressures should be reduced by 50 percent. In addition, soil friction beneath the base of the foundations should be neglected. Righetti Parks October 20, 2023 (Revised) Project SL07509-15 16 13. Precautions should be taken to ensure that heavy compaction equipment is not used adjacent to walls, so as to prevent undue pressure against, and movement of the walls. 14. The use of water-stops/impermeable barriers should be used for any basement construction, and for building walls that retain earth. Damproofing and waterproofing shall meet the minimum standards of Section 1805 of the 2022 California Building Code. 9.8 Preparation of Paved Areas 1. Pavement areas should be excavated to approximate sub-grade elevation or to competent material; whichever is deeper. The exposed surface should be scarified an additional depth of 12 inches, moisture conditioned to slightly above optimum moisture content, and compacted to a minimum relative density of 95 percent (ASTM D1557-12 test method). 2. The top 12 inches of sub-grade soil under all pavement sections should be compacted to a minimum relative density of 95 percent based on the ASTM D1557-12 test method at slightly above optimum. 3. Sub-grade soils should not be allowed to dry out or have excessive construction traffic between moisture conditioning and compaction, and placement of the pavement structural section. 4. Due to the expansive potential of the soils at the Site, the base courses beneath un- reinforced pavement sections may fail, causing cracking of the pavement surfaces, as the sub-grade materials move laterally during expansive shrink-swell cycles. 5. Therefore, in order to minimize the potential for the failure of pavement sections at the Site, GeoSolutions, Inc. recommends that a Type 2 laterally-reinforcing geotextile grid, such as Tensar BX1200, Syntec SBX12, ADS BX124GG, Mirafi BXG120 or equivalent, be installed between the prepared sub-grade and base materials at the Site. 6. GeoSolutions, Inc. should be contacted prior to the design and construction of pavement sections at the Site in order to assist in the selection of an appropriate laterally-reinforcing biaxial geogrid product and to provide recommendations regarding the procedures for the installation of geogrid products at the Site. 9.9 Pavement Design 1. All pavement construction and materials used should conform to Sections 25, 26 and 39 of the latest edition of the State of California Department of Transportation Standard Specifications (State of California, 1999). 2. As indicated previously in Section 9.8, the top 12 inches of sub-grade soil under pavement sections should be compacted to a minimum relative density of 95 percent based on the ASTM D1557-12 test method at slightly above optimum moisture content. Aggregate bases and sub-bases should also be compacted to a minimum relative density of 95 percent based on the aforementioned test method. 3. A minimum of 10.0 inches of Class II Aggregate Base is recommended for all un- reinforced pavement sections, and a minimum of 6.5 inches is recommended for pavement sections reinforced with Type 2 geo-grid. All pavement sections should be crowned for good drainage. 4. In order to minimize the potential for cracking of the pavement surfaces at the Site due to lateral movement of the base courses during expansive shrink-swell cycles of the sub- Righetti Parks October 20, 2023 (Revised) Project SL07509-15 17 grade materials, GeoSolutions, Inc. recommends that a Type 2 laterally-reinforcing geotextile grid, such as Tensar BX1200, Syntec SBX12, ADS BX124GG, Mirafi BXG120 or equivalent, be installed between the prepared sub-grade and base materials at the Site. 5. GeoSolutions, Inc. should be contacted prior to the design and construction of the pavement sections to provide recommendations regarding the selection of and installation of an appropriate laterally-reinforcing biaxial geogrid product. 10.0 ADDITIONAL GEOTECHNICAL SERVICES The recommendations contained in this report are based on a limited number of borings and on the continuity of the sub-surface conditions encountered. GeoSolutions, Inc. assumes that it will be retained to provide additional services during future phases of the proposed project. These services would be provided by GeoSolutions, Inc. as required by the City of San Luis Obispo, the 2022 CBC, and/or industry standard practices. These services would be in addition to those included in this report and would include, but are not limited to, the following services: 1. Consultation during plan development. 2. Plan review of grading and foundation documents prior to construction and a report certifying that the reviewed plans are in conformance with our geotechnical recommendations. 3. Consultation during selection and placement of a laterally-reinforcing biaxial geogrid product. 4. Construction inspections and testing, as required, during all grading and excavating operations beginning with the stripping of vegetation at the Site, at which time a site meeting or pre-job meeting would be appropriate. 5. Special inspection services during construction of reinforced concrete, structural masonry, high strength bolting, epoxy embedment of threaded rods and reinforcing steel, and welding of structural steel. 6. Preparation of construction reports certifying that building pad preparation and foundation excavations are in conformance with our geotechnical recommendations. 7. Preparation of special inspection reports as required during construction. 8. In addition to the construction inspections listed above, section 1705.6 of the 2022 CBC (CBSC, 2022) requires the following inspections by the Soils Engineer for controlled fill thicknesses greater than 12 inches as shown in Table 7: Required Special Inspections and Tests of Soils: Righetti Parks October 20, 2023 (Revised) Project SL07509-15 18 Table 7: Required Special Inspections and Tests of Soils Verification and Inspection Task Continuous During Task Listed Periodically During Task Listed 1. Verify materials below footings are adequate to achieve the design bearing capacity. - X 2. Verify excavations are extended to proper depth and have reached proper material. - X 3. Perform classification and testing of controlled fill materials. - X 4. Verify use of proper materials, densities and lift thicknesses during placement and compaction of controlled fill. X - 5. Prior to placement of controlled fill, observe sub-grade and verify that site has been prepared properly. - X 11.0 LIMITATIONS AND UNIFORMITY OF CONDITIONS 1. The recommendations of this report are based upon the assumption that the soil conditions do not deviate from those disclosed during our study. Should any variations or undesirable conditions be encountered during the development of the Site, GeoSolutions, Inc. should be notified immediately and GeoSolutions, Inc. will provide supplemental recommendations as dictated by the field conditions. 2. This report is issued with the understanding that it is the responsibility of the owner or his/her representative to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project, and incorporated into the project plans and specifications. The owner or his/her representative is responsible to ensure that the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. 3. As of the present date, the findings of this report are valid for the property studied. With the passage of time, changes in the conditions of a property can occur whether they are due to natural processes or to the works of man on this or adjacent properties. Therefore, this report should not be relied upon after a period of 3 years without our review nor should it be used or is it applicable for any properties other than those studied. However many events such as floods, earthquakes, grading of the adjacent properties and building and municipal code changes could render sections of this report invalid in less than 3 years. \\192.168.1.100\s\SL07500-SL07999\SL07509-15 - Righetti Park SER\Engineering\SL07509-15 - Righetti Park SER.doc REFERENCES REFERENCES American Concrete Institute (ACI). Building Code Requirements for Structural Concrete (318-08), Chapter 7, Section 7.5, Placing Reinforcement, ACI Committee 318, 2008. American Society of Civil Engineers (ASCE). Minimum Design Loads and Associated Criteria for Buildings and Other Structures (7-16). 2017. California Building Standards Commission (CBSC). 2022 California Building Code, California Code of Regulations. Title 24. Part 2. Vol. 2. California Building Standards Commission: July 2022. DeLorme. Topo USA 8.0. Vers.8.0.0 Computer software. DeLorme, 2009. Dibblee, Thomas W., Jr.. Geologic Map of the San Luis Obispo Quadrangle. Dibblee Geologic Center Map Number DF-129. Santa Barbara Museum of Natural History: June 2004. Elfelt. GIS Surfer 1.8. Vers.1.8.0 Computer software. Elfelt, 2016. Lew, M., Sitar, N., Al Atik, L., Paourzanjani, M., and Hudson, M. “Seismic Earth pressure on Deep Building Basements,” SEAOC 2010 Convention Proceedings, 2010. State of California. Department of Industrial Relations. California Code of Regulations. 2001 Edition. Title 8. Chapter 4: Division of Industrial Safety. Subchapter 4, Construction Safety Orders. Article 6: Excavations. http://www.dir.ca.gov/title8/sub4.html. State of California, Department of Transportation. Standard Specifications, California Department of Transportation, 2015. Structural Engineers Association of California (SEAOC), Seismic Design Maps, accessed March 7, 2023. <https://seismicmaps.org/>. United States Geological Survey. MapView – Geologic Maps of the Nation. Internet Application. USGS, accessed March 7, 2023. <http://ngmdb.usgs.gov/maps/MapView/>. United States Geological Survey. TopoView – Geologic Maps of the Nation. Internet Application. USGS, accessed March 7, 2023. <http://ngmdb.usgs.gov/maps/TopoView/>. Wire Reinforcement Institute, Design of Slab-on-Ground Foundations, A Design, Construction $ Inspection Aid for Consulting Engineers, TF 700-R-03 Update, dated 2003. APPENDIX A Field Investigation Soil Classification Chart Boring Logs (2023) Boring Logs and Trench Logs 2013) FIELD INVESTIGATION The field investigations were conducted on February 17, 2023 using a Mini Beaver drill rig and hand auger equipment and on March 21, 2013 using a Mobile B-24 drill rig and backhoe equipment. The surface and sub-surface conditions were studied on February 17, 2023 by advancing seven exploratory borings and on March 21, 2013 by advancing four exploratory borings and two exploratory trenches. This exploration was conducted in accordance with presently accepted geotechnical engineering procedures consistent with the scope of the services authorized to GeoSolutions, Inc. On February 17, 2023, the Mini Beaver drill rig with a six-inch diameter auger advanced five exploratory borings and six-inch diameter hand auger equipment advanced two exploratory borings near the approximate locations indicated on Figure 3: Field Investigation. On March 21, 2013, the Mobile B-24 drill rig with a six-inch diameter solid-stem continuous flight auger advanced four exploratory borings and back hoe equipment advanced two exploratory trenches near the approximate locations indicated on Figure 3: Field Investigation. The drilling and field observation were performed under the direction of the project engineer. A representative of GeoSolutions, Inc. maintained a log of the soil conditions and obtained soil samples suitable for laboratory testing. The soils were classified in accordance with the Unified Soil Classification System. See the Soil Classification Chart in this appendix. Standard Penetration Tests with a two-inch outside diameter standard split tube sampler (SPT) without liners (ASTM D1586) were performed to obtain field indication of the in-situ density of the soil and to allow visual observation of at least a portion of the soil column. Soil samples obtained with the split spoon sampler are retained for further observation and testing. The split spoon samples are driven by a 140- pound hammer free falling 30 inches. The sampler is initially seated six inches to penetrate any loose cuttings and is then driven an additional 12 inches with the results recorded in the boring logs as N- values, which area the number of blows per foot required to advance the sample the final 12 inches. Disturbed bulk samples are obtained from cuttings developed during boring operations. The bulk samples are selected for classification and testing purposes and may represent a mixture of soils within the noted depths. Recovered samples are placed in transport containers and returned to the laboratory for further classification and testing. Logs of the borings showing the approximate depths and descriptions of the encountered soils, applicable geologic structures, recorded N-values, and the results of laboratory tests are presented in this appendix. The logs represent the interpretation of field logs and field tests as well as the interpolation of soil conditions between samples. The results of laboratory observations and tests are also included in the boring logs. The stratification lines recorded in the boring logs represent the approximate boundaries between the surface soil types. However, the actual transition between soil types may be gradual or varied. JOB NO. BORING LOG B-1BORING NO. SL07509-15 PROJECT INFORMATION PROJECT: DRILLING LOCATION: Righetti Parks See Figure 3, Field Investigation DATE DRILLED:2/17/23 LOGGED BY:D. Wordeman Depth of Groundwater:Page 1 of 1 SAMPLING METHOD: 6 inches Bulk Samples Not Recorded Phone: 805-614-6333 220 High Street, San Luis Obispo, CA 93401 Mini Beaver SAMPLE IDSAMPLERS TYPEFRICTION ANGLE,(degrees)COHESION, C (psf)DENSITY (pcf)OPTIMUM WATEREXPANSIONINDEX (EI)PLASTICITYINDEX (PI)FINESCONTENT (%)MOISTURECONTENT (%)SOIL DESCRIPTION USCSLITHOLOGYDEPTHPhone: 805-543-8539 1021 Tama Lane, Ste 105, Santa Maria, CA 93455 Phone: 805-966-2200 201 S. Milpas St, Ste 103, Santa Barbara, CA 93103 MAXIMUM DRYCONTENT (%)DRILL RIG: HOLE DIAMETER: APPROX. ELEVATION: DRILLING INFORMATION Not Encountered 5 feetBoring Terminated:N (BLOWS / FT)(N1) 6013.5 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 CL SC Sandy CLAY: very dark grayish brown, with many fine gravels, moist Clayey SAND: light olive brown, dry 1 2 JOB NO. BORING LOG B-2BORING NO. SL07509-15 PROJECT INFORMATION PROJECT: DRILLING LOCATION: Righetti Parks See Figure 3, Field Investigation DATE DRILLED:2/17/23 LOGGED BY:D. Wordeman Depth of Groundwater:Page 1 of 1 SAMPLING METHOD: 6 inches Bulk Samples Not Recorded Phone: 805-614-6333 220 High Street, San Luis Obispo, CA 93401 Mini Beaver SAMPLE IDSAMPLERS TYPEFRICTION ANGLE,(degrees)COHESION, C (psf)DENSITY (pcf)OPTIMUM WATEREXPANSIONINDEX (EI)PLASTICITYINDEX (PI)FINESCONTENT (%)MOISTURECONTENT (%)SOIL DESCRIPTION USCSLITHOLOGYDEPTHPhone: 805-543-8539 1021 Tama Lane, Ste 105, Santa Maria, CA 93455 Phone: 805-966-2200 201 S. Milpas St, Ste 103, Santa Barbara, CA 93103 MAXIMUM DRYCONTENT (%)DRILL RIG: HOLE DIAMETER: APPROX. ELEVATION: DRILLING INFORMATION Not Encountered 6 feetBoring Terminated:N (BLOWS / FT)(N1) 6051.3 22 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 CL CL Sandy Lean CLAY: black, with gravels, moist Sandy CLAY: dark olive brown, moist 2 3 JOB NO. BORING LOG B-3BORING NO. SL07509-15 PROJECT INFORMATION PROJECT: DRILLING LOCATION: Righetti Parks See Figure 3, Field Investigation DATE DRILLED:2/17/23 LOGGED BY:D. Wordeman Depth of Groundwater:Page 1 of 1 SAMPLING METHOD: 6 inches Bulk Samples Not Recorded Phone: 805-614-6333 220 High Street, San Luis Obispo, CA 93401 Mini Beaver SAMPLE IDSAMPLERS TYPEFRICTION ANGLE,(degrees)COHESION, C (psf)DENSITY (pcf)OPTIMUM WATEREXPANSIONINDEX (EI)PLASTICITYINDEX (PI)FINESCONTENT (%)MOISTURECONTENT (%)SOIL DESCRIPTION USCSLITHOLOGYDEPTHPhone: 805-543-8539 1021 Tama Lane, Ste 105, Santa Maria, CA 93455 Phone: 805-966-2200 201 S. Milpas St, Ste 103, Santa Barbara, CA 93103 MAXIMUM DRYCONTENT (%)DRILL RIG: HOLE DIAMETER: APPROX. ELEVATION: DRILLING INFORMATION Not Encountered 7.5 feetBoring Terminated:N (BLOWS / FT)(N1) 6017.4 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 CL CL Fill Sandy CLAY: black, with fine gravels, moist Sandy CLAY: dark olive brown, moist 5 6 JOB NO. BORING LOG B-4BORING NO. SL07509-15 PROJECT INFORMATION PROJECT: DRILLING LOCATION: Righetti Parks See Figure 3, Field Investigation DATE DRILLED:2/17/23 LOGGED BY:D. Wordeman Depth of Groundwater:Page 1 of 1 SAMPLING METHOD: 6 inches Bulk Samples Not Recorded Phone: 805-614-6333 220 High Street, San Luis Obispo, CA 93401 Mini Beaver SAMPLE IDSAMPLERS TYPEFRICTION ANGLE,(degrees)COHESION, C (psf)DENSITY (pcf)OPTIMUM WATEREXPANSIONINDEX (EI)PLASTICITYINDEX (PI)FINESCONTENT (%)MOISTURECONTENT (%)SOIL DESCRIPTION USCSLITHOLOGYDEPTHPhone: 805-543-8539 1021 Tama Lane, Ste 105, Santa Maria, CA 93455 Phone: 805-966-2200 201 S. Milpas St, Ste 103, Santa Barbara, CA 93103 MAXIMUM DRYCONTENT (%)DRILL RIG: HOLE DIAMETER: APPROX. ELEVATION: DRILLING INFORMATION Not Encountered 7 feetBoring Terminated:N (BLOWS / FT)(N1) 6019.3 35 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 CL CL Sandy Lean CLAY: black, with some gravels, moist Sandy CLAY: dark yellowish brown, moist 7 8 JOB NO. BORING LOG B-5BORING NO. SL07509-15 PROJECT INFORMATION PROJECT: DRILLING LOCATION: Righetti Parks See Figure 3, Field Investigation DATE DRILLED:2/17/23 LOGGED BY:D. Wordeman Depth of Groundwater:Page 1 of 1 SAMPLING METHOD: 6 inches Bulk Samples Not Recorded Phone: 805-614-6333 220 High Street, San Luis Obispo, CA 93401 Mini Beaver SAMPLE IDSAMPLERS TYPEFRICTION ANGLE,(degrees)COHESION, C (psf)DENSITY (pcf)OPTIMUM WATEREXPANSIONINDEX (EI)PLASTICITYINDEX (PI)FINESCONTENT (%)MOISTURECONTENT (%)SOIL DESCRIPTION USCSLITHOLOGYDEPTHPhone: 805-543-8539 1021 Tama Lane, Ste 105, Santa Maria, CA 93455 Phone: 805-966-2200 201 S. Milpas St, Ste 103, Santa Barbara, CA 93103 MAXIMUM DRYCONTENT (%)DRILL RIG: HOLE DIAMETER: APPROX. ELEVATION: DRILLING INFORMATION Not Encountered 5 feetBoring Terminated:N (BLOWS / FT)(N1) 6020.4 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 CL CL Fill Sandy CLAY: black, moist Sandy CLAY: dark olive brown, moist 9 10 JOB NO. BORING LOG B-6BORING NO. SL07509-15 PROJECT INFORMATION PROJECT: DRILLING LOCATION: Righetti Parks See Figure 3, Field Investigation DATE DRILLED:2/17/23 LOGGED BY:D. Wordeman Depth of Groundwater:Page 1 of 1 SAMPLING METHOD: 6 inches Bulk Samples Not Recorded Phone: 805-614-6333 220 High Street, San Luis Obispo, CA 93401 Hand Auger SAMPLE IDSAMPLERS TYPEFRICTION ANGLE,(degrees)COHESION, C (psf)DENSITY (pcf)OPTIMUM WATEREXPANSIONINDEX (EI)PLASTICITYINDEX (PI)FINESCONTENT (%)MOISTURECONTENT (%)SOIL DESCRIPTION USCSLITHOLOGYDEPTHPhone: 805-543-8539 1021 Tama Lane, Ste 105, Santa Maria, CA 93455 Phone: 805-966-2200 201 S. Milpas St, Ste 103, Santa Barbara, CA 93103 MAXIMUM DRYCONTENT (%)DRILL RIG: HOLE DIAMETER: APPROX. ELEVATION: DRILLING INFORMATION Not Encountered 5.5 feetBoring Terminated:N (BLOWS / FT)(N1) 6038 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 CH Sandy Fat CLAY: very dark gray, slightly moist -gravel 11 JOB NO. BORING LOG B-7BORING NO. SL07509-15 PROJECT INFORMATION PROJECT: DRILLING LOCATION: Righetti Parks See Figure 3, Field Investigation DATE DRILLED:2/17/23 LOGGED BY:D. Wordeman Depth of Groundwater:Page 1 of 1 SAMPLING METHOD: 6 inches Bulk Samples Not Recorded Phone: 805-614-6333 220 High Street, San Luis Obispo, CA 93401 Hand Auger SAMPLE IDSAMPLERS TYPEFRICTION ANGLE,(degrees)COHESION, C (psf)DENSITY (pcf)OPTIMUM WATEREXPANSIONINDEX (EI)PLASTICITYINDEX (PI)FINESCONTENT (%)MOISTURECONTENT (%)SOIL DESCRIPTION USCSLITHOLOGYDEPTHPhone: 805-543-8539 1021 Tama Lane, Ste 105, Santa Maria, CA 93455 Phone: 805-966-2200 201 S. Milpas St, Ste 103, Santa Barbara, CA 93103 MAXIMUM DRYCONTENT (%)DRILL RIG: HOLE DIAMETER: APPROX. ELEVATION: DRILLING INFORMATION Not Encountered 3.5 feetBoring Terminated:N (BLOWS / FT)(N1) 6021.9 35 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 CL CL Sandy Lean CLAY: black, with gravels, moist Sandy CLAY: dark yellowish brown, with gravels, slightly moist 12 13 APPENDIX B Laboratory Testing Soil Test Reports LABORATORY TESTING This appendix includes a discussion of the test procedures and the laboratory test results performed as part of this investigation. The purpose of the laboratory testing is to assess the engineering properties of the soil materials at the Site. The laboratory tests are performed using the currently accepted test methods, when applicable, of the American Society for Testing and Materials (ASTM). Undisturbed and disturbed bulk samples used in the laboratory tests are obtained from various locations during the course of the field exploration, as discussed in Appendix A of this report. Each sample is identified by sample letter and depth. The Unified Soils Classification System is used to classify soils according to their engineering properties. The various laboratory tests performed are described below: Expansion Index of Soils (ASTM D4829) is conducted in accordance with the ASTM test method and the California Building Code Standard, and are performed on representative bulk and undisturbed soil samples. The purpose of this test is to evaluate expansion potential of the site soils due to fluctuations in moisture content. The sample specimens are placed in a consolidometer, surcharged under a 144-psf vertical confining pressure, and then inundated with water. The amount of expansion is recorded over a 24-hour period with a dial indicator. The expansion index is calculated by determining the difference between final and initial height of the specimen divided by the initial height. Laboratory Compaction Characteristics of Soil Using Modified Effort (ASTM D1557) is performed to determine the relationship between the moisture content and density of soils and soil-aggregate mixtures when compacted in a standard size mold with a 10-lbf hammer from a height of 18 inches. The test is performed on a representative bulk sample of bearing soil near the estimated footing depth. The procedure is repeated on the same soil sample at various moisture contents sufficient to establish a relationship between the maximum dry unit weight and the optimum water content for the soil. The data, when plotted, represents a curvilinear relationship known as the moisture density relations curve. The values of optimum water content and modified maximum dry unit weight can be determined from the plotted curve. Liquid Limit, Plastic Limit, and Plasticity Index of Soils (ASTM D4318) are the water contents at certain limiting or critical stages in cohesive soil behavior. The liquid limit (LL or WL) is the lower limit of viscous flow, the plastic limit (PL or WP) is the lower limit of the plastic stage of clay and plastic index (PI or IP) is a range of water content where the soil is plastic. The Atterberg Limits are performed on samples that have been screened to remove any material retained on a No. 40 sieve. The liquid limit is determined by performing trials in which a portion of the sample is spread in a brass cup, divided in two by a grooving tool, and then allowed to flow together from the shocks caused by repeatedly dropping the cup in a standard mechanical device. To determine the Plastic Limit a small portion of plastic soil is alternately pressed together and rolled into a 1/8-inch diameter thread. This process is continued until the water content of the sample is reduced to a point at which the thread crumbles and can no longer be pressed together and re-rolled. The water content of the soil at this point is reported as the plastic limit. The plasticity index is calculated as the difference between the liquid limit and the plastic limit. Particle Size Analysis of Soils (ASTM D422) is used to determine the particle-size distribution of fine and coarse aggregates. In the test method the sample is separated through a series of sieves of progressively smaller openings for determination of particle size distribution. The total percentage passing each sieve is reported and used to determine the distribution of fine and coarse aggregates in the sample. GeoSolutions, Inc.(805) 543 - 8539 Boring Hole Depth (ft)Sample LL PI γd_max (pcf) ωc_opt (%) C (psf) ø (deg) C (psf) ø (deg) B-1 0.5-3'Very Dark Grayish Brown Sandy CLAY CL 13.3 B-2 0.5-3.5'Black Sandy Lean CLAY CL 51.3 37 22 B-3 0.5-5.5'Black Sandy CLAY CL 17.4 B-4 0.5-3.5'Black Sandy Lean CLAY CL 48 35 B-4 3.5-7'Dark Yellowish Brown Sandy CLAY CL 19.3 B-5 1-3'Black Sandy CLAY CL 20.4 B-6 0-2.5'Very Dark Gray Sandy Fat CLAY CH 55 38 B-7 0-1.5'Black Sandy Lean CLAY CL 47 35 B-7 1.5-3.5'Dark Yellowish Brown Sandy CLAY CL 21.9 LABORATORY SUMMARY REPORT SHEET Sample ID Material Description Dry Density (pcf)Moisture Content (%)Direct Shear (Ultimate)% FinesAtterberg Limits Compaction Curve Direct Shear (Peak) 12085 3/1/23 AE USCS Specifications Project: Client: Job #: 1 Expansion IndexR-Value Checked By: Lab #: Date: Righetti Parks SL07509-15 RRM Design Group Date: LEGEND TEST RESULTS symbol location depth Liquid Limit (LL) Plastic Limit (PL) Plasticity Index (PI) B-2 0.5-3.5'37 15 22 B-4 0.5-3.5'48 13 35 B-6 0-2.5'56 17 39 B-7 0-1.5'47 12 35 Report By: Aaron Eichman 2 Black Sandy Lean CLAY Very Dark Gray Sandy Fat CLAY Black Sandy Lean CLAY GeoSolutions, Inc.(805) 543-8539PLASTICITY INDEX TEST SUMMARY REPORT (ASTM D4318) CLASSIFICATION Black Sandy Lean CLAY 3/1/23 AE Righetti Parks RRM Design Group Project: Client: Project #: Checked by:SL07509-15 0 10 20 30 40 50 60 0 10 20 30 40 50 60 70 80 90 100Plasticity IndexLiquid Limit "A" LINE: PI = 0.73 (LL -20) *Atterberg Limits -plotting between dotted lines are borderline classifications requiring use of dual symbols. CL-ML CL CH ML or OL MH or OH ML or OL PLASTICITY CHART For classification of fine-grained soils and fine fraction of coarse-grained soils * Remarks: Testing was performed in accordance with ASTM D4318 NP -material tested is nonplastic (liquid or plastic limit tests could not be performed) Date: PLASTICITY (FINER FRACTION) symbol location depth Liquid Limit (LL) Plastic Limit (PL) Plasticity Index (PI) Expansion Index (EI) B-2 0.5-3.5'37 15 22 - symbol location depth D100 D60 D30 D10 Cu Cc % Sand % Passing No. 200 % Silt % Clay B-2 0.5-3.5'4.8 0.131 NA NA NA NA 48.7 51.3 NA NA 3 % Gravel 0.0 SL07509-15 Checked By: GeoSolutions, Inc. SAMPLE DESCRIPTION Black Sandy Lean CLAY LEGEND LEGEND PARTICLE SIZE ANALYSIS SUMMARY PARTICLE SIZE ANALYSIS SUMMARY REPORT (805) 543-8539 3/1/2023 AE Project:Righetti Parks Client:RRM Design Group Project #: Remarks: Testing was performed in accordance with ASTM D422 and D4318 (where applicable) NP -non-plastic NA -not available (could not be calculated from data) 0 10 20 30 40 50 60 70 80 90 100 0.00010.0010.010.1110100Percent Passing, %Grain Size, mm 0.005 mm0.075 mm4.75 mm75 mm Cobbles Gravel coarse fine Sand coarse medium fine Silt Clay Sieve Analysis Hydrometer Testing D100 -grain size diameter corresponding to 100% passing (mm) D60 -grain size diameter corresponding to 60% passing (mm) D30 -grain size diameter corresponding to 30% passing (mm) D10 -grain size diameter corresponding to 30% passing (mm) Cc -coefficient of curvature: Cc = (D30)2 / (D60*D10) Cu -coefficient of uniformity: Cu = D60 / D10 APPENDIX C Seismic Hazard Analysis Design Map Summary (SEAOC, 2019) SEISMIC HAZARD ANALYSIS According to section 1613 of the 2022 CBC (CBSC, 2022), all structures and portions of structures should be designed to resist the effects of seismic loadings caused by earthquake ground motions in accordance with the ASCE 7: Minimum Design Loads for Buildings and Other Structures, hereafter referred to as ASCE7-16 (ASCE, 2016). Estimating the design ground motions at the Site depends on many factors including the distance from the Site to known active faults; the expected magnitude and rate of recurrence of seismic events produced on such faults; the source-to-site ground motion attenuation characteristics; and the Site soil profile characteristics. As per section 1613.2.2 of the 2022 CBC, the Site soil profile classification is determined by the average soil properties in the upper 100 feet of the Site profile and can be determined based on the criteria provided in Table 20.3-1 of ASCE7-16. ASCE7-16 provides recommendations for estimating site-specific ground motion parameters for seismic design considering a Risk-targeted Maximum Considered Earthquake (MCER) in order to determine design spectral response accelerations and a Maximum Considered Earthquake Geometric Mean (MCEG) in order to determine probabilistic geometric mean peak ground accelerations. Spectral accelerations from the MCER are based on a 5% damped acceleration response spectrum and a 1% probability of exceedance in 50 years. Maximum short period (Ss) and 1-second period (S1) spectral accelerations are interpolated from the MCER-based ground motion parameter maps for bedrock, provided in ASCE7-16. These spectral accelerations are then multiplied by site-specific coefficients (Fa, Fv), based on the Site soil profile classification and the maximum spectral accelerations determined for bedrock, to yield the maximum short period (SMS) and 1-second period (SM1) spectral response accelerations at the Site. According to section 11 of ASCE7-16 and section 1613 of the 2022 CBC, buildings and structures should be specifically proportioned to resist design earthquake ground motions. Section 1613.2.4 of the 2022 CBC indicates the site-specific design spectral response accelerations for short (SDS) and 1-second (SD1) periods can be taken as two-thirds of maximum (SDS = 2/3*SMS and SD1 = 2/3*SM1). Per ASCE7-16, Section 21.5, the probabilistic maximum mean peak ground acceleration (PGA) corresponding to the MCEG can be computed assuming a 2% probability of exceedance in 50 years (2475-year return period) and is initially determined from mapped ground accelerations for bedrock conditions. The site-specific peak ground acceleration (PGAM) is then determined by multiplying the PGA by the site-specific coefficient Fh (where Fh is a function of Site Class and PGA). Spectral response accelerations and peak ground accelerations, provided in this report were obtained using the computer-based Seismic Design Maps tool available from the Structural Engineers Association of California (SEAOC, 2022). This program utilizes the methods developed in ASCE 7-16 in conjunction with user-inputted Site location to calculate seismic design parameters and response spectra (both for period and displacement) for soil profile Site Classes A through E. 3/7/23, 10:11 AM U.S. Seismic Design Maps https://www.seismicmaps.org 1/2 Righetti Parks Latitude, Longitude: 35.255050, -120.637058 Date 3/7/2023, 10:11:18 AM Design Code Reference Document ASCE7-16 Risk Category II Site Class D - Stiff Soil Type Value Description SS 1.083 MCER ground motion. (for 0.2 second period) S1 0.398 MCER ground motion. (for 1.0s period) SMS 1.155 Site-modified spectral acceleration value SM1 null -See Section 11.4.8 Site-modified spectral acceleration value SDS 0.77 Numeric seismic design value at 0.2 second SA SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1.067 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.481 MCEG peak ground acceleration FPGA 1.119 Site amplification factor at PGA PGAM 0.538 Site modified peak ground acceleration TL 8 Long-period transition period in seconds SsRT 1.083 Probabilistic risk-targeted ground motion. (0.2 second) SsUH 1.208 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 2.621 Factored deterministic acceleration value. (0.2 second) S1RT 0.398 Probabilistic risk-targeted ground motion. (1.0 second) S1UH 0.442 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.911 Factored deterministic acceleration value. (1.0 second) PGAd 1.068 Factored deterministic acceleration value. (Peak Ground Acceleration) PGAUH 0.481 Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration CRS 0.897 Mapped value of the risk coefficient at short periods CR1 0.901 Mapped value of the risk coefficient at a period of 1 s CV 1.317 Vertical coefficient 3/7/23, 10:11 AM U.S. Seismic Design Maps https://www.seismicmaps.org 2/2 DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. APPENDIX D Preliminary Grading Specifications PRELIMINARY GRADING SPECIFICATIONS A. General 1. These preliminary specifications have been prepared for the subject site; GeoSolutions, Inc. should be consulted prior to the commencement of site work associated with site development to ensure compliance with these specifications. 2. GeoSolutions, Inc. should be notified at least 72 hours prior to site clearing or grading operations on the property in order to observe the stripping of surface materials and to coordinate the work with the grading contractor in the field. 3. These grading specifications may be modified and/or superseded by recommendations contained in the text of this report and/or subsequent reports. 4. If disputes arise out of the interpretation of these grading specifications, the Soils Engineer shall provide the governing interpretation. B. Obligation of Parties 1. The Soils Engineer should provide observation and testing services and should make evaluations to advise the client on geotechnical matters. The Soils Engineer should report the findings and recommendations to the client or the authorized representative. 2. The client should be chiefly responsible for all aspects of the project. The client or authorized representative has the responsibility of reviewing the findings and recommendations of the Soils Engineer. During grading the client or the authorized representative should remain on-site or should remain reasonably accessible to all concerned parties in order to make decisions necessary to maintain the flow of the project. 3. The contractor is responsible for the safety of the project and satisfactory completion of all grading and other operations on construction projects, including, but not limited to, earthwork in accordance with project plans, specifications, and controlling agency requirements. C. Site Preparation 1. The client, prior to any site preparation or grading, should arrange and attend a meeting which includes the grading contractor, the design Structural Engineer, the Soils Engineer, representatives of the local building department, as well as any other concerned parties. All parties should be given at least 72 hours’ notice. 2. All surface and sub-surface deleterious materials should be removed from the proposed building and pavement areas and disposed of off-site or as approved by the Soils Engineer. This includes, but is not limited to, any debris, organic materials, construction spoils, buried utility line, septic systems, building materials, and any other surface and subsurface structures within the proposed building areas. Trees designated for removal on the construction plans should be removed and their primary root systems grubbed under the observations of a representative of GeoSolutions, Inc. Voids left from site clearing should be cleaned and backfilled as recommended for structural fill. 3. Once the Site has been cleared, the exposed ground surface should be stripped to remove surface vegetation and organic soil. A representative of GeoSolutions, Inc. should determine the required depth of stripping at the time of work being completed. Strippings may either be disposed of off-site or stockpiled for future use in landscape areas, if approved by the landscape architect. D. Site Protection 1. Protection of the Site during the period of grading and construction should be the responsibility of the contractor. 2. The contractor should be responsible for the stability of all temporary excavations. 3. During periods of rainfall, plastic sheeting should be kept reasonably accessible to prevent unprotected slopes from becoming saturated. Where necessary during periods of rainfall, the contractor should install check-dams, de-silting basins, sand bags, or other devices or methods necessary to control erosion and provide safe conditions. E. Excavations 1. Materials that are unsuitable should be excavated under the observation and recommendations of the Soils Engineer. Unsuitable materials include, but may not be limited to: 1) dry, loose, soft, wet, organic, or compressible natural soils; 2) fractured, weathered, or soft bedrock; 3) non- engineered fill; 4) other deleterious materials; and 5) materials identified by the Soils Engineer or Engineering Geologist. 2. Unless otherwise recommended by the Soils Engineer and approved by the local building official, permanent cut slopes should not be steeper than 2:1 (horizontal to vertical). Final slope configurations should conform to section 1804 of the 2022 California Building Code unless specifically modified by the Soil Engineer/Engineering Geologist. 3. The Soil Engineer/Engineer Geologist should review cut slopes during excavations. The contractor should notify the Soils Engineer/Engineer Geologist prior to beginning slope excavations. F. Structural Fill 1. Structural fill should not contain rocks larger than 3 inches in greatest dimension, and should have no more than 15 percent larger than 2.5 inches in greatest dimension. 2. Imported fill should be free of organic and other deleterious material and should have very low expansion potential, with a plasticity index of 12 or less. Before delivery to the Site, a sample of the proposed import should be tested in our laboratory to determine its suitability for use as structural fill. G. Compacted Fill 1. Structural fill using approved import or native should be placed in horizontal layers, each approximately 8 inches in thickness before compaction. On-site inorganic soil or approved imported fill should be conditioned with water to produce a soil water content near optimum moisture and compacted to a minimum relative density of 90 percent based on ASTM D1557- 12e1. 2. Fill slopes should not be constructed at gradients greater than 2-to-1 (horizontal to vertical). The contractor should notify the Soils Engineer/Engineer Geologist prior to beginning slope excavations. 3. If fill areas are constructed on slopes greater than 10-to-1 (horizontal to vertical), we recommend that benches be cut every 4 feet as fill is placed. Each bench shall be a minimum of 10 feet wide with a minimum of 2 percent gradient into the slope. 4. If fill areas are constructed on slopes greater than 5-to-1, we recommend that the toe of all areas to receive fill be keyed a minimum of 24 inches into underlying dense material. Key depths are to be observed and approved by a representative of GeoSolutions, Inc. Sub-drains shall be placed in the keyway and benches as required. H. Drainage 1. During grading, a representative of GeoSolutions, Inc. should evaluate the need for a sub-drain or back-drain system. Areas of observed seepage should be provided with sub-surface drains to release the hydrostatic pressures. Sub-surface drainage facilities may include gravel blankets, rock filled trenches or Multi-Flow systems or equal. The drain system should discharge in a non- erosive manner into an approved drainage area. 2. All final grades should be provided with a positive drainage gradient away from foundations. Final grades should provide for rapid removal of surface water runoff. Ponding of water should not be allowed on building pads or adjacent to foundations. Final grading should be the responsibility of the contractor, general Civil Engineer, or architect. 3. Concentrated surface water runoff within or immediately adjacent to the Site should be conveyed in pipes or in lined channels to discharge areas that are relatively level or that are adequately protected against erosion. 4. Water from roof downspouts should be conveyed in solid pipes that discharge in controlled drainage localities. Surface drainage gradients should be planned to prevent ponding and promote drainage of surface water away from building foundations, edges of pavements and sidewalks. For soil areas we recommend that a minimum of 2 percent gradient be maintained. 5. Attention should be paid by the contractor to erosion protection of soil surfaces adjacent to the edges of roads, curbs and sidewalks, and in other areas where hard edges of structures may cause concentrated flow of surface water runoff. Erosion resistant matting such as Miramat, or other similar products, may be considered for lining drainage channels. 6. Sub-drains should be placed in established drainage courses and potential seepage areas. The location of sub-drains should be determined after a review of the grading plan. The sub-drain outlets should extend into suitable facilities or connect to the proposed storm drain system or existing drainage control facilities. The outlet pipe should consist of a non-perforated pipe the same diameter as the perforated pipe. I. Maintenance 1. Maintenance of slopes is important to their long-term performance. Precautions that can be taken include planting with appropriate drought-resistant vegetation as recommended by a landscape architect, and not over-irrigating, a primary source of surficial failures. 2. Property owners should be made aware that over-watering of slopes is detrimental to long term stability of slopes. J. Underground Facilities Construction 1. The attention of contractors, particularly the underground contractors, should be drawn to the State of California Construction Safety Orders for “Excavations, Trenches, Earthwork.” Trenches or excavations greater than 5 feet in depth should be shored or sloped back in accordance with OSHA Regulations prior to entry. 2. Bedding is defined as material placed in a trench up to 1 foot above a utility pipe and backfill is all material placed in the trench above the bedding. Unless concrete bedding is required around utility pipes, free-draining sand should be used as bedding. Sand to be used as bedding should be tested in our laboratory to verify its suitability and to measure its compaction characteristics. Sand bedding should be compacted by mechanical means to achieve at least 90 percent relative density based on ASTM D1557-12e1. 3. On-site inorganic soils, or approved import, may be used as utility trench backfill. Proper compaction of trench backfill will be necessary under and adjacent to structural fill, building foundations, concrete slabs, and vehicle pavements. In these areas, backfill should be conditioned with water (or allowed to dry), to produce a soil water content of about 2 to 3 percent above the optimum value and placed in horizontal layers, each not exceeding 8 inches in thickness before compaction. Each layer should be compacted to at least 90 percent relative density based on ASTM D1557-12e1. The top lift of trench backfill under vehicle pavements should be compacted to the requirements given in report under Preparation of Paved Areas for vehicle pavement sub-grades. Trench walls must be kept moist prior to and during backfill placement. K. Completion of Work 1. After the completion of work, a report should be prepared by the Soils Engineer retained to provide such services. The report should including locations and elevations of field density tests, summaries of field and laboratory tests, other substantiating data, and comments on any changes made during grading and their effect on the recommendations made in the approved Soils Engineering Report. 2. Soils Engineers shall submit a statement that, to the best of their knowledge, the work within their area of responsibilities is in accordance with the approved soils engineering report and applicable provisions within Chapter 18 of the 2022 CBC. APPENDIX APPENDIX APPENDIX F – MEMORANDUM TO SUPPORT CEQA PATHWAY DETERMINATION Rincon Consultants, Inc. 1530 Monterey Street, Suite D San Luis Obispo, California 93401 805-547-0900 www.rinconcons ultan ts.com November 26, 2024 Rincon Project No. 23-14091 Erica Long City of San Luis Obispo 990 Palm Street San Luis Obispo, California 93401 Via email: elong@slocity.org Subject: Memorandum to Support California Environmental Quality Act Pathway Determination for Neighborhood Park Improvements within the Orcutt Specific Plan Area, City of San Luis Obispo Dear Ms. Long: Rincon Consultants, Inc. (Rincon) is pleased to provide this memorandum to the City of San Luis Obispo (City) to support the proposed neighborhood park improvements within the Orcutt Area Specific Plan (OASP) Area. This memorandum provides a background of previous environmental analyses concerning the neighborhood park, potential mitigation requirements, and Rincon’s recommendation for the most appropriate California Environmental Quality Act (CEQA) compliance pathway. Background The proposed neighborhood park was evaluated programmatically in the OASP Final Environmental Impact Report (Final EIR), certified by the City in March 2010. Subsequently, the proposed neighborhood park was considered within the context of the residential development evaluated in the 2015 Final Initial Study-Mitigated Negative Declaration (Final IS-MND) for the Righetti Ranch and Jones Ranch residential development plans (GPA-SPA-ER-TR#3063/TR#3066). The following subsections provide further information on neighborhood park impacts and potential mitigation measures described within both the OASP Final EIR and the Righetti Ranch/Jones Ranch Final IS-MND. OASP Final EIR The OASP Final EIR evaluated a neighborhood park that would provide a variety of sports and recreation facilities and incorporate the fringe of the adjacent Hansen/Barranca Creek corridor riparian area. Planned facilities included a playground, ball fields for soccer and baseball, tennis courts, basketball courts, sand volleyball, picnic tables, and restrooms. The neighborhood park evaluated in the OASP Final EIR would primarily serve residents of single- and multi-family developments within the OASP Area. While potential environmental impacts of the neighborhood park were evaluated programmatically, the OASP Final EIR also described the following specific park-level impacts and included design requirements/mitigation measures to address such impacts: Aesthetics. The size and location of the neighborhood park would allow a view corridor from the center of the OASP Area to Righetti Hill. Biological Resources. Mitigation included implementation of OASP Program 2.2.3a, which states: “Approximately 1.94 acres of wetland creation and 2.76 acres of riparian enhancement along the City of San Luis Obispo Neighborhood Park Improvements, CEQA Pathway 2 creek corridors, in the neighborhood park and in the linear park shall be implemented to improve the existing riparian habitat with no net loss to wetland and creek resources in the Orcutt Area”. Transportation. Mitigation included implementation of OASP Program 5.2.3, which states: “Neighborhood park frontage shall include Class II bike lanes and separated sidewalks on both sides of the street, except at the commercial area”. Thus, while most environmental impacts disclosed in the OASP Final EIR pertain to program-level impacts within the OASP Area, the OASP Final EIR includes specific design requirements and mitigation measures that apply to development of the proposed neighborhood park. In addition to these project-level requirements, mitigation measures from the OASP Final EIR that have a nexus to the proposed neighborhood park include: B-2. This series of mitigation measures was designed to reduce the significant program-level impact on special-status plant species and plant communities of special concern to a less-than- significant level. The following OASP Final EIR mitigation measures apply to the neighborhood park due to the potential presence of special-status plant species within the proposed neighborhood park location: o B-2(a) Seasonally Timed Botanical Surveys. This mitigation measure requires the submittal of seasonally timed floral surveys to determine the presence or absence of special-status plant species. o B-2(b) Special-Status Plant Buffer. This mitigation measure requires site development plans to incorporate a minimum 50-foot avoidance buffer where special-status plant species are found. o B-2(c) Incidental Take Permit. This mitigation measure requires submittal of an incidental take permit for removal of state-listed species prior to grading activities. o B-2(d) Special-Status Species CDFG-Approved Mitigation Plan. This mitigation measure requires development of a mitigation program, in consultation with CDFG, if total avoidance of the species is infeasible. o B-2(e) Special-Status Plant Monitoring Frequency. This mitigation measure requires annual monitoring for at least five years to ensure successful establishment of all reintroduced or salvage plants, and no net loss of special-status plant species or their habitats. o B-2(f) Special-Status Species Habitat Replacement. This mitigation measure requires creation of two acres of special-status plant species habitat for every one acre of habitat impacted by development. If resource agencies require a higher replacement ratio than 2:1, their requirements would prevail. B-4. This series of mitigation measures was designed to reduce the significant program-level impact on riparian woodland and wetland habitat to a less-than-significant level. of the following OASP Final EIR mitigation measures apply to the neighborhood park due to the potential for constructure or use to affect nearby surface waters to the north-northeast of the proposed neighborhood park location: o B-4(a) Trail Setbacks. This mitigation measure requires setbacks of trails out of riparian habitat and the buffer area, for a minimum distance of 20 feet from top of bank or the edge of riparian canopy, which is farther. For wetland habitat, trails shall be setback at a minimum distance of 30 feet and shall not be within the buffer. Native plant species shall be planted in the area between the trail and the wetland/riparian habitat. City of San Luis Obispo Neighborhood Park Improvements, CEQA Pathway 3 o B-4(b) Development Setbacks. This mitigation measure requires development setbacks of at least 20 feet, as well as fence/landscape buffers, for development that abuts riparian and wetland mitigation areas. o B-4(c) Riparian/Wetland Mitigation. This mitigation measure requires submittal of applicable permits and a Mitigation Plan for areas of disturbance to wetland/riparian habitat, if such habitat is proposed for removal. Therefore, the OASP Final EIR includes both project-level and program-level design requirements and mitigation measures that would apply to development of the neighborhood park. Righetti Ranch/Jones Ranch Final IS-MND The Righetti Ranch/Jones Ranch Final IS-MND did not evaluate a specific project-level proposal for the neighborhood park. However, the Final IS-MND envisioned a neighborhood park that would occupy approximately 11.6 acres and would meet anticipated demand for park and recreational facilities, consistent with the assumptions about the park in the OASP Final EIR program-level analysis. In the environmental analysis, the Righetti Ranch/Jones Ranch Final IS-MND identified the potential for a significant project-level impact to San Luis Obispo owl’s clover (Castilleja densiflora ssp. obispoensis) and associated project-level mitigation requirement for development of the residential development plans. However, because the Final IS-MND did not evaluate a project-level proposal for the neighborhood park, the Righetti Ranch/Jones Ranch Final IS-MND did not include specific mitigation for potential impacts to this sensitive floral species in the proposed neighborhood park location. Instead, the Righetti Ranch/Jones Ranch Final IS-MND stated that neighborhood park improvements would be overseen by the City, and “to that extent, future City plans for improvements to this site will require additional analysis and design-level mitigation measures to match the final park plans with appropriate special-status plant conditions.” As a result, the Righetti Ranch/Jones Ranch Final IS-MND offers example project-level mitigation that may be applied to future development of the neighborhood park, but does not formally include binding mitigation that is required for development of the neighborhood park to proceed. Recommendation The OASP Final EIR and the Righetti Ranch/Jones Ranch Final IS-MND identify potential impacts to special-status plant species and riparian habitat development of the proposed neighborhood park. The proposed neighborhood park does not include substantial changes to the planned improvements envisioned in these previous environmental documents. The proposed design of the neighborhood park is outside resource agency jurisdictional boundaries, and is consistent with City policy regarding riparian habitat and buffer area setbacks. Due to the project-level detail now available for the proposed neighborhood park, and the need for project-specific mitigation that effectively implements the design requirements and mitigation measures in the Final OASP EIR, Rincon recommends preparation of an Addendum to the OASP Final EIR. An Addendum to the Final OASP EIR would describe differences between the proposed neighborhood park and the programmatic-level review of the park completed in the OASP Final EIR, and document that none of the conditions requiring preparation of a Subsequent EIR or Negative Declaration described in CEQA Guidelines Section 15162 are met. The recommended Addendum to the OASP Final EIR would clearly and transparently document the manner in which applicable mitigation requirements have been and will continue to be implemented during design and construction of the proposed neighborhood park, using a similar approach to the Righetti Ranch/Jones Ranch Final IS-MND, which required the implementation of OASP Final EIR mitigation measures at the project-level. Specifically, implementation of Mitigation Measure B-2(a) City of San Luis Obispo Neighborhood Park Improvements, CEQA Pathway 4 from the OASP Final EIR would require seasonally timed floral surveys at the neighborhood park location to determine the presence or absence of special-status plant species, which in turn would inform whether additional mitigation for special-status plant species would be needed. Conclusion Rincon recommends preparation of an Addendum to the OASP Final EIR as the most defensible CEQA pathway for the proposed neighborhood park. The Addendum will describe the design changes to the park since certification of the OASP Final EIR in March 2010, identify project-level mitigation requirements to address anticipated impacts to special-status plant species and riparian habitat, and confirm that none of the conditions requiring preparation of a Subsequent EIR or Negative Declaration described in CEQA Guidelines Section 15162 are met. Please let us know if you have any questions or concerns, and we look forward to continuing to support the City on this project. Sincerely, Rincon Consultants, Inc. Chris Bersbach Colby J. Boggs Senior Supervising Environmental Planner Principal/Senior Ecologist APPENDIX APPENDIX APPENDIX G – ADDENDUM TO THE ORCUTT AREA SPECIFIC PLAN ENVIRONMENTAL IMPACT REPORT ORCUTT AREA SPECIFIC PLAN AREA PARKS PROJECT, SAN LUIS OBISPO, CALIFORNIA, BY: RINCON CONSULTANTS, SCH#2004011059, DATED MARCH 2025 Orcutt Area Specific Plan Area Parks Project Addendum to the Orcutt Area Specific Plan Environmental Impact Report SCH#2004011059 prepared by City of San Luis Obispo Public Works Department 919 Palm Street San Luis Obispo, California 93401 Contact: Erica Long, Project Manager prepared with the assistance of Rincon Consultants 1530 Monterey Street, Suite D San Luis Obispo, California 93401 March 2025 Table of Contents Addendum to the Orcutt Area Specific Plan Environmental Impact Report i Table of Contents 1 Introduction .................................................................................................................................... 1 1.1 Background and Purpose of the EIR Addendum ................................................................. 1 1.2 Basis for the Addendum ...................................................................................................... 6 2 Orcutt Area Specific Plan Parks Project Description ....................................................................... 8 2.1 Community Park Characteristics ......................................................................................... 8 2.2 Linear Park and Pocket Park Characteristics ....................................................................... 8 2.3 Retained Original Project Characteristics ........................................................................... 8 3 Impact Analysis ............................................................................................................................. 11 3.1 Final EIR Analysis Summary............................................................................................... 12 3.2 Environmental Impact Analysis of the OASP Parks Project .............................................. 13 3.3 Effects and Mitigation Measures ...................................................................................... 19 4 Conclusion..................................................................................................................................... 20 5 List of Preparers ............................................................................................................................ 21 Figures Figure 1 Orcutt Area Specific Plan Regional Location ....................................................................... 2 Figure 2 Orcutt Area Specific Plan Open Space and Parks Plan ........................................................ 4 Figure 3 Righetti Ranch and Jones Ranch residential development Vesting Tract Map .................. 5 Figure 4 Community Park Site Plan ................................................................................................... 9 Appendix Appendix A Mitigation Monitoring and Reporting Program City of San Luis Obispo Orcutt Area Specific Plan Area Parks Project ii This page intentionally left blank. Introduction Addendum to the Orcutt Area Specific Plan Environmental Impact Report 1 1 Introduction This document has been prepared to serve as an addendum to the previously certified Final Environmental Impact Report (Final EIR) (State Clearinghouse [SCH] #2004011059) for the Orcutt Area Specific Plan (OASP). This addendum was prepared in accordance with the California Environmental Quality Act (CEQA) and the CEQA Guidelines. The City of San Luis Obispo was the lead agency for the adopted 2010 Final EIR and is the lead agency for the environmental review in this addendum. This addendum addresses the environmental effects of proposed modifications to the Orcutt Area Specific Plan required to support planned park improvements in the Orcutt Specific Plan Area. Section 15164 of the CEQA Guidelines requires an addendum under the following circumstances: If some changes or additions are necessary but none of the conditions described in Section 15162 calling for preparation of a subsequent EIR have occurred (Section 15164[a]) If only minor technical changes or additions are necessary or none of the conditions described in Section 15162 calling for the preparation of a subsequent EIR or negative declaration have occurred (Section 15164[b]) A brief explanation of the decision not to prepare a subsequent EIR pursuant to Section 15162, supported by substantial evidence, should be included in an addendum to an EIR, the lead agency's findings on the project, or elsewhere in the record (Section 15164[e]). This addendum includes this explanation and associated findings. 1.1 Background and Purpose of the EIR Addendum In March 2010 the San Luis Obispo City Council approved the Orcutt Area Specific Plan (OASP; City Council Resolution No. 10154 [2010 Series]) and certified the OASP Final Environmental Impact Report (2010 OASP Final EIR; SCH #2004011059). The OASP calls for a residential neighborhood and a variety of parks, recreational opportunities, and open space on 231 acres of land located at the southwestern edge of the city limits bounded by Orcutt Road, the Union Pacific Railroad, and Tank Farm Road, at the base of Righetti Hill. The regional location of the OASP is shown on Figure 1. The OASP includes a 7.6-acre neighborhood park with a variety of sports and recreation facilities and incorporation of the fringe of the adjacent Hansen/Barranca Creek corridor riparian area.. The 2010 OASP Final EIR programmatically evaluated the potential environmental impacts of the planned neighborhood park. The 2010 OASP Final EIR described the neighborhood park and linear park as follows: Neighborhood Park. The neighborhood park is to be located close to the residential neighborhoods and the mixed-use area in the central portion of the Plan Area. It would provide a variety of sports and recreation facilities and incorporates the fringe of the adjacent riparian area. Proposed facilities include a playground, ball fields for soccer and baseball, tennis courts, basketball courts, sand volleyball, picnic tables, and restrooms. City of San Luis Obispo Orcutt Area Specific Plan Area Parks Project 2 Figure 1 Orcutt Area Specific Plan Regional Location Introduction Addendum to the Orcutt Area Specific Plan Environmental Impact Report 3 Linear Park. Along the western edge of the Plan Area, adjacent to the UPRR right-of-way, a linear park would be developed that would also provide stormwater detention. The linear park would have multiple uses, including paths for walking and bicycling, a floodable terrace system for stormwater detention, and a wetland habitat project. The Class I pedestrian/bicycle path would connect to the existing Class I bicycle path along the UPRR right-of-way and to the neighborhood park. The Linear Park would also have picnic tables, benches, viewpoints and educational signage about the wetland habitat project for the users of the park. There would be no night lighting in this facility. The Open Space and Parks Plan from the 2010 OASP Final EIR is shown on Figure 2. Subsequently, the planned parks were considered within the context of a residential development evaluated in the 2015 Final Initial Study-Mitigated Negative Declaration (2015 Final IS-MND; SCH #2015041039) for the Righetti Ranch and Jones Ranch residential development plans (GPA-SPA-ER- TR#3063/TR#3066). The Righetti Ranch/Jones Ranch Final IS-MND did not evaluate a specific project-level proposal for the parks. However, the Final IS-MND envisioned a neighborhood park that would occupy approximately 11.6 acres and would meet anticipated demand for park and recreational facilities, consistent with the assumptions about the park in the 2010 OASP Final EIR program-level analysis. The tract map for the Righetti Ranch and Jones Ranch residential developments that were evaluated in the 2015 Final IS-MND envisioned the neighborhood park in a similar location, but slightly further to the south, and approximately 4.0 acres larger than the 7.6- acre neighborhood park envisioned in the OASP. The linear park was envisioned in a similar location and scale as in the 2010 OASP Final EIR and 2015 Final IS-MND. The Righetti Ranch and Jones Ranch residential development Vesting Tract Maps are shown on Figure 3. The 2010 OASP Final EIR and the Righetti Ranch/Jones Ranch Final IS-MND identify potential impacts to special-status plant species and riparian habitat as a result of development of the parks. The 2010 OASP Final EIR includes specific design requirements and mitigation measures that apply to development of a neighborhood park and linear park within the OASP. However, because the 2015 Final IS-MND did not evaluate a project-level proposal for the parks, the 2015 Final IS-MND does not include specific mitigation in the proposed neighborhood park or linear park locations. Instead, the 2015 Final IS-MND states that park improvements would be overseen by the City, and “to that extent, future City plans for improvements to this site will require additional analysis and design- level mitigation measures to match the final park plans with appropriate special-status plant conditions.” Under current approvals, as a consultant to the City, RRM Design Group is preparing project-level plans and design details for a community park with similar amenities as the neighborhood park envisioned in the OASP and in a similar location to the neighborhood park envisioned in the Righetti Ranch and Jones Ranch residential development plans.1 In response to project-level detail now available for the community park, the City has identified the need for project-specific mitigation that effectively implements the design requirements and mitigation measures in the 2010 OASP Final EIR. The community park does not include substantial changes to the planned improvements envisioned for the original neighborhood park in these previous environmental documents. The proposed design of the community park is outside resource agency jurisdictional boundaries and is consistent with City policy regarding riparian habitat and buffer area setbacks. 1 The park description has been revised from neighborhood park to community Park because the park is envisioned to serve the entire city, in contrast to the neighborhood park described in the OASP, which was envisioned to primarily serve residents of single- and multi- family developments within the OASP. City of San Luis Obispo Orcutt Area Specific Plan Area Parks Project 4 Figure 2 Orcutt Area Specific Plan Open Space and Parks Plan Introduction Addendum to the Orcutt Area Specific Plan Environmental Impact Report 5 Figure 3 Righetti Ranch and Jones Ranch residential development Vesting Tract Map City of San Luis Obispo Orcutt Area Specific Plan Area Parks Project 6 Due to the project-level detail now available for the community park and the need for project- specific mitigation that effectively implements the design requirements and mitigation measures in the 2010 OASP Final EIR for the community park as well as the linear park and pocket parks planned in the OASP area, the City has identified the need for an Addendum to the 2010 OASP Final EIR. Therefore, this Addendum to the 2010 OASP Final EIR describes differences between the proposed community park and neighborhood park described in the 2010 OASP Final EIR, describes the programmatic environmental review of the neighborhood park completed in the 2010 OASP Final EIR, and documents that none of the conditions requiring preparation of a Subsequent EIR or Negative Declaration described in CEQA Guidelines Section 15162 are met based on the design and components of the proposed OASP parks project. A detailed description of the project-level detail for the community park is provided in Section 2, Orcutt Area Specific Plan Parks Project Description. 1.2 Basis for the Addendum When a Final EIR has been adopted and a project is modified or otherwise changed after adoption, additional CEQA review may be necessary. The key considerations in determining the need for the appropriate type of additional CEQA review are outlined in Section 21166 of the Public Resources Code (CEQA) and Sections 15162 and 15164 of the CEQA Guidelines. Section 15162(a) of the CEQA Guidelines provides that a subsequent EIR is not required unless the following occurs: (1) Substantial changes are proposed in the project which will require major revisions of the previous EIR or negative declaration due to the involvement of new significant environmental effects or a substantial increase in the severity of previously identified significant effects; (2) Substantial changes occur with respect to the circumstances under which the project is undertaken which will require major revisions of the previous EIR or Negative Declaration due to the involvement of new significant environmental effects or a substantial increase in the severity of previously identified significant effects; or (3) New information of substantial importance, which was not known and could not have been known with the exercise of reasonable diligence at the time the previous EIR was certified as complete or the Negative Declaration was adopted, shows any of the following: (A) The project will have one or more significant effects not discussed in the previous EIR or negative declaration; (B) Significant effects previously examined will be substantially more severe than shown in the previous EIR; (C) Mitigation measures or alternatives previously found not to be feasible would in fact be feasible, and would substantially reduce one or more significant effects of the project, but the project proponents decline to adopt the mitigation measure or alternative; or (D) Mitigation measures or alternatives which are considerably different from those analyzed in the previous EIR would substantially reduce one or more significant effects on the environment, but the project proponents decline to adopt the mitigation measure or alternative. Pursuant to Section 15164(a) of the CEQA Guidelines, an addendum to a previously certified Final EIR may be prepared if some changes or additions are necessary but none of the conditions described in Section 15162 have occurred that require preparation of a subsequent EIR. An Introduction Addendum to the Orcutt Area Specific Plan Environmental Impact Report 7 addendum should include a brief explanation of the agency’s decision not to prepare a subsequent EIR and be supported by substantial evidence in the record as a whole (Section 15164[e]). The addendum to a certified Final EIR need not be circulated for public review but it may be included in or attached to the Final EIR (Section 15164[c]). The decision-making body must consider the addendum with the Final EIR prior to making a decision on the project (Section 15164[d]). An addendum to the Final EIR is appropriate to address the OASP parks project, as well as the planned linear park and pocket parks in the OASP area, because the project-level details now available for the community park do not meet the conditions of Section 15162(a) for preparation of a subsequent EIR, and because the planned linear park and pocket parks in the OASP area are broadly consistent with park plans envisioned in the 2010 Final OASP EIR and 2015 Final IS-MND. As discussed in detail in Section 3, Impact Analysis, the project-level details for the community park would not result in new or more severe impacts related to: 1) substantial changes to the original project which requires major revisions to the Final EIR; 2) substantial changes to the circumstances under which the original project are being undertaken which will require major revisions to the Final EIR; or 3) new information of substantial importance showing significant effects not previously examined. The 2010 OASP Final EIR and this addendum serve as informational documents to inform decision- makers and the public of the potential environmental consequences of approving the OASP parks project. This addendum neither controls nor determines the ultimate decision for approval of the OASP parks project, described herein in Section 2, Orcutt Area Specific Plan Parks Project Description. The information presented in this addendum will be considered by the City of San Luis Obispo alongside the 2010 OASP Final EIR prior to bid authorization and issuing permits for grading and construction of the community park, linear park, and pocket parks in the OASP area. City of San Luis Obispo Orcutt Area Specific Plan Area Parks Project 8 2 Orcutt Area Specific Plan Parks Project Description 2.1 Community Park Characteristics The community park would fulfill the vision of the neighborhood park originally envisioned in the OASP and Righetti Ranch and Jones Ranch residential development plans, providing approximately 11.6 acres of recreational and open space opportunities designed to serve residents of the entire city. The community park is proposed to be constructed in phases, as funding is available. Key features of the community park would include: Grading and preparation of site, including removal of existing vegetation in improvement areas outside of creek limits. Construction of the following amenities: basketball, tennis, bocce and pickleball courts, picnic areas, playground, soccer field, bike path, bike bump track, pump house, restrooms, and parking lots. Construction of bioretention treatment areas and basins. Installation of three pre-fabricated bridges and concrete abutments. Installation of site utilities, including new potable and recycled water, sewer, and electrical infrastructure. Installation of site furnishings, including benches, tables, waste receptacles, drinking fountain, and light poles. Landscaping and irrigation improvements. The proposed community park site plan is depicted in in Figure 4. The community park location is generally consistent with the location of the neighborhood park envisioned in the OASP and would provide a similar range of public recreational amenities to those described in the 2010 OASP Final EIR. 2.2 Linear Park and Pocket Park Characteristics The linear park location is consistent with the size and location of the linear park envisioned in the OASP and would provide a similar range of public recreational amenities, stormwater retention, and trail connections as those described in the 2010 OASP Final EIR and 2015 Final IS-MND. The planned pocket parks envisioned in the OASP area would be located on lots of a residential size and scale (refer to Figure 3) and would provide similar amenities to the community park and linear park at a local neighborhood scale. 2.3 Retained Original Project Characteristics The community park, linear park, and pocket parks would be entirely within the OASP boundary evaluated in the 2010 OASP Final EIR. The 11.6-acre community park would disturb a somewhat larger area than the approximately 7.6-acre neighborhood park location envisioned in the 2010 Orcutt Area Specific Plan Parks Project Description Addendum to the Orcutt Area Specific Plan Environmental Impact Report 9 Figure 4 Community Park Site Plan City of San Luis Obispo Orcutt Area Specific Plan Area Parks Project 10 OASP Final EIR; however, this 4-acre increase in park area would correspondingly reduce the anticipated footprint of residential land use within the OASP. As a result, the community park would not increase the overall level of disturbance, grading, or construction activity relative to the assumptions established in the 2010 OASP Final EIR. The linear park would be consistent with the size and location of the linear park envisioned in the OASP Final EIR and 2015 Final IS-MND, and the pocket parks would be located on lots of a residential size and scale in locations identified for residential-scale development in the OASP Final EIR. With the exception of the design details and specific public recreational amenities for the community park, the OASP parks project would not otherwise modify the land use characteristics or other components of the OASP, and would involve similar infrastructural, roadway, parking, and utility improvements as anticipated in the 2010 OASP Final EIR. Therefore, this addendum to the 2010 OASP Final EIR applies only to the OASP parks project described herein. Prior certification of the 2010 OASP Final EIR and this addendum will be considered by the City Council when determining to approve authorization to advertise for construction bids. Grading and building permits required for the OASP parks project will be handled by the City as ministerial approvals. Impact Analysis Addendum to the Orcutt Area Specific Plan Environmental Impact Report 11 3 Impact Analysis As described under Section 0, Due to the project-level detail now available for the community park and the need for project-specific mitigation that effectively implements the design requirements and mitigation measures in the 2010 OASP Final EIR for the community park as well as the linear park and pocket parks planned in the OASP area, the City has identified the need for an Addendum to the 2010 OASP Final EIR. Therefore, this Addendum to the 2010 OASP Final EIR describes differences between the proposed community park and neighborhood park described in the 2010 OASP Final EIR, describes the programmatic environmental review of the neighborhood park completed in the 2010 OASP Final EIR, and documents that none of the conditions requiring preparation of a Subsequent EIR or Negative Declaration described in CEQA Guidelines Section 15162 are met based on the design and components of the proposed OASP parks project. A detailed description of the project-level detail for the community park is provided in Section 2, Orcutt Area Specific Plan Parks Project Description. Basis for the Addendum, when a Final EIR has been certified and a project is modified or otherwise changed after adoption, additional CEQA review may be necessary. In accordance with the CEQA Guidelines, the City of San Luis Obispo has determined that an addendum to the 2010 OASP Final EIR is the appropriate form of environmental review for the OASP parks project. This examination includes an analysis of the provisions of Section 21166 of CEQA and Sections 15162 to 15164 of the CEQA Guidelines and their applicability to the OASP parks project. As discussed in the impact analysis that follows, the OASP parks project would not introduce new significant environmental impacts beyond those which have already been identified and characterized in the Final EIR. None of the conditions described in CEQA Guidelines Section 15162 calling for preparation of a subsequent EIR have occurred or would occur as a result of the OASP parks project. This addendum will be considered by the City Council in making a decision on the OASP parks project. Appendix G of the CEQA Guidelines provides a checklist of 20 environmental issue areas that should be assessed in CEQA analyses. To provide a thorough analysis of potential impacts associated with the modified project, this addendum addresses all environmental issue areas described in the CEQA Guidelines. The key conclusions of the 2010 OASP Final EIR are summarized in Section 3.1. Because the existing environmental conditions in the project site and its surroundings remain substantially similar to the environmental conditions described in the 2010 OASP Final EIR, the potential environmental effects of the OASP parks project are similar to the original project for many of the environmental issue areas. Therefore, the OASP parks project’s potential environmental effects are discussed at the appropriate level of detail in Section 3.2, to determine whether the potential environmental impacts are consistent with the impact analysis provided in the 2010 OASP Final EIR, and whether any additional or modified mitigation would be necessary to minimize or avoid potentially significant environmental impacts. City of San Luis Obispo Orcutt Area Specific Plan Area Parks Project 12 3.1 Final EIR Analysis Summary 2010 Orcutt Area Specific Plan Final EIR The 2010 OASP Final EIR evaluated a neighborhood park that would provide a variety of sports and recreation facilities and incorporate the fringe of the adjacent Hansen/Barranca Creek corridor riparian area. Planned facilities included a playground, ball fields for soccer and baseball, tennis courts, basketball courts, sand volleyball, picnic tables, and restrooms. The neighborhood park evaluated in the 2010 OASP Final EIR was envisioned to primarily serve residents of single- and multi-family developments within the OASP Area. The 2010 OASP Final EIR evaluated a linear park along the western edge of the OASP area that would provide basic recreational amenities (picnic tables, benches, viewpoints and educational signage), paths for walking and bicycling, a floodable terrace system for stormwater detention, and a wetland habitat project. While potential environmental impacts of the planned parks were evaluated programmatically, the 2010 OASP Final EIR also described the following policy-driven design requirements that apply specifically to parks/recreational facilities to minimize programmatic impacts identified in the 2010 OASP Final EIR: Aesthetic Character. In response to the significant and unavoidable impact to the aesthetic character of the Specific Plan Area resulting from impeding views of Righetti Hill (Impact AES-2), the OASP requires the size and location of the neighborhood park to allow a view corridor from the center of the OASP Area to Righetti Hill. Light and Glare. In response to the significant but mitigable impact to the nighttime sky due to lighting (Impact AES-3) the OASP requires compliance with Orcutt Area Lighting Standards (OASP Policy 4.4.3a) that include night lighting requirements for public areas, shielding of exterior lights within 100 feet of open space, and trail lighting standards. Biological Resources. In response to the significant but mitigable impact to riparian woodland and wetland habitat, (Impact B-4), the OASP requires approximately 1.94 acres of wetland creation and 2.76 acres of riparian enhancement along the creek corridors in the neighborhood park and in the linear park to be implemented to improve the existing riparian habitat with no net loss to wetland and creek resources in the Orcutt Area (OASP Policy 2.2.3a). Transportation. In response to the significant but mitigable impact associated with potential safety hazards to bicyclists, pedestrians, and transit patrons related to site access and internal circulation design (Impact T-3), the OASP requires neighborhood park frontage to include Class II bike lanes and separated sidewalks on both sides of the street, except at the commercial area (OASP Policy 5.2.3). These policy-level requirements for the neighborhood park (and other park/recreational facilities in the OASP area) are implemented through the design of parks facilities in the OASP area, rather than through specific mitigation requirements. In addition to these policy-level design requirements, the OASP Final EIR includes programmatic mitigation measures to address impacts to special-status plant species and riparian habitat. The primarily programmatic mitigation measures related to special-status plant species and riparian habitat from the 2010 OASP Final EIR that have a nexus to the proposed neighborhood park include: Impact Analysis Addendum to the Orcutt Area Specific Plan Environmental Impact Report 13 Measure B-2: A series of specific measures designed to reduce the significant program-level impact on special-status plant species and plant communities of special concern by requiring seasonally timed botanical surveys, special-status plant buffers, incidental take permits for removal of state-listed species, mitigation programs developed in consultation with CDFW for impacted species where total avoidance of the species is infeasible, annual monitoring to ensure successful establishment of all reintroduced or salvage plants, and creation of special-status plant species habitat at a minimum 2:1 ratio for habitat impacted by development. Measure B-4: A series of specific measures designed to reduce the significant program-level impact on riparian woodland and wetland habitat by requiring trail setbacks from riparian habitat and buffer areas, development setbacks from riparian and wetland mitigation areas, and submittal of applicable permits and mitigation planning for permanent disturbance of wetland/riparian habitats. Therefore, the 2010 OASP Final EIR includes both project-level and program-level design requirements and mitigation measures that would apply to development of a community park, linear park, and pocket parks. 2015 Righetti Ranch/Jones Ranch Final IS-MND In addition to the 2010 OASP Final EIR that is the basis for this addendum, a neighborhood park was considered within the context of a residential development evaluated in the 2015 Final IS-MND for the Righetti Ranch and Jones Ranch residential development plans. The Righetti Ranch/Jones Ranch Final IS-MND did not evaluate a specific project-level proposal for the neighborhood park. However, the Final IS-MND envisioned a neighborhood park that would occupy approximately 11.6 acres and would meet anticipated demand for park and recreational facilities, consistent with the assumptions about the park in the 2010 OASP Final EIR program-level analysis. In the environmental analysis, the 2015 Final IS-MND identified the potential for a significant project-level impact to San Luis Obispo owl’s clover (Castilleja densiflora ssp. obispoensis) and associated project-level mitigation requirement for development of the residential development plans. However, because the Righetti Ranch/Jones Ranch project did not include a project-level proposal for the neighborhood park, the 2015 Final IS-MND did not include specific mitigation for potential impacts to this sensitive floral species in the neighborhood park location. Instead, the 2015 Final IS-MND stated that neighborhood park improvements would be overseen by the City, and “to that extent, future City plans for improvements to this site will require additional analysis and design-level mitigation measures to match the final park plans with appropriate special-status plant conditions.” As a result, the 2015 Final IS-MND offers an example of project-level implementation of mitigation from the 2010 OASP Final EIR that may be applied to future development of the neighborhood park, but does not include project-level mitigation applicable to development of a neighborhood park. 3.2 Environmental Impact Analysis of the OASP Parks Project With the exception of the design details and specific public recreational amenities for the community park, the OASP parks project described in Section 2, Orcutt Area Specific Plan Parks Project Description, would not otherwise modify the land use characteristics or other components of the OASP, and would involve similar infrastructural, roadway, parking, and utility improvements City of San Luis Obispo Orcutt Area Specific Plan Area Parks Project 14 as anticipated in the 2010 OASP Final EIR under Section 1.1, Background and Purpose of the EIR Addendum. Because the community park and linear park locations are generally consistent with the location of the neighborhood park and linear park envisioned in the OASP, the existing environmental conditions in the project site and its surroundings remain substantially similar to the environmental conditions described in the 2010 OASP Final EIR, and the project would provide a similar range of public recreational amenities to those described in the previously adopted and certified environmental documentation, the OASP parks project would not change any of the environmental conclusions from the 2010 OASP Final EIR, or otherwise result in any new or more substantial construction, project-level, or cumulative impacts related to the following environmental topics: Aesthetics Agriculture and Forestry Resources Air Quality Cultural Resources Energy Geology and Soils Greenhouse Gas Emissions Hazards, Hazardous Materials, and Safety Hydrology and Water Quality Land Use and Planning Mineral Resources Noise Population and Housing Public Services Tribal Cultural Resources Utilities and Service Systems Wildfire There is no new information indicating that the OASP parks project would have new significant impacts or substantially more severe significant impacts with respect to these environmental topics than were identified in the 2010 OASP Final EIR, since the OASP parks project would is generally consistent with the location of the neighborhood park envisioned in the OASP and would provide a similar range of public recreational amenities to those described in the 2010 OASP Final EIR. All mitigation measures from the 2010 OASP Final EIR applicable to parks and recreational development in the OASP, including mitigation for potential air quality, cultural resources, and noise impacts, would continue to apply to the OASP parks project and would ensure potential environmental impacts would be reduced below the applicable thresholds of significance for these environmental topics (refer to Appendix A for a complete list of applicable 2010 OASP Mitigation Measures). Cultural resource surveys were completed as part of the 2010 OASP Final EIR (refer to 2010 OASP Final EIR Figure 4.5-1), and no significant archaeological resources were identified in locations planned for parks and recreational development in the OASP. As a result, applicable mitigation from the 2010 OASP Final EIR for cultural resources is limited to Mitigation Measure CR- 1(d) Archaeological Resource Construction Monitoring (Appendix A). The OASP parks project is anticipated to require project-level mitigation requirements that implement the applicable programmatic mitigation in the 2010 OASP Final EIR to address anticipated impacts to special-status plant species and riparian habitat. In addition, the OASP parks project has the potential to result in new regional recreational resources that were not envisioned in the 2010 OASP Final EIR, and has the potential to result in different traffic and multimodal circulation characteristics than envisioned in the 2010 OASP Final EIR. As a result of these key project considerations, the following discussion focuses on the potential impacts of the OASP parks project on Construction Effects, Biological Resources, Recreation, Transportation, and Cumulative Effects. Impact Analysis Addendum to the Orcutt Area Specific Plan Environmental Impact Report 15 Existing Setting Locations within the OASP area planned for the community park, linear park, and pocket parks have been subject to grading and stockpiling activities associated with the greater regional development within the OASP approved through the original 2010 OASP Final EIR as well as the 2015 Final IS-MND for the Righetti Ranch/Jones Ranch project. Locations identified in the 2010 OASP EIR for open space have been enhanced through habitat improvements associated with compensatory mitigation activities completed through these environmental processes. In addition, locations planned for future development within the OASP Area have been subject to temporary impacts associated with ongoing construction activities in the OASP area, including increased noise, criteria pollutant emissions, vehicular and pedestrian traffic. As such, the existing conditions on the ground in these locations is currently more disturbed than at the time the 2010 OASP Final EIR was prepared. Construction Effects The 2010 OASP Final EIR evaluated the potential for construction activity in the OASP Area to result in temporary impacts related to: Air Quality, Biological Resources, Cultural Resources, Drainage and Water Quality, and Noise; and required implementation of mitigation measures to reduce temporary construction impacts below applicable thresholds of significance. The community park location is generally consistent with the location of the neighborhood park envisioned in the OASP and would provide a similar range of public recreational amenities to those described in the 2010 OASP Final EIR. The linear park would be in a similar location and scale as evaluated in the 2010 OASP Final EIR. The planned pocket parks would be located on lots of a residential size and scale and would provide similar amenities to the community park and linear park at a local neighborhood scale. As a result, the modified project would require a similar level of construction activity as anticipated in 2010 OASP Final EIR. The proposed 11.6-acre community park is somewhat larger than the 7.6-acre neighborhood park envisioned in 2010 OASP Final EIR; however, the larger area planned to be developed by the community park would have been developed with residential uses under the land use plan envisioned in the 2010 OASP EIR. Because residential development typically requires more substantial construction activity on a per-acre basis than constructing park and other recreational uses, the community park would result in a reduction in total construction activity compared to the assumptions underlying the 2010 OASP Final EIR. Because the community park would result in reduced construction activity and would be required to implement all required mitigation measures for temporary impacts from the 2010 OASP Final EIR, the OASP parks project would not have new significant impacts or substantially more severe significant impacts with respect to potential construction effects compared to those disclosed in the 2010 OASP Final EIR. Biological Resources The potential environmental impacts of the neighborhood park on biological resources were evaluated programmatically in the 2010 OASP Final EIR, which included design requirements/mitigation measures to address impacts to special-status plant species and riparian habitat. The primarily programmatic mitigation measures from the 2010 OASP Final EIR that have a nexus to the OASP parks project include: B-2(a) Seasonally Timed Botanical Surveys. This mitigation measure requires the submittal of seasonally timed floral surveys to determine the presence or absence of special-status plant species. City of San Luis Obispo Orcutt Area Specific Plan Area Parks Project 16 B-2(b) Special-Status Plant Buffer. This mitigation measure requires site development plans to incorporate a minimum 50-foot avoidance buffer where special-status plant species are found. B-2(c) Incidental Take Permit. This mitigation measure requires submittal of an incidental take permit for removal of state-listed species prior to grading activities. B-2(d) Special-Status Species CDFG-Approved Mitigation Plan. This mitigation measure requires development of a mitigation program, in consultation with CDFG, if total avoidance of the species is infeasible. B-2(e) Special-Status Plant Monitoring Frequency. This mitigation measure requires annual monitoring for at least five years to ensure successful establishment of all reintroduced or salvage plants, and no net loss of special-status plant species or their habitats. B-2(f) Special-Status Species Habitat Replacement. This mitigation measure requires creation of two acres of special-status plant species habitat for every one acre of habitat impacted by development. If resource agencies require a higher replacement ratio than 2:1, their requirements would prevail. B-3(a) Construction Requirements. This mitigation measure requires development under the Specific Plan to abide by the requirements of the City Arborist for construction. B-4(a) Trail Setbacks. This mitigation measure requires setbacks of trails out of riparian habitat and the buffer area, for a minimum distance of 20 feet from top of bank or the edge of riparian canopy, which is farther. For wetland habitat, trails shall be setback at a minimum distance of 30 feet and shall not be within the buffer. Native plant species shall be planted in the area between the trail and the wetland/riparian habitat. B-4(b) Development Setbacks. This mitigation measure requires development setbacks of at least 20 feet, as well as fence/landscape buffers, for development that abuts riparian and wetland mitigation areas. B-4(c) Riparian/Wetland Mitigation. This mitigation measure requires submittal of applicable permits and a Mitigation Plan for areas of disturbance to wetland/riparian habitat, if such habitat is proposed for removal. B-5(a) Bird Pre-Construction Survey. This mitigation measure requires scheduling initial ground- disturbing activities and tree removal outside of the nesting season between September 15 and February 1, or conducting a pre-construction survey for active nests within the limits of grading no more than 30 days prior to the start of any construction activities. B-5(b) Burrowing Owl Survey. This mitigation measure requires pre-construction surveys for burrowing owls during both the wintering and nesting seasons (unless the species is detected on the first survey) in potentially suitable habitats prior to construction. B-5(c) Monarch Pre-Construction Survey. This mitigation measure requires scheduling ground- breaking activities outside of the monarch roosting season between October and March, or conducting a pre-construction survey for active monarch roost sites within the limits of grading two weeks prior to any construction activities. B-5(d) VPFS Sampling Surveys. This mitigation measure requires USFWS protocol level sampling surveys prior to development in areas shown as potential VPFS habitat on Figure 4.4-2 of the 2010 Final OASP EIR. B-5(e) FESA Consultation and Mitigation Regarding VPFS. This mitigation measure requires project design to identify setbacks from occupied VPFS habitat identified pursuant to Mitigation Measure B-5(d). Impact Analysis Addendum to the Orcutt Area Specific Plan Environmental Impact Report 17 B-6(c) Landscaping Plan Review. This mitigation measure requires final landscaping plans to be reviewed and approved by a qualified biologist, and lists plants that shall not be allowed as potential landscaping plants. The 2015 Final IS-MND for the Righetti Ranch/Jones Ranch project, located adjacent to the proposed OASP parks project location, did not include specific mitigation for potential impacts to this sensitive floral species in the neighborhood park location; however, this document provides an example of project-level implementation of mitigation from the 2010 OASP Final EIR for potential impacts to special-status plant species and riparian habitat that implements the programmatic mitigation from the 2010 OASP Final EIR. The proposed OASP parks project does not include substantial changes to the planned improvements envisioned in these previous environmental documents. The OASP parks project is outside resource agency jurisdictional boundaries, and is consistent with City policy regarding riparian habitat and buffer area setbacks and OASP Program 2.2.3a, which requires OASP development to provide wetland creation and riparian enhancement along the creek corridors in park area. City staff have coordinated with the project design team (RRM Design Group) and environmental contractors (Rincon Consultants, Inc. [Rincon]) to implement the mitigation measures related to special-status plant species and riparian habitat from the 2010 OASP Final EIR that are applicable to the OASP parks project (primarily those measures under Measure B-2 and Measure B-4). Appendix A to this report is a Mitigation Monitoring and Reporting Program table that describes each of the Mitigation Measures from the 2010 OASP Final EIR that apply to the OASP parks project, and describes the implementing actions that have been completed to date. Applicable measures related to biological resources that have yet to be implemented includes those related to construction requirements (Measure B-3), pre-construction wildlife surveys (Measure B-5), and landscaping plan review (Measure B-6). Implementation of all applicable mitigation for impacts to biological resources identified in the 2010 OASP Final EIR would ensure the OASP parks project would not result in new or substantially greater impacts to special-status plant species or riparian habitat in comparison to the conclusions of the 2010 OASP Final EIR. Transportation The potential environmental impacts of the neighborhood park on transportation were evaluated programmatically in the 2010 OASP Final EIR, which included goals, policies and programs intended to address safe and efficient site access and circulation within the OASP area, as well as design requirements/mitigation measures to address reduce impacts to roadway segments, intersections, and transit facilities to less than significant levels. However, none of the programmatic mitigation measures from the 2010 OASP Final EIR have a nexus to the OASP parks project, as the neighborhood park envisioned in the 2010 OASP Final EIR analysis did not substantially contribute to any of the identified transportation impacts. The proposed OASP parks project does not include substantial changes to the planned improvements envisioned in the 2010 OASP Final EIR. The OASP parks project design is consistent with the park-level design requirements from the 2010 OASP Final EIR for transportation, including OASP Program 5.2.3, which requires park frontage to include Class II bike lanes and separated sidewalks on both sides of the street (as shown in Figure 4, these multimodal transportation improvements have been implemented along Tiburon Way). City of San Luis Obispo Orcutt Area Specific Plan Area Parks Project 18 The 2010 OASP Final EIR notes that the neighborhood park was planned at the time to primarily serve the residents of the single and multi-family developments within the OASP area; however, the proposed OASP parks project has been designed as a regional-serving recreational resource. As a result, the OASP parks project has the potential to be a destination for users throughout the San Luis Obispo community, rather than only residents of the single and multi-family developments within the OASP area. This change may result in more recreational users coming to the proposed community park than would have been anticipated traveling to the neighborhood park in the 2010 OASP Final EIR. However, the community park would not generate new vehicle trips; rather, the community park would be a new potential destination for some vehicle trips that would otherwise be traveling to other parks or recreational facilities in the City. As a result, the proposed community park would not be expected to increase the number vehicle trips in the region. Therefore, the OASP parks project would not result in new or substantially greater transportation or circulation impacts in comparison to the conclusions of the 2010 OASP Final EIR. Recreation The potential environmental impacts of the neighborhood park on recreational resources were evaluated programmatically in the 2010 OASP Final EIR (in Section 1.5, Effects Found Not to be Significant), which concluded that the OASP designates land for the development of recreational facilities that will not have an adverse physical effect on the environment. The proposed OASP parks project does not include substantial changes to the planned improvements envisioned in the 2010 OASP Final EIR. The 2010 OASP Final EIR notes that the neighborhood park was planned at the time to primarily serve the residents of the single and multi- family developments within the OASP area; however, the proposed OASP parks project has been designed as a regional-serving recreational resource. As a result, the OASP parks project has the potential to result in new regional recreational resources that were not envisioned in the 2010 OASP Final EIR. This change would not result in a new or otherwise increased environmental impact to recreational resources in comparison to the conclusions of the 2010 OASP Final EIR. In contrast, this change may be interpreted as an environmental benefit, enhancing the City’s network of recreational resources and opportunities. Therefore, the OASP parks project would not result in potential impacts to recreational resources that would be greater than anticipated in the 2010 OASP Final EIR; this impact would remain less than significant. Cumulative Effects A project’s environmental impacts are “cumulatively considerable” if the “incremental effects of an individual project are significant when viewed in connection with the effects of past projects, the effects of other current projects, and the effects of probable future projects” (CEQA Guidelines Section 15065[a][3]). The 2010 OASP Final EIR determined that implementation of required mitigation measures would reduce all the project’s potentially significant cumulative impacts to a less than significant level, with the exception of cumulative aesthetics and air quality impacts, which were identified as significant and unavoidable. The neighborhood park component of the OASP was not identified as a substantial contributor to either of these significant cumulative impacts, and the proposed OASP parks project would not result in new or substantially more severe project-level of cumulative impacts to either aesthetics or air quality. Because the OASP parks project would be located in a similar area than anticipated for the neighborhood park envisioned in 2010 OASP Final EIR, would require in a similar level of construction activity as anticipated in the 2010 OASP Final EIR, and would implement all required Impact Analysis Addendum to the Orcutt Area Specific Plan Environmental Impact Report 19 mitigation measures for temporary impacts from the 2010 OASP Final EIR, the OASP parks project would not change any of the environmental conclusions from the 2010 OASP Final EIR, or otherwise result in any new or substantially more severe cumulative impacts compared to those disclosed in the 2010 OASP Final EIR. 3.3 Effects and Mitigation Measures The OASP parks project is consistent with the environmental analysis and conclusions in the certified 2010 OASP Final EIR and would not result in new or substantially more severe impacts beyond those identified in the 2010 OASP Final EIR. Mitigation measures for potential impacts to special-status plant species and riparian habitat identified in the 2010 OASP Final EIR remain applicable to the proposed OASP parks project, and no new mitigation measures are required to ensure the project’s potential environmental impacts would remain less than significant. City of San Luis Obispo Orcutt Area Specific Plan Area Parks Project 20 4 Conclusion As discussed in Section 3, Impact Analysis, there are no new or substantially more severe impacts associated with the modified project than those identified and mitigated for in the 2010 OASP Final EIR. Implementation of mitigation measures required in the 2010 OASP Final EIR continue to be required as part of the proposed OASP parks project. With the implementation of required mitigation, the modified project would not result in a new significant environmental effect, or a substantial increase in the severity of previously identified effects. The modified project does not involve any substantial changes that require major revisions to the 2010 OASP Final EIR. This conclusion is consistent with the environmental analysis and conclusions presented in the Final EIR. Therefore, the project is consistent with the requirements of Sections 15162 and 15164 of the CEQA Guidelines, and a subsequent EIR is not required, because no new impacts or impacts of substantially greater severity than previously described would occur as a result of the OASP parks project. Therefore, the following determinations have been made: No further evaluation of environmental impacts is required for the OASP parks project; No subsequent EIR is necessary per CEQA Guidelines Section 15162; and This addendum is the appropriate level of environmental analysis and documentation for the OASP parks project in accordance with CEQA Guidelines Section 15164. Pursuant to CEQA Guidelines Section 15164(c), this addendum will be included in the public record for the 2010 OASP Final EIR. Documents related to this addendum will be available on the City of San Luis Obispo’s website at https://www.slocity.org/. List of Preparers Addendum to the Orcutt Area Specific Plan Environmental Impact Report 21 5 List of Preparers This addendum was prepared by Rincon Consultants, Inc. under contract to the City of San Luis Obispo. Persons and firms involved in data gathering, analysis, project management, and quality control include: City of San Luis Obispo Timothea Tway, Community Development Director Shawna Scott, Special Projects Manager, Public Utilities Department Erica Long, Project Manager Rincon Consultants, Inc. Megan Jones, MPP, Principal Colby Boggs, Principal Ecologist Chris Bersbach, MESM, Senior Supervising Environmental Planner Frances McKenchie, Biologist Paul Rigby, Geographic Information Systems Analyst Alvin Flores, Publishing Specialist City of San Luis Obispo Orcutt Area Specific Plan Area Parks Project 22 Appendix A Mitigation Monitoring and Reporting Program List of Preparers Addendum to the Orcutt Area Specific Plan Environmental Impact Report 23 Implementation of Applicable Mitigation from the 2010 OASP Final EIR Mitigation Measure Plan Requirements and Timing/Monitoring Responsible Agency or Party Compliance Verification Initial Date Comments Air Quality AQ-3(a) Application of CBACT (Best Available Control Technology for construction related equipment) The following measures shall be implemented to reduce combustion emissions from construction equipment where a project will have an area of disturbance greater than 1 acre. Specific Plan applicants shall submit for review by the Community Development Department and Air Pollution Control District (APCD) staff a grading plan showing the area to be disturbed and a description of construction equipment that will be used and pollution reduction measures that will be implemented. Upon confirmation by the Community Development Department and APCD, appropriate CBACT features shall be applied. The application of these features shall occur prior to Specific Plan construction. Specific Plan applicants shall be required to ensure that all construction equipment and portable engines are properly maintained and tuned according to manufacturer’s specifications. Specific Plan applicants shall be required to ensure that off-road and portable diesel-powered equipment, including but not limited to bulldozers, graders, cranes, loaders, scrapers, backhoes, generator sets, compressors, auxiliary power units, shall be fueled exclusively with CARB motor vehicle diesel fuel (non-taxed off-road diesel is acceptable). Specific Plan applicants shall be required to install a diesel oxidation catalyst on each of the two pieces of equipment projected to generate the greatest emissions. Installations must be prepared according to manufacturer's specifications. These conditions shall be noted on all project grading and building plans. The applicant will also be required to secure necessary permits from the San Luis Obispo Air Pollution Control District before the onset of grading or demolition activities including, but not limited to additional dust control measures and evaluation for Naturally Occurring Asbestos. The applicant shall present evidence of a plan for complying with these requirements prior to issuance of a grading or building permit from the City. The applicant shall provide the City with the name and telephone number of the person responsible for ensuring compliance with these requirements. The Building Inspector and Public Works Inspectors shall conduct field monitoring. City of San Luis Obispo AQ-3(b) Dust Control The following measures shall be implemented to reduce PM10 emissions during all Specific Plan construction: Reduce the amount of the disturbed area where possible. Use water trucks or sprinkler systems in sufficient quantities to prevent airborne dust from leaving the site. Water shall be applied as soon as possible whenever wind speeds exceed 15 miles per hour. Reclaimed (non-potable) water should be used whenever possible. All dirt-stock-pile areas shall be sprayed daily as needed. Permanent dust control measures shall be identified in the approved Specific Plan re-vegetation and landscape plans and implemented as soon as possible following completion of any soil disturbing activities. Exposed ground areas that are planned to be reworked at dates greater than one month after initial grading shall be sown with a fast-germinating native grass seed and watered until vegetation is established. All disturbed soil areas not subject to re-vegetation shall be stabilized using approved chemical soil binders, jute netting, or other methods approved in advance by the APCD. These conditions shall be noted on all project grading and building plans. The applicant will also be required to secure necessary permits from the San Luis Obispo Air Pollution Control District before the onset of grading or demolition activities including, but not limited to additional dust control measures and evaluation for Naturally Occurring Asbestos. The applicant shall present evidence of a plan for complying with these requirements prior to issuance of a grading or building permit from the City. The applicant shall provide the City with the name and telephone number of the person responsible for ensuring compliance with these requirements. The Building Inspector and Public Works Inspectors shall conduct field monitoring. City of San Luis Obispo City of San Luis Obispo Orcutt Area Specific Plan Area Parks Project 24 Mitigation Measure Plan Requirements and Timing/Monitoring Responsible Agency or Party Compliance Verification Initial Date Comments All roadways, driveways, sidewalks, etc., to be paved shall be completed as soon as possible. In addition, building pads shall be laid as soon as possible after grading unless seeding or soil binders are used. Vehicle speed for all construction vehicles shall not exceed 15 mph on any unpaved surface at the construction site. All trucks hauling dirt, sand, soil or other loose materials shall be covered or shall maintain at least two feet of freeboard ( minimum vertical distance between top of load and top of trailer) in accordance with CVC Section 23114. Install wheel washers where vehicles enter and exit unpaved roads onto streets, or wash off trucks and equipment leaving the site. Sweep streets at the end of each day if visible soil material is carried onto adjacent paved roads. Water sweepers with reclaimed water shall be used where feasible. AQ-3(c) Cover Stockpiled Soils If importation, exportation, or stockpiling of fill material is involved, soil stockpiled for more than two days shall be covered, kept moist, or treated with soil binders to prevent dust generation. Trucks transporting material shall be tarped from the point of origin. These conditions shall be noted on all project grading and building plans. The applicant shall present evidence of a plan for complying with these requirements prior to issuance of a grading or building permit from the City. The applicant shall provide the City with the name and telephone number of the person responsible for ensuring compliance with these requirements. The Building Inspector and Public Works Inspectors shall conduct field monitoring. City of San Luis Obispo AQ-3(d) Dust Control Monitor On all projects with an area of disturbance greater than 1 acre, the contractor or builder shall designate a person or persons to monitor the dust control program and to order increased watering as necessary to prevent transport of dust off-site. These duties shall include holiday and weekend periods when work may not be in progress. These conditions shall be noted on all project grading and building plans. The applicant shall present evidence of a plan for complying with these requirements prior to issuance of a grading or building permit from the City. The applicant shall provide the City with the name and telephone number of the person responsible for ensuring compliance with these requirements. The Building Inspector and Public Works Inspectors shall conduct field monitoring. City of San Luis Obispo Biological Resources B-2(a) Seasonally Timed Botanical Surveys This mitigation measure requires the submittal of seasonally timed floral surveys to determine the presence or absence of special-status plant species. When an applicant requests entitlements from the City under the Specific Plan, the City shall require the submittal of seasonally timed directed floral surveys based on the target list of plant species to be completed in the spring and summer to determine the presence or absence of these species. The survey shall be conducted by a qualified biologist verified by the City. Up to three separate survey visits may be required to capture the flowering period of the target species. The location and extent of any rare plant occurrences observed on the site should be documented in a report and accurately mapped onto site-specific topographic maps and aerial photographs. If special-status plants are identified, the development pursuant to the Specific Plan shall submit written proof that the CDFG has been contacted. City of San Luis Obispo Rincon completed timed botanical surveys on the project site on March 26, April 30, and May 28, 2013, and on March 25, May 2, and June 11, 2014. B-2(b) Special-Status Plant Buffer This mitigation measure requires site development plans to incorporate a minimum 50-foot avoidance buffer where special-status plant species are found. Where special status plants are found, site development plans shall be modified to avoid such occurrences with a minimum buffer of 50 feet. The applicant seeking entitlement shall establish conservation easements for such preserved areas, prior to issuance of the first building permit for subsequent tracts. The Specific Plan shall be amended at that time to place these areas formally into open space, possibly as an overlay area. City of San Luis Obispo The community park project has been designed to incorporate avoidance buffers for special-status plant species identified during botanical surveys where feasible. Where avoidance of purple needlegrass grassland and San Luis Obispo owl’s-clover was determined by the City not to be feasible, impacts to these special-status plant species have been mitigated through implementation of B- List of Preparers Addendum to the Orcutt Area Specific Plan Environmental Impact Report 25 Mitigation Measure Plan Requirements and Timing/Monitoring Responsible Agency or Party Compliance Verification Initial Date Comments If total avoidance is economically or technologically infeasible then plants shall be salvaged and relocated under direction of an approved botanist, in accordance with Mitigation Measures B-2(c) through B-2(f). If total avoidance can be achieved, Mitigation Measures B-2(c) through B-2(f) would not be required. 2(d) Special-Status Species CDFG-Approved Mitigation Plan and B-2(f) Special- Status Species Habitat Replacement. B-2(c) Incidental Take Permit This mitigation measure requires submittal of an incidental take permit for removal of state-listed species prior to grading activities. In the event that state listed species are discovered, the applicant seeking entitlements shall submit to the City signed copies of an incidental take permit and enacting agreements from the CDFG regarding those species as necessary under Section 2081 of the California Fish and Game Code prior to the initiation of grading. If a plant species that is listed under the federal Endangered Species Act is discovered, the applicant seeking entitlements shall provide proof of compliance with the federal Endangered Species Act, inclusive as necessary of signed copies of incidental take permit and associated enacting agreements, to the City prior to the initiation of grading City of San Luis Obispo No state-listed plant species were observed during seasonally-timed botanical surveys conducted in 2013 and 2014; as such, no Incidental Take Permit was required. B-2(d) Special-Status Species CDFG-Approved Mitigation Plan This mitigation measure requires development of a mitigation program, in consultation with CDFG, if total avoidance of the species is infeasible. If total avoidance of the species occurrences is economically or technologically infeasible, a mitigation program shall be developed by the City in consultation with CDFG as appropriate. A research study to determine the best mitigation approach for each particular species to be salvaged shall be conducted. City of San Luis Obispo Rincon prepared the Special Status Plant and Natural Community Mitigation and Monitoring Plan to compensate for impacts to purple needlegrass grassland and San Luis Obispo owl’s-clover in August 2016. B-2(e) Special-Status Plant Monitoring Frequency This mitigation measure requires annual monitoring for at least five years to ensure successful establishment of all reintroduced or salvage plants, and no net loss of special-status plant species or their habitats. Monitoring shall occur annually and shall last at least five years to ensure successful establishment of all reintroduced or salvaged plants and no-net-loss of the species or its habitat. In the case of annual plants it is difficult to determine if there has been a net loss or gain in a five year period. Therefore an important component of the mitigation and monitoring plan shall be adaptive management. The adaptive management program shall address both foreseen and unforeseen circumstances relating to the preservation and mitigation programs. The plan shall include follow up surveys every five years in perpetuity or until a qualified biologist can demonstrate that the target special-status species has not experienced a net loss. It shall also include remedial measures to address negative impacts to the special- status plant species and their habitats (i.e.: removal of weeds, addition of seeding/planting efforts) if the species is suffering a net loss at the time of the follow up surveys. City of San Luis Obispo Special status plant monitoring for San Luis Obispo owl’s clover began in March 2025 and is expected to be completed by 2029. B-2(f) Special-Status Species Habitat Replacement This mitigation measure requires creation of two acres of special-status plant species habitat for every one acre of habitat impacted by development. If resource agencies require a higher replacement ratio than 2:1, their requirements would prevail. The primary goal of the mitigation and monitoring plan is to ensure a viable population and no-net-loss of special-status species habitat within the project site. To ensure the no-net-loss of a species, the applicant shall create two acres of occupied special-status species habitat for every one acre of habitat impacted by project development. If resource agencies require a higher replacement ratio than 2:1, their requirements would prevail. The creation of habitat can occur in conjunction with the mitigation/relocation of wildflower field habitat if the research study indicates that the wildflower field and specific special-status plant species can be relocated and cohabitate. City of San Luis Obispo Mitigation installation for purple needlegrass grassland/San Luis Obispo owl’s clover habitat was completed in December 2024. Successful reestablishment will be considered complete when at least 2.42 acres of grassland habitat container San Luis Obispo owl’s clover is mapped on-site, consistent with the monitoring requirements established by B-2(e) Special-Status Plant Monitoring Frequency. B-3(a) Construction Requirements Development under the Specific Plan shall abide by the requirements of the City Arborist for construction. Requirements shall include but not be limited to: The protection of trees with construction setbacks from trees; Construction fencing around trees; Compliance with mitigation measures will be reviewed with landscaping plans as part of the architectural review submittal and ultimately shown on improvement plans and construction drawings. This program shall be approved prior to site grading and overseen by the Natural Resources Manager. City of San Luis Obispo City of San Luis Obispo Orcutt Area Specific Plan Area Parks Project 26 Mitigation Measure Plan Requirements and Timing/Monitoring Responsible Agency or Party Compliance Verification Initial Date Comments Grading limits around the base of trees as required; and A replacement plan for trees removed including replacement at a minimum 1:1 ratio. B-4(a) Trail Setbacks This mitigation measure requires setbacks of trails out of riparian habitat and the buffer area, for a minimum distance of 20 feet from top of bank or the edge of riparian canopy, which is farther. For wetland habitat, trails shall be setback at a minimum distance of 30 feet and shall not be within the buffer. Native plant species shall be planted in the area between the trail and the wetland/riparian habitat. Trails shall be setback out of riparian habitat and out of the buffer area. The trail shall be a minimum distance of 20 feet from top of bank or from the edge of riparian canopy, whichever is farther. Trails shall be setback from wetland habitat at a minimum distance of 30 feet and shall not be within the buffer. Native plant species that will deter human disturbance shall be planted in the area between the trail and the wetland/riparian habitat including plants such as California rose (Rosa californica) and California blackberry (Rubus ursinus). No passive recreational use shall be allowed in the riparian or wetland habitats or drainage corridors. City of San Luis Obispo Rincon reviewed the community park development plans prepared by RRM Design Group in 2023 and confirmed to the satisfaction of City staff that trail setbacks are implemented in the community park design. B-4(b) Development Setbacks This mitigation measure requires development setbacks of at least 20 feet, as well as fence/landscape buffers, for development that abuts riparian and wetland mitigation areas. Development that abuts riparian and wetland mitigation areas shall also be setback at least 20 feet, and be buffered by an appropriately-sized fence and/or plants that deter human entry listed in B-4(a). City of San Luis Obispo Rincon reviewed the community park development plans prepared by RRM Design Group in in 2023 and confirmed to the satisfaction of City staff that development setbacks are implemented in the community park design. B-4(c) Riparian/Wetland Mitigation This mitigation measure requires submittal of applicable permits and a Mitigation Plan for areas of disturbance to wetland/riparian habitat, if such habitat is proposed for removal. If riparian and/or wetland habitat are proposed for removal pursuant to development under the Specific Plan, such development shall apply for all applicable permits and submit a Mitigation Plan for areas of disturbance to wetlands and/or riparian habitat. The plan shall be prepared by a biologist familiar with restoration and mitigation techniques. Compensatory mitigation shall occur on-site using regionally collected native plant material at a minimum ratio of 2:1 (habitat created to habitat impacted) in areas shown on figure 4.4-2 as directed by a biologist. The resource agencies may require a higher mitigation ratio. If the Orcutt Regional Basin is necessary as a mitigation site for waters of the U.S. and State it shall be designed as directed by a biologist taking into consideration hydrology, soils, and erosion control and using the final mitigation guidelines and monitoring requirements (U.S. Army Corps of Engineers, 2004). As noted above, the trail shall be setback out of the buffer area for riparian and wetland habitat. City of San Luis Obispo Rincon prepared the Wetlands, Waters, and Riparian Habitat Mitigation and Monitoring Plan to compensate for impacts to wetlands, waters, and riparian habitat in August 2014 and prepared a revised version that was approved by City staff in January 2017. Rincon also provided an addendum to the Wetlands, Waters, and Riparian Habitat Mitigation and Monitoring Plan in January 2022. Mitigation areas are planned to be installed concurrently with the phase during which corresponding impacts occur, or earlier, to minimize any potential temporal impacts. B-5(a) Bird Pre-Construction Survey This mitigation measure requires scheduling initial ground-disturbing activities and tree removal outside of the nesting season between September 15 and February 1, or conducting a pre-construction survey for active nests within the limits of grading no more than 30 days prior to the start of any construction activities (for ground- nesting burrowing owl see Mitigation Measure B-5[b]). To avoid impacts to nesting special-status bird species and raptors, all initial ground- disturbing activities and tree removal shall be limited to the time period between September 15 and February 1. If initial site disturbance, grading, and tree removal cannot be conducted during this time period, a pre-construction survey for active nests within the limits of grading shall be conducted by a qualified biologist at the site no more than 30 days prior to the start of any construction activities. If active nests are located, all construction work must be conducted outside a buffer zone of 250 feet to 500 feet from the nests as determined in consultation with the CDFG. No direct disturbance to nests shall occur until the adults and young are no longer reliant on the nest site. A qualified biologist shall confirm that breeding/nesting is completed and young have fledged the nest prior to the start of construction. City of San Luis Obispo B-5(b) Burrowing Owl Survey This mitigation measure requires pre-construction surveys for burrowing owls during both the wintering and nesting seasons (unless the species is detected on the first When an applicant requests entitlements from the City under the Specific Plan a qualified biologist shall conduct surveys for burrowing owls during both the wintering and nesting seasons (unless the species is detected on the first survey) in City of San Luis Obispo List of Preparers Addendum to the Orcutt Area Specific Plan Environmental Impact Report 27 Mitigation Measure Plan Requirements and Timing/Monitoring Responsible Agency or Party Compliance Verification Initial Date Comments survey) in potentially suitable habitats prior to construction in accordance with the guidelines described in the CDFG Staff Report on Burrowing Owl Mitigation (1995). potentially suitable habitats prior to construction in accordance with the guidelines described in the CDFG Staff Report on Burrowing Owl Mitigation (1995). Winter surveys shall be conducted on the entire project site between December 1 and February 1, and the nesting season survey shall be conducted between April 15 and July 15. If burrowing owls are detected within the proposed disturbance area, CDFG shall be contacted immediately to develop and implement a mitigation plan to protect owls and their nest sites. B-5(c) Monarch Pre-Construction Survey This mitigation measure requires scheduling ground-breaking activities outside of the monarch roosting season between October and March, or conducting a pre- construction survey for active monarch roost sites within the limits of grading two weeks prior to any construction activities. If initial ground-breaking is to occur between the months of October and March a pre-construction survey for active monarch roost sites within the limits of grading shall be conducted by a qualified biologist at the site two weeks prior to any construction activities. If active roost sites are located no ground-disturbing activities shall occur within 50 feet of the perimeter of the habitat. Construction shall not resume within the setback until a qualified biologist has determined that the monarch butterfly has vacated the site. City of San Luis Obispo B-5(d) VPFS Sampling Surveys This mitigation measure requires USFWS protocol level sampling surveys prior to development in areas shown as potential VPFS habitat on Figure 4.4-2 of the 2010 Final OASP EIR. Prior to development in areas shown as potential VPFS habitat on Figure 4.4-2 of the 2010 Final OASP EIR, current USFWS protocol level sampling surveys shall be conducted in all such areas. A report consistent with current Federal, State, and local reporting guidelines shall be prepared to document the methods and results of surveys. If VPFS are found, the report shall include a map that identifies the VPFS locations. Should the presence of additional special-status wildlife species be determined including California linderiella, a map identifying locations in which these species were found shall be prepared and included in the report. City of San Luis Obispo B-5(e) FESA Consultation and Mitigation Regarding VPFS This mitigation measure requires project design to identify setbacks from occupied VPFS habitat identified pursuant to Mitigation Measure B-5(d). If complete avoidance is not economically or technically feasible, then this mitigation measure requires Section 10 or Section 7 of the Federal Endangered Species Act (FESA) be used to authorize incidental take (depending on whether a Federal agency is involved in the project. If any VPFS individuals are located onsite pursuant to Mitigation Measure B-5(d), substantial setbacks from their identified habitat shall be implemented to avoid take of a Federally listed species. If complete avoidance is not economically or technically feasible, then Section 10 of the Federal Endangered Species Act (FESA) shall be used to authorize incidental take when no other Federal agency such as the Corps is involved. This process includes development of a Habitat Conservation Plan for protecting and enhancing the Federally listed species at a specific location in perpetuity. Species take can also be authorized under Section 7 of the FESA if a Federal agency is involved in the project (e.g., Corps Section 404 permitting for impacts to waters of the U.S. and/or Federal funding) and agrees to be the lead agency requesting Section 7 consultation. This consultation process takes at a minimum 135 days from the official request by the Federal lead agency. The compensatory mitigation ratio shall be determined by the appropriate resource agencies. Suitable replacement habitat shall be constructed either within the site boundaries or offsite. Figure 4.4-2 identifies areas that could be appropriate for onsite VPFS mitigation. Figure 4.4-2 is not intended to preclude development but shall be used as a starting point for incorporating VPFS mitigation sites into the development plan. VPFS mitigation areas shall be approved by a biologist familiar with VPFS habitat “creation” techniques. Enhancement of the onsite seasonal City of San Luis Obispo City of San Luis Obispo Orcutt Area Specific Plan Area Parks Project 28 Mitigation Measure Plan Requirements and Timing/Monitoring Responsible Agency or Party Compliance Verification Initial Date Comments freshwater wetland habitat that is undisturbed by project activities may also be a part of the mitigation program. It is important to note that VPFS habitat mitigation is still considered experimental. VPFS habitat mitigation is ambitious as it is costly, labor intensive, and difficult to ensure success. Habitat may be “created” only in an existing vernal pool landscape that provides suitable soils and a number of other specific ecological factors (USFWS, 2004). An alternative to onsite mitigation is the purchase of mitigation bank credits. Credits can be purchase by the acre as suitable mitigation for VPFS. There is currently no known mitigation bank with VPFS habitat occurring within San Luis Obispo County, however, mitigation banks may be available in the future. B-6(c) Landscaping Plan Review To ensure that project landscaping does not introduce invasive non-native plant and tree species to the region of the site, the final landscaping plan shall be reviewed and approved by a qualified biologist. The California Invasive Plant Council (Cal-IPC) maintains several lists of the most important invasive plants to avoid. The lists shall be used when creating a plant palette for landscaping to ensure that plants on the lists are not used. The following plants shall not be allowed as part of potential landscaping plans pursuant to development under the Specific Plan: African sumac (Rhus lancea) Australian saltbush (Atriplex semibaccata) Black locust (Robinia pseudoacacia) California pepper (Schinus molle) and Brazilian pepper (S. terebinthifolius) Cape weed (Arctotheca calendula) Cotoneaster (Cotoneaster pannosus), (C. lacteus) Edible fig (Ficus carica) Fountain grass (Pennisetum setaceum) French broom (Genista monspessulana) Ice plant, sea fig (Carpobrotus edulis) Leafy spurge (Euphorbia esula) Myoporum (Myoporum spp.) Olive (Olea europaea) Pampas grass (Cortaderia selloana), and Andean pampas grass (C. jubata) Russian olive (Elaeagnus angusticifolia) Scotch broom (Cytisus scoparius) and striated broom (C. striatus) Spanish broom (Spartium junceum) Tamarix, salt cedar (Tamarix chinensis), (T. gallica), (T. parviflora), (T. ramosissima) Blue gum (Eucalyptus globulus) Athel tamarisk (Tamarix aphylla) Compliance with mitigation measures will be reviewed with landscaping plans as part of the architectural review submittal and ultimately shown on improvement plans and construction drawings. City of San Luis Obispo Cultural Resources List of Preparers Addendum to the Orcutt Area Specific Plan Environmental Impact Report 29 Mitigation Measure Plan Requirements and Timing/Monitoring Responsible Agency or Party Compliance Verification Initial Date Comments CR-1(d) Archaeological Resource Construction Monitoring At the commencement of project construction, an orientation meeting shall be conducted by an archaeologist for construction workers associated with earth disturbing procedures. The orientation meeting shall describe the possibility of exposing unexpected archaeological resources and directions as to what steps are to be taken if such a find is encountered. An archaeologist shall monitor construction vegetation removal and initial rough grading. In the event that prehistoric or historic archaeological resources are exposed during this early phase of project construction, all earth disturbing work must be temporarily suspended or redirected until an archaeologist has evaluated the nature and significance of the find. After the find has been appropriately mitigated ( e.g., curation, preservation in place, etc.), work in the area may resume. The City should consider retaining a Chumash representative to monitor any field work associated with Native American cultural material. If human remains are exposed, State Health and Safety Code Section 7050.5 requires that no further disturbance shall occur until the County Coroner has made the necessary findings as to origin and disposition pursuant to Public Resources Code Section 5097.98. Requirements for cultural resource mitigation shall be clearly noted on all plans for project grading and construction. City of San Luis Obispo Noise N-1(a) Compliance with City Noise Ordinance Construction hours and noise levels shall be compliant with the City Noise Ordinance [ Municipal Code Chapter 9.12, Section 9.12.050(6)]. Methods to reduce construction noise can include, but are not limited to, the following: Equipment Shielding. Stationary construction equipment that generates noise can be shielded with a barrier. Diesel Equipment. All diesel equipment can be operated with closed engine doors and equipped with factory-recommended mufflers. Electrical Power. Whenever feasible, electrical power can be used to run air compressors and similar power tools. Sound Blankets. The use of sound blankets on noise generating equipment. Requirements for construction noise mitigation shall be clearly noted on all plans for project grading and construction. City of San Luis Obispo