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Item 05 - COUNCIL READING FILE_b_2020 Standard Specifications and Engineering Standards
STANDARD SPECIFICATIONS & ENGINEERING STANDARDS AUGUST 2020 PUBLIC WORKS DEPARTMENT ENGINEERING DIVISION 919 Palm Street San Luis Obispo, CA 93401 (805) 781-7200 A 0Tj *1 f/ fj it > <1 >f/7*CT ivNsnir %K > '>a aV4 %* 4 04 STANDARD SPECIFICATIONS AUGUST 2020 APPROVED BY THE CITY ENGINEER: Approved on: August 18, 2020 Effective: August 31, 2020 MATT HORN CITY ENGINEER RCE C63611 ADOPTED BY THE CITY COUNCIL OF SAN LUIS OBISPO BY RESOLUTION NO. 10889 (2020 SERIES) PUBLIC WORKS DEPARTMENT ENGINEERING DIVISION 919 Palm Street San Luis Obispo, CA 93401 (805) 781-7200 m m CD m UJ m (X Xi No. C 63611 ^s£/y\W^| v^COF CAVES' * * £58 i TABLE OF CONTENTS DIVISION I GENERAL PROVISIONS ..................................................................................... 1 1 GENERAL ........................................................................................................................ 1 1-1 GENERAL ................................................................................................................................ 1 1-1.01 GENERAL ....................................................................................................................................... 1 1-1.05 REFERENCES ................................................................................................................................ 1 1-1.07 DEFINITIONS ................................................................................................................................. 1 1-1.08 DISTRICTS ..................................................................................................................................... 3 1-1.11 WEB SITES, ADDRESSES, AND TELEPHONE NUMBERS ......................................................... 3 1-1.12 MISCELLANY ................................................................................................................................. 3 2 BIDDING ........................................................................................................................... 4 2-1 GENERAL ................................................................................................................................ 4 2-1.06 BID DOCUMENTS .......................................................................................................................... 4 2-1.12 DISADVANTAGED BUSINESS ENTERPRISES ............................................................................ 4 2-1.15 DISABLED VETERAN BUSINESS ENTERPRISES ...................................................................... 4 2-1.18 SMALL BUSINESS AND NON–SMALL BUSINESS SUBCONTRACTOR REFERENCES ........... 4 2-1.27 CALIFORNIA COMPANIES ............................................................................................................ 4 2-1.31 OPT OUT OF PAYMENT ADJUSTMENTS FOR PRICE INDEX FLUCTUATIONS ....................... 4 2-1.33 BID DOCUMENT COMPLETION AND SUBMITTAL ...................................................................... 4 2-1.40 BID WITHDRAWAL ......................................................................................................................... 5 3 CONTRACT AWARD AND EXECUTION ......................................................................... 6 3-1 GENERAL ................................................................................................................................ 6 3-1.04 CONTRACT AWARD ...................................................................................................................... 6 3-1.05 CONTRACT BONDS ...................................................................................................................... 6 3-1.08 SMALL BUSINESS PARTICIPATION REPORT ............................................................................. 7 3-1.11 PAYEE DATA RECORD .................................................................................................................. 8 3-1.18 CONTRACT EXECUTION .............................................................................................................. 8 4 SCOPE OF WORK ......................................................................................................... 10 4-1 GENERAL .............................................................................................................................. 10 4-1.02 INTENT ......................................................................................................................................... 10 4-1.05 CHANGES AND EXTRA WORK ................................................................................................... 10 4-1.07 VALUE ENGINEERING ................................................................................................................ 10 4-1.13 CLEANUP ..................................................................................................................................... 10 5 CONTROL OF WORK .................................................................................................... 12 5-1 GENERAL .............................................................................................................................. 12 5-1.01 GENERAL ..................................................................................................................................... 12 5-1.02 CONTRACT COMPONENTS ....................................................................................................... 12 5-1.09 PARTNERING ............................................................................................................................... 14 5-1.13 SUBCONTRACTING .................................................................................................................... 14 5-1.17 CHARACTER OF WORKERS ...................................................................................................... 14 5-1.20 COORDINATION WITH OTHER ENTITIES ................................................................................. 14 5-1.23 SUBMITTALS ................................................................................................................................ 16 5-1.26 CONSTRUCTION SURVEYS ....................................................................................................... 19 5-1.27 RECORDS .................................................................................................................................... 20 5-1.36 PROPERTY AND FACILITIES PRESERVATION ......................................................................... 20 5-1.38 MAINTENANCE AND PROTECTION RELIEF ............................................................................. 22 5-1.39 DAMAGE REPAIR AND RESTORATION ..................................................................................... 22 5-1.43 POTENTIAL CLAIMS AND DISPUTE RESOLUTION .................................................................. 22 6 CONTROL OF MATERIALS ........................................................................................... 23 6-1 GENERAL .............................................................................................................................. 23 6-1.04 BUY AMERICA .............................................................................................................................. 23 6-1.05 SPECIFIC BRAND OR TRADE NAME AND SUBSTITUTION ..................................................... 23 ii 7 LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC ................................... 24 7-1 GENERAL .............................................................................................................................. 24 7-1.02 LAWS ............................................................................................................................................ 24 7-1.03 PUBLIC CONVENIENCE .............................................................................................................. 24 7-1.04 PUBLIC SAFETY .......................................................................................................................... 29 7-1.06 INSURANCE ................................................................................................................................. 29 8 PROSECUTION AND PROGRESS ................................................................................ 32 8-1 GENERAL .............................................................................................................................. 32 8-1.02 SCHEDULE ................................................................................................................................... 32 8-1.03 PRECONSTRUCTION CONFERENCE ....................................................................................... 33 8-1.04 START OF JOB SITE ACTIVITIES ............................................................................................... 33 8-1.05 TIME .............................................................................................................................................. 34 8-1.10 LIQUIDATED DAMAGES .............................................................................................................. 34 9 PAYMENT ....................................................................................................................... 36 9-1 GENERAL .............................................................................................................................. 36 9-1.02 MEASUREMENT .......................................................................................................................... 36 9-1.03 PAYMENT SCOPE ........................................................................................................................ 36 9-1.04 FORCE ACCOUNT ....................................................................................................................... 36 9-1.07 PAYMENT ADJUSTMENTS FOR PRICE INDEX FLUCTUATIONS ............................................. 37 9-1.16 PROGRESS PAYMENTS ............................................................................................................. 37 9-1.17 PAYMENT AFTER CONTRACT ACCEPTANCE .......................................................................... 38 9-1.22 ARBITRATION .............................................................................................................................. 39 9-1.22 CLAIM RESOLUTION PROCEDURE ........................................................................................... 39 9-1.23 CITY BILLING ............................................................................................................................... 40 DIVISION II GENERAL CONSTRUCTION ............................................................................ 41 12 TEMPORARY TRAFFIC CONTROL ............................................................................ 41 12-1 GENERAL ............................................................................................................................ 41 12-1.01 GENERAL ................................................................................................................................... 41 12-1.03 CONSTRUCTION ....................................................................................................................... 41 12-1.04 PAYMENT ................................................................................................................................... 43 12-4 MAINTAINING TRAFFIC ...................................................................................................... 43 12-4.01 GENERAL ................................................................................................................................... 43 12-6 TEMPORARY PAVEMENT DELINEATION .......................................................................... 43 12-6.01 GENERAL ................................................................................................................................... 43 12-6.02 MATERIALS ................................................................................................................................ 43 12-6.03 CONSTRUCTION ....................................................................................................................... 44 13 WATER POLLUTION CONTROL ................................................................................. 45 13-1 GENERAL ............................................................................................................................ 45 13-1.01 GENERAL ................................................................................................................................... 45 13-1.04 PAYMENT ................................................................................................................................... 46 13-3 STORM WATER POLLUTION PREVENTION PLAN ........................................................... 46 13-3.01 GENERAL ................................................................................................................................... 46 14 ENVIRONMENTAL STEWARDSHIP ............................................................................ 47 14-1 GENERAL ............................................................................................................................ 47 14-1.01 GENERAL ................................................................................................................................... 47 14-2 CULTURAL RESOURCES ................................................................................................... 47 14-2.03 ARCHAEOLOGICAL RESOURCES ........................................................................................... 47 14-11 HAZARDOUS WASTE AND CONTAMINATION ................................................................. 48 14-11.01 GENERAL ................................................................................................................................. 48 14-11.03 HAZARDOUS WASTE MANAGEMENT ................................................................................... 49 14-11.07 CITY – GENERATED HAZARDOUS WASTE ........................................................................... 49 15 EXISTING FACILITIES ................................................................................................. 50 iii 15-1 GENERAL ............................................................................................................................ 50 15-1.03 CONSTRUCTION ....................................................................................................................... 50 15-1.04 PAYMENT ................................................................................................................................... 51 DIVISION III EARTHWORK AND LANDSCAPE .................................................................. 52 17 GENERAL .................................................................................................................... 52 17-1 GENERAL ............................................................................................................................ 52 17-1.01 GENERAL ................................................................................................................................... 52 19 EARTHWORK .............................................................................................................. 53 19-1 GENERAL ............................................................................................................................ 53 19-1.01 GENERAL ................................................................................................................................... 53 19-1.03 CONSTRUCTION ....................................................................................................................... 53 19-1.04 PAYMENT ................................................................................................................................... 54 19-2 ROADWAY EXCAVATION .................................................................................................... 54 19-2.04 PAYMENT ................................................................................................................................... 54 19-3 STRUCTURE EXCAVATION AND BACKFILL ...................................................................... 54 19-3.03 CONSTRUCTION ....................................................................................................................... 54 19-3.04 PAYMENT ................................................................................................................................... 54 19-10 SUBGRADE ENHANCEMENT GEOSYNTHETIC ............................................................. 54 19-10.02 MATERIALS .............................................................................................................................. 54 20 LANDSCAPE AND IRRIGATION ................................................................................. 56 20-1 GENERAL ............................................................................................................................ 56 20-1.01 GENERAL ................................................................................................................................... 56 20-1.02 MATERIALS ................................................................................................................................ 56 20-1.03 CONSTRUCTION ....................................................................................................................... 58 20-2 IRRIGATION ......................................................................................................................... 60 20-2.01 GENERAL ................................................................................................................................... 60 20-2.04 CONTROL AND NEUTRAL CONDUCTORS .............................................................................. 66 20-2.06 IRRIGATION CONTROLLERS ................................................................................................... 67 20-2.08 IRRIGATION SUPPLY LINE ....................................................................................................... 69 20-2.10 VALVES ....................................................................................................................................... 71 20-3 PLANTING ............................................................................................................................ 72 20-3.01 GENERAL ................................................................................................................................... 72 20-3.02 PLANTING WORK ...................................................................................................................... 74 20-4 PLANT ESTABLISHMENT WORK ....................................................................................... 77 20-4.01 GENERAL ................................................................................................................................... 77 20-4.03 CONSTRUCTION ....................................................................................................................... 78 20-4.04 PAYMENT ................................................................................................................................... 81 20-5 LANDSCAPE ELEMENTS ................................................................................................... 81 20-5.02 EDGING ...................................................................................................................................... 81 20-5.03 INERT GROUND COVERS AND MULCHES ............................................................................. 82 21 EROSION CONTROL ................................................................................................... 83 21-2 EROSION CONTROL WORK .............................................................................................. 83 21-2.02 MATERIALS ................................................................................................................................ 83 21-2.03 CONSTRUCTION ....................................................................................................................... 83 DIVISION IV SUBBASES AND BASES ................................................................................ 84 26 AGGREGATE BASES .................................................................................................. 84 26-1 GENERAL ............................................................................................................................ 84 26-1.02 MATERIAL .................................................................................................................................. 84 DIVISION V SURFACING AND PAVEMENTS ...................................................................... 87 37 BITUMINOUS SEALS .................................................................................................. 87 iv 37-1 GENERAL ............................................................................................................................ 87 37-1.01 GENERAL ................................................................................................................................... 87 37-2 SEAL COATS ....................................................................................................................... 87 37-2.01 GENERAL ................................................................................................................................... 87 37-2.04 ASPHALTIC EMULSUON SEAL COAT ...................................................................................... 87 37-3 SLURRY SEAL AND MICRO-SURFACING .......................................................................... 87 37-3.01 GENERAL ................................................................................................................................... 87 37-3.03 CONSTRUCTION ....................................................................................................................... 87 37-3.04 PAYMENT ................................................................................................................................... 89 39 HOT MIX ASPHALT ..................................................................................................... 91 39-1 GENERAL ............................................................................................................................ 91 39-1.01 GENERAL ................................................................................................................................... 91 39-1.02 MATERIALS ................................................................................................................................ 91 39-1.03 HOT MIX ASPHALT MIX DESIGN REQUIREMENTS ................................................................ 91 39-1.09 SUBGRADE, TACK COAT, AND GEOSYNTHETIC PAVEMENT INTERLAYER ....................... 91 39-2 STANDARD CONSTRUCTION PROCESS .......................................................................... 92 39-3 METHOD CONSTRUCTION PROCESS .............................................................................. 92 39-3.01 GENERAL ................................................................................................................................... 92 39-3.02 ACCEPTANCE CRITERIA .......................................................................................................... 93 39-3.03 SPREADING AND COMPACTING EQUIPMENT ....................................................................... 93 39-3.04 TRANSPORTATION, SPREADING AND COMPACTING .......................................................... 93 39-4 QUALITY CONTROL/QUALITY ASSURANCE CONSTRUCTION PROCESS .................... 95 39-6 PAYMENT ............................................................................................................................. 95 42 GROOVE AND GRIND CONCRETE ............................................................................ 96 42-3 GRINDING ............................................................................................................................ 96 42-3.03 CONSTRUCTION ....................................................................................................................... 96 DIVISION VI STRUCTURES ................................................................................................. 98 51 CONCRETE STRUCTURES ........................................................................................ 98 51-1 GENERAL ............................................................................................................................ 98 51-1.02 MATERIALS ................................................................................................................................ 98 51-1.04 PAYMENT ................................................................................................................................... 98 52 REINFORCEMENT ....................................................................................................... 98 52-1 GENERAL ............................................................................................................................ 98 52-1.02 MATERIALS ................................................................................................................................ 98 56 OVERHEAD SIGN STRUCTURES, STANDARDS, AND POLES ................................ 98 56-2 OVERHEAD SIGN STRUCTURES ...................................................................................... 98 56-2.01 GENERAL ................................................................................................................................... 98 56-2.02 MATERIALS ................................................................................................................................ 98 DIVISION VII DRAINAGE FACILITIES ................................................................................. 99 64 PLASTIC PIPE ............................................................................................................. 99 64-2 PLASTIC PIPE ..................................................................................................................... 99 64-2.02 MATERIALS ................................................................................................................................ 99 64-2.03 CONSTRUCTION ....................................................................................................................... 99 64-2.04 PAYMENT ................................................................................................................................... 99 66 CORRUGATED METAL PIPE ...................................................................................... 99 67 STRUCTURAL PLATE CULVERTS ............................................................................. 99 DIVISION VIII MISCELLANEOUS CONSTRUCTION ......................................................... 100 v 73 CONCRETE CURBS AND SIDEWALKS ................................................................... 100 73-1 GENERAL .......................................................................................................................... 100 73-1.01 GENERAL ................................................................................................................................. 100 73.1.02 MATERIAL ................................................................................................................................. 100 73-1.03 CONSTRUCTION ..................................................................................................................... 100 73-1.04 PAYMENT ................................................................................................................................. 103 73-4 TEXTURED CONCRETE AND COLORED CONCRETE SURFACES .............................. 104 73-4.01 GENERAL ................................................................................................................................. 104 73-4.02 MATERIALS .............................................................................................................................. 104 73-4.03 CONSTRUCTION ..................................................................................................................... 105 75 MISCELLANEOUS METAL ........................................................................................ 107 75-1 GENERAL .......................................................................................................................... 107 75-1.02 MATERIALS .............................................................................................................................. 107 77 LOCAL INFRASTRUCTURE ...................................................................................... 108 77-1 EXCAVATION AND RESTORATION .................................................................................. 108 77-1.01 GENERAL ................................................................................................................................. 108 77-1.02 MATERIALS .............................................................................................................................. 108 77-1.03 CONSTRUCTION ..................................................................................................................... 110 77-1.04 PAYMENT ................................................................................................................................. 118 77-2 WATERLINES ..................................................................................................................... 119 77-2.01 GENERAL ................................................................................................................................. 119 77-2.02 MATERIALS .............................................................................................................................. 119 77-2.03 CONSTRUCTION ..................................................................................................................... 122 77-2.04 PAYMENT ................................................................................................................................. 130 77-3 SEWERS ............................................................................................................................ 132 77-3.01 GENERAL ................................................................................................................................. 132 77-3.02 MATERIALS .............................................................................................................................. 132 77-3.03 CONSTRUCTION ..................................................................................................................... 136 77-3.04 PAYMENT ................................................................................................................................. 145 77-4 STORM DRAINS ................................................................................................................ 146 77-4.01 GENERAL ................................................................................................................................. 146 77-4.02 MATERIALS .............................................................................................................................. 146 77-4.04 PAYMENT ................................................................................................................................. 147 78 INCIDENTAL CONSTRUCTION ................................................................................. 148 78-2 SURVEY MONUMENTS .................................................................................................... 148 78-2.01 GENERAL ................................................................................................................................. 148 78-2.02 MATERIALS .............................................................................................................................. 148 78-2.03 CONSTRUCTION ..................................................................................................................... 148 78-2.04 PAYMENT ................................................................................................................................. 148 DIVISION IX TRAFFIC CONTROL DEVICES ..................................................................... 149 84 MARKINGS ................................................................................................................ 149 84-2 TRAFFIC STRIPES AND PAVEMENT MARKINGS ........................................................... 149 84-2.01 GENERAL ................................................................................................................................. 149 84-2.03 CONSTRUCTION ..................................................................................................................... 149 84-2.04 PAYMENT ................................................................................................................................. 149 84-9 EXISTING MARKINGS ....................................................................................................... 150 84-9.03 CONSTRUCTION ..................................................................................................................... 150 DIVISION X ELECTRICAL WORK ..................................................................................... 151 86 ELECTRICAL SYSTEMS ........................................................................................... 151 86-1 GENERAL .......................................................................................................................... 151 86-1.01 SUMMARY ................................................................................................................................ 151 86-1.03 SCHEDULE OF VALUES ......................................................................................................... 151 vi 86-1.04 EQUIPMENT LIST AND DRAWINGS ....................................................................................... 151 86-1.07 SCHEDULING OF WORK ......................................................................................................... 152 86-2 MATERIALS AND INSTALLATION ..................................................................................... 152 86-2.05 CONDUIT .................................................................................................................................. 152 86-2.06 PULL BOXES ............................................................................................................................ 153 86-2.08 CONDUCTORS AND CABLES ................................................................................................. 154 86-2.09 WIRING ..................................................................................................................................... 156 86-2.10 BONDING AND GROUNDING ................................................................................................. 157 86-2.11 SERVICE ................................................................................................................................... 158 86-2.14 TESTING ................................................................................................................................... 158 86-2.16 PAINTING ................................................................................................................................. 159 86-2.19 SIGNS ....................................................................................................................................... 161 86-3 CONTROLLER ASSEMBLIES............................................................................................ 161 86-3.01 CONTROLLER ASSEMBLIES .................................................................................................. 161 86-3.02 BATTERY BACKUP SYSTEM .................................................................................................. 161 86-3.04 CONTROLLER CABINETS ...................................................................................................... 162 86-4 TRAFFIC SIGNAL FACES AND FITTINGS ........................................................................ 162 86-4.01 VEHICLE SIGNAL FACES ........................................................................................................ 162 86-4.03 PEDESTRIAN SIGNAL FACES ................................................................................................ 163 86-5 DETECTORS ...................................................................................................................... 164 86-5.01 VEHICLE DETECTORS............................................................................................................ 164 86-5.02 PEDESTRIAN PUSH BUTTON ASSEMBLY ............................................................................ 167 86-6 LIGHTING ........................................................................................................................... 167 86-6.01 HIGH-PRESSURE SODIUM LUMINAIRES & 86-6.03 LOW-PRESSURE SODIUM LUMINAIRES ......................................................................................................................................... 167 86-6.02 LED LUMINAIRES .................................................................................................................... 167 86-6.11 PHOTOELECTRIC CONTROLS ............................................................................................... 169 86-6.14 TRAIL AND PATH LIGHTING .................................................................................................... 169 86-7 REMOVING, REINSTALLING, OR SALVAGING ELECTRICAL EQUIPMENT .................. 169 86-7.01 REMOVING ELECTRICAL EQUIPMENT ................................................................................. 169 DIVISION XI MATERIALS ................................................................................................... 170 90 CONCRETE ................................................................................................................ 170 90-1 GENERAL .......................................................................................................................... 170 91-1.01 GENERAL ................................................................................................................................. 170 90-1.01C SUBMITTALS ......................................................................................................................... 170 90-1.02 MATERIALS .............................................................................................................................. 170 1 STANDARD SPECIFICATIONS These Standard Specifications are to be used in conjunction with the State of California, Department of Transportation Standard Specifications and Standard Plans dated 2015. In absence of revision by these Standard Specifications, comply with the State of California Department of Transportation Standard Specifications dated 2015. DIVISION I GENERAL PROVISIONS 1 GENERAL 1-1 GENERAL 1-1.01 GENERAL Add to 1st paragraph in Section 1-1.01. When counting paragraphs, individually numbered items and tables are part of the preceding paragraph. Replace the 8th paragraph of Section 1-1.01 with: The Engineer will number bid items consecutively and uniquely for each contract. 1-1.05 REFERENCES Replace the 4th paragraph of Section 1-1.05 with: Where a section number is referenced without a reference to a document, the reference is to a section of the 2015 State Standard Specifications as revised by the City Standard Specifications and Special Provisions. 1-1.07 DEFINITIONS 1-1.07B Glossary Add to Section 1-1.07B or Replace if defined in Section 1-1.07B with: Architect: The Engineer as defined in this Section. Bid Item List: The Bid Item List is found in the bid forms. City: City of San Luis Obispo Department of Transportation: The City of San Luis Obispo Public Works Department. Department: The City of San Luis Obispo Public Works Department. Director: The City of San Luis Obispo Public Works Director or designee. Downtown Core: The downtown core is that area bounded by and including Nipomo, Marsh, Palm and Santa Rosa streets. 2 Engineering Standards: The current City of San Luis Obispo Engineering Standards Engineer: The City Engineer, City of San Luis Obispo, acting either directly or through properly authorized agents, the agents acting within the scope of the duties delegated to them. Holiday: Holiday shown in the following table: Holiday Date Observed Sunday Every Sunday New Year’s Day January 1st Birthday of Martin Luther King, Jr. 3 rd Monday in January Presidents Day 3rdMonday in February Memorial Day Last Monday in May Independence Day July 4th Labor Day 1stMonday in September Veterans Day November 12th Thanksgiving Day 4thThursday in November Day after Thanksgiving Day after Thanksgiving Day Day before Christmas Day Last working day prior to Christmas Day Christmas Day December 25th or first working day after Day before New Year’s Day Last working day prior to New Year’s Day If January 1st, July 4th, November 11th, or December 25th falls on a Sunday, the Monday following is a holiday. If November 11th falls on a Saturday, the preceding Friday is a holiday. Holiday Restriction Area: Defined by the Downtown Association boundary per City Council Resolution 9487. Construction activities which affect City Streets in the Downtown Area shall not occur between Thanksgiving and New Year’s Day. Refer to Appendix L for the Holiday Restriction Area map. Laboratory: The City or a designated laboratory authorized by the City to test materials and work involved in the contract. Landscape Architect: The Engineer as defined in this Section. Mission Style Sidewalk District: That area of the downtown and gateways specified to have Mission Style Sidewalk along frontages. Resolution 9114 (2000 Series) MUTCD: The most current version of the California Manual on Uniform Traffic Control Devices. Office of Structure Design: The Office of the City Engineer at the address located in the Special Provisions for the submission of bids. Plans: 1. Project Plans: Drawings specific to the project, including authorized shop drawings. 2. Engineering Standards: Drawing standard to City of San Luis Obispo. 3. Standard Plans: Drawing standard to Caltrans. 3 Scheduled Completion Date: Planned work completion date shown on the current schedule. Specifications: The directions, provisions and requirements contained in the City of San Luis Obispo, Standard Specifications and Engineering Standards as supplemented by the Special Provisions. Whenever the term “these specifications” or “these Standard Specifications” is used in this book, it means the provisions set forth in this book, in conjunction with, by reference, the edition of the State Standard Specifications as referenced in the beginning of this book. The Department of Transportation publications entitled Labor Surcharge and Equipment Rental Rates and General Prevailing Wage Rates are to be considered as a part of the Special Provisions. State: The City of San Luis Obispo Public Works Department. State of California: The City of San Luis Obispo Public Works Department. State Standard Specifications: Means the Standard Specifications of the California Department of Transportation, Business and Transportation Agency, dated 2015 1-1.08 DISTRICTS Delete Section 1-1.08. 1-1.11 WEB SITES, ADDRESSES, AND TELEPHONE NUMBERS Add to Section 1-1.11: Reference Web Site Address Telephone Number City of San Luis Obispo www.slocity.org 919 Palm Street San Luis Obispo, CA 93401 (805) 781-7200 1-1.12 MISCELLANY Replace 1st paragraph of Section 1-1.12 with: Make checks and bonds payable to the City of San Luis Obispo. 4 2 BIDDING 2-1 GENERAL 2-1.06 BID DOCUMENTS 2-1.06A General Replace Section 2-1.06A with: Standard Specifications and Standard Plans are available for review on the City’s web site or at the City Public Works Office. Obtain bid packages including plans and specifications at the City Public Works Office. 2-1.06B Supplemental Project Information Replace Section 2-1.06B with: Your attention is directed to the Special Provisions for the specific project regarding additional information that may be available. 2-1.12 DISADVANTAGED BUSINESS ENTERPRISES 2-1.12A General Add to Section 2-1.12A: This Section is applicable to federally funded projects and only as directed in the Special Provisions. 2-1.15 DISABLED VETERAN BUSINESS ENTERPRISES 2-1.15A General Add to Section 2-1.15A: This Section is applicable only as directed in the Special Provisions. 2-1.18 SMALL BUSINESS AND NON–SMALL BUSINESS SUBCONTRACTOR REFERENCES 2-1.18A General Add to Section 2-1.18A: This Section is applicable only as directed in the Special Provisions. 2-1.27 CALIFORNIA COMPANIES Delete Section 2-1.27. 2-1.31 OPT OUT OF PAYMENT ADJUSTMENTS FOR PRICE INDEX FLUCTUATIONS Delete Section 2-1.31. 2-1.33 BID DOCUMENT COMPLETION AND SUBMITTAL 2-1.33A General Add to Section 2-1.33A: Any items of work that do not have a distinct pay item are included in other items of work paid and no additional compensation will be allowed. 5 Bids must have all spaces for bid prices and totals filled in. In the case of arithmetic discrepancy between item prices and total prices, item prices prevail over total prices. Submit bid as directed in the Notice to Bidders. On the Subcontractor List, you must submit: 1. Name under which subcontractor is licensed 2. License number 3. DIR Public Works Registration Number 4. Address 5. Phone number 6. Specific description of subcontracted work 7. Percentage of total base bid amount with your bid. Failure to do so results in a nonresponsive bid. Furnish bid using blank forms provided in the Special Provisions. Bid must include all forms and must be signed by the bidder. Subcontractor List and percentage of each item subcontracted must be provided with the bid, on the List of Subcontractors form provided herein. 2-1.33B Electronic Bids Delete Section 2-1.33B 2-1.33D Bid Form Submittal Schedules 2-1.33D(1) General Add to Section 2-1.33(D)1: Submit your bid: 4. Under sealed cover marked outside of the envelope containing the bid in compliance with the instructions contained in the notice to bidders. 5. No bid will be considered unless accompanied by one of the following: a. Certified check b. Cashier’s check c. Bidder’s bond must comply with Section 2-1.34 If the bid is made by an individual, the individual’s name and mailing address must be shown. If made by a firm or a partnership, the name and mailing address of each member of the firm or partnership must be shown. If made by a corporation, the bid must show the name of the state under the laws of which the corporation was chartered, and the: 6. Names 7. Titles 8. Business addresses Of the: 9. President 10. Secretary 11. Treasurer 2-1.40 BID WITHDRAWAL Delete the 2nd paragraph in Section 2-1.40 6 3 CONTRACT AWARD AND EXECUTION 3-1 GENERAL 3-1.04 CONTRACT AWARD Replace Section 3-1.04 with: If the City awards the contract, the award will be made to the lowest responsive bid submitted by a responsible bidder within 60 calendar days. 3-1.04A Bid Protest Bid protest procedure is defined in the notice to bidders. 3-1.04B Additive/Deductive Contract Award When the bid form includes additive or deductive alternates, the Engineer will determine the lowest bid as defined in the Special Provisions. If no method is defined in the Special Provisions, the lowest bid is determined on the base price without consideration for the prices of the additive or deductive alternates in compliance with Section 20103.8 of the Public Contract Code. The City reserves the right to award or not award the contract including or omitting the alternates. Determination as to whether the alternates are included in the contract will be made by the City. All requirements in the contract apply to the work required to complete the alternates. 3-1.05 CONTRACT BONDS Replace Section 3-1.05 with: Furnish two good and sufficient bonds to the City of San Luis Obispo, California. Each bond must be in the amount equal to one hundred percent of the total contract price. One bond is for payment of claims for labor and materials, and the other bond for faithful performance. Only bonds from companies that are "Admitted" doing business in California will be acceptable to the City. Bonding companies must be on the Department of Treasuries approved list in Circular 570. Bonds must remain in full force during the guaranty period. Bond forms, penal sums. Within the time period set forth in the Contract Documents and prior to commencing the Work on the Project, the Contractor shall file with the Agency good and sufficient labor and material payment bond (Payment Bond) and performance bond (Performance Bond) in the amount of one hundred percent (100%) of the Contract Sum covering performance of the Work other than the professional design services portion of the Work. The Performance Bond and Payment Bond shall be in the form required by the Contract Documents. The amounts of the Payment Bond and Performance Bond shall be increased as, when and in the amount of any Change Orders that are executed increasing the Contract Sum, the Contract shall, upon request by the Agency, provide evidence of such increases. Should the Payment Bond or Performance Bond or any Surety on such bond become or be determined by the Agency to be insufficient, it shall be replaced within ten Days by a bond that fully complies with the requirements of this Paragraph. No further payments to the Contract for the Work performed shall be made or due until the Contractor has fully complied with the requirements of this Paragraph. 7 Duration. The Payment Bond shall remain in effect until Acceptance of the Work and payment of all stop notices and Claims by the Contractor or the Subcontractors, of any Tier, have been satisfied. The Performance Bond shall remain in effect and assure faithful performance of all the Contractor’s obligations under the Contract Documents, including, without limitation, all obligations that survive Final Completion or termination, such as, but not limited to, the Contractor’s warranty, commissioning and indemnity obligations. Surety. At the time the Contract is signed and always thereafter until Final Payment has been made by the Agency, the Surety on the Payment Bond shall be an Admitted Surety and the Surety on the Performance Bond shall be a licensed Surety in good standing with the California Department of Insurance and having an A.M. Best's Insurance Rating of not less than A-: VI. Premiums. The premiums for all bonds are included in the Contract Sum and shall be paid by the Contractor. Obligee. The Payment Bond and Performance Bond shall each name the Agency as obligee. All bonds purchased by the Subcontractors shall name the Contractor and the Agency as dual obligees. No exoneration. Changes, Change Orders, Unilateral Change Orders, Field Orders, Modifications and adjustments to the Contract Sum or Contract Time shall in no way release or exonerate the Contractor or its Surety from their obligations, and notice thereof shall be waived by the Surety. The foregoing provision shall be included in the terms of the Payment Bond, Performance Bond and any bonds obtained by the Subcontractors. Communications. The Agency shall have the right to communicate with the Contractor’s sureties with respect to matters that are related to the Contractor’s performance of its obligations under the Contract Documents. The Contractor shall be provided with a copy of all such written communications. Such communications shall not create, or be interpreted as creating, any contractual relationship between the Agency and the Surety. No limitation. The requirements of this Paragraph pertaining to the Performance Bond and the Payment Bond shall be without limitation to any other obligations the Contractor may have under Applicable Law to provide bonding for the benefit of and to assure payment to the Subcontractors or Subconsultants performing the Work for the Project. 3-1.05A Encroachment Permit Bond Encroachment Permits issued by the City are not effective for any purpose until the permittee files with the City a surety bond, when required by the Engineer, in the form and amount required by the City's Municipal Code. A surety bond is not ordinarily required of any public corporation or utility but will be required of any utility that fails to meet any obligation arising out of the work permitted or done under an Encroachment Permit or fails to maintain its plant, work, or facilities. The surety bond must remain in force for a period of one (1) year after acceptance of the work by the City. 3-1.08 SMALL BUSINESS PARTICIPATION REPORT Delete Section 3-1.08. 8 3-1.11 PAYEE DATA RECORD Delete Section 3-1.11. 3-1.18 CONTRACT EXECUTION Replace Section 3-1.18 with: The successful bidder must sign the contract and deliver to the Engineer: 1. Signed contract 2. Contract bonds 3. Insurance policies The Engineer must receive these documents before the 10th business day after the bidder receives the contract. The bidder’s security may be forfeited for failure to execute the contract and provide the Engineer with all documents within the time specified 3-1.18A Encroachment Permit Any encroachment permit application can be denied and once issued can be: 1. Modified 2. Revised 3. Revoked At any time, without prejudice, to prior rights including those evidenced by: 1. Joint use agreements 2. Franchise rights 3. Reserved rights 4. Any other agreements for operating purposes in the public right-of-way. If, in the opinion of the Engineer, you have violated any of the conditions of the permit, including but not limited to: 1. Work hours 2. Traffic control 3. Time of completion 4. Air pollution control 5. Water pollution control 6. Engineering Standards 7. Engineer’s directive The permit will be revoked. You are responsible to obtain a new permit including repayment of fees. You are responsible to reimburse the City for any costs incurred to maintain the work site until a new permit can be obtained and the work completed. If you violate any condition of any permit twice within any five-year period, you will be prohibited from working within the right-of-way for a period of two years following the completion of the project during which the second violation occurred. No party other than the named permittee or their agents may work under any permit. Excavations must be restored to the applicable Engineering Standard within 4 weeks of removal of the existing surface improvement or after one week where no work is completed within excavation, whichever is less. 9 If any: 1. Street 2. Sidewalk or 3. Driveway Is not reconstructed within the time limit set forth in this section the City reserves the right to complete the repair with its own or contract forces and obtain reimbursement from you in compliance with Section 9-1.23. Temporary paving must comply with Section 77-1.03C. Unless otherwise stated on the permit or other separate written agreement, all costs incurred for work within the public right-of-way pursuant to this Encroachment Permit are borne by the permittee, and permittee hereby waives all claims for indemnification or contribution from the City for such work. This permit is not in effect for any purpose until the permittee files with the City a surety bond when required by the Engineer in the form and amount required by the City's Municipal Code. The bond must remain in force for a period of one year after acceptance of the work by the City. This permit is issued with the understanding that any action is not to be considered as establishing any precedent: 1. On the question of the expediency of permitting any certain kind of encroachment to be erected within the public right-of-way; or 2. As to any utility of the acceptability of any such permits as to any other or future situation. Permittee understands and agrees that whenever permitted facilities conflicts with future City: 1. Improvements 2. Projects 3. New construction 4. Reconstruction 5. Maintenance In the public right-of-way, the facilities must be: 1. Relocated 2. Removed 3. Modified 4. Adjusted 5. As directed by the City At permittee’s sole expense. 10 4 SCOPE OF WORK 4-1 GENERAL 4-1.02 INTENT Add to Section 4-1.02. You are responsible to obtain a copy of the plans and current applicable standards and specifications and keep them at the job site for reference. You must maintain on the job site information on the manufacturer’s recommendation for installation or application when that information exists. 4-1.05 CHANGES AND EXTRA WORK 4-1.05A General Add to Section 4-1.05A. In instances where you and the City dispute that certain work is extra work or a change in the character of the work you are responsible to obtain, from the Engineer, for the disputed work daily agreement on: 1. Labor 2. Materials 3. Equipment Both parties daily must sign the agreements. Maintain and submit these records in compliance with Section 5-1.27E and Section 5-1.43. Daily agreement by the Engineer for disputed work items does not constitute agreement to pay for disputed work. 4-1.05A(1) Cost Request Bulletin (CRB) The Engineer may during the work, issue Cost Request Bulletin (CRB) describing work that may increase or delete work from the contract. Respond to the CRB in a thorough and timely manner identifying separately and fully all costs of the proposed addition or deleted work as described in the CRB and how the work change impacts critical path and contract completion date. Failure to respond within two weeks to CRB will not constitute justification for a time extension to the project. Failure to adequately describe the full cost associated with the CRB will not be justification for additional compensation later. 4-1.07 VALUE ENGINEERING Add to Section 4-1.07. This Section is applicable only as directed in the Special Provisions. 4-1.13 CLEANUP Add to Section 4-1.13. 4-1.13A Work Site Maintenance You agree, by acceptance of a contract or issuance of permit, to properly maintain the work site in a: 1. Safe 2. Clean 3. Neat Condition always. 11 Prior to the end of each workday you must remove all equipment and construction materials from the public right-of-way. The public right-of-way must be clean of any construction materials including but not limited to: 1. Concrete 2. Oils 3. Asphalt 4. Sand 5. Aggregate 6. Base At the direction of the Engineer, use a self-loading motor street sweeper with spray nozzles to clean the right-of-way. Do not use street sweepers or blowers that use high velocity air to disperse or blow contaminants out of project area. Clean project area and surrounding perimeter including any other area impacted by this work. Any traffic stripes or pavement markings that are removed or obliterated during work must be replaced with temporary tape, markers, or paint prior to opening the area to traffic. This maintenance and repair responsibility will run for the life of the encroachment and guarantee period. Replace with permanent striping and pavement markings in compliance with Section 84-1.03E. 4-1.13B Stockpiles Keep stockpile materials in the street to a minimum and remove by the end of each work day. Sweeping is required to remove stockpile residue either by hand, or at the direction of the Engineer, by mechanical street sweeper. Provisions must be made for controlling dust, arising for whatever reason, from stockpile materials. You are responsible for maintaining all stockpile areas in a neat and dust-free condition, with adequate stormwater controls. 12 5 CONTROL OF WORK 5-1 GENERAL 5-1.01 GENERAL Replace the 9th paragraph in Section 5-1.01 with: Whenever you change the normal agreed-to hours of work you must provide 24-hour notice to the Engineer. The Engineer may or may not approve such a change. If the change is not approved or work is allowed but no inspection will be available any work you perform outside the normal hours of work and in the absence of the Engineer will be subject to rejection. Normal hours of work fall between 7:00 A.M. and 4:00 P.M. Monday through Friday excluding City holidays. Obtain approval from the Engineer and Community Development Department for any work not within normal work hours. Adjustments to working hours may be imposed, in compliance with section 7-1.03B, because of public traffic impacts. 5-1.02 CONTRACT COMPONENTS Replace Section 5-1.02 with: A component in one contract part applies as if appearing in each. The parts are complementary and describe and provide for complete work. These Standard Specifications work in conjunction with: 1. Project plans 2. Engineering Standards 3. Standard plans 4. Manufacturer’s recommendations Where materials and methods are specified, details in plans and standards are to be consulted to provide full information needed to complete installations. If a discrepancy exists, the governing ranking of contract parts in descending order is: 1. Project Special Provisions 2. Project Plans 3. City Engineering Standards 4. City Standard Specifications 5. State Standard Specifications 6. State Standard Plans 7. Written numbers and notes on a drawing govern over graphics 8. A detail drawing governs over a general drawing 9. A detail specification governs over a general specification 10. A specification in a section governs over a pacificator referenced by that section Where manufacturer's recommendations for installation are more stringent than those prescribed in the Standard Specifications or the Special Provisions, the manufacturer's recommendations will take precedence. This condition may be waived at the discretion of the Engineer. Working drawings must be submitted in compliance with the provisions in Section 5-1.23. 13 5-1.02A Private Construction Projects Coordination and Interpretation of Plans When private construction: 1. Project plans, or 2. Project Special Provisions Conflict with: 1. City Engineering Standards, or 2. City Standard Specifications In these cases: 1. City Engineering Standards 2. City Standard Specifications Govern unless an approved exception is noted on the cover sheet of the approved plans or listed on the encroachment permit. 5-1.02B Encroachment Permit Plans For installation of all: 1. Underground facilities 2. All surface work 3. Other activity of consequence The permittee must furnish three (3) sets of plans showing: 1. Location 2. Construction 3. Other activity For underground mainline facilities work, the permittee must submit a complete set of “record drawings”, prepared by a registered civil engineer, for review and approval prior to placing facility into operation and signing of the final inspection Building or Encroachment Permit. Any change to the approved plan must be reviewed and approved by the design engineer and the Engineer and the change will not be authorized without the written concurrence of the owner for which the facility is being constructed. Place facility line markers or notification markers flush with the finished surface. Do not create a pedestrian trip or slip hazard. Markers are the responsibility of the owner of the facility to maintain. New facilities must maintain a clearance of five feet to existing City facilities unless otherwise authorized in writing by the Engineer. Failure to comply with this condition will result in a revocation of the encroachment permit at the time it is discovered by the Engineer. You are responsible to remove or relocate the facility at no cost to the City. 5-1.02C Inspection for Encroachment into Public Right-of-Way Before starting work notify the Engineer two working days prior to initial start of work. When work has been interrupted for more than five working days, provide the Engineer with one working day notification before restarting work. Unless otherwise specified, all work requiring inspection must be performed on weekdays, excluding holidays, during the normal working hours in compliance with Section 5-1.01. Work is subject to: 1. Monitoring 2. Inspection 14 3. Approval By the Engineer. The Engineer must receive all inspection requests at least one working day prior to the need for inspection. You must request a final inspection and acceptance of the work. The Engineer reserves the right to require work completed without inspection to be removed and reconstructed with inspection. 5-1.02D Sequencing Work within any block must be finished and the right-of-way completely restored (including finished pavement) prior to commencing work at any other permitted location or along any other portion of a permitted route. The Engineer may grant exceptions for permitted activities with low impacts to traffic (e.g. directional bore). 5-1.09 PARTNERING Delete Section 5-1.09. 5-1.13 SUBCONTRACTING 5-1.13A General Replace 5th paragraph in Section 5-1.13A with: Perform work equaling at least 50 percent of the value of the original total bid with your: 1. Employees 2. Equipment 3. Rental equipment with operator 4. Rental equipment without operators Excluding items designated with an “S” on the Bid Item List. “S” indicates specialty items of work. The value of specialty items of work is not included in the calculation. A representative of the prime contractor must be on site when any subcontractor is performing contract work. Contract work will not be allowed to continue until prime contractor’s representative is on site. 5-1.17 CHARACTER OF WORKERS Add to Section 5-1.17. If in the opinion of the Engineer, you or an employee fail to comply with contract provisions after receiving either written or oral direction, at the discretion of the Engineer, that person must not again be employed on the work or project. 5-1.20 COORDINATION WITH OTHER ENTITIES 5-1.20B Permits. Licenses, Agreements, and Certifications 5-1.20B(4) Contractor–Property Owner Agreement Add to Section 5-1.20B(4). Review the City of San Luis Obispo's Construction Code and Municipal Code dealing with the stockpiling of materials in the City. Dispose of all materials in a legal manner. Prior to use, furnish the Engineer evidence that properties have required: 1. Permits 2. Licenses 15 3. Clearances To be a construction yard and a temporary storage site for stockpiling. Add Section 5-1.20B(5) Comply with Local, State and Federal Regulations You are responsible to comply with: 1. Local 2. State 3. Federal Regulations regarding: 1. Air pollution 2. Water pollution 3. Proper disposal of materials In compliance with the Standard Specifications. Should you fail to meet the requirements of a permit or regulation as it pertains to work for the City, and the City has notice of an impending fine or mitigation measure against the City, the City will withhold payment or portions of payment in compliance with Section 9-1.16E in an amount sufficient to satisfy any fine or mitigation measure that may be imposed on the City in addition to any other retention held. Encroachment permittees are required to obtain all necessary permits, clearances and approvals from all entities having jurisdiction of the work including: 1. Public Utilities Commission 2. Railroad company 3. OSHA 4. Other public agencies 5. Regulatory authority Failure to comply is cause to revoke your encroachment permit. 5-1.20C Railroad Relations Replace Section 5-1.20C with: If the Contract includes an agreement with a railroad company, the City makes the provisions of the agreement available in the Information Handout in the document titled "Railroad Relations and Insurance Requirements." Comply with the requirements in the document. 5-1.20G City Authorizations and Permits Add to Section 5-1.20. If you desire to discharge to the sanitary sewer, you must receive prior permission from the Wastewater Collection Supervisor and the Environmental Programs Manager. Flushing waterlines must comply with section 77-3. If permission to discharge requires an Industrial User Discharge Permit, you must submit an Industrial User Discharge Permit Application to the Environmental Programs Manager. You must comply with all conditions of the issued permit and pay all applicable fees. Maintain proof of authorization to discharge at the job site at all times and provide that information to Engineer upon request. The application is available in the appendix to the Engineering Standards. 16 A City of San Luis Obispo Fire Department permit is required prior to crossing any liquid petroleum or high-pressure gas main. If a prior encroachment conflicts with the proposed work, you must arrange for any necessary removal or relocation with the prior permittee. Any such removal or relocation will be at no expense to the City. Before using explosives in work, you must receive authorization from the Engineer and obtain a permit for use from the City of San Luis Obispo Fire Department. You may also be required to increase the amount of insurance coverage if, in the opinion of the Engineer, your insurance does not include sufficient coverage for use of explosives. 5-1.23 SUBMITTALS Replace Section 5-1.23 with: 5-1.23A General Submittals are required for: 1 Materials and equipment not specified by standards, or a trade name and number 2 For working drawings. Submittals are also required when specified in the contract documents. Where products are clearly identified by standards or trade names and no substitution is proposed, no submittal is required. Submit adequate descriptive information, from which the Engineer can determine if the proposed: 1. Materials 2. Equipment 3. Working drawings Comply to the design concept and in compliance with the contract documents. Submittal must consist of: 1. Drawings 2. Specifications 3. Calculations 4. Descriptive data 5. Certificates 6. Samples 7. MSDS sheets 8. Test results 9. Information required in the specifications. Submittal will be reviewed for general compliance with the design concept and general compliance with the information given in the contract documents. Submittals will not be review for: 1. Quantities 2. Dimensions 3. Coordination with the work of other trades 4. Construction safety precautions All of which are your sole responsibility. Review of a specific item does not indicate acceptance of an assembly of which the item is a component. The Engineer and contract designer are not 17 required to review and will not be responsible for any deviations from the contract documents not clearly noted. Partial submittals and partial grouped submittals will not be reviewed. 5-1.23B Coordination You must furnish submittals to the Engineer. You must: 1. Coordinate 2. Compile 3. Submit All required submittals from suppliers and subcontractors to the Engineer. All communications between you and a contract designer must be written and submitted to the Engineer to furnish to contract designer. 5-1.23C Organization Submittals must be accompanied with a transmittal. Transmittal must include: 1. Submittal number 2. Brief description of the submittal 3. Submittal log The submittal number is a unique number in the following formant: XXXXX-YY-ZZ X is equal the project’s specification number. Project specification number can be found in the project’s Special Provisions. Y is equal to the submittal item number. The submittal item number is a unique number and sequentially assigned for each specific: 1. Item 2. Class of material 3. Equipment 4. Items specified in separate Sections Z is equal to the number of times the submittal item has been furnished to the Engineer for review. Start at 01 for the initial review and increment 1 integer larger for each subsequent resubmittal. A submittal log must accompany each submittal showing all known past and future submittals and status. 5-1.23D Deviation from Contract If you propose to provide any: 1. Material 2. Equipment 3. Working drawings Which deviates from the contract requirements, indicate this on the transmittal form accompanying the submittal. In the transmittal provide a brief description of submittal and why the deviation is requested and compare the: 1. Material 2. Coatings 3. Mechanical functions 4. Energy efficiency 5. Warranty 18 6. Differences between the material specified and the material submitted. 5-1.23E Submittal Completeness Submittals that do not contain all the information required to allow the Engineer to make a determination as to the submittals acceptability and compliance with the project documents, will be returned without a complete review. A resubmittal must be made. 5-1.23F Submittal Package Group submittal to expedite the review process and to reduce the likelihood of conflicts among submittals. Submittals for various items must be made as a single submittal when the items taken together constitute a manufacturer's package or are so functionally related that expediency indicates checking or review of the group or package as a whole. Conversely, various items that are not functionally related must be submitted separately. Submittal packages that are not appropriately grouped will be returned without review. Provide one complete portable document format (PDF) file of each submittal to the Engineer. If you are unable to provide electronic documents, provide two complete copies of each submittal to the Engineer. The Engineer will retain two copies of the submittal and return one package to you within three weeks. Submittals that require review by: 1. Agency 2. Public Works Department 3. Utility 4. Consultant designer Will require one additional copy of the submittal as well as three additional weeks of review time. 5-1.23G Returned Submittals Returned submittals will indicate one of the following actions: 1. No Exceptions Taken – The review indicates that the material, equipment, or work method is in compliance with the design concept and complies with the contract documents. You may begin the work method or incorporate the material or equipment covered by the submittal. 2. Make Corrections Noted – The review indicates limited corrections are required to the submittal in order for the material, equipment, or work method to be in compliance with the design concept and to comply with the contract documents. You may begin imple- menting the work method or incorporating the material and equipment covered by the submittal in compliance with the noted corrections. Where submittal information will be incorporated in Operation and Maintenance data, a corrected copy must be provided. 3. Revise and Resubmit – The review indicates that the submittal is insufficient or contains incorrect data. Except at your own risk, you may not undertake work covered by this submittal until it has been revised, resubmitted and returned marked either "No exceptions taken" or "Make corrections noted." 4. Rejected – The review indicates that the material, equipment, or work method is not in compliance with the design concept and not in compliance with the contract documents. Except at your own risk, you may not undertake the work covered by such submittals until a new submittal is made and returned marked either "No exceptions taken" or "Make corrections noted." 5. Information Only –The review indicates that the submittal contains contract required information. 5-1.23H Responsibility 19 Review of working drawings or submittals does not relieve you of responsibility for errors and does not indicate an assumption of risks or liability by the: 1. City, or by any officer or employee or 1. By any engineering firm conducting the review on behalf of the City You have no claim under the contract on account of the failure, or partial failure, of the method of: 1. Work 2. Material 3. Equipment Reviewed. A mark of "No exceptions taken" or "Make corrections noted" means that the City has no objection to you using the: 1. Plan 2. Method of work proposed 3. Providing the materials 4. Equipment proposed 5-1.23I Charges for Third Party Submittal Review The Engineer will allow up to two reviews of each submittal. If you are required to make a third submittal for any item, then the costs of the third review will be at your expense. The cost of the review will be deducted from payments due. The cost of the review by contract professional services will be on a time and materials basis at standard company billing rates. Billing for this expense will be in compliance with Section 9-1.23. 5-1.26 CONSTRUCTION SURVEYS Replace Section 5-1.26 with: 5-1.26A General You must provide the necessary horizontal and vertical survey control for the completion of the work. A Licensed Land Surveyor or a Registered Civil Engineer must perform survey work. Control must be provided for site grading, significant layout, or as directed by the Engineer. Control must be provided in the same system of units as shown. You must provide surface grade control every 50 feet and at grade breaks and begin and end of curves. You must mark the control points in the field and provide a printed sheet with the point information, site layout, and control point layout to the Engineer. If you are working within 24 inches of a survey monument or bench mark you must employ a Licensed Land Surveyor or a Registered Civil Engineer to tie-out the monument or bench mark. Should any existing survey monument be disturbed or destroyed during construction, it must be reset at the previous location. Should any existing bench mark be disturbed or destroyed during construction, a new one must be set at a nearby, but different, location than the existing, as determined by the Engineer. Monuments and bench marks must be set by a Licensed Land Surveyor or a Registered Civil Engineer properly licensed to complete survey work. The City reserves the right to review the Land Surveyor or Engineer's license to determine its validity. For monuments, a Corner Record must be filed with the County and a copy delivered to the Engineer. For bench marks, documentation of the bench mark and how it was reset must be delivered to the Engineer prior the project acceptance or sign off of the Encroachment Permit. Damaged or disturbed property corners must be replaced by a Land Surveyor at your expense. 20 5-1.26B Payment Full compensation for work specified in Section 5-1.26 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. 5-1.27 RECORDS 5-1.27E Change Order Bills Replace Section 5-1.27E with: You must deliver all Change Order Bills and support documents in writing to the Engineer. The Engineer will not accept a Change Order Bill unless prior approval for the work has been given. A change order is approved when both you and the Engineer have approved it in writing. 5-1.36 PROPERTY AND FACILITIES PRESERVATION 5-1.36A General Add to Section 5-1.36A. 12. Infrastructure 13. Street surfacing 14. Traffic stripes 15. Pavement markings and markers 16. Survey monuments 17. Bench marks 18. Utilities 19. Trees 20. Traffic signal equipment 21. Other public fixtures Repair to damage must comply with the associated sections of the specifications, standards, and plans. Monuments and benchmarks must comply with Section 5-1.36E. Where trees or tree roots are present in the work area, tree protection must comply with Section 77-1.03A(2)(g). The Engineer reserves the right to require you to video inspect any service line or mainline suspected of damage by your operation. If the Engineer requires a video inspection on a sewer lateral, you must install a sewer clean out on the lateral in compliance with Engineering Standards. Provide written notification of any work on the lateral to the property owner, with a copy to the Engineer, prior to any: 1. Modification 2. Repair 3. Replacement Damage to property and facilities must be reported immediately to the Engineer. Prior to beginning work determine the location of any underground facilities. Contact Underground Service Alert (USA) at 811 and request all utility lines to be marked. 21 5-1.36A(1) Trenchless Operations When any trenchless method is used to install or repair a utility, all pressurized utility lines and sewer laterals that will be crossed must be pot-holed. Other State or Federal requirements may apply. When completing work by a directional bore, you must field locate and verify the: 1. Condition 2. Type of material 3. Depth of all service lines and mainlines to be crossed If the bore will provide at least 3 feet of clearance from sewer laterals, the Engineer may waive field locating of sewer laterals. 5-1.36B Landscape Add to Section 5-1.36B. Repair minor damage to turf by top dressing to create an even grade with amended topsoil and seeding with an approved seed mix. Damage to turf in excess of 100 square feet must be replaced with sod. 5-1.36D Nonhighway Facilities Add to Section 5-1.36D Existing third party (non City-owned) utilities are shown on project plans for information purposes only. It is your responsibility to contact “Underground Service Alert USA” and have site marked prior to start of excavation or sawcutting. The City of San Luis Obispo is not responsible for any: 1. damages 2. costs 3. delay 4. expenses resulting from a third party underground facility operator’s failure to comply with stipulations as set forth in 4216.7.(c) of California Government Code. 5-1.36E Survey Monuments Replace section 5-1.36E with: Protect survey monuments on and off the highway. All survey and construction, maintenance or other work must be performed consistent with Section 8725 and 8771 of the California Business & Professions Code. Monuments and bench marks must be set by a Licensed Land Surveyor or a Registered Civil Engineer properly licensed to complete survey work. The City reserves the right to review the Land Surveyor or Engineer's license to determine its validity. Sufficient controlling monuments shall be retained or replaced in their original positions to enable property, right-of-way and easement lines, property corners, and subdivision and tract boundaries to be reestablished. Anything that appears to be a monument or benchmark must be reported to the Engineer prior to construction or disturbance. A Licensed Land Surveyor 22 must locate and reference known monuments or benchmarks that will be disturbed by construction activities. A corner record shall be filed with the County prior to construction for any monument or benchmark that will be disturbed by construction. The corner record must detail the location of the monument and any tie-outs. Should the existing survey monument be disturbed or destroyed during construction, it must be reset at the previous location. All tie-outs must be removed after the original monument is re-established. Should any existing bench mark be disturbed or destroyed during construction, a new one must be set at a nearby, but different, location than the existing, as determined by the Engineer prior to construction. For monuments, a corner record must be filed with the County and a copy delivered to the Engineer before and after construction. For bench marks, documentation of the transferred bench mark, including a location map, field notes and surveyor certification, must be delivered to the Engineer prior the project acceptance or sign off of the Encroachment Permit. Damaged or disturbed property corners must be replaced by a Land Surveyor at the contractor’s or owner’s expense. Upon discovery of a survey monument not identified and located immediately: 1. Stop work near the monument 2. Notify the Engineer Do not resume work near the monument until authorized. 5-1.38 MAINTENANCE AND PROTECTION RELIEF Add to Section 5-1.38. However, nothing in this Section 5-1.38 providing for relief from maintenance and responsibility will be construed as relieving you of full responsibility for correcting any defective work or materials found at any time. 5-1.39 DAMAGE REPAIR AND RESTORATION 5-1.39A General Add to Section 5-1.39A. You must immediately repair or install an approved alternate to any facility missing, damaged or non-operational as a result of your work, prior to continuing with the other contract work. If the repairs are not made as required, you agree to the cost of those repairs made by others at the City’s direction in compliance with Section 9-1.23. 5-1.43 POTENTIAL CLAIMS AND DISPUTE RESOLUTION 5-1.43A General Add to Section 5-1.43A Potential claim forms are located on the City’s website: www.slocity.org/government/department-directory/public-works/documents- online/construction-documents 5-1.43E Alternative Dispute Resolution Delete Section 5-1.43E. 23 6 CONTROL OF MATERIALS 6-1 GENERAL 6-1.04 BUY AMERICA Add to Section 6-1.04. This Section is applicable only as directed in the Special Provisions. 6-1.05 SPECIFIC BRAND OR TRADE NAME AND SUBSTITUTION Replace Section 6-1.05 with: Whenever the specifications permit the substitution of a similar or equivalent material or article, no tests or action relating to the approval of the substitute material will be made until your request for substitution is made in writing accompanied by complete data as to the equality of the material or article proposed. The request must be made a minimum of ten working days prior to the bid opening date identified in the Notice to Bidders. Substitutions requested after bid opening must be made in ample time to permit approval without delaying the work. Requests for substitutions must comply with Section 5-1.23. Any substitutions that are approved must be furnished without additional cost to the City. If any changes are required for the proper installation and fit of alternative materials or equipment, or because of deviations from the contract plans and specifications, such changes must not be made without the consent of the Engineer and must be made without additional cost to the City. 24 7 LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC 7-1 GENERAL 7-1.02 LAWS 7-1.02K Labor Code 7-1.02K(1) General Add to Section 7-1.02K(1). The project is subject to compliance monitoring and enforcement by the California Department of Industrial Relations. 7-1.02K(3) Certified Payroll Records (Labor Code 1776) Replace 5th paragraph in Section 7-1.02K(3) with: You must submit certified payroll records electronically to the Engineer. Engineer’s email address is provided at the Project’s Pre-Construction Meeting. Add to section 7-1.02K(3). Weekly payrolls must include the base pay rate and the fringe benefits or you may submit a statement of fringe benefits, clearly defining which benefits are paid directly to the employee as part of the hourly rate, and which benefits are paid into an approved program. Fringe benefit statements must be signed by the employer or the employer’s agent certifying the fringe benefit statement is correct and the employer has been authorized to make any payments on behalf of the employee to approved programs. Submit certified payrolls to the Engineer. Furnish the Engineer one Portable Document Format (PDF) file which contains all certified payroll records for the prior month’s work. Submit a redacted PDF file making the employee’s social security number illegible. Failure to submit a PDF file with other monthly payroll records is considered an incomplete payroll submission and penalties will be assessed. 7-1.02K(6) Occupational Safety and Health Standards 7-1.02K(6)(b) Excavation Safety Add to section 7-1.02K(6)(b). Comply with Labor Code 6705 and 6707. Comply with Public Contracts Code 7104. 7-1.03 PUBLIC CONVENIENCE Add to Section 7-1.03. Public traffic includes all: 1. Motorized vehicles 2. Bicycles 3. Pedestrian traffic 4. Personal mobility devices 25 Areas modified by you for use by pedestrians must provide adequate accessibility to meet Americans with Disabilities Act (ADA) requirements. Where walkways are damaged, alternate walkways must be placed around the work site or other materials may be used to allow use of the area. Where plywood is used it must be a minimum of ¾ inch in thickness and beveled at the ends to prevent tripping, fastened down to prevent shifting and supported underneath as needed to prevent bowing. The Engineer may require cold mix to be placed to transition walkway to plywood. Sidewalks must not be blocked. Where excavations in pedestrian walkways are minor and do not restrict pedestrian walking area or create a hazard to the pedestrian, structurally sound walkways with safety railings must be provided over or around the excavated area. All walkway areas must comply with the Americans with Disabilities Act. In the Downtown Core or other high pedestrian traffic areas, temporary walkways must be a minimum of five feet in width. Where sidewalk and bike path facilities exist, a minimum width of four feet must be maintained at all times and must provide for a safe passage through the work area. At no time will pedestrians be diverted into a portion of the street used concurrently for motorized traffic. At locations where adjacent alternate walkways are not practical, the Engineer may approve sidewalk closures. Appropriate signs and barricades must be installed at the limits of construction and in advance of the closure at the nearest crosswalk or intersection to divert pedestrians across the street. Provisions must be made to accommodate existing transit routes and stops. You must notify the Engineer at least 72 hours in advance of any work that will require rerouting or delay of a transit line or school bus. You must post any transit stop affected by the rerouting at least 48 hours in advance at the affected transit stop identifying the affected routes, days, and times. Furnish the Engineer and utility companies with the 1. Names 2. Addresses 3. Telephone numbers of two individuals in San Luis Obispo, before starting work that can be reached in case of emergency, 24 hours a day, throughout the duration of the job. These emergency contacts must be able to provide on-site response within one hour. Do not close streets to traffic without written permission from the Engineer. However, in the absence of the Engineer, if the necessity for closing a street is absolute to prevent immediate danger to the public, you must immediately notify the: 1. Engineer 2. Police Department 3. Fire Department Provide access to and from all property adjacent to the work area where normal access existed prior to your work. All: 1. Traffic lanes 2. Driveways 3. Sidewalks 4. Street crossings Must be usable at the end of the work day. 26 Work shall not occur within the downtown area between Thanksgiving and New Year’s day per City Council Resolution 9487 (2003 Series). This is defined as the Holiday Restriction Area, the limits of which are defined by the Downtown Association Boundary. Work within the downtown area between 11:00 AM and 1:00 PM shall be noise restricted. Restricted activities include, but are not limited to: saw cutting, demolition of asphalt or concrete, and excavation. The Engineer may restrict work at their discretion. The limits of the downtwon area are defined by “CIP Holiday Restriction Area” map, Appendix L. 7-1.03A Public Notification Supply and deliver notices of the work to all properties adjacent to and within 100 feet of the work area. The notice must include: 1. A brief description of the work 2. Date the work will start 3. Date the work will end 4. Potential impacts on the adjacent property 5. Company representative’s name 6. Company representative’s phone number where they can be reached or a message can be left Company representative must respond to all phone calls received within 18 hours of receipt with the requested information. Provide notices at least 48 hours in advance of the work. The dates in the notice must represent only those dates when work is anticipated at the specific address. The project duration must not be used as a substitute for actual site dates. Hangers without proper dates must be reissued to adjacent property owners at your expense. The Engineer must review and approve notice wording prior to distribution. Do not place notices inside mailboxes. Notices must be hand delivered or made up as a door hanger. This notice is in addition to notice required for water service interruptions. 7-1.03A(1) Street Maintenance Street maintenance activities, including: 1. Overlays 2. Reconstruction 3. Slurry seal 4. Micro-surfacing 5. Other surfacing or seal coats Require you notify all residents and businesses within 300 feet or one block (whichever is a greater distance) of the work areas between three and five days in advance of the work. This notification must be in the form of a door hanger that is to be hand-delivered or placed on the front door of each business or residence. A sample door hanger is included in the appendix of the Engineering Standards. 7-1.03A(2) Street Closure Where street closures are allowed either under the conditions of the Special Provisions or by separate authority of the Engineer, comply with the following conditions. By noon Monday, submit a written schedule of planned closures for the following week period, defined as Friday noon through the following Friday noon. 27 The street closure schedule must show the: 1. Locations 2. Dates 3. Times Of the proposed street closures. Street closure schedules submitted to the Engineer with any: 1. Incomplete 2. Unintelligible 3. Inaccurate information Will be returned for correction and resubmittal. The Engineer will review and approve or return for corrections the street closure schedule. You may be required to coordinate with other parties as a condition of approval of the street closure schedule. Provide notification of the street closure to: 1. Police dispatch 2. Bus services 3. Garbage company 4. Affected properties as described above Immediately notify the Engineer if a scheduled street closure will not take place. Amendments to the street closure schedule, including adding additional closures, must be submitted to the Engineer for review and approval, and must be done in writing at least three working days in advance of a planned street closure. Approval of amendments to the street closure schedule will be at the discretion of the Engineer. Approved closures that are cancelled due to unsuitable weather may be rescheduled at the discretion of the Engineer for the following working day. Public traffic may only be restricted during those times when work is actually underway. 7-1.03A(3) No Parking Place "No Parking" signs at least 24 hours before beginning of work. In areas where vehicles may be in the way of construction, place and request Police Department verify “No Parking” signs at least 30 hours prior to the beginning of work to allow for the legal time required for notification prior to removing a vehicle. Do not place “No Parking“ signs more than five days in advance of the anticipated work without prior approval from the Engineer. If no work is performed for five consecutive days, remove the “No Parking” signs and reposted as stated above prior to the start of work. “No Parking” signs must specify the following: No Parking Construction Zone Tow Away Per Municipal Code 10.16.055 and CVC 22651(m) Towed Vehicles Contact SLPD 781-7312 Date: XXXXX to XXXXXX Time: XXXXX to XXXXXX Contractor: Contractor Office Number: 28 7-1.03B Traffic Control Plan Submit to the Engineer a traffic control plan for review and approval by the Engineer prior to any construction activities starting and prior to issuance of an encroachment permit. Traffic control plan must comply with the MUTCD. Submit separate traffic control plans for each phase of the work requiring a change in traffic control. Allow a minimum of five working days for review of the submitted traffic control plan and five working days for review of any resubmitted plans. Do not begin work until the Engineer approves the traffic control plan. Limited work hours may be imposed at any time. Expect that the Engineer will impose work hour restrictions if the work impacts traffic flow on any: 1. Major route 2. In the vicinity of schools 3. The Downtown Do not restrict the public right-of-way roadway without an approved traffic control plan. The Engineer must review the implemented traffic control for compliance with the approved traffic control plan, prior to the start of any work. Provide adequate width to allow a bike lane adjacent to the travel lane or provide clear posting that the bicycle lane is closed. Do not place traffic control devices or construction equipment in bike lanes or in sidewalk such that they are blocked, as determined by the Engineer, when these facilities are open for use. A Traffic Control Plan must be submitted and shall be detailed to show how traffic will be routed through and around the construction operations. The plan shall show: 1. all required equipment 2. barricading 3. flagmen 4. use of pilot vehicles 5. signing 6. tapers 7. other Traffic Control System components as may be required to maintain traffic circulation. The plan shall show in detail how traffic will be routed through and around the construction site, including traffic from cross streets, alleys, and private driveways. The plan shall also show the location of placement for signs that will provide advance warning to through traffic of street closure. The proposed scheduling for posting of Parking Restriction shall be included as part of the Traffic Control Plan submitted. The Engineer may require field alterations of the traffic control plan as necessary to provide for the convenience of public traffic. You must place, relocate or remove components of the traffic control system when directed by the Engineer, at no additional cost. Failure to comply with the approved traffic control plan and any direction of the Engineer will be grounds for suspension of the construction operation until you make the necessary changes. As an integral part of the Traffic Control Plan, you must designate one person as lead for traffic control, and that person shall be on the job site and available to the Engineer at all times during 29 construction. The traffic lead shall be responsible for the proper placement and operation of all traffic control components and have available a sufficient supply of additional traffic control equipment in order to quickly execute any field changes as directed by the Engineer for the convenience of public traffic. Furnish the City of San Luis Obispo with the written names and phone numbers of the personnel to be contacted after hours for hazardous conditions to traffic that may require additional protective measures. 7-1.04 PUBLIC SAFETY Replace 15th paragraph of Section 7-1.04 with: Notify the Engineer not less than five days and not more than 40 days before the anticipated start of an activity that will change the vertical or horizontal clearance available to traffic, including shoulders. 7-1.06 INSURANCE Replace Section 7-1.06 with: 7-1.06A GENERAL Procure and maintain for the duration of the contract, insurance against claims for: 1. injuries to persons 2. damages to property which may arise from or in connection with the performance of the work by your: 1. agents 2. representatives 3. employees 4. subcontractor Provide: 1. Commercial General Liability Insurance 2. Commercial General Liability Insurance Endorsement 3. Automotive Liability Insurance 4. Automotive Liability Insurance Endorsement 5. Workers’ Compensation Insurance The Contractor agrees to defend, indemnify and hold harmless the City from and against any and all fines or mitigation measures imposed on the City arising out of the Contractor's actual or alleged violation of any local, state or federal regulation, as well as all attorney fees, costs and expenses of any kind which directly or indirectly arise out of or are in any way associated with enforcing this indemnity provision against the Contractor. The Contractor is required to notify the Engineer of any accident that has occurred within the construction zone or in the vicinity of the construction zone at the time of the incident. The Contractor must call the City of San Luis Obispo dispatcher and request that an Officer come to the site to document the incident. 7-1.06B Minimum Scope of Insurance Coverage must be at least as broad as: 30 1. Insurance Services Office Commercial General Liability coverage: a. CG 20 10 Prior to 1993 b. CG 20 10 07 04 with CG 20 37 10 01 2. Insurance Services Office form number CA 0001 (January 1987 Edition) covering Automobile Liability, code 1 (any auto). 3. Workers' Compensation insurance as required by the State of California and Employer's Liability Insurance. 7-1.06C Minimum Limits of Insurance Maintain insurance limits no less than: 1. General Liability: $1,000,000 per occurrence for bodily injury, personal injury and property damage. If Commercial General Liability or other form with a general aggregate limit is used, either the general aggregate limit must apply separately to this project/location or the general aggregate limit must be twice the required occurrence limit. 2. Automobile Liability: $1,000,000 per accident for bodily injury and property damage. 3. Employer's Liability: $1,000,000 per accident for bodily injury or disease. 7-1.06D Deductibles and Self-Insured Retentions Any deductibles or self-insured retentions must be declared to and approved by the City. At the option of the City, either: 1. the insurer must reduce or eliminate the deductibles 2. procure a bond guaranteeing payment of: a. losses and related investigations b. claim administration and defense expenses. 7-1.06E Other Insurance Provisions The general liability and automobile liability policies are to contain, or be endorsed to contain, the following provisions: 3. The City, its officers, officials, employees, agents and volunteers are to be covered as insureds as respects: 4. liability arising out of activities performed by or on behalf of you 5. your products and completed operations 6. premises owned, occupied or used by you 7. automobiles owned, leased, hired or borrowed by you 8. The coverage must not contain special limitations on the scope of protection afforded to the City and its: a. officers b. officials c. employees d. agents e. volunteers 9. For any claims related to this project, your insurance coverage will be the primary insurance for the City and its: a. officers b. officials c. employees d. agents e. volunteers 31 10. Any insurance or self-insurance maintained by the City is in excess to your insurance and will not contribute to it 11. Any failure to comply with reporting or other provisions of the policies including breaches of warranties must not affect coverage provided to the City and its: a. officers b. officials c. employees d. agents e. volunteers 12. Your insurance must apply separately to each insured against whom claim is made or suit is brought, except with respect to the limits of the insurer's liability 13. Each insurance policy required must be endorsed to state that coverage will not be: a. suspended b. voided c. canceled by either party d. reduced in coverage or in limits except after thirty days prior written notice provided by certified mail with return receipt requested has been given to the City 14. Coverage may not extend to any indemnity coverage for the active negligence of the additional insured in any case where an agreement to indemnify the additional insured would be invalid under Subdivision (b) of section 2782 of the Civil Code 7-1.06F Acceptability of Insurers Insurance is to be placed with insurers with a current A.M. Best's rating of no less than A:VII. 7-1.06G Verification of Coverage Furnish the City with a certificate of insurance showing required insurance coverage. Original endorsements effecting general liability and automobile liability coverage must be provided. The endorsements are to be signed by a person authorized by that insurer to bind coverage on its behalf. All endorsements are to be received and approved by the City before work commences. 7-1.06H Subcontractors Include all subcontractors as insured under its policies or provide separate certificates and endorsements for each subcontractor. All insurance coverage for subcontractors are subject to same requirements as the prime contractor. 7-1.06I Private Contract A certificate of liability insurance with at least $1 million in general liability coverage and a CG 2012 additional insured endorsement attached to it. 32 8 PROSECUTION AND PROGRESS 8-1 GENERAL 8-1.02 SCHEDULE Replace Section 8-1.02A with: 8-1.02A General Submit the type of schedule specified in the Special Provisions. If no type is specified, submit a Level 1. Acceptance of the schedule will not relieve you of the responsibility for accomplishing the all the work in compliance with the contract. You agree by submission of a bid, that the work can be completed within contract duration and working hour restrictions. The Engineer will not accept a schedule that shows a project completion date in excess of the contract time duration. No progress payments will be paid until the Engineer has approved the project schedule. Float time shown on the approved project schedule is not for exclusive use or benefit of either you or the Engineer. Float time is available for use by either you or the Engineer whoever needs it first to: 1. Minimize the impact of project problems 2. Delays 3. Changes in the work You agree that float time may be used by the Engineer to resolve project problems. You agree that there will be no basis for any modification of the: 1. Project milestone dates 2. An extension of the contract time 3. A claim for additional compensation Because of any: 1. Project problem 2. Change orders 3. Delay That only results in the loss of available float on the project schedule. Monthly prior to application for payment, you must arrange a meeting with the Engineer to review your updated project schedule. Updates must include accurate progress data and be based upon your best judgment. Updates must be made to the project schedule in consultation with all subcontractors and suppliers. 8-1.02A(1) Privately Funded Encroachment Permits, Projects, Tracts and Subdivisions For privately funded projects, submit a copy of the project schedule prior to the start of work. The schedule must be a Level 1 schedule and at a minimum show: 1. The start of work 2. All major phases of the project 3. The project completion date 33 Schedule updates must be submitted when prepared or as requested by the Engineer. 8-1.02B Level 1 Critical Path Method Schedule 8-1.02B(1) General Replace 1st paragraph in Section 8-1.02B(1) with: Section 8-1.02B applies to a contract with a total bid less than $1 million and less than 100 original working days. Add to Section 8-1.02B 8-1.02B(4) Payment Full compensation for work specified in Section 8-1.02A and 8-1.02B is included in the payment for other bid items unless a bid item of work is shown on the Bid Item List. 8-1.03 PRECONSTRUCTION CONFERENCE Add to Section 8-1.03 The Engineer will execute the contract with the successful bidder upon receipt of: 1. Bonds 2. Insurance 3. Signed agreement The Engineer will set a date for the pre-construction conference. The pre-construction conference will take place within 15 working days of the execution of the contract by the Engineer. Attendance by your representative is required. The pre-construction conference will generally be held on a Thursday or Friday. All listed subcontractors performing contract work must attend the preconstruction meeting. At a minimum, provide the following submittals at the preconstruction meeting: 1. emergency contact list 2. representative at the site of work authorized to sign extra work tickets 3. representative authorized to sign change orders 4. Caltrans equipment rental rates for equipment used to complete work 5. work schedule 6. traffic control application 7. traffic control plans 8. water pollution control plan 9. location of construction yard 10. location of disposal site 11. evidence construction yard is correctly permitted if construction yard is not your business address 12. evidence disposal yard is correctly permitted. 13. door hanger for notification of adjacent properties 8-1.04 START OF JOB SITE ACTIVITIES 34 8-1.04B Standard Start Replace Section 8-1.04B with: The contract time, as stated in the Special Provisions, will begin on the date specified in the notice to proceed, generally the second Monday following the pre-construction conference. Work must commence within ten working days from the start of contract time. Failure to start work within the allotted time period, without written approval of the Engineer, is considered abandonment of the work and the Engineer may terminate your control over the work in compliance with Section 8-1.13. Work must be diligently prosecuted to completion before the expiration of the contract time provided in the Special Provisions, beginning on, and including, the start date given in the notice to proceed. Private projects may begin following receipt of required approvals and noticing for inspection staff. 8-1.05 TIME Replace Section 8-1.05 with: You must complete all of the work called for under the contract within the time set forth in the Special Provisions. You must complete any designated portion of the project within the time as shown or specified. Determination that a day is a nonworking day by reason of inclement weather or other conditions will be made by the Engineer. The Engineer will provide the status of working days on the monthly progress payment, including: 1. Total days 2. Days used 3. Days remaining You are responsible to verify the days are correctly shown on the pay estimate. If you believe an error has been made, notify the Engineer in writing within 15 days of receipt of the pay estimate, or the status of days is deemed accepted as correct. Complete all work including punch list items before the expiration of the contract time. Monthly status of working days will only be provided when working days are being charged and monthly payment is due to you. 8-1.10 LIQUIDATED DAMAGES 8-1.10A General Replace 3rd and 4th paragraphs in Section 8-1.10A with: Liquidated damages per day amount are as directed in the Special Provisions. 35 8-1.10B Failure to Complete Work Parts within Specified Times Add to Section 8-1.10B. 8-1.10B(1) Failure To Coordinate Signal Turn-Ons, Striping And Signing If signal turn-on, road striping, and signing are not coordinated as required by the project specifications, the City and its residents will sustain damage. Since it is and will be impractical to determine the actual damage which the City and its residents will sustain by reason of your failure to comply with the project specifications, it is agreed that you will pay to the City the sum of $500 per day for each: 1. Day that you fail to stripe the road 2. Day that you fail to install required signs after the third day after a signal is turned on 3. Day that you fail to turn on a signal after the second day after striping the road 4. Day that you fail to remove signs which conflict with new striping 5. Day that you fail to install signs as shown or specified 36 9 PAYMENT 9-1 GENERAL 9-1.02 MEASUREMENT 9-1-02A General Add to Section 9-1.02A Final pay item quantities are designated with an “(F)” in the bid item list. 9-1.03 PAYMENT SCOPE Delete the 11th through 12th paragraphs in Section 9-1.03. Add to Section 9-1.03. When the Engineer does not retain a portion of the funds during the prosecution of the work, as required on federally funded projects, you may not retain a portion of the funds due to subcontractors when making progress payments. The City does not pay interest on progress payment retentions. The City pays 7% annually (0.58% monthly) on unpaid claim amounts that are ultimately approved beginning 60 days after claim approval. Your bid prices includes all items of work and materials as shown and called out in the project Special Provisions necessary to complete all the work. The contract prices for doing the work include full compensation for furnishing all: 1. Labor 2. Materials 3. Tools 4. Equipment 5. Incidentals To complete the work. Any item of work that does not have a separate pay item is considered included in other items cost of work and no additional compensation will be paid. 9-1.04 FORCE ACCOUNT 9-1.04A General Add to Section 9-1.04A. When force account or extra work is in dispute, you must still review your daily work report for the disputed work with the Engineer everyday. The daily work must be signed by the Engineer daily to verify that your report has been reviewed. Final determination as to whether the work is included in the contract work or is extra work, may be decided after the work is completed. 9-1.04B Labor Add to Section 9-1.04B. For the purposes of calculating the cost of extra work or force account payment: 37 1. Owner 2. Superintendents 3. Other salaried employees Performing work on the project must be billed at the prevailing wage corresponding to the type of work performed as shown in the current labor rate publication. 9-1.04D Equipment Rental 9-1.04D(1) General Add to Section 9-1.04D(1). You must submit a list of equipment anticipated to be used on the project and the associated Caltrans equipment rental rate. If there is no established rate for equipment planned to be used, furnish that information to the Engineer. Provide equipment submittal with Caltrans rates at the pre-construction conference. The most current Caltrans equipment rental rate publication at the date of contract award will be used for the entire project. 9-1.07 PAYMENT ADJUSTMENTS FOR PRICE INDEX FLUCTUATIONS Delete Section 9-1.07. 9-1.16 PROGRESS PAYMENTS 9-1.16A General Add to Section 9-1.16A Progress payments will provide you compensation for work and eligible materials through the last day of the month. No progress payment will be made when the work is not proceeding in compliance with the contract or when the total value of the work done since the last progress payment is less than $300, as determined by the Engineer. Payment will be made within 30 days of the last day of the month. Undisputed portions of a claim will be paid within 60 days after the City issues its written statement. Claim resolution payment after 60 days are subject to additional interest payment in compliance with Section 9-1.03. 9-1.16C Materials on Hand Replace Section 9-1.16C with: Materials on hand but not incorporated into the work are eligible for progress payment of fifty percent (50%) of the value of the materials furnished and delivered and unused. For materials to be eligible for progress payment: 1. The cost of the materials must be greater than $20,000 2. An invoice is provided for the material clearly showing the material is for this current work and cost 3. The material is stored in a secure yard and made available to the Engineer for inspection 4. A request for partial payment is made 9-1.16E Withholds 9-1.16E(2) Progress Withholds Add to Section 9-1.16E(2). 38 The City may withhold a portion of your payment for fines and mitigation imposed by outside regulatory authorities, because of your failure to comply with regulations and permits. 9-1.16E(4) Stop Notice Withholds Replace the 2nd paragraph in Section 9-1.16E(4) with: The City will withhold 125 percent of the value of all Stop Notices, pursuant to Section 3179 et seq. of the Civil Code. 9-1.16F Retentions Replace Section 9-1.16F with: Public Contract Code 7202 does not apply to the City. Unless defined differently in the Special Provisions the Engineer will withhold and retain five percent of the estimated value of the work done from each progress payment. 9-1.17 PAYMENT AFTER CONTRACT ACCEPTANCE 9-1.17C Proposed Final Estimate Delete 3rd paragraph in Section 9-1.17C. 9-1.17D Final Payment and Claims 9-1.17D(1) General Replace Section 9-1.17D(1) with: If you accept the proposed final estimate or do not submit a claim statement within 30 days of receiving the proposed final estimate, the Engineer will process the proposed final estimate for payment. The final payment will not be due and payable until the expiration of 40 days from the date the notice of completion is filed with the County of San Luis Obispo. The Notice of Completion will be filed within five days of formal acceptance of the work by the City Council or its designated representative, upon the recommendations of the Engineer. This final estimate and payment is conclusive except as specified in Sections 5-1.27, 6-3.06, and 9-1.21. If you submit a claim statement within 30 days of receiving the Engineer’s proposed final estimate, the Engineer will process for payment the proposed final pay estimate for payment of the uncontested amount due. The Engineer will pay the uncontested amount due within 40 days from the date the notice of completion is filed with the County of San Luis Obispo. The uncontested amount due estimate is conclusive as to the amount of work completed and the amount payable except as affected by the claims or as specified in Sections 5-1.27, 6-3.06,and 9-1.21. 9-1.17D(2) Claim Statement 9-1.17D(2)(a) General Add to Section 9-1.17D(2)(a). For each claim, submit a claim statement showing: 39 1. The identification number 2. Date the Initial Potential Claim was furnished to the Engineer 3. Date the Supplemental Potential Claim was furnished to the Engineer 4. The final amount of additional payment requested 5. Attach a copy of the Full and Final Potential Claim Record Submit claims to: City Engineer City of San Luis Obispo – Public Works Department 919 Palm Street San Luis Obispo, CA 93401 9-1.17D(2)(d) Waiver Add to 1st paragraph in Section 9-1.17D(2)(d). 6. You did not comply with applicable notice or protest requirements including but not limited to: a. Section 4-1.06 b. Section 5-1.06 c. Section 5-1.42 d. Section 8-1.07 9-1.17D(3) Final Determination of Claims Delete 6th paragraph in Section 9-1.17D(3) 9-1.22 ARBITRATION Replace Section 9-1.22 with: 9-1.22 CLAIM RESOLUTION PROCEDURE Claim Resolution Procedure is as follows: 1. You must submit all claims by registered mail or certified mail with return receipt requested. You shall furnish reasonable documents to support the claim. 2. The Engineer will submit a written response to you for each claim within 45 days after the Engineer’s receipt of a claim. The 45-day deadline is extended if mutually agreed by you and the Engineer. If the Engineer needs approval from the City Council to provide you with a written statement identifying the disputed portion and the undisputed portion of the claim, and the City Council does not meet within the 45 days or within the mutually agreed extension of time, the Engineer shall have up to 3 days following the next duly noticed meeting of the City Council after the 45 day period, or extension, expires to provide you with a written statement identifying the disputed portion and the undisputed portion of the claim. 3. If you dispute the Engineer’s written response to any claim, or the Engineer fails to respond within the time specified, you must notify the Engineer in writing, either within 15 days of the Engineer’s response or the Engineer’s failure to respond within the specified time period, and demand an informal meeting to discuss and attempt to settle the issues remaining in dispute. Upon receipt of such a demand, the Engineer will schedule such a meeting within 30 days. 40 4. Within 10 business days after the informal meeting, the Engineer will submit a written response to you for the claim submitted identifying the portion of the claim that remains in dispute and the portion that is undisputed. 5. Following the informal meeting, if any claim or portion thereof remains in dispute, as identified by you in writing, the claim will be submitted to non-binding mediation, with parties sharing the associated costs equally. Both parties must agree to a mediator within 10 working days. If parties are unable to mutually agree on mediator, each party must select a mediator and those mediators must select a qualified neutral third party to mediate regarding the disputed portion of the claim. Each party is responsible for the fees and costs charged by its respective mediator in connection with selecting the neutral mediator. If mediation is unsuccessful, the portion of the claim remaining in dispute will be subject to any applicable procedure outside of this claim resolution procedure. 6. Failure by the Engineer to respond to a claim from a contractor within the time periods described result in the claim being rejected in its entirety. Add to Section 9-1 9-1.23 CITY BILLING After given the opportunity, you fail to complete any of the following: 1. maintain the project site 2. complete project work 3. any other cause which requires City staff to complete work at the project site; you must reimburse the City Where City staff and equipment are used for work, billing will be done at the hourly billing rate for City staff. City materials and equipment will be billed in compliance with Section 9-1.04. Work performed by a third party will be billed at the amount charged to the City for the work plus an additional five percent markup. The total cost-plus markup may be retained from contract or for private work billed to permittee. 41 DIVISION II GENERAL CONSTRUCTION 12 TEMPORARY TRAFFIC CONTROL 12-1 GENERAL 12-1.01 GENERAL Replace 1st paragraph in Section 12-1.01 with: Section 12-1 includes general specifications for: 1. Flagging 2. Placing and installing temporary traffic-handling equipment and devices 3. Maintaining traffic 4. Placing and installing temporary traffic control systems 5. Placing temporary pavement delineation In compliance with approved traffic control plan and Engineer authorized field adjustments. You must provide all: 1. Signs 2. Lights 3. Barricades 4. Programmable message boards 5. Other facilities To provide protection and warning for public traffic. Traffic cones must be used to delineate detoured lanes. A traffic control system shall consist of signing, flagging, using of pilot vehicles and/or closing traffic lanes or streets in compliance with: 1. the details shown on the Standard Plans, 2. the provisions of Section 7-1.03, Public Convenience of the Standard Specifications 3. the provisions of Section 7-1.04 Public Safety of the Standard Specifications 4. the Manual on Uniform Traffic Control Devices and the California supplement 5. these Special Provisions The traffic control system shall provide for the convenience and safety of both vehicles and pedestrians. Personal vehicles of the Contractor's employees shall not be parked on the traveled way or shoulders of the construction zone, including any section closed to public traffic. Employees’ personal vehicles may be parked on adjacent streets within the legal parking areas. At no time without prior permission of the City of San Luis Obispo shall any roadway be closed to vehicular traffic. Alternative path/walkways shall be provided by the contractor to maintain pedestrian traffic at all times. All traffic coordination will require the City Engineer's approval seventy-two (72) hours prior to placing of any traffic restrictions. 12-1.03 CONSTRUCTION Add to Section 12-1.03. 42 Flaggers may be required for the adequate control of public traffic; the full cost of such flagging is paid for as “Traffic Control”. Each flagger shall be equipped with a "Stop/Slow" paddle [C28A/B], a means of communication with other flaggers (radio, hand signals, or pilot car), and a clean bright orange vest, shirt or jacket. A minimum of two flaggers shall be provided for reversible lane control. Furnishing and operating a pilot car during operations (including driver, radios, and any other equipment and labor required), at the option of the Contractor, and furnishing and operating the flashing arrow sign trucks (including drivers and any other equipment and labor required), is included in the payment for Temporary Traffic Control. If required in the traffic control plan, and always during one-way traffic control, flagmen will be required to direct traffic during construction. The number and location of flagmen shall be sufficient to allow safe control and passage of traffic through the work zone. Traffic control devices not placed in accordance with approved plans shall be cause to stop construction by the Engineer. If any component in the traffic control system is damaged, displaced, or ceases to operate or function as specified, from any cause, during the progress of the work, the Contractor shall immediately repair said component to its original condition or replace said component and shall restore the component to its original location. Failure by the Contractor to continuously maintain the approved traffic control devices shall be sufficient cause for the Engineer to stop all work protected by or associated with such approved traffic control devices. All warning devices used during hours of darkness shall be reflectorized and shall be supplemented with flashing beacons. All cones shall be 28” or higher. The Contractor shall furnish and post signs where necessary to inform the public about closures or restrictions at parking area entrances. The Contractor shall have a sufficient supply of extra signs available at or near the project site to erect additional signs requested by the Engineer during the course of the work. Each vehicle used to place, maintain and remove components of a traffic control system on multi-lane roadways shall be equipped with a Type II flashing arrow sign which shall be in operation when the vehicle is used for placing, maintaining or removing said components. The sign shall be controllable by the operator of the vehicle while the vehicle is in motion. The flashing arrow sign shown on the Standard Plans shall not be used on the vehicles which are doing the placing, maintaining, and removing, and shall be in place before a lane closure requiring its use is completed. When traffic cones or delineators are used to delineate a temporary edge of traveled way, the line of cones or delineators shall be considered to be the edge of the traveled way. However, the Contractor shall not reduce the width of an existing lane to less than ten (10) feet without written approval from the Engineer. The provisions of this paragraph shall not apply to a work area protected by a permanent or temporary railing or barrier. 43 All traffic control equipment shall be of standard size unless reduced sizes are specifically approved by the Engineer and shall conform to the provision of the Manual on Uniform Traffic Control Devices and the California supplement. 12-1.04 PAYMENT Replace Section 12-1.04 with: Full compensation for work specified in Section 12 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. 12-4 MAINTAINING TRAFFIC 12-4.01 GENERAL 12-4.01A General Add to Section 12-4.01A. Except as otherwise provided, the full width of the traveled way shall be open for use by public traffic on Saturdays, Sundays, and designated legal holidays and when construction operations are not actively in progress. Minor deviations from the requirements of this section concerning hours of work which do not significantly change the cost of work may be permitted upon the written request of the Contractor if, in the opinion of the Engineer, public traffic will be better served and the work expedited. Such deviations shall not be adopted until the Engineer has indicated approval. 12-6 TEMPORARY PAVEMENT DELINEATION 12-6.01 GENERAL Add to Section 12-6.01. Furnish and install: 1. Raised reflective pavement markers 2. Paint for lane lines 3. Legends Install temporary lane lines and legends using paint. Install temporary striping, prior to opening the travel lanes to traffic and prior to installation of permanent delineation, under the following conditions: 1. After removal of existing striping 2. After new surface applications 3. If your operation has either removed or obliterated the existing striping or markings 4. At the direction of the Engineer Maintain temporary delineation and striping in good condition at all times. Install temporary delineation before the end of the work day in which the existing delineation is removed. Reflective tape and raised reflective pavement markers may be used instead of temporary paint when allowed by the Engineer. 12-6.02 MATERIALS 12-6.02B Temporary Pavement Markers 44 Add to Section 12-6.02B Temporary raised reflective pavement markers must be one of the temporary pavement markers listed below: 1. Apex Universal, Model 932 2. Pexco LLC, Models TOM, TRPM and "HH" (High Heat) 3. Hi-Way Safety, Inc., Model 1280/1281 4. Glowlite, Inc., Model 932 Or approved equal. 12-6.03 CONSTRUCTION 12-6.03A General Add to Section 12-6.03A Paint must comply with Section 84-3.03. Place temporary raised reflective pavement markers per the manufacturer's instructions at an interval of 15-feet or less. Place, a minimum of six, temporary raised reflective pavement markers at all stop bars that are removed, or as directed by the Engineer. Completely remove all temporary road marker tabs prior to the application of thermoplastic stripping and pavement markings. 45 13 WATER POLLUTION CONTROL 13-1 GENERAL 13-1.01 GENERAL 13-1.01A Summary Add before 1st paragraph in Section 13-1.01A. All work must comply with the following requirements: 1. You must comply with City Storm Water Ordinance, Chapter 12.08 of the Municipal Code. 2. As part of the Water Pollution Control Plan (WPCP) or Storm Water Pollution Prevention Plan (SWPPP), you are required to keep enough gravel bags, sand bags, filter bags, and filtering material at the job site at all times to protect all drainage inlets within the work area. 3. All drainage inlets are considered as flowing to a waterway protected under this section. You must not allow anything but clean rainwater into the drainage inlet. Cover all drainage inlets within and adjacent to work area. 4. Approval of the WPCP or SWPPP by the Engineer does not release you from the responsibility to only allow clean rainwater to leave the site. You must make immediate changes in the control system as needed to ensure that only clean rainwater leaves the site. 5. If your work interferes with established drainage patterns, ample provisions must be made to provide for drainage. The Engineer may direct additional provisions if needed. For projects less than one acre in size and not regulated by the Regional Water Quality Control Board’s General Construction Permit you must complete and comply with a simplified City Water Pollution Control Plan (WPCP). A simplified WPCP plan form may be obtained on the City’s website: www.slocity.org/government/department-directory/public-works/documents- online/construction-documents For private projects one acre and larger in size, you must additionally comply with all requirements in the Regional Water Quality Control Board’s General Construction Permit. Information on: 1. Form 2. Reports 3. Manuals 4. Other documents Referenced in the 2nd and 3rd paragraph of this Section refer to Caltrans maintained documents and web sites. A simplified City Water Pollution Control Plan (WPCP) form is available for use in the Special Provisions or may be furnished by the Engineer. WPCP may be either City’s WPCP or Caltrans forms. 46 13-1.01D Quality Assurance 13-1.01D(4) Water Pollution Control Manager 13-1.01D(4)(b) General Add to Section 13-1.01D(4)(b) Assign one Water Pollution Control Manager to implement SWPPP. Assign one Water Pollution Control Manager to implement WPCP. Water Pollution Control Manager is not required to be QSP for WPCP implementation unless: 1. WPCP is not being implemented as required 2. Work area discharge is unacceptable 3. Required by the engineer Provide QSP for Water Pollution Control Manager at no additional cost to City. 13-1.04 PAYMENT Replace Section 13-1.04 with: Full compensation for work specified in Section 13 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. 13-3 STORM WATER POLLUTION PREVENTION PLAN 13-3.01 GENERAL Add to Section 13-3.01. Section 13-3 is only applicable if required in the Special Provisions or if required due to work’s area of disturbance. 47 14 ENVIRONMENTAL STEWARDSHIP 14-1 GENERAL 14-1.01 GENERAL Add to Section 14-1.01. When an environmental stewardship monitor is required for construction operations that are being conducted under City contract, the monitor will be retained by the City and work together with you. Environmental stewardship monitors do not eliminate your responsibility for compliance. The monitor has no authority to direct your work unless this authority is granted by the project’s Special Provisions. Any costs incurred by you resulting from work done at the direction of the monitor without proper authorization must be borne entirely by you. You must give the Engineer written notice 14 calendar days in advance of the need for environmental stewardship monitor. The Engineer will coordinate environmental stewardship monitor to be at the work-site in compliance with your notification. Once the environmental stewardship monitor is at the work-site, you must work consistently to complete tasks requiring environmental stewardship monitoring. If you fail to provide the proper notification or fail to work consistently to complete tasks requiring environmental stewardship monitoring, you will be responsible for any additional cost for the monitor’s work. 14-2 CULTURAL RESOURCES 14-2.03 ARCHAEOLOGICAL RESOURCES 14-2.03A General Add to Section 14-2.03A. When archaeological monitoring is required by the Engineer the following apply: 1. Your attention is directed to Section 15064.5 of the Guidelines for the California Environmental Quality Act (Public Resources Code Section 21000 et seq.) that provide for the protection and preservation of historical and archaeological resources (hereinafter called “cultural resources”). You must conform to the applicable requirements of these statutes and guidelines as they relate to the protection and preservation of cultural resources. 2. You must exercise care to protect significant cultural resources from being damaged. In addition to other notifications in this Section, you are required to notify the Engineer forty-eight (48) hours prior to entering areas that require cultural resource monitoring to allow time for monitors to be mobilized. You must not start activities that require cultural resource monitoring until the cultural resource monitor arrives to the work-site and the Engineer authorizes the start of work. 3. You must work with the cultural resource monitor to ensure systematic removal of excavation sediments, allow examination of trench spoils and sidewalls as they are removed and exposed, and permit documentation and evaluation of cultural resources remains according to the terms of the Cultural Resources Monitoring Plan. If potentially significant remains are encountered, you may be requested to alter excavation methods to accommodate cultural resource requirements or use a smooth-bladed backhoe bucket to avoid cutting into intact cultural deposits. 4. You are strictly prohibited from collecting prehistoric or historical artifacts from the project site. 48 5. If potentially significant cultural resources are discovered during construction, you must follow the procedures for the treatment of such discoveries as established in the Cultural Resource Monitoring Plan. In addition, the following procedures must be instituted: a. You must immediately cease all construction operations at the location of the discovery. The work may be redirected to a location beyond the cultural resource discovery site. b. You must immediately notify the Engineer. c. You may not resume work in the area until given clearance by the Engineer. 6. If human remains are uncovered, work within the vicinity of the find must be halted immediately. You may not resume work in the area until given clearance by the Engineer. 14-11 HAZARDOUS WASTE AND CONTAMINATION 14-11.01 GENERAL Add to Section 14-11.01. 14-11.01A Health And Safety Plan If contamination exists in the work area, prepare and submit a site-specific Health and Safety Plan (HSP) for the review of the Engineer. HSP must include requirements to protect workers while working in the presence of contaminate. Provide HSP that has been: 1. Prepared 2. Signed 3. Stamped By a Certified Industrial Hygienist. The HSP must comply with all: 1. Local 2. State 3. Federal 4. Ordinances 5. Rules 6. Regulations 7. Guidelines For occupational health and safety. Provide a copy of the HSP to all personnel working in the contaminated area. All personnel working in or overseeing work in the contaminated areas must read the HSP and sign an acknowledgment that stating that they have: 1. Been furnished a copy of the HSP 2. Read the HSP Maintain acknowledgements on file and furnish to the Engineer upon request. Submit two copies of the HSP to the Engineer prior to the start of work. Revise the HSP as required by the progress of work. Submit two copies of the revised HSP to the Engineer prior to proceeding with the work. HSP must require the implementation of ongoing monitoring of the work by you for contaminated materials. All personnel must have appropriate equipment and training. 49 If you are not prepared to work in the area of contamination, you must stop work in that area until preparation is complete. No additional working days will be granted for failure to be prepared for contaminate working conditions. 14-11.03 HAZARDOUS WASTE MANAGEMENT Add to Section 14-11.03 14-11.03A Groundwater Ground water containing hazardous or contaminated materials may be encountered. If encountered and if you choose to remove the water from the excavation, you may dispose of the ground water in the sanitary sewer system once a no fee discharge permit is obtained. Provide the type of contaminate and levels of contamination with permit application. Under no conditions may contaminated groundwater be discharged to the: 1. Street 2. Storm drains 3. Waterways 14-11.07 CITY – GENERATED HAZARDOUS WASTE Add to Section 14-11.07 14-11.07C Payment Measurement for removal of contaminated material will be taken daily. The Engineer will measure the trench in the area affected by the contamination. You must verify the measurement. If you fail to verify and measure to confirm the findings of the Engineer, it is interpreted as an agreement with the Engineer’s measurements. Full compensation for work specified in Section 14-11 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. Contaminated material work performed under Section 14-11 is designated in the contract by: 1. Size 2. Type 3. Quantity, or 4. Whatever information is necessary for identifying the work. HSP preparation is paid by lump sum. HSP implementation and work area monitoring is paid by the day. The excavation of contaminated soils is paid by the cubic foot. 50 15 EXISTING FACILITIES 15-1 GENERAL 15-1.03 CONSTRUCTION 15-1.03A General Add to Section 15-1.03A. Locate and protect existing irrigation facilities that are not identified to be removed. Contact Underground Service Alert (1-800-642-2444) for location and identification work. Contact property owner to obtain record information. If existing facilities are damaged by your work, you must repair them immediately at your expense and to the satisfaction of the owner. Traffic Signal Detection Loops may exist as far as 300 feet from a signalized intersection. If working within such an area you must meet with the Engineer at the project site to physically locate all detection loops. Loops are typically within 2 inches of the top of the pavement surface and are not repairable. Any loops damaged by your operation must be replaced in compliance with section 86 within two working days and as directed by the Engineer. 15-1.03B Removing Concrete Replace 7th paragraph of Section 15-3.03B with: Dispose of concrete outside the right-of-way. 15-1.03C Salvaging Facilities Add to Section 15-1.03C Deliver material to be salvaged to the City Corporation Yard at 25 Prado Road or location specified by Engineer. 15-1.03D Adjust Frames, Covers, Grates and Manholes Replace Section 15-1.03D with: Lower existing utility surface facilities within the paving area prior to grinding and paving. Furnish the Engineer with a copy of the utility surface facility reference point documentation in the event of a utility emergency. Do not start lowering utilities sooner than ten working days before paving. Within two working days after final paving, mark locations of all: 1. Water valves 2. Sewer manholes 3. Storm drain manholes 4. Survey monuments Within project area. All utilities must be raised within ten working days of final paving. The Engineer may direct the order in which utilities must be raised. Replace all: 1. Frames 2. Covers 3. Wells As needed to meet current Engineering Standards. Set metal lids over lowered wells and manholes to keep them clean and to assist with future locating work. Coat utility covers with sand or fabric that will be paved over to prevent the 51 adhesion of new asphalt to the metal lid. Cut fabric neatly around the utility covers prior to placement. Prior to the application of a slurry seal or other bituminous seal coat, locate and protect all existing utility covers and concrete collars. Cover all utility covers and surrounding collars prior to the application of the seal. Place a vertical tab on each cover for future locating after the seal application is complete. The vertical tab must extend at least 3 inches above the existing pavement surface. Upon completion of any reconstruction work within two feet of a survey monument, verify the monument has not been disturbed. 15-1.04 PAYMENT Replace Section 15-1.04 with: Full compensation for work specified in Section 15 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. 52 DIVISION III EARTHWORK AND LANDSCAPE 17 GENERAL 17-1 GENERAL 17-1.01 GENERAL Add to Section 17-1.01. Protect trees not marked for removal in compliance with 77-1.03A(2)(j). Use of potable water from City water mains and fire hydrants is not allowed. Recycled water is available by permit for use at the recycled-water hydrants located within the City limits at various locations. Use of the recycled water is subject to the conditions of the Recycled-Water program, completion of required training, and payment of the permit fee. 53 19 EARTHWORK 19-1 GENERAL 19-1.01 GENERAL 19-1.01B Definitions Add to Section 19-1.01B hard bedrock: Firm, hard bedrock which when tested under ASTM D1586, yields a blow count of 50 blows or greater per 3 inches of penetration. 19-1.03 CONSTRUCTION 19-1.03A General Replace Section 19-1.03A with: Unless otherwise specified in section 14-11, and subject to the approval of the Engineer, native and base material resulting from any excavation may be used to construct: 1. embankments 2. dikes 3. landscape mounds 4. backfill structures Where details specify the use of native backfill. In all other cases, remove and dispose of excess material. Use suitable fill for plant growth for landscape mounds in compliance with section 20. Prior to filling, clear and till all areas to a depth of 4 inches. Compact all fills to 90 percent relative compaction in compliance with section 19-5.03C. Fill beyond the indicated areas then cut back to the required finish grade. 19-1.03B Unsuitable Material Replace Section 19-1.03B with: Notify the Engineer prior to removal of unsuitable material. Excavate unsuitable material. Ensure that unsuitable material is separated from other suitable construction materials or removed from the work area. Removal of unsuitable material including rock, within contract work area and limits and for which there is no separate pay item, is paid for in other items on the Bid Item List. Removal of unsuitable material outside contract work area and limits, as directed by the Engineer, will be paid by force account. Add to Section 19-1.03 19-1.03E Rock Excavation Notify the Engineer if hard bedrock is encountered during excavation. To receive payment for rock excavation, coordinate the testing by a Cal-trans certified materials testing company equipment with a drill rig capable of testing per ASTM D1586 to perform testing of the encountered bedrock. If ASTM D1586 testing yields a blow count of 50 blows or greater per three inches of penetration, you will be paid the contract unit price for Rock Excavation for the removal of the hard bedrock and will be reimbursed for the cost for the testing. If the tests show 54 fewer than 50 blows per three inches, then the testing will be at Contractor’s expense and no additional payment will be provided. A separate test must be performed for each increment of 50 cubic yards of hard bedrock removed, or as determined by the Engineer to be eligible for payment under the rock excavation pay item. Where no contract item exists for Rock Excavation, hard bedrock excavation will be paid for as extra work. 19-1.04 PAYMENT Replace Section 19-1.04 with: Full compensation for applying water is included in the payment for other bid items unless a bid item of work is shown on the bid item list. Full compensation for work specified in section 19-1 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. The City does not pay for the volume of excavation occupied by the new improvements or backfill. 19-2 ROADWAY EXCAVATION 19-2.04 PAYMENT Add to section 19-2.04. Full compensation for applying water is included in the payment for other bid items unless a bid item of work is shown on the bid item list. Full compensation for work specified in section 19-2 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. 19-3 STRUCTURE EXCAVATION AND BACKFILL 19-3.03 CONSTRUCTION 19-3.04 PAYMENT Add to section 19-3.04. Full compensation for removing water or dewatering excavations is included in the payment for other bid items unless a bid item of work is shown on the bid item list. Full compensation for work specified in section 19-3 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. 19-10 SUBGRADE ENHANCEMENT GEOSYNTHETIC 19-10.02 MATERIALS Add to section 19-10.02. Subgrade enhancement geogrid must be Tensar Biaxial Geogrid BX1200, or approved equal, complying with the requirements specified in Section 96-1.02P of the State Standards. 55 56 20 LANDSCAPE AND IRRIGATION 20-1 GENERAL 20-1.01 GENERAL 20-1.01A Summary Add to section 20-1.01A. Whenever section 20 refers to required informational forms, ask the Engineer to provide the form. The Engineer may direct you to produce your own form providing all the required data. 20-1.01A(1) Plans And Site Conditions Plans are schematic. Provide all offsets and other fittings required. Equipment is not drawn to scale, but is shown in its proper location, unless otherwise stated. All dimensions or spacing’s are approximate, before proceeding with the work, check and verify all dimensions and report any variations to the Engineer. Do not install the irrigation system when discrepancies exist between the plans and the site conditions. Bring discrepancies to the attention of the Engineer before work starts. Since the plans are schematic, with approval of the Engineer, make minor adjustments to the system layout to compensate for variations in the site. Verify that adjustments in irrigation do not result in conflicts with plant materials. 20-1.01C Submittals Add to Section 20-1.01C Provide written approval from property owner prior to taking cuttings from private property. 20-1.02 MATERIALS Add to section 20-1.02 20-1.02D Organic Soil Amendments Use organic soil amendment made from ground or processed wood product derived from: 1. Redwood sawdust 2. Pine sawdust 3. Cedar sawdust 4. Pine bark that complies with the following requirements: 57 Gradation: Sieve Size Percent Passing 1/4” 95% min. #8 80% min. #30 30% min. Nitrogen content (percent, dry weight) Redwood sawdust 0.40% - 0.60% Pine & Cedar sawdust 0.56% - 0.84% Pine bark 0.80% - 1.20% Treated with a non-toxic agent to absorb water quickly Apply organic soil amendments in a uniform thickness of 1 inch. 20-1.02E Fertilizer Application Type Fertilizer Type(1)Application Rate Mulched Ground Cover, initial planting Grow-Power Plus (5-3-1) 200 pounds per 1000 square feet Mulched Ground Cover, establishment period Grow-Power Plus (5-3-1) 20 pounds per 1000 square feet - Every 30 days Turf / Lawn Area – Sod Agriform Turf Mix (34-0-7) 8 month formula 10 pounds per 1000 square feet Turf / Lawn Area – Hydroseed Grow-Power (5-3-1) 12.5 pounds per 1000 square feet Turf / Lawn Area – Stolonized Plantings Grow-Power (5-3-1) 25 pounds per 1000 square feet Trees and Plants Agriform (20-10-5) 21 gram tablet Quantity Size 1 tablet #1 or #2 2 tablets #5 4 tablets #7 or #10 5 tablets #15 7 tablets 24” box 8 tablets 36” box 9 tablets 48” box (1) Or equal as determined by the Engineer 58 20-1.03 CONSTRUCTION 20-1.03A General Add to Section 20-1.03A 20-1.03A(1) Progress Inspections The following inspections and testing is required as the work progresses. Provide the Engineer with two working day notice of the need for inspection. Correct all work that does not pass inspection or testing and request re-inspection or re-testing. Do not proceed with the next order of work until the inspection or testing passed and the Engineer gives direction to proceed with the next order of work. The Engineer may reject any work done without necessary pre- approvals. 1. Existing irrigation - preexisting damage check 2. Tree protection 3. Erosion control 4. Site clearance 5. Finish Grading 6. Mow strip and header boards - chalk layout 7. Mow strip formwork 8. Header board layout 9. Soil conditioning materials 10. Soil conditioning 11. Irrigation mainline, valve, controller and heads - flag layout 12. Backflow device inspection by the County Health Department 13. Irrigation audit / Coverage test 14. Full irrigation system test 15. Re-test of existing irrigation 16. Drip Irrigation distribution tubing run - chalk layout 17. Plant delivery 18. Plant layout (excluding ground cover) - actual or flagged 19. Planting completion 20. Drip Irrigation spray heads - flag layout 21. Drip installation micro tubing, emitter placement and flow test 22. Controller operation test, manual and automatic 23. Existing irrigation - damage check 24. Final Submittals and Record Drawings 25. Completion of establishment maintenance period 20-1.03D Cultivate Replace section 20-1.03D with: Repeat cultivation until the soil is loose to a minimum depth of 6 inches and soil clods are less than 1 inch maximum dimension. The use of rubber-tired equipment will be permitted for cultivating operations provided the equipment used cultivates any compaction caused by the tires. Do not use rubber-tired equipment on areas once cultivated. Extend one foot beyond the outer row of plants requiring cultivation for cultivation area. 59 Cultivate areas before adding soil amendment and fertilizer. Add soil amendment and fertilizer at the rates shown. Re-cultivate to thoroughly mix soil amendment and fertilizer with the soil. Re-cultivate planting areas that have been compacted. Bring to the surface encountered rocks or debris during soil preparation work in planting areas. Remove rocks or debris larger than 1 inch in maximum dimension. Remove existing pavement prior to cultivation. Add to section 20-1.03 20-1.03F Site Clearance and Grading You must kill-off, clear, and remove from the work area all undesired: 1. surface growth 2. grass 3. roots 4. shrubs 5. tree stumps 6. weeds Remove from the project site all: 1. existing construction 2. paving materials 3. asphalt-stabilized earth 4. rubbish 5. other debris Prior to finish grading and planting, remove site growth. Spray the entire area with a systemic non-selective herbicide. Repeat spraying as necessity until growth is eradicated to the satisfaction of the Engineer. Completely remove, including root system, all: 1. weeds 2. existing turf 3. other undesired growth Apply herbicide in absolute compliance with the manufacturer’s recommendations of use. 20-1.03G General Installation Requirements After rough grading and before landscaping, construct: 1. walls 2. curbs 3. planter boxes 4. walkways 5. irrigation system 6. similar improvements 20-1.03H Grade Tolerance Finished grades must meet the following requirements: 60 1. You must adjust the soil surface as required to achieve even, continuous contours capable of facilitating surface run-off 2. Finish grades must be one inch below adjacent elevations.In areas that will receive mulch, the finish grade must be two inches below adjacent elevations, which include, but are not limited to, the following: a. asphalt/concrete pathways b. header boards c. concrete mow strips d. curbs e. utility boxes 3. When grades are not shown on the plans, slopes must be uniform and constant between given or set elevations 4. Grades must slope away from buildings with drainage to an approved outlet. 5. Earth to wood separation must comply with building code 6. Finished grading in areas of hardscaping must be done to allow for base course and paving material thickness 7. Finished grading in areas of landscape must not deviate more than ¼” in ten feet in grade or straightness 8. Finished grade must be maintained through the entire establishment, maintenance and warranty periods. Any subsidence must be repaired by you and returned to the finished grade at no cost to the City 20-2 IRRIGATION 20-2.01 GENERAL 20-2.01A General 20-2.01A(3) Submittal Add to section 20-2.01A(3) 20-2.01A(3)(c) Record Drawings Obtain a set of the project plans of the irrigation system before the start of work. Use this set of plans for the sole purpose of generating and preparing record drawings. Draw the actual locations and installation depths of irrigation system onto project plans as work proceeds, including: 1. pipes 2. valves 3. heads 4. wiring 5. controllers 6. electrical service 7. miscellaneous irrigation components Show the location by dimensioning from two permanent references points all: 1. Point of connection (POC) 2. Mainline pipe and electrical conduit routing at all changes in direction and at 150-foot intervals on long straight runs 3. Low voltage wiring that does not parallel the mainline 4. Any direct burial equipment that does not have a utility box access from grade 5. All moisture sensor locations and their exact depth from grade 6. Other related items as may be directed by the Engineer 61 Trees are not considered permanent reference points. Transfer all information about the location of the appliances and equipment onto the record drawings in a neat and clear manner. Sign and date record drawings and provide a statement on record drawings indicating: “Record Drawings are complete and accurate” Submit record drawings to the Engineer for review and approval. Complete and accurate record drawings are a condition of project acceptance and authorization for final payment. 20-2.01A(4) Quality Assurance 20-2.01A(4)(b) Pressure Testing 20-2.01A(4)(b)(i) General Add to Section 20-2.01A(4)(b)(i) Use only potable water with all pressure testing work. Only pressure test newly installed irrigation system components. Provide all necessary: 1. capping 2. temporary connections 3. air release devices to isolate existing irrigation system components Pressure testing sequence: 1. Install all pressure irrigation components 2. Flush the irrigation system 3. Isolate newly installed irrigation system from existing system 4. Cap all sprinklers heads (before swing joints) and other non-pressure connections 5. Bleed all air from the irrigation system 6. Ensure that the manufacture’s recommended cure time has elapsed for solvent welded joints 7. Pressurize the irrigation system to 110 psi with water for a period of four (4) hours 8. If any leaks are found, repair leak and repeat pressure test. Once pressure test has passed, install sprinkler heads and backfill. Replace Section 20-2.01A(4)(b)(ii) with: 20-2.01A(4)(b)(ii) Cross-Connection Test (Recycled Water Irrigation System Only) The irrigation system must pass a required cross-connection test performed by a certified AWWA cross-connection specialist. Use potable water for the cross-connection test. If potable water is not present on the site, this testing may be waived at the discretion of the Engineer. Notify the Engineer five working days prior to testing. The Engineer will provide the certified AWWA cross-connection specialist. You must provide all personal required to pressurize and depressurize irrigation system. 20-2.01A(4)(b)(iii) Method B Delete Section 20-2.01A(4)(b)(iii) 62 20-2.01A(4)(c) Sprinkler Coverage Check Add to Section 20-2.01A(4)(c) Complete sprinkler operation and coverage testing using the permanent water supply system, recycled water or potable water. Irrigation Audit / Coverage test sequence: 1. Verify that the entire system has been flushed and cleaned 2. Verify that all main line shut-off valves are fully open 3. If plans show a mainline pressure regulator, set the pressure to the required pressure as called out on the plans, then proceed downstream to zone adjustments 4. Using pressure gauges and pilot tubes, adjust remote control valve flow controls and/or pressure regulators to the zone setting as called out on the plans. The set pressure is the operating pressure of the sprinkler head furthest or highest from the valve. All other heads will have slightly higher pressures 5. After zone pressures have been set, adjust arc patterns to achieve full and uniform coverage with minimum overthrow to avoid overspray onto non-planted areas 6. Arrange for an irrigation audit by a certified irrigation auditor or other qualified person acceptable to the Engineer to determine the distribution uniformity 7. Adjust the system to maximize uniform coverage and minimize overthrow as determined by the Engineer, at no additional cost 20-2.01A(4)(d) Irrigation System Functional Test Add to Section 20-2.01A(4)(d) Remove all construction: 1. barricades 2. equipment 3. tools prior to testing. Evaluate the performance of all components of the system for proper: 1. working order 2. function 3. coverage Run the irrigation system in both manual and automatic mode, testing each station operation through the entire cycle. Add to Section 20-2.04A(4)(d) 20-2.01A(4)(d)(1) Drip Irrigation Operational Test Complete drip irrigation operational testing using the permanent water supply system (recycled water or potable water.) At the completion of the drip irrigation installation, the Engineer will inspect the system installation and at the same time have an operational test run. Testing will allow the evaluation of the system for proper: 63 1. working order 2. function 3. coverage 4. emitter flow Each plant will be inspected for: 1. proper number of emitters 2. correct location 3. required bug caps The Engineer will spot check the emitters for correct flow rate by discharging water into a container for a calculated time period. Check for desired minimum pressure at points located at the system lowest hydraulic condition with pressure testing equipment supplied by you (Schrader pressure testing valve). The system must be run in its manual mode and its automatic mode, testing each valve station operation through its entire cycle. 20-2.01B Materials Add to section 20-2.01B(1) Furnish equipment from the same manufacturer for all drip irrigation elements and for all sprinkler irrigation elements. The manufacturer may be different for the two irrigation types. Concrete must comply with Section 90 requirements. Hand mixing of concrete is not allowed. 20-2.01B(5) Pull Boxes Add to Section 20-2.01B(5) with: Install pull boxes at the following locations: 1. At all conductors splices except splices made in valve boxes 2. Within 5 feet of irrigation controllers 3. At ends of electrical conduits 4. At other locations shown 5. At 500 foot intervals of runs 20-2.01B(6) Unions Add to Section 20-2.01B(6) Use brass unions. Unions must withstand working pressure range for adjacent pipes. Add Section 20-2.01B(9) Sprinklers Furnish sprinkler heads of the type and sizes as shown. Mount sprinkler heads on triple swing joint assemblies. 20-2.01C Construction 20-2.01C(1) General 64 Add to Section 20-2.01C(1) Work must comply with section 77-1. The entire sprinkler layout is diagrammatic. Place sprinklers as required to provide proper coverage. Do not place mainlines within 20 feet of trees. Prevent foreign material from entering the irrigation system during installation. Prior to assembly clean all: 1. pipes 2. valves 3. fittings Plug or cap all ends of: 1. pipe 2. valves 3. fittings until connection of next pipe or fittings. Upon completion of installation of all distribution tubing, remove all end caps and flush the system until water runs clear through all ends of tubing, then cap. Flush out all lines before attachment of: 1. sprinklers 2. emitters 3. other terminal fittings Install sprinkler heads elevated above grade in seeded areas when shown or as directed by the Engineer. Lower sprinkler heads to their proper position upon the establishment of seeded areas. Adjust all sprinkler heads to their proper height after completion of finished grading. Place controllers and enclosures at locations approved by the Engineer. Attach identification number tag at each valve as shown or as directed by the Engineer. 20-2.01C(2) Trenching and Backfill Add to section 20-2.01C(2) 20-2.01C(2)a General After approval of layout, trench for: 1. pipe 2. tubing 3. control wire 4. conduit 5. sleeve runs Provide trenches that have uniform vertical sides and uniform flat bottoms. Remove or cut to the width and depth of the trench all: 65 1. boulders 2. rocks 3. other debris Fill any voids resulting from the removal of such material with compacted native soil or sand. Dig trenches six inches deeper and fill with six inches of compacted sand all trenches in: 1. soft 2. spongy 3. solid rock areas Provide a trench with an appropriate width and depth for the number of: 1. pipes 2. fittings 3. valve boxes 4. swing joint assemblies 5. final surface improvements After all test and inspections are passed, as determined by the Engineer, you may backfill: 1. piping 2. heads 3. valves 4. wiring 5. thrust blocking 6. valve boxes 7. pull or splice boxes 8. sleeves 9. other equipment installed 20-2.01C(2)b Irrigation Install water supply lines and irrigation control wire in PVC schedule 40 sleeve when placed under: 1. class 2 aggregate base / gravel access paths and roads 2. driveways 3. parking lots 4. walkways 5. hardscape 6. other paved areas Use sleeves that are two times larger in diameter than water supply line. Use control wire sleeves that allow for ease of pulling wires without damage that have a minimum diameter of 2 inches. Use separate sleeves for control wire and irrigation piping. Minimum sleeve depth is 18 inches below finished grade. Extend sleeves 12 inches beyond hardscape edge. 66 Cap end of sleeves until used. Place a galvanized nail or other suitable marker at the edge of pavement on each side to indicate the location of sleeves. Install conductors in the same trench as the supply line whenever possible. 20-2.01D Payment Replace Section 20-2.01D with: Full compensation for work specified in section 20-2 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. 20-2.04 CONTROL AND NEUTRAL CONDUCTORS 20-2.04C Construction 20-2.04C(1) General Replace Section 20-2.04C(1) with: Use dedicated common conductor for master valves. Share common conductor for control valves that are served by a common trench. Use separate dedicated control conductor for each control valve and master valve. Use different color insulation or color pattern insulation from that of the other conductors for each control conductor. Do not use any of the following colors: 1. white 2. black 3. green For control conductor insulation. Connect control conductor to controller in sequential order according the valve station numbers as shown. Use dedicated conductors for flow sensors. Install two spare black insulation conductors for all wiring runs. 20-2.04C(2) Conductors in Open Trench Add to Section 20-2.04C(2) If multiple conductors are installed in a trench and not in a conduit, wrap conductors together with electrical tape at 10 foot intervals. If piping is present in trench with conductors, tape conductors to the pipe at the 4 or 8 o’clock position at 20 foot intervals. Install conductors not run in common trenches with pipes, along: 1. walks 2. curbs 3. building edges wherever possible. 20-2.04C(3) Conductors in Conduit Replace Section 20-2.04C(3) with: 67 Install conductors in non-metallic electrical conduit when: 1. surfaced mounted 2. installed in or on structures 3. installed under hardscape areas 4. installed in irrigation crossovers 5. placed in concrete 6. gopher protection is required 7. if conductor is computer control cable 8. if conductors is high voltage wire 20-2.04C(4) Splicing Replace 2nd paragraph in Section 20-2.04C(4) with: Provide two feet of slack at each valve box for each conductor that is: 1. connected to other facilities within the box 2. spliced within the box 3. at changes in direction 4. splice boxes 5. at 500 foot intervals of straight runs 6. at each controller Add to Section 20-2.04C(4) Where splices are permitted, splices must be water-proofed as follows: 1. 18-16 gauge: Spears brand Dri-splice connectors. 2. 16-14 gauge: as above or with 3M's DBY #054007-09053. 3. 12-10 gauge: 3M's DBR #054007-09964. 20-2.06 IRRIGATION CONTROLLERS 20-2.06A General 20-2.06A(3) Maintenance And Operations Manuals Replace section 20-2.06A(3) with: Provide the Engineer one bound plastic covered 3-ring notebook detailing the operation and maintenance requirements of the system prior to project acceptance. All pages within the notebook must be in clear plastic sleeves, of a type to withstand field conditions without warping and yellowing and protect pages during field use. Include the following information in the manual on letter size sheets: 1. Title sheet 2. Table of contents 3. Irrigation zone map, one for each controller a. The map must be a small scaled drawing showing the area covered by each remote control valve and laminated b. Each zone must be numbered to correspond to the controller number and color code c. The map cannot be a reproduction of the irrigation plan. No equipment is to be shown, only the irrigated areas. If soil sensors are specified, show these locations with "S" 4. Maintenance checklist by week, month and year 5. Copy of material list 68 6. Parts breakdown sheets for all equipment 7. Equipment list with replacement cycles, including all irrigation. 8. Copy of your guarantee statement 9. Copy of the manufacturer's equipment warranties 10. One folded copy of the Record Drawings included in the back of the manual Provide two copies, in plastic bound three ring binders, of manufactures: 1. operations 2. maintenance 3. parts manuals for: 1. controllers 2. valves 3. quick couplers 4. rotary heads 5. pumps and related pump station equipment 6. other equipment as specified in the special provisions Provide two controller charts showing the operational areas and zones of each valve and how the controller schedules these stations. Provide black line drawing for controller chart using color to denote the valve station areas and be of a size that can be attached to the door of the controller cabinet. Laminate controller charters between sheets of 20-mil plastic. Furnish one chart to the Engineer and attach one to the door of the controller cabinet. Supply the Engineer with the following tools and equipment: 1. Two wrenches for each type of sprinkler head installed 2. One quick coupler key for each four or less valves installed 3. One loose key for each hose bib installed 4. Two keys for each controller cabinet door 5. One key for each four units of: a. valve boxes b. quick coupler lock covers c. other items as required 20-2.06B Materials 20-2.06B(2) Irrigation Controllers 20-2.06B(2)(a) General Replace section 20-2.06B(2)(a) with: Supply controller unit as shown that is compatible with the City’s existing central irrigation control system. You are also responsible to provide: 1. 120 volt power supply connection 2. electrical grounding 3. power surge protection 4. communication equipment 5. communication connection (telephone or radio) 69 You must follow all applicable codes and provide a licensed electrician for the work. Use stainless steel outdoor enclosures. 20-2.08 IRRIGATION SUPPLY LINE 20-2.08B Materials 20-2.08B(2) Copper Pipe Supply Line Add to section 20-2.08B(2) Join copper pipe with the appropriate solder type wrought copper fittings for 2½ -inch and smaller pipe diameter. Use cast brass fittings for copper pipe sizes greater than 2½ inches in diameter. 20-2.08B(3) Galvanized Steel Pipe Supply Lines Add to section 20-2.08B(3) Galvanized steel pipe is not allowed. 20-2.08B(4) Drip Irrigation Tubing Replace section 20-2.08B(4) with: Use polyethylene tubing made of: 1. extruded 2. linear 3. low density polyethylene resin 4. ½ inch diameter (0.61” I.D. x 0.70” O.D.) 5. suitable for compression fittings 6. ultraviolet light resistant 20-2.08C Construction 20-2.08C(1) General Add to section 20-2.08C(1) Provide training, or evidence of training, by manufacture that installers for solvent and rubber gasket joints are knowledgeable in the techniques for making the correct joints. Pipe must be continuously supported during installation and placement into trench. Separate pipes placed into common trench a minimum of six inches horizontal distance. Wrap with a protective covering all metal pipe and fittings placed below grade or set in concrete with three layers of polyvinyl chloride tape, overlapping until the total thickness is a minimum of 40 mils. 20-2.08C(3) Drip Irrigation Tubing Add to Section 20-2.08C(3) After the supply system is determined to be water tight, install drip irrigation system. Use fittings to prevent kinking for any tight turns in the drip irrigation tubing. 70 Square cut all tubing ends with a sharp tool. Install tubing-to-compression fittings using full depth of fitting for seating. Remove any: 1. Sharp stones 2. Aggregate 3. Debris for distribution tubing runs on soil surface. Temporarily cap all free ends of tubing with tape to prevent dirt contamination. Use removable or flushable end caps at all ends of distribution tubing. Use hose stakes that have: 1. 9-gauge wire or greater for distribution tubing 2. 12-gauge wire or greater for the micro tubing 3. six-inch leg length, minimum Size and gauge may vary with soil conditions and as directed by the Engineer. Secure all surface runs of distribution tubing and micro tubing to the finish grade with stakes. Stake distribution tubing at six foot intervals and at terminus. Stake micro tubing at three foot intervals and at terminus. After installation of all: 1. underground components 2. backfilling 3. surface run distribution tubing 4. plant materials install: 1. drip emitters 2. micro tubing 3. micro spray heads or bug caps Allow low pressure (5 psi) water to flow during emitter installation. Use an appropriate hole punch for the installation of the emitters and micro spray heads. Use the appropriate size micro tubing for the drip emitter. The ends of this tubing must be: 1. above grade 2. outside the planting pit 3. fitted with a micro spray heads or bug caps Adjust spray heads: 1. spacing 2. pattern 3. riser height 71 to achieve full and uniform coverage with minimum overthrow. Place all underground drip emitters and end caps in access sleeves. Place a one-inch layer of pea gravel in the bottom of access sleeves. 20-2.08C(4) Plastic Pipe Supply Line Add to Section 20-2.08C(4) Install PVC tubing following manufacturer’s instructions. Use solvent welded fittings for PVC tubing. Use a solvent weld that consists of an application of primer and then an application of cement. Keep PVC tubing temperature below 110°F during installation of fittings by means of: 1. shading, 2. damp rags, or 3. working when temperatures are cooler Add to Section 20-2.08C 20-2.08C(5) Recycled Water Supply Line Lay pipe with wording facing up. 20-2.10 Valves 20-2.10A General Add to Section 20-2.10A Use precast concrete or plastic valve boxes that are lockable. 20-2.10B Materials 20-2.10B(3) Check Valves Add to Section 20-2.10B(3) Use line size check valves for "low head drainage". 20-2.10B(4) Drip Valve Assemblies Add to section 20-2.10B(4) Install a drip filter and pressure regulator at each control valve in drip irrigation system. Use a drip filter that is a wye-strainer type with 140 to 155 mesh filtering screen. Use an inline pressure regulator that is designed for use in low flow irrigation systems and allow drip emitters to run at a pressure range of 10 to 50 psi. Install: 1. control valve 2. drip filter 3. pressure regulator 72 as close to the first emitter as possible. Place drip filter between the control valve and pressure regulator with the pressure regulator placed on the outflow side of the valve. Place the: 1. control valve 2. drip filter 3. pressure regulator in one valve box of sufficient size to allow 6 inches of clear space in all direction. 20-2.10B(5) Garden Valves Replace section 20-2.10B(5) with: Hose bib valves must be: 1. bronze or brass 2. ¾ inch straight-nosed 3. loose key operated 4. pressure rated at 150 psi Provide permanent sign marked with: "NON-POTABLE, DO NOT DRINK". For hose bibs connected to non-potable irrigation systems. 20-2.10B(9) Quick Coupling Valves Add to section 20-2.10B(9) Use quick coupling valves made of: 1. heavy duty brass 2. two-piece construction 3. with locking rubber cover Provide rubber cover marked with: “NON-POTABLE, DO NOT DRINK" for quick coupling valves connected to non-potable irrigation systems. 20-2.10B(10) Remote Control Valves 20-2.10B(10)a General Replace Section 20-2.10B(10)a with: Use remote control valves that are normally closed. Use master remote control mainline valves that are normally open. Use remote control valves in recycled water irrigation systems that are designed for such use. 20-3 PLANTING 20-3.01 GENERAL 20-3.01A General 20-3.01A(1) Summary Add to section 20-3.01A(1) 73 Numerical quantities and totals are provided on the plans for convenience only. You are responsible to verify all quantities prior to bid and to supply all plants called out by symbols or spacing. 20-3.01A(4) Quality Assurance Add to Section 20-3.01A(4) Plant names shown on the plans refer to botanical names (genus, species and variety) of each plant. Common names, when shown, are for convenience only and must not be used when ordering plants. All plants must be No. 1 grade and conforming to the State of California Grading Code of Nursery Stock. Plants furnished must be: 1. healthy 2. shapely 3. well rooted 4. well grown 5. free from pest and disease 6. show no evidence of having been restricted or deformed at any time 7. grown in nurseries that have been inspected by the State of California’s Department of Food and Health Where height or spread are shown, they are measured with branches in their normal position. Where caliper is noted, they are measured 4 feet above finish grade. Where only container size is noted, it is understood that these plants be of accepted industry size. All plants furnished must be true to the type as shown and must be tagged identifying the plants by: 1. genus 2. species 3. variety However verification of the plant species or variety will be made by the Engineer. Tag plants individually or be group. The Engineer reserves the right to reject any plants. 20-3.01B Materials 20-3.01B(2) Plants 20-3.01B(2)(c) Sod Add to Section 20-3.01B(2)(c) Furnish drought tolerant, fine bladed tall fescue sod. Add to Section 20-3.01B(2) 20-3.01B(2)(d) Hand Seeded Turf Seed must be: 74 1. fresh 2. clean 3. mechanically pre-mixed to the specified proportions Deliver the seed to the site in the original unopened containers bearing the dealers: 1. guarantee 2. analysis 3. germination (90 percent pure with 85 percent germination) 20-3.01B(2)(e) Hydroseeded Lawn Planting Use Weyerhaeuser's Silva-Fiber or equal fiber that is 100 percent virgin wood fiber mulch (dyed green). Add organic tackifier, M-Binder by Ecology Controls or equal, when slopes exceed five percent. 20-3.01B(4) Fertilizers Add to Section 20-3.01B(4) 20-3.01B(4)(e) Iron Sulfate Use iron sulfate that is ferrous sulfate in pelleted or granular form containing not less than 18.5 percent iron expressed as metallic iron. Use Iron sulfate that complies with the Food & Agri Code. Add sulfur at 1 pound per 1000 square feet and gypsum at 2 pounds per 1000 square feet, both finely broken up. 20-3.01C Construction 20-3.01C(2) Pruning Replace section 20-3.01C(2) with: Do not prune limbs of trees except as approved by the Engineer. If the Engineer allows pruning of trees, provide a certified arborist to prune trees in compliance with American National Standard Institute: 1. ANSI A300 - Pruning Standards and 2. ANSI Z133.1 - Safety Requirements Provide tree care compliant with the International Society of Arboriculture Best Management Practices. 20-3.02 Planting Work 20-3.02C Construction 20-3.02C(2) Preparing Planting Areas Add to section 20-3.02C(2) The backfill mixture must be composed of: 1. Native, rock free soil - 75% by volume 2. Soil amendments - 25% by volume 3. "Grow-power" - 15 pounds per cubic yard of mix 4. Sulfur - 6 ounces per cubic yard of mix 75 Install plants in boxed containers, which are 24 inches or larger, prior to installation of the irrigation system. Reroute irrigation lines which conflict with these plant locations to clear the root ball. Cut back wrapping of balled and burlapped plants at the root crown after the plant is positioned in the plant pit. Fill with backfill mixture up to the finish grade and water thoroughly. Add additional backfill mixture to fill voids or settlement below finish grade. Construct a mound of backfill mixture around each plant forming a watering basin the same diameter of the drip line of the plant, except for: 1. ground covers planted from flats 2. trees and shrubs in grass areas Attach vines to supports as follows: 1. Trellis - After planting, carefully cut vine from nursery stake and spread branches. Spread and attach branches to trellis with green, plastic tie ribbon 2. Walls - Same procedure as trellis, but secure branches with adhesive masonry vine ties The Engineer will have final approval of placement of vine on supports. Add a 2-inch layer of mulch in a neat even layer: 1. around 2. under 3. between all plants in newly planted areas. Clear the mulch away from the root crowns. Do not place mulch in newly planted ground cover areas that are expected to fill in the first year. 20-3.02C(3) Planting Plants 20-3.02C(3)(a) General Add to Section 20-3.02C(3)(a) Mulch all disturbed areas using shredded bark mulch (gorilla hair) except for: 1. turf 2. any other areas that have been specifically addressed in compliance with Section 21 for erosion control 20-3.02C(3)(c) Groundcover Plants Add to section 20-3.02C(3)(c) Plant trees and shrubs prior to planting ground cover. Plant ground cover: 1. under 2. around 3. between shrubs and trees Plant ground cover in moist soil with a proportionate amount of soil from the flat. Soil most not crumble and fall away from the plant when removed from the flat. Apply a pre-emergent herbicide to the ground cover planting area for weed control. 76 20-3.02C(3)(d) Cuttings, Liners, Plugs, and Seedling Plants 20-3.02C(3)(d)(vi) Plug Planting Add to Section 20-3.02C(3)(d)(vi) After finish grading, thoroughly water area to a depth of at least 6 inches into soil. As soon as the soil can be worked, add fertilizer into the top 1 inch of soil. When the top two inches of soil is friable but contains enough moisture to prevent the stolons from drying out, plant stolons. Work stolons into the soil to depth of ½ inch to 1½ inches and cover with mulch. Plant stolons by: Turf Area Stolon Planting Means Less than 2,000 square feet Hand Planting Only 2,000 to 10,000 square feet Hand or Mechanical Planting Greater than 10,000 square feet Mechanical Planting Only Hydroseeding of stolon grass area is allowed, if approved by the Engineer. Do not allow stolons to dry out. Water stolons immediately after planting and keep stolons moist at all times until plants are well established. 20-3.02C(3)(e) Sod Add to Section 20-3.02C(3)(e) Establish sod subgrade taking into account thickness of sod that will be installed. Sod subgrade is equivalent to finished grade minus sod thickness. Sod subgrade must be: 1. firm 2. raked smooth 3. no depressions or undulations 4. moist but not wet when sod is laid Lay sod parallel with staggered ends and offsetting adjacent rows. Butt sod tightly against each other and all construction. Within two hours after installing sod and before rolling, lightly water sod. Roll all seams and joints with a half-filled roller. After rolling, thoroughly water area to a depth of at least 6 inches into soil. Repeat watering as necessary to keep the sod moist until rooted. Add to section 20-3.02C(3) 20-3.02C(3)(f) Hand Seeded Lawn 77 Mow and remove vegetation from area to be seeded. Loosen the top 2 inches of the soil with verticutting blades or by light cultivation. After finish grading, rake the soil surface and apply seed. Apply seed in uniform amounts in in two opposite directions. Apply seed with a cyclone seeder and use sand as a proportioner (2:1 sand to seed) to help ensure even distribution. After seed application, lightly rake area to achieve a seed cover using hand rake or a drag mat behind a tractor. Cover the area with mulch evenly to a depth of ¼ inch. Roll area with an empty roller, then thoroughly water. Planting must occur in late summer or early fall, before the first rain of the season. Keep seeded area continuously moist throughout the germination period, as specified by the seed company. Any seed that germinates outside of the designated grass area must be immediately removed, including roots. 20-3.02C(3)(g) Wildflower Seeding Apply wildflower seed to natural areas. Seed must be: 1. fresh 2. clean 3. new crop seed 4. delivered to the site in labeled, un-opened containers Seed containers must be labeled with: 1. germination rate 2. germination test date 3. quantity of seed supplied For seed mixtures, supply an itemized list citing percent composition and minimum germination standard for each component in the mixture. 20-4 PLANT ESTABLISHMENT WORK 20-4.01 GENERAL 20-4.01A Summary Replace Section 20-4.01A with: Section 20-4 includes specifications for performing plant establishment, work, and caring for the planting including: 1. watering plants 2. pruning plants 3. replacing damaged plants 4. weeding 5. rodent and pest control 78 6. operation and repair of irrigation facilities Establish and continually maintain all newly planted areas for one year starting the day after the date of project acceptance. The remainder of the contract, excluding the work involved in the maintenance period, will be finalized in compliance with section 9-1.17C. Before the maintenance period begins, an agreed upon, a maintenance schedule indicating the days that maintenance are planned to be performed must be approved by the Engineer. 20-4.03 CONSTRUCTION 20-4.03G Watering Add to Section 20-4.03G Apply water lightly and frequently until roots begin to grow. Once plants are established, water as required to maximize plant growth. Schedule lawn watering one day prior to wilting and then water until surface run off begins. Complete watering during rising temperature. Start automated systems to begin watering at 5:00 A.M. or as directed by the Engineer. Add to section 20-4.03 20-4.03H Turf Protection Protect planted turf areas, at a minimum, with fencing until established. Provide stake that are three feet long. Embed stakes one foot into soil at eight foot on center around the perimeter of turf area. Connect stake with two strands of orange plastic ribbon. Place one strand at the top of the stake and one strand six inches above turf. Provide signs stating: “KEEP OFF GRASS” placed at every change in direction. Protect and maintain area until the grass is well rooted and has 2½ inches of top growth. 20-4.03I Mowing and Edging Once the seeded lawn grass has ninety percent coverage, mow the lawn for the first time. Cut the lawn to one half (1/2) its height the first mowing, then to its normal height thereafter. Catch, collect and remove all lawn clippings. Mow the lawn, at a minimum, every seven calendar days to the following heights: Grass Type Mow Height Bluegrass & Rye grass 2 inches Bermuda grass 1 inch Dichondra 1 inch Tall fescue 2½ inches Trim edges of lawn, at a minimum, every 14 calendar days. 20-4.03J Pruning Prune lateral branches and buds flush with trunk. 79 Do not prune young trees until they are able to support themselves without stakes or other supports. Pruning will be allowed to remove: 1. dead 2. diseased 3. damaged portions of young trees. Do not shear shrubs unless directed by the Engineer. Complete pruning to maintain growth within space limitations or to maintain a proper leaf-to- root relationship. 20-4.03K Staking and Guying Replace all broken support materials. Remove support materials prior to disfiguring of plant. Remove support system or replace support system if still required as directed by the Engineer. Review supported plants monthly and remove support system as soon as they are no longer needed. 20-4.03L Pest and Disease Control Identify pest and immediately control by mechanical or chemical means. Complete control work in strict compliance with the manufacturer’s recommendations without harming any other plant or animal life. Do not use chlorinated hydrocarbons or organic phosphate-based pesticides. 20-4.03M Weeding Remove all weeds by mechanical or chemical means once a week. Complete control work in strict compliance with manufacturer’s recommendations without harming any other plant or animal life. 20-4.03N Fertilization Fertilize: 1. ground cover 2. planted areas 3. planted mulch beds every 30 calendar days. Fertilize turf area 30 calendar days after maintenance period has begun and at intervals recommended by the fertilizer manufacture. Send a letter to the Engineer stating that fertilization has taken place documenting dates and enclose copies of invoices showing amount of fertilizer applied. 20-4.03O Plant Replacement Replace all dead plant materials with the originally planted type and size within two weeks of the plant dying or when notified by the Engineer. 80 Should a potted plant die, the pot must be immediately relocated out of view until the plant can be replaced. Complete replacement within five working days. Obtain written consent from the Engineer for any substitute plant type. 20-4.03P Irrigation System Maintain the irrigation system in proper operating condition at all times; repairing: 1. broken heads 2. valves 3. pipes 4. controllers 5. etc. within two days of failure. Isolate, cap, or turn off zones that will cause a loss of water or damage due to excess flows. Set, monitor, and adjust station run times to supply adequate watering for plant growth without causing: 1. overwatering 2. standing water 3. wet muddy conditions 4. run off of water Should failure occur, hand water to ensure healthy plant growth. Seasonally adjust automatic irrigation systems to appropriate watering. Inspect irrigation heads weekly for proper coverage and to eliminate overthrow. On a monthly basis: 1. flush and clean filters for drip irrigation system 2. test pressure at the worst hydraulic points for correct pressure and adjust as needed On a weekly basis check for proper flow for all micro tube emitters. Clean and replace as needed or as directed by the Engineer. 20-4.03Q Damage Immediately repair all damage to planting areas. Keep all planting areas and adjacent paved areas neat and clean. Fill depressions caused by: 1. vehicles 2. equipment 3. foot traffic with lightly compacted and leveled soil. Rebuild, replant, and re-compact eroded or washed out sections of slopes. Remove deposits of silt on: 1. walkways 2. planting 3. lawn areas 81 20-4.04 PAYMENT Replace Section 20-4.04 with: Establish and continually maintain all newly planted areas until final project acceptance by City Council or designated representative. Costs for continued maintenance until project acceptance is included in other bid items of work. Continually maintain planted areas during the one-year maintenance period which begins the day after final project acceptance. Maintenance period compensation will be withheld from the final payment and paid in even monthly payments over the maintenance period. The remainder of the contract, excluding the work involved in the maintenance period, will be finalized in compliance with section 9-1.17C. Submit a maintenance schedule indicating the day you will perform maintenance work to the Engineer for review and approval. If you fail to perform the maintenance within one week of the pre-determined schedule, payment will be forfeited for that month. If you fail to perform maintenance per the pre-determined schedule three times, the Engineer will put you on notice for violation of the contract and notify your bonding company. The Engineer reserves the right to continue maintenance in compliance with section 9-1.23 and to start legal proceedings to recapture costs required to maintain planted areas during the maintenance period. Full compensation for work specified in section 20-4 and applicable engineering standards is included in the payment shown on the bid item list. No plant establishment and maintenance period is required unless specified and included in the bid item list. If no plant establishment and maintenance period is required, plant material and irrigation repairs are covered for the duration of the guaranty period. 20-5 LANDSCAPE ELEMENTS 20-5.02 EDGING 20-5.02B Materials 20-5.02B(2) Header Board Edging Replace Section 20-5.02B(2) with: Boards, laminate boards (bender-board), and stakes must be one of the following types: 1. construction grade cedar 2. pressure treated Douglas fir 3. construction heart grade redwood complying with 57-2.01B(2) 4. an approved composite of equal strength and durability Boards must be: 1. rough cut from sound timber 2. straight. Sweep must not exceed 1 inch in 6 feet 3. free from loose or unsound knots. Knots must be sound, tight, well-spaced, and not to exceed 2 inches in size on any face 4. free of shakes in excess of 1/3 the thickness of the lumber 5. free of splits longer than the thickness of the lumber 82 6. free of other defects that would render the lumber unfit structurally for the purpose intended 7. a nominal size of 2 inches x 4 inches Bender-board must be: 1. of an appropriate thickness, that when bent, does not kink or crack 2. a nominal size of 4 inches Anchor edging with stakes. Stakes must be: 1. a nominal size of 1 inch x 2 inches with a length of 18 inches 2. secured to headers with six penny (6d) galvanized common nails or screws two per stake 3. driven ¼ inch lower than top of header and back cut at a forty-five (45) degree angle, with the acute part facing stake 4. placed at no more than 5 foot on center and within 1 foot of the ends when placed in a straight line 5. placed at no more than 3 foot on center and alternating on either side of header board when placed on curve. Staking interval may be reduced in order to maintain smooth radius 6. placed on the planter side of header’s or as directed by the Engineer Trench and set the header boards after location is approved by the Engineer. Set the boards on firmly compacted subgrade. Stake the headers, backfill and compact. Finish grade the soil on each side of the headers to the required elevation. 20-5.02B(3) Metal Edging Add to section 20-5.02B(3) Use metal edging that is a minimum of 1/8-inch thick. 20-5.03 INERT GROUND COVERS AND MULCHES 20-5.03A General 20-5.03A(3) Construction 20-5.03A(3)(c) Treatment of Soil Add to section 20-5.03A(3)(c) Apply pre-emergent herbicide for weed control prior to the application of mulch. Determine which herbicide is safe for adjacent plants. Notify the Engineer if detrimental compatibility exists between the herbicide and the plants prior to application. Apply only granular forms of pre-emergent herbicide, and do not apply it if the foliage is wet or the wind is more than five miles per hour. Wash all foliage of pre-emergent herbicide residue after application. Apply the pre-emergent herbicide in strict compliance with manufacture’s recommendations. 83 21 EROSION CONTROL 21-2 EROSION CONTROL WORK 21-2.02 MATERIALS 21-2.02F Seed Add to Section 21-2.02F Seed (% minimum purity, % minimum germination) pounds per acre Bromus carinatus - California Brome (95%, 85%) 22 Festuca megalura - Zorro Fescue (85%, 80%) 10 Trifolium hirtum "Hykon" - Rose Clover (95%, 90%) 30 inoculated with appropriate bacteria 5 Eschscholzia californica - California Poppy (95%, 75%) 5 Lupinus nanus - Sky Lupine (95%, 75%) 5 21-2.03 CONSTRUCTION 21-2.03D Hydromulch and Hydroseed Add to section 21-2.03D After finish grading, thoroughly water area to a depth of at least 6 inches into soil. As soon as the soil can be worked, cultivate top 2 inches of soil and level. Keep area moist to a depth of 6 inches into soil. Prepare slurry at the site by an experienced hydroseeding company. Commence spraying within five minutes after all materials have been mixed into the slurry. Clean overspray areas immediately. Remove any seed that germinates outside of the hydroseed area. 84 DIVISION IV SUBBASES AND BASES 26 AGGREGATE BASES 26-1 GENERAL 26-1.02 MATERIAL 26-1.02A General Replace the 1st and 2nd paragraph of Section 26-1.02A with: Aggregate for base must be clean and consist of any combination of the following: 1. Broken stone 2. Crushed gravel 3. Natural rough surfaced gravel 4. Sand 5. Reclaimed Portland cement concrete 6. Lean concrete base 7. Cement treated base Recycled or reclaimed asphalt concrete may only be used in class 2R aggregate base. Use ¾ inch maximum grading aggregate for class 2 and 2R aggregate base. All aggregate base must be free from organic matter and other deleterious substances. Add to Section 26-1.02. 26-1.02D Class 2R Aggregate Base (Recycled) Class 2R aggregate base material use is limited to the City right-of-way unless authorized by the Engineer. Do not use class 2R aggregate base material within the creek areas or creek setback areas as described in the Municipal Code. Class 2R aggregate base must conform to the following grading and quality requirements: Aggregate Grading Requirements Percentage Passing ¾” Maximum Sieve Sizes Operating Range Compliance Range 1 inch 100 100 ¾ inch 90-100 87-100 No. 4 35-62 30-65 No. 30 10-30 5-35 No. 200 2-9 0-12 Quality Requirements Test Operating Range Compliance Range Resistance (R-Value) ---- 70 Min. Sand Equivalent 25 Min. 22 Min. Durability Index ---- 30 Min. 85 Furnish a laboratory report, not more than 3 months old, verifying the material’s compliance with this Section’s requirements prior to material being delivered to site. Material is still subject to testing and acceptance after it is delivered and placed. Class 2R aggregate base must be encapsulated by placing it below another material such as asphalt concrete or Portland cement concrete, where it will not be exposed to wearing and cause it to enter the air or drainage system. Use of class 2R aggregate base with an R value below that of Class 2 aggregate base will only be allowed when the structural Section has been designed for that value. 26-1.02E Class 3 Aggregate Base (Sand) Class 3 aggregate base must be of a nature that can be compacted readily under watering and rolling to form a firm, stable base. Aggregate must conform to the grading and quality requirements shown in the following tables: Grading Requirements (Percent Passing) Sieve Size Operating Range Contract Compliance 1 inch 100 100 #4 80-95 75-95 #30 35-70 30-75 #200 15 Max. 10 Max. Quality Requirements Test Operating Range Compliance Range Sand Equivalent --- 30 Min. 26-1.02F Crushed Rock Crushed rock must be of a nature that can compacted readily to form a firm, stable base. Crushed rock must conform to the grading and quality requirements shown in the following table. Grading Requirements Sieve Size Percent Passing 1 inch 100 ¾ inch 90-100 3/8 inch 20-55 #4 0-10 #8 0-5 Quality Requirements Sand Equivalent 30 Min. 26-1.02G Select Backfill Material (Trench Backfill Sand) Select Backfill Material must be of a nature that it can be compacted readily to 90 percent relative compaction. The following materials are not acceptable for use as select backfill material: 1. Material with corrosive properties 2. Marine or beach sand 3. Recycled / reclaimed material 86 Select Backfill Material must conform to the grading and quality requirements shown in the following table: Grading Requirements Sieve Size Percent Passing 1 inch 100 #4 80-95 #30 35-70 #200 15 Max. Quality Requirements Sand Equivalent 30 Min. 26-1.02H Float Rock (Trench Backfill) Float rock must be of a nature that it can be compacted readily to 90 percent relative compaction. The following materials are not acceptable for use as Float Rock: 1. Material with corrosive properties 2. Local "Red Rock" Float rock must conform to the grading requirements shown in the following table: Grading Requirements Sieve Size Percent Passing ¾ inch 100 ½ inch 95-100 3/8 inch 70-80 #4 15-25 #8 0-5 87 DIVISION V SURFACING AND PAVEMENTS 37 BITUMINOUS SEALS 37-1 GENERAL 37-1.01 GENERAL Add to Section 37-1.01. Notification and operational requirements must comply with Sections 7-1.03 and 7-1.04. 37-2 SEAL COATS 37-2.01 GENERAL 37-2.01B Materials Add to Section 37-2.01B Asphalt Emulsion must comply with Section 94. 37-2.04 ASPHALTIC EMULSUON SEAL COAT 37-2.04B Nonpolymer Asphaltic Emulsion Seal Coat 37-2.04B(2) Materials Add to Section 37-2.04B(2). Use Fine ¼” max seal coat gradation. 37-2.04C Polymer Asphaltic Emulsion Seal Coat 37-2.04C(2) Materials Add to Section 37-2.04C(2). Use Fine ¼” max seal coat gradation. 37-3 SLURRY SEAL AND MICRO-SURFACING 37-3.01 GENERAL 37-3.01D Quality Assurance 37-3.01D(1) General Add to Section 37-3.01D(1). No single: 1. Aggregate grading, or 2. Sand equivalent test May represent more than: 1. 360,000 square yards or 2. One day’s production Whichever is smaller. 37-3.03 CONSTRUCTION 37-3.03D Placing 37-3.03D(1) General Add to Section 37-3.03D(1). 88 Seal coat placed adjacent to concrete gutter must be placed up to, but not on, concrete gutter. Seal coat material extending more than 1 inch into adjacent concrete gutter must be removed within 24 hours of seal coat application. Seal coat placement may not continue until previous days gutters have been cleaned. 37-3.03D(2) Surface Preparation 37-3.03D(2)(a) General Add to Section 37-3.03D(2)(a) Protecting existing utility collars and concrete collars must comply with Section 15. Provide to the Engineer, a written herbicide recommendation by a Licensed Pest Control Adviser with material safety data sheets of recommended products. Spray the approved herbicide, which leaves behind a visible blue marker dye, on vegetation. The herbicide must be applied under dry condition and 48 hours prior to vegetation removal. Before placing the seal coat, vegetation in pavement cracks and between pavement and curb/gutter must be removed. You must assume full responsibility for the proper application of the herbicide governed by Federal, State and Local laws. Remove surface contaminates such as grease or oil spots to allow for proper adhesion of seal coat. If seal coat placement includes locations where a bike lane is located immediately adjacent to a concrete gutter, grind pavement surface flush prior to application of seal coat. The width of the grind must be a minimum of one foot and up to five feet, as necessary to leave the cross slope of the pavement surface less than 5%. The finish surface adjacent to the seal coat must not be more than ¼ inch above the surface of the gutter where a bike lane abuts the gutter. In areas where concrete pavement is exposed, apply a tack coat consisting of one part emulsified asphalt and three parts water at a rate of 0.10 gallons to 0.15 gallons per square yard, or as directed by the Engineer. Use CSS1H emulsion grade emulsified asphalt. 37-3.03D(3) Test Strip 37-3.03D(3)(b) Slurry Seal Replace Section 37-3.03D(3)(b) with 37-3.03D(3)(c). 37-3.03D(3)(c) Micro-Surfacing Replace Section 37-3.03D(3)(c) with: Calibration of each truck that will be used on the project within 20 miles of the City of San Luis Obispo and must be calibrated specifically for the City’s project. Calibrate per California Test 109, Monday through Friday between the hours of 7:00 AM and 4:00 PM. You must construct a test strip for evaluation by and at a location provided by the Engineer. A test strip must: 1. Be placed under similar conditions of the contract work 2. Be placed at the same time of day or night that contract application will occur 3. Use the approved project mix design 4. Use the same laydown procedures and equipment that will be used for contract work 89 5. Have a minimum length of one hundred feet 6. Be completed and accepted as satisfactory by the Engineer two working days prior to the first contract application day 7. Curing properly to allow normal traffic on the surfaced roadway within three hours 8. Have edge lines that are straight and remain straight 9. Have no lumping, balling or unmixed aggregate 10. Have a uniform surface texture that is free of streaks, slick spots or excessive drag marks You must propose adjustments in the mixture to compensate for sudden changes in weather conditions or night application. All adjustments to the mixture must be lab approved prior to placement of the mix. If the mix design or the placement procedure is determined by the Engineer to be unacceptable, the test strip will be rejected and not measured as part of the completed work. You must remove and replace the test strip at no additional cost or overlay the test strip with material that conforms to the project specifications, at the Engineer's discretion. The edges and ends of overlaid material must be feathered to conform to the longitudinal and transverse joint requirements in these specifications. Accepted test strips, when placed within project contract area, will remain in place and be measured as part of the completed work. A new test strip will be performed when there is field evidence that the system is not performing as specified. 37-3.03D(4) Placement 37-3.03D(4)(a) General 37-3.03D(4)(a)(i) General Add to Section 37-3.03D(4)(a)(i). Roll all seal material with a rubber-tired roller, a minimum of three passes, prior to allowing traffic on the surfaced roads. After placement of seal material surfaced roads must be opened to traffic no later than 3 hours after the seal material has been placed and no later than 4:00 p.m. in the evening. Quantities of seal placed daily must be adjusted to accommodate road- opening schedule. 37-3.03D(4)(c) Micro-Surfacing 37-3.03D(4)(c)(iii) Finished Surface Add to Section 37-3.03D(4)(c)(iii). Micro-surfacing must cure to allow turning truck traffic within 3 hours. Adequate cure must be verified through actual traffic conditions. Micro-surfacing that exhibits large aggregate displacement after 3 hours from actual traffic must be removed and replaced at no cost to the City. At the expiration of the time allowed for closure of lanes, the micro-surfacing mixture must be sufficiently cured to support unrestricted traffic. 37-3.04 PAYMENT Replace Section 37-3.04A and 37-3.04B with: 90 Full compensation for work specified in Section 37 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. If test results for slurry seal or micro-surfacing indicate that the material does not comply with the requirements, you may remove the installed material represented by the failing test results or request it remain in place with a payment deduction in the amount of $0.50 per square yard. 91 39 HOT MIX ASPHALT Delete Section 39 of the State of California, Department of Transportation Standard Specifications dated 2015. Add Section 39 of the State of California, Department of Transportation Standard Specifications dated 2010. 39-1 GENERAL 39-1.01 GENERAL 39-1.01A Summary Add to section 39-1.01A. Asphalt grinding and removal must comply with Section 15. Temporary transitions must comply with Section 42-3.03C(1). 39-1.02 MATERIALS 39-1.02B Tack Coat Add to section 39-1.02B. Use RS-1 asphaltic emulsion for tack coat. See Section 94 for requirements. 39-1.02C Asphalt Binder Replace section 39-1.02C with: Use asphalt binder for Hot Mix Asphalt (HMA) in compliance with Section 39-1.02D. Use PG 64-10, in compliance with Section 92, for asphalt binder unless otherwise directed by the Engineer. 39-1.02F Reclaimed Asphalt Pavement (RAP) Add to Section 39-1.02F Reclaimed asphalt pavement may be used for paving operations less than 20 tons per day. Paving operations more than 20 tons per day must use virgin asphalt concrete. 39-1.03 HOT MIX ASPHALT MIX DESIGN REQUIREMENTS 39-1.03A General Replace section 39-1.03A with: Submit asphalt mix design prepared by an independent laboratory in compliance with section 39- 1.03B. Submit mix design, a minimum of 7 days, prior to any paving for review and approval of the Engineer. 39-1.09 SUBGRADE, TACK COAT, AND GEOSYNTHETIC PAVEMENT INTERLAYER 39-1.09D Geosynthetic Pavement Interlayer Add to section 39-1.09D. 92 Pavement reinforcing fabric and paving grid must comply with Sections 88-1.02J and 88-1.02L, respectively. Provide a certificate of compliance for pavement fabric used to the Engineer. Place fabric into the asphalt binder with a minimum of wrinkles. The placed fabric must be broomed or squeegeed to remove any bubbles prior to the binder cooling to the point that fabric will not adhere. The equipment for placing the fabric must be mechanized and capable of handling full rolls of material and be capable of laying the fabric without forming excess wrinkles or folds. The equipment to be used is subject to the approval of the Engineer. 39-2 STANDARD CONSTRUCTION PROCESS Replace section 39-2 with: Acceptance Criteria, Testing: HMA Type A, Type B, and RHMA-G shall be placed at 91-97 percent of maximum theoretical density. For percent maximum theoretical density, the Engineer determines a deduction for each test result outside the specifications using the reduced payment factors shown in the following table: 39-3 METHOD CONSTRUCTION PROCESS 39-3.01 GENERAL Add to section 39-3.01. Reduced Payment Factors for Percent of Maximum Theoretical Density Reduced payment factor HMA Type A and B and RHMA-G Reduced payment factor HMA Type A and B and RHMA-G percent of maximum theoretical density 91.0 percent of maximum theoretical density 97.00.0000 0.0000 90.9 0.0125 97.1 0.0125 90.8 0.0250 97.2 0.0250 90.7 0.0375 97.3 0.0375 90.6 0.0500 97.4 0.0500 90.5 0.0625 97.5 0.0625 90.4 0.0750 97.6 0.0750 90.3 0.0875 97.7 0.0875 90.2 0.1000 97.8 0.1000 90.1 0.1125 97.9 0.1125 90.0 0.1250 98.0 0.1250 89.9 0.1375 98.1 0.1375 89.8 0.1500 98.2 0.1500 89.7 0.1625 98.3 0.1625 89.6 0.1750 98.4 0.1750 89.5 0.1875 98.5 0.1875 89.4 0.2000 98.6 0.2000 89.3 0.2125 98.7 0.2125 89.2 0.2250 98.8 0.2250 89.1 0.2375 98.9 0.2375 89.0 0.2500 99.0 0.2500 Remove and replace Remove and replace<89.0 >99.0 93 Asphalt concrete must be type A conforming to the requirements for ¾” aggregate grading except as noted below. Provide final lift of multi-lift paving, when thickness is less than 2 inches, conforming to the requirements of type A asphalt concrete ½” aggregate grading. Provide leveling course conforming to the requirements of type A asphalt concrete 3/8” aggregate grading. 39-3.02 ACCEPTANCE CRITERIA Add to section 39-3.02. 39-3.02B Testing During Placement Obtain special inspection services of a geotechnical engineer to provide density testing during paving operations to determine that the work effort is sufficient to achieve a minimum of 95 percent relative compaction. Where 95 percent compaction is not achieved, you must work with the geotechnical engineer to modify the operations to achieve the required compaction of 95 percent. Obtain special inspection services, if required by the Engineer, in order to verify compliance with section 39-1.12. Cease paving operations until the necessary adjustments are made to provide a smooth surface. 39-3.03 SPREADING AND COMPACTING EQUIPMENT Add to section 39-3.03. Areas inaccessible to the rollers may be compacted using a high impact power compactor capable of attaining the same compaction as the rolled areas. The Engineer may allow the number of rollers to be reduced depending on the size of the paving operation. 39-3.04 TRANSPORTATION, SPREADING AND COMPACTING Add to section 39-3.04. Prior to placing asphalt paving over an existing surface, the surface must be cleaned by vacuum sweeping, or other means necessary to remove all surface contaminates, to the satisfaction of the Engineer, including: 1. loose particles of paving 2. dirt 3. grease 4. oil spots 5. other extraneous material Prior to vegetation removal spray an approved herbicide, which leaves behind a visible blue marker dye, a minimum of 48 hours in advance of vegetation removal. Submit to the Engineer a written recommendation, for herbicide intended to be used, by a Licensed Pest Control 94 Adviser along with material safety data sheets of recommended products. Apply herbicide in strict compliance with all: 1. Federal Law 2. State Law 3. Local Law 4. Manufacture’s recommendations Remove vegetation in pavement 1. cracks 2. between pavement and gutter 3. between pavement and curb prior to cleaning and placing asphalt concrete. When placing asphalt concrete to established lines and grades, the automatic screed controls must provide the longitudinal grade and transverse slope. You must: 1. furnish 2. install 3. maintain grade and slope. Place screed with automatic controls adjacent to existing pavement to provide grade and slope of new pavement and transitions between new and existing pavement in strict compliance with section 39-1.12B. All screeds must be controlled in the same manner. Asphalt concrete must not be placed during rain or other unsuitable weather. At no time is the soil beneath the existing pavement material to be exposed to rain or other adverse weather conditions. If vibratory rollers are used as finish rollers, turn off vibratory unit. On streets receiving an asphalt concrete overlay, you must spread a leveling course in all: 1. dip areas 2. depressions 3. voids greater than two inches 4. as directed by the Engineer Spreading and compacting must be performed by methods that will produce a surfacing of uniform: 1. smoothness 2. texture 3. density Place asphalt concrete adjacent to curb ramps in compliance engineering standards for curb ramp landing slope requirements. Submit grade and slope information for curb ramp landings to the Engineer prior to placing asphalt concrete. Submit a variance request if curb ramp landing slope requirements are unattainable prior to placing asphalt concrete. Schedule paving operations so that the entire width of the street is available to public traffic by the end of each working day. At no time may a vertical drop-off exist on a surface open to public traffic. 95 Do not place new asphalt concrete pavement on a portion of a travel lane. Asphalt concrete may not be placed after 3:00 P.M. unless authorized by the Engineer. Compact asphalt concrete to a relative compaction not less than 95 percent. Place and compact asphalt concrete to the required finished lines and grades and cross-section as shown. Should the methods and equipment furnished fail to produce a layer of asphalt concrete conforming to all requirements, including compaction and smoothness, discontinue paving operations and modify operation or equipment. 39-4 QUALITY CONTROL/QUALITY ASSURANCE CONSTRUCTION PROCESS Delete section 39-4. 39-6 PAYMENT Add to section 39-6. Full compensation for work specified in section 39 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. 96 42 GROOVE AND GRIND CONCRETE 42-3 GRINDING 42-3.03 CONSTRUCTION 42-3.03A General Add to Section 42-3.03A. 42-3.03A(1) Equipment Grind with abrasive grinding equipment designed for grinding asphalt in the longitudinal direction of the traveled way. Cutter head for asphalt concrete grinding machines must not be less than 6 feet in width and must be operated without producing fumes or smoke. The grinding machine must be capable of cold plane grinding without the need to soften pavement. Streets may contain areas of concrete below the asphalt concrete surface; grinding equipment must be capable of grinding through these areas. 42-3.03B Pavement Add to Section 42-3.03B. Provide the: 1. Depth 2. Width 3. Shape Of the grind as shown or as directed by the Engineer. The final grind must result in a uniform longitudinal and transverse surface conforming to the new cross section as shown. The outer limits of the grind area must be neat and uniform. Do not damage remainder surface. Provide a continuous grind width. You may grind around corners and through conform lines at intersections. Remove grind spoils deposited in: 1. Gutters 2. Driveways 3. Around structures 4. On adjacent lanes Concurrently with grinding operations. Furnish and operate a self-loading motor sweeper with spray nozzles to clean and maintain ground areas at all times until final lift of paving. Where transverse joints are ground in the pavement at conform lines, no drop-off may remain between the existing pavement and the ground area when the pavement is opened to public traffic. Provide an asphalt concrete temporary taper, if permanent asphalt concrete has not been placed, to the level of the pavement prior to opening to public traffic. Provide the following temporary tapers at locations shown below if the difference in elevation between adjacent surfaces is more than ¾ inch: 97 Location Ratio (horizontal: vertical) Transverse joints 30:1 Sidewalk ramps 20:1 Driveway / Access Point 12:1 Longitudinal joints * 12:1 * Required only for streets with existing bike lanes where joint will remain more than 2 calendar days Use commercial quality asphalt concrete for temporary tapers. Spread and compact asphalt concrete for temporary tapers by any method that will produce a smooth riding surface. Completely remove, including all loose material from the underlying surface, temporary tapers before placing the permanent surfacing. 98 DIVISION VI STRUCTURES 51 CONCRETE STRUCTURES 51-1 GENERAL 51-1.02 MATERIALS 51-1.02A General Replace Section 51-01.02A with: Drainage inlet basins may be precast units. For precast basins requiring weep holes, weep holes must be part of the casting and may not be drilled. The gutter, opening and deck portion of the drainage inlet must be cast in place to conform to required grades. 51-1.04 PAYMENT Add to Section 51.04. Full compensation for work specified in Section 51 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. Minor concrete structures including: 1. Pipe headwalls 2. Drop inlets 3. Catch basins 4. Other miscellaneous concrete structures That are identified in the Bid Item List as separate items, will be paid for at the contract price for each structure listed. 52 REINFORCEMENT 52-1 GENERAL 52-1.02 MATERIALS 52-1.02B Bar Reinforcement Add to Section 52-1.02B. Do not substitution reinforcement bars with welded wire reinforcement, unless: 1. Specified 2. Shown, or 3. Provided for in Engineering Standards 56 OVERHEAD SIGN STRUCTURES, STANDARDS, AND POLES 56-2 OVERHEAD SIGN STRUCTURES 56-2.01 GENERAL 56-2.01C Submittals 56-2.01C(3) Quality Control Program Add to Section 56-2.01C(3). A quality control plan is not required when the total number of signs installed is less than 100. 56-2.02 MATERIALS 56-2.02A General Add to Section 56-2.02A Signs must include a graffiti guard coating. 99 DIVISION VII DRAINAGE FACILITIES 64 PLASTIC PIPE 64-2 PLASTIC PIPE 64-2.02 MATERIALS 64-2.02A General Add to Section 64-2.02A. Solid wall Polyvinyl Chloride (PVC) pipe is an approved plastic pipe. PVC pipe may not be used if exposed to sunlight. High Density Polyethylene (HDPE) corrugated type c pipe (corrugation on interior and exterior of pipe) is not an approved plastic pipe and may not be used. Plastic pipe must comply with Section 77. 64-2.03 CONSTRUCTION Delete Section 64-2.03. 64-2.04 PAYMENT Delete Section 64-2.04. 66 CORRUGATED METAL PIPE Delete Section 66. 67 STRUCTURAL PLATE CULVERTS Delete Section 67. 100 DIVISION VIII MISCELLANEOUS CONSTRUCTION 73 CONCRETE CURBS AND SIDEWALKS 73-1 GENERAL 73-1.01 GENERAL Add to Section 73-1.01. Provide a construction plan, including plan and profile information, when installing new: 1. Curb 2. Gutter 3. Spandrels 4. Cross gutters 5. Curb ramp or 6. Other surface concrete Where none currently exist. Provide that plan to the Engineer at least 10 working days prior to construction. The plan must conform with: 1. Uniform Design Criteria 2. Engineering Standards 3. Standard Specifications 4. As directed by the Engineer The Engineer will make a determination as to how much of the existing street must be removed and replaced to provide an acceptable transition between the existing pavement and the new lip of the gutter. 73.1.02 MATERIAL 73-1.02A General Delete 1st paragraph in Section 73-1.02A. Add to Section 73-1.02A. Concrete must be class 3 and comply with Section 90. Aggregate base must comply with Section 26. Earthwork must comply with Sections 19 and 77-1. 73-1.02B Detectable Warning Surface Replace Section 73-1.02B with: Truncated domes or detectable warning surfaces must comply with Engineering Standard 4440. 73-1.03 CONSTRUCTION 73-1.03A General Add to Section 73-1.03A. Pour: 1. Mow curbs 2. Spandrels 3. Cross gutters 4. Other surface concrete 101 As a complete unit. Stop concrete pours at expansion or cold joints as approved by the Engineer. If rebar is used to reinforce the concrete, use a vibrator during the placement of the concrete. Pour integral sidewalks monolithic with curb and gutter. Complete the discharge within 1 hour or before 250 revolutions of the drum or blades, whichever occurs first, after the introduction of cement materials to aggregates from batch plant. Install and finish concrete per the lines and grades shown. Finished concrete may not deviate more than ¼” in 10 feet from the design grade, plane, or curvature as shown. Finished concrete that does not meet this requirement must be removed and replaced at your expense. Use a clean hair broom drawn lightly and transversely across to finish sidewalk and driveway ramps. Finish all edges with an edger. Do not backfill and restore other improvements until the placed concrete reaches sufficient strength to support the other improvements. Repair or replace all adjacent improvements to a condition equal to that before the work began. Sawcut, at the nearest score mark, concrete: 1. Sidewalks 2. Curb 3. Gutters 4. Driveways Which must be removed to pursue the work. When the nearest score mark is greater than five feet in distance from the work area, you may request to establish a sawcut line at a distance of: 1. Five 2. Ten or 3. Fifteen Feet from the nearest score mark. Distance is measured parallel to the curb face. The Engineer may approve the request at their discretion. In all cases, concrete replacements must be equal in dimensions to that removed with new score marks at the same location as previously existing score marks. Make every effort to protect existing concrete improvements and to match the existing improvements color and surface texture. When removing existing sidewalk, you may request, and the Engineer may approve, a sawcut line at the back of curb when the existing curb and gutter is not cracked, damaged or failed. Replace curb and gutter when required by the Engineer. 102 In the Mission Sidewalk District, restore sidewalk as described below. Existing Gray Sidewalks Removed (distance is measured parallel to the curb face): Removal Amount Restoration Requirements Less than 5 feet removed Restore in gray concrete More than 5 feet removed Restore with Mission Style Sidewalk. Area of restoration includes the entire width and depth of sidewalk, including curb and gutter Existing Mission Style Sidewalk Removed (distance is measured parallel to the curb face): Required Removal Amount Restoration Amount Remove in five-foot increments* Restore in Mission Style. Restore to match surrounding Mission Style Sidewalk. Area of removal and restoration includes the entire width and depth of the sidewalk, including curb and gutter, with only full tiles removed and replaced * Remove concrete from the back of tile to the back of sidewalk or nearest score mark in even five-foot increments. If your work disturbs tile, then remove concrete from back of curb to back of sidewalk or nearest score mark in even five-foot increments. Replace curb and gutter when required by the Engineer. Any existing feature in the concrete that is: 1. Special 2. Unique 3. Unusual or 4. Historic nature Must not be: 1. Replaced 2. Removed or 3. Altered Without approval of the Engineer. 73-1.03B Subgrade Preparation Add to Section 73-1.03B. See Engineering Standards for typical sections and depth of subgrade. Fill any excavation made below the base subgrade with imported base material approved by the Engineer. Prepare subgrade to optimum moisture content and compacted to a relative compaction of ninety-five percent maximum density. Use mechanical compacting equipment. At time of concrete placement, subgrade must be at optimum moisture. 73-1.03C Fixed Forms Add to Section 73-1.03C. The depth of the curb face form must be equal to the full-face height of the curb. Curb forms must be held in place with iron stakes or clamps. Construct forms to be clear of the concrete finishing operations. 103 73-1.03E Curing Replace Section 73-1.03E with: Immediately after completing the finishing operations, apply concrete curing compound number 4 in compliance with Section 90-1.03B(3) which is a non-pigmented curing compound type 1, class B to all exposed concrete surfaces. Add to Section 73-1.03. 73-1.03F Expansion and Contraction Joints See Engineering Standards for locations of expansion and contraction joints. Expansion joints may not be cut into concrete without prior approval of the Engineer. Use dowels when: 1. New concrete street pavement meets existing concrete street pavement 2. New sidewalk, curb and gutter meets existing sidewalk, curb and gutter 3. Between concrete cross gutters and curb and gutter Do not dowel curb and gutter into concrete street pavement. 73-1.03G Backfill and Cleanup Remove all forms and construction debris. Backfill all excavat ions to grade. Backfill all landscape areas with clean native soil. The area adjacent to back of sidewalk must be: 1. Level 2. Properly sloped or 3. Retaining wall constructed 73-1.03H Asphalt Concrete Pavement Where new curb and gutter or cross gutter abut an existing street, pavement removal and replacement is required as shown in the Engineering Standards. 73-1.04 PAYMENT Replace Section 73-1.04 with: Full compensation for work specified in Section 73 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. Quantities of: 1. Curbs 2. Gutters 3. Sidewalks 4. Gutter depressions 5. Cross gutters 6. Driveways 7. Curb ramps 8. Island paving Will be measured as indicated in the Bid Item List. Quantities will be determined by the count, from the dimensions shown, or as ordered in writing by the Engineer. 104 You will not be paid for concrete placed in excess of these dimensions or for the cost of restoration improvements damaged by your operations. Concrete curb and gutter will be measured by the linear foot. Driveway ramps will be measured by the square foot area between the expansion joint at each side of the ramp, and between the outer lip of the gutter and the back of the driveway. Sidewalk will be measured by the square foot, measured behind the curb line score mark on integral construction. Detectable warning surface is included in the payment for curb ramps. When detectable warning surfaces are placed on an existing curb ramp, the detectable warning surfaces are measured by the square foot. The City does not pay for the volume of excavation occupied by the new improvements or backfill. 73-4 TEXTURED CONCRETE AND COLORED CONCRETE SURFACES 73-4.01 GENERAL 73-4.01A Summary Add to section 73-4.01A. Section 73-4 includes specifications for mission style sidewalk. 73-4.01C Submittals Add to section 73-4.01C. Provide submittals to the Engineer for the following: 1. concrete mix design 2. concrete color 3. curing compound 4. tile 5. grout 6. mortar 7. stain or coating prior to construction. 73-4.02 MATERIALS Replace section 73-4.02 with: Use class 3 concrete. Use Type II ASTM, C-150 low alkali cement conforming to the latest standard.Concrete must be class 3 and comply with Section 90. For Mission Style sidewalk mix the concrete with DAVIS "Adobe" #5964, or approved alternative, added to the concrete in the amount of 5 pounds of color per 100 pounds of cement 105 or the equivalent amount of liquid color to produce an equal quality of color in the finished surface. Lids and covers may be cast iron or dark galvanized slip resistant diamond plate. Lids and covers in traffic areas must be traffic rated. Use Terracal unglazed ceramic tile, mission red, one-foot squares, ½ inch minimum thickness or approved equal. Add to section 73-4.02. 73-4.02A Mortar Use: 1. one part waterproof cement 2. four parts sand 3. no more than one part hydrated lime for Mission Style sidewalk tile. 73-4.02B Grout Grout for Mission Style sidewalk tile color to match sidewalk. 73-4.03 CONSTRUCTION Replace section 73-4.03 with: For mission style sidewalk: 1. vibrate 2. tamp 3. screed 4. float concrete to the required surface grade prior to placement of salt on the surface. Apply the salt, with the proper gradation, in the amount and coverage as shown in the engineering standards. After the salt has been placed: 1. roll or trowel into the surface 2. spray the curing compound in compliance with section 73-1.03F. Protect channels formed for tiles from the application of the sealing compound. Set tile in a mortar bed flush with adjacent surface. Place all: 1. sign posts 2. parking meter posts 3. utility vaults 4. water meter vaults 5. sewer cleanouts 106 behind the tile row and install according to Engineering Standards. Stain or coat all: 1. wells 2. boxes 3. lids 4. covers to match surrounding sidewalk. Add to section 73-4.03. 73-4.03A Tile Set the tile in a full mortar bed. Place damp cloth fabric over grouted tile joints immediately after completion and leave overnight. Clean tile with HILLYARD'S 777 or approved equal and seal with AQUA MIX “Grout Sealer” or approved equal. 107 75 MISCELLANEOUS METAL 75-1 GENERAL 75-1.02 MATERIALS 75-1.02A General Replace last paragraph in Section 75-1.02A with: Galvanize only metal materials specified to be galvanized as shown or as required in the Engineering Standards. 108 77 LOCAL INFRASTRUCTURE Replace Section 77 with: 77-1 EXCAVATION AND RESTORATION 77-1.01 GENERAL Excavation and restoration consists of all necessary: 1. Clearing and grubbing 2. Sawcutting 3. Removal and disposal of asphalt concrete 4. Removal and disposal of concrete 5. Removal and disposal of excavated material 6. Backfill and compaction of excavation 7. Surface restoration City streets are typically constructed of Asphalt Concrete or Portland Cement Concrete or a combination of the two. Unless clearly indicated on the plans or the project’s Special Provisions, it is your responsibility to determine the nature and depth of the street paving material. Prior to excavation, sawcut on all sides of: 1. Pavement 2. Curb 3. Gutter 4. Sidewalk Do not overcut the corners. If corners are overcut, corners must be repaired to the satisfaction of the Engineer. Earthwork must comply with Section 19. Prior to excavation, if there is the possibility of a section of pavement breaking out between the excavation and a nearby crack or joint, remove pavement up to the crack or joint and true-up the edges. Additional sawcutting may be required prior to paving operations if surroundings are damaged during work. Where the pavement edges have raveled or broken out in an irregular fashion due to work, you must "true-up" and square off the pavement edges to provide a neat and regular appearance, as directed by the Engineer. All trimmed edges must have a straight and vertical face at least 1½ inches deep prior to resurfacing. Concrete must comply with Section 90. Excavation and restoration includes removal of concrete. Protection and restoration of survey monuments and bench marks must comply with Section 5-1.26 and 5-1.36. Reinforcement steel must comply with Section 52. 77-1.02 MATERIALS 77-1.02A Base Materials 109 Unless shown otherwise, the base for concrete street pavement or thickened asphalt concrete pavement section may be one of the following: 1. Slurry cement backfill 2. Class 2 aggregate base 3. Class 2R aggregate base (in public right-of-way only) 4. Class 3 aggregate base 5. Select backfill material Provided the base is brought to pavement subgrade and meets all specified requirements for compaction. Use Class 2 concrete for thrust blocks and encasement. You may use Class 1, or other approved mix. 77-1.02B Slurry Cement Backfill (One Sack) Slurry cement backfill must comply with Section 19-3.02E. Reduce the cement content of slurry specified in Section 19-3.02E from 188 pounds per cubic yard to 94 pounds per cubic yard. Vibrate slurry into place. Do not allow slurry to be placed in contact with pipes. 77-1.02C Tracer Material 77-1.02C(1) Tape Use "Terra Tape Green Sewer" as manufactured by Griffolyn Company, Inc., Houston, Texas or an approved equal for tracing tape material. Place tracing tape material in trenches over underground pipe lines. 77-1.02C(2) Wire Use tracer wire that conforms to #14 AWG, high strength solid copper clad steel conductor, insulated with a 30 mil, high density, high molecular weight polyethylene (HDPE) insulation, rated for direct burial use. Place tracer wire in trenches as required in the Engineering Standards. Coil approximately 12 inches inside associated valve wells for easy access for pipeline locating work. Place wire on outside of stacking. Add G-5 box at each manhole and sewer lift station for separation between locating wire and sewer manhole. Label lid “SEWER”. 77-1.02C(3) Tracer Material Testing Use utility locater to locate all tracer material after backfill and compaction but prior to paving. Repair any discontinuous tracing tap or wire and repeat test until completed successfully. 77-1.02D Concrete Concrete must comply with Section 90. 110 77-1.02E Steel Reinforcement steel must comply with section 52. 77-1.02F Asphalt Asphalt concrete and tack must comply with section 39. 77-1.03 CONSTRUCTION 77-1.03A Excavation 77-1.03A(1) Utilities Underground facilities may or may not be shown, take precautions to preserve and protect any facility whether shown or not. You must determine the grade and location of the public utility facilities such as: 1. Telephone poles 2. Telephone conduit 3. Fiber lines 4. Underground conduit 5. Sewer mains 6. Sewer laterals 7. Water mains 8. Water services 9. Electrical lines 10. Storm drains 11. Gas mains 12. Gas services To conduct the work, prevent damage, and interrupted utility service. Mark out the area to be excavated. Obtain USA markings by calling USA 1-800-642-2444. Notify the Engineer that the site is ready for review. The City is not responsible for any 1. Damages 2. Costs 3. Delay 4. Expenses To you resulting from a third party underground facility operator’s failure to comply with stipulations as set forth in 4216.7(c) of California Government Code. Pothole existing utilities in advance of pipe installation work to allow for adjustment in elevation of the new pipe and provide required clearance between the new pipe and the existing utility. Pothole and expose all utility lines as required by utility owner. Protect existing public facilities and private improvements from damage. If, in the opinion of the Engineer, you are not taking all possible precautions to prevent damage to underground improvements, the Engineer may stop any and all operations. Operations will remain stopped until a determination is made as to the procedure to follow to protect and reduce the possibility of damage to the improvement. 111 If any damage is done to an underground facility caused by your negligence, as determined by the Engineer, repair the damage or have the damage repaired at no cost to the City. Any and all expenses that the City incurs having damage repaired will be deducted from the last payment for the project. Payment amount will be determined in compliance with Section 9-1.23. 77-1.03A(1)(a) Waterlines You should expect to find thrust blocks at: 1. Existing bends 2. Tees 3. Crosses 4. Line ends Restore required thrusting as directed by the Engineer. No additional payment will be made for the removal and restoration of existing trust blocks as needed to complete the work. 77-1.03A(1)(b) Sewerlines Every property has one or more sewer laterals. Sewer laterals are private owned and will not be marked by Underground Service Alert. You must make an effort to locate and protect the lateral. If you damage a sewer lateral you must repair the damage at your expense. When sewer mains or sewer laterals are encountered in the trench and they interfere with the laying of the pipeline, you must excavate the trench to such a depth and length to permit the installation of the new pipeline. If in the opinion of the Engineer, a larger excavation will not allow for installation of the new pipeline you may: 1. Remove the sewer main or sewer lateral 2. Lay the new pipeline 3. Repair the Section of removed sewer facility in compliance with Section 77-3.03F(3) 77-1.03A(2) Tree Protection 77-1.03A(2)(a) Protection Fences Install a 5-foot tall fence around drip-line of trees to be saved, or as directed by the Engineer, before any work starts on the site. The tree protection fence must be orange safety fencing secured with steel t-posts set at 8 feet on center. Tree protection fences must: 1. Be installed before any work begins 2. Remain in place 3. Continually maintained 4. Removed as the last item of contract work 77-1.03A(2)(b) Pruning Pruning of tree limbs will only be allowed if approved by the Engineer. Tree pruning must be done by a certified arborist per International Society of Arboriculture (ISA) standards. 77-1.03A(2)(c) Parking And Storage Of Building Materials Do not: 1. Park vehicles 112 2. Park construction equipment 3. Stockpile Within the drip-line of trees to be saved. 77-1.03A(2)(d) Dumping Do not deposit: 1. Water 2. Waste 3. Construction materials Within 20 feet of drip-line of trees to be saved. 77-1.03A(2)(e) Herbicide Use Do not use herbicide including pre and post emergent within 20 feet of drip-line of trees to be saved. 77-1.03A(2)(f) Trunk Protection Do not attach anything to any portion of trees to be saved. If you wound a tree to be saved, immediately expand tree protective fencing and treat tree wound to the satisfaction of the Engineer. If severe tree damage occurs you may be fined in compliance with the City’s tree ordinance. 77-1.03A(2)(g) Excavation, Grading, Trenching And Boring No trenching of any depth will be allowed within the drip-line of trees or shrubs to be saved, unless approved by the Engineer. If you plan to trench within 20 feet of the drip-line of tree to be saved, layout trench location with chalk or paint, and notify the Engineer for review and approval before trenching work begins. If the Engineer approves trenching within the drip-line of trees or shrubs to be saved, trenching excavation must be done by hand. Trenching outside the drip-line of trees to be saved and within 20 feet of drip-line of trees to be saved is not required to be completed by hand. No grading cuts or fills will be allowed within the drip-line of trees to be saved, unless approved by the Engineer. During excavation if any roots are encountered less than 1-inch in diameter, the root may be cut by hand leaving a clean cut. During excavation if any roots are encountered greater than 1-inch in diameter, the root must be protected from: 1. Scarring 2. Drying 3. Then tunneled under If the root cannot be protected, you must schedule the Engineer and City Arborist to review excavation and give direction. Shade roots from direct sunlight when exposed in open trench. The Engineer must review pruned or cut roots prior to backfilling trench. Trench must be backfilled within 24 hours of encountering roots. 113 All directional boring within drip-line trees to be saved must maintain a minimum depth of 5 feet. If severe tree or root damage occurs you may be fined in compliance with the City’s tree ordinance. 77-1.03A(2)(i) Tree Removals Trees not shown and identified on the plans to be removed, but are required to be removed in order to complete the work, are subject to the City's tree removal policies and procedures. Coordinate tree removal policy compliance with Engineer. 77-1.03A(2)(j) Tree Protection Plan If the approved project plans preclude compliance with all requirements of Section 77-1.03A(2), you must provide the services of a Certified Arborist to develop a tree protection and monitoring plan and implement the plan. The tree protection plan must include: 1. Establishment zones of protection for each tree 2. Provide pre-construction worker training 3. Site monitoring during construction 4. Recommended treatments for tree wounds if damaged 5. Identify post construction inspection and maintenance requirements. Submit plan to Engineer for review and approval prior to the start of any site work. 77-1.03A(3) Groundwater Provide and operate pumps or other devices that may be necessary for the removal of water from excavation during construction. Remove groundwater by laying rock or gravel on the bottom of the excavation or by other means that prevents groundwater from softening the bottom of the excavation. At the direction of the Engineer, install trench plugs to prevent ground water from traveling over long distances in a trench. 77-1.03B Trench Construction 77-1.03B(1) General Increase excavation width to provide for pipeline clearance as required in Engineering Standard as well as any necessary shoring. Excavate at least one foot beyond limits of structures. If you are unable to maintain minimum trench width required in the Engineering Standards, the Engineer may allow a narrower trench. If the Engineer allows a narrower trench, the Engineer may require crushed rock bedding and different backfill materials in order to compensate for additional loading on the pipe. During excavation for underground utilities, if solid rock or other unyielding materials is encountered, excavate an additional 6-inches minimum trench depth. Backfill additional excavation with pipe bedding material and compact by mechanical means to a relative compaction of 90 percent. Pipe bedding must be true to the design line and grade. During excavation for underground utilities, if soft or unsuitable materials are encountered, excavate an additional 12-inches minimum trench depth. Backfill additional excavation with 114 float rock material or as directed by the Engineer. Float rock bedding must be true to the design line and grade for the normal trench bottom. Methods of excavation and the shoring must be in compliance with the STATE CONSTRUCTION SAFETY ORDERS Issued by the Division of Industrial Safety. Failure to comply with any of these: 1. Rules 2. Orders 3. Regulations Is sufficient cause for the Engineer to immediately suspend all work. Compensations for losses incurred by you due to a suspension will not be paid. During backfilling operations the bottom of the shoring must be kept above the level of the backfill at all times. Coordinate with the Engineer and provide 24 hours notice for the following: 1. Backfill material samples 2. Pipe inspection 3. Backfill of trenches 4. Compaction testing 5. Excavating testing holes 77-1.03B(2) Trench Bedding Use select backfill material in compliance with Section 26 and applicable Engineering Standards for bedding and backfill of pipes. Place bedding in the bottom of the trench in compliance with Engineering Standards and mechanically compact up to the grade of the bottom of the pipe. Excavate by hand the area for: 1. Bells 2. Collars 3. Valves 4. Fittings A firm and compacted uniform bedding is required throughout the entire length of the pipe. 77-1.03B(3) Pipe Laying After the bedding has been properly placed in the bottom of the trench, the pipe may be laid and inspected. Do not: 1. Block 2. Wedge or 3. Support the pipe on earth mounds in the trench Lay pipe at the design line and grade. Lay pipe on a firm bed and have a true bearing of its entire length. Adjust line and grade by scraping away or filling the bedding under the body of the pipe. Inspect all pipes for defects prior to installation. Visually inspect the spigot end of pipe and true up and remove any lumps or ridges. Do not install any pipe that is cracked or has any other defect. Wipe and clean all: 1. Pipes 2. Valves 3. Fittings 115 As they are installed. Remove any earth or rubbish lodged inside before laying pipe. Plug or cover all pipe ends before work stops for any reason. The interior of the pipe must be free from all dirt and foreign matter as the work progresses and left clean at its completion. Cut all pipes completely through with an approved pipe cutting disk or saw. Do not: 1. Break 2. Chip 3. Use cutting torches To cut pipe. Bevel pipe ends, 1/8 of inch at 30-degree angle, removing all sharp edges. Use course file or portable grinder to make bevel. You may only snap cut asbestos cement pipe. Length of pipe may not be used to drive the spigot of one pipe into the bell of another pipe. In general, the pipe must be installed in compliance with the manufacturer's recommendations. Place concrete thrust blocks and collars where required. 77-1.03B(4) Initial Backfill Use select backfill material in compliance with Section 26 and applicable Engineering Standards for bedding and backfill of pipes. Upon approval of the Engineer, place backfill material on both sides and over the top of the pipe per the Engineering Standards. By mechanical means, thoroughly compact backfill to 90% compaction. Jetting may be used when recommended by an independent soils engineer. Take proper precautions when jetting to prevent floating of the pipe or other damage. You are responsible for all damage caused by jetting. 77-1.03B(5) Subsequent Backfill After the initial backfill has been completed, place select backfill material in the trench and thoroughly compact, in compliance with Engineering Standards, to grade and elevations as shown. 77-1.03B(6) Compaction Compact backfill to 95% relative compaction. If compaction does not meet requirements, excavate and re-compact until necessary compaction is achieved. Compaction will be retested, at your expense. 77-1.03C Temporary Paving and Steel Plates 77-1.03C(1) Temporary Paving Provide temporary cold mix paving or steel plates to cover excavated areas within the public right-of-way: 1. After excavation is backfilled and compacted, or 2. At the end of the work day When excavation restricts driveway access steel plates must be on-site and available to bridge excavation and provide access to driveways. Excavation must be backfilled, compacted and tested at the end of each day. Place a minimum of 1½ inches of cold mix at the top of excavation, flush with adjacent surfaces, and maintain 116 smooth temporary cold mix paving at all times. Replace temporary cold mix paving with permanent restoration of: 1. Pavement 2. Curb 3. Gutter 4. Sidewalk Within: 1. Four weeks of the initial excavation, or 2. After one week where no work is completed within excavation, or 3. As directed by the Engineer 77-1.03C(2) Steel Plates When excavation cannot be: 1. Backfilled 2. Compacted 3. Temporarily paved Within 1 work day: 1. Excavation shoring and 2. Steel plates Must be installed in and over excavation. Steel plates may not cover excavation for more than 48 hours without approval of the Engineer. Steel plates must conform to the following minimum requirements: 1. Steel plates used for bridging must extend a minimum of 12 inches beyond the limits of excavation 2. Steel plates must be non-skid. 3. The excavation must be adequately shored to support traffic loads 4. Use temporary cold mix paving to feather the edges of the steel plates for method 2 installations 5. Secure steel plate against displacement with adjustable cleats, shims or other devices 6. Steel plates must not make noise or rock when driven over 7. Steel plates may not be used in the downtown core after 3:00 P.M. on Thursdays 8. For street with a posted speed limit of 35 mph or greater, cold plane the pavement to a depth equal to the thickness of the steel plate for the length and width of the steel plate 9. For streets with a posted speed limit less than 35 mph, pin steel plate with 2 dowels per plate a minimum of 2 inches into pavement. Provide ramp to steel plate using temporary cold mix paving at a maximum slope of 8.5 percent with a minimum taper length of 12 inches. Once plates are removed fill dowel holes in pavement with asphalt concrete fines, concrete slurry or equivalent as approved by the Engineer 10. If required by the Engineer, provide a rough road sign (MUTCD W8-8) in advance of steel plates 117 The following are the required minimum thicknesses for steel plate bridging required for a given trench width: Trench Width Minimum Plate Thickness 12 inches ½ inch 18 inches ¾ inch 24 inches ⅞inch 36 inches 1 inch 48 inches 1¼ inches For spans greater than 48 inches, steel plate design must be prepared by a registered civil engineer and submitted to the Engineer for review and approval. Steel plate design loading must conform to HS20-44 truck loading per Caltrans Bridge Design Specifications Manual. Failure to: 1. Maintain temporary cold mix pavement 2. Maintain steel plates, or 3. Complete permanent restorations in required timeframe to the satisfaction of the Engineer Is cause for the Engineer to stop other work until repairs or permanent restorations are completed. 77-1.03D Surface Restoration Restore any damaged 1. Facilities or 2. Improvement And provide new finished 1. Facility or 2. Improvement As specified and per Engineering Standards. 77-1.03D(1) Portland Cement Concrete Pavement Place, consolidate, and finish concrete street pavement. 77-1.03D(2) Asphalt Concrete (AC) Pavement Asphalt concrete and tack coat must comply with Section 39. Tack pavement subgrade and all sides of trench or excavation. Remove any temporary cold mix paving and backfill as required to construct new asphalt concrete pavement section. Cored excavation up to 8 inches in diameter may be repaired: 1. In compliance with Engineering Standard 6050, or 2. By backfilling void with slurry in compliance with Section 77-1.02B vibrated into place. Pave back with 6 inches of hot mix asphalt concrete. This repair may only be completed in streets without concrete pavement 118 Prior to placement of any: 1. Overlays 2. Pavement fabrics 3. Grids 4. Prime coat 5. Tack coat Repairs must be made to the existing roadway. This work consists of the removal of existing pavement in areas marked in the field, on the plans, or as directed by the Engineer. Roadway repair activities must be scheduled and performed on rain-free days. At no time is the soil beneath the existing pavement material to be exposed to rain or other adverse weather conditions. Remove existing asphalt concrete pavement areas by sawcutting or by grinding. Import class 2 aggregate base as necessary and compact to ninety-five percent relative compaction. Class 2 aggregate base must comply with Section 26. Compact the top 6 inches of base materials. Apply a tack coat to the edges of the existing asphalt pavement prior to new asphalt placement. Pave all excavated areas with asphalt concrete. Place and compact asphalt concrete to a minimum of ninety-five percent density and match the grades of the existing pavement. Areas inaccessible to rollers must be compacted with a high impact power compactor capable of attaining the same compaction as the rolled areas. Relative compaction will be determined by California Test 375. Laboratory specimens will be compacted in compliance with California Test 304. If the corners are overcut, fill the overcut voids with asphalt fines. Seal trench edges using Henry’s 532 Driveway Asphalt Resurfacer or equal as directed by the Engineer. Cover road repair with steel plate if adequate time for asphalt cooling is not available prior to opening roadway for public traffic. 77-1.03D(3) Sidewalk, Curb And Gutter Restoration Sidewalk, curb and gutter restoration must comply with Section 73. 77-1.03D(4) Traffic Stripes, Pavement Markings, And Pavement Markers Traffic stripes, pavement markings, and pavement markers must comply with Section 84. 77-1.04 PAYMENT Full compensation for work specified in 77-1 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. Additional trench bedding material directed by the Engineer is paid per Section 9-1.06. Full compensation for extra cutting and trimming to true-up and square off the pavement edges is included in the payment for other bid items unless a bid item of work is shown on the Bid Item List. 119 77-2 WATERLINES 77-2.01 GENERAL Section 77-2 includes general specification for: 1. potable water pipelines 2. recycled water pipelines 3. appurtenances Potable and recycled water pipeline installation must conform to these specifications and the American Water Works Association (AWWA) requirements. Do not turn any valves in the City water system. Contact the Engineer at least 48 hours in advance of the need, and the Engineer will coordinate that work. Work must comply with Section 77-1. 77-2.02 MATERIALS 77-2.02A General Water system main pipeline may be Ductile Iron, or PVC. Recycled water system main pipeline must be Ductile Iron. Do not use PVC pipe for recycled water system mains. Furnish complete with all fabricated fittings, and other appurtenances as necessary, for a complete and functional system. The materials must be free of: 1. Visible cracks 2. Holes 3. Foreign inclusions, or 4. Other defects Any materials not meeting these criteria will be rejected. 77-2.02B Pipe 77-2.02B(1) Ductile Iron Pipe Ductile iron pipe must: 1. Be centrifugally cast 2. Be ductile iron pipe 3. Have end joint which employs a single elongated rubber gasket such as Tyton Joint or an approved equal 4. Have a pressure class 150 minimum for potable water systems 5. Have a pressure class 350 minimum for recycled water systems 6. Have coated outside conforming to AWWA C151 exterior coatings with 10-mils of coating 7. Be lined inside with sealcoated cement lining of 1/16-inch minimum thickness, all conforming to applicable ASA and AWWA Specifications 77-2.02B(2) Polyvinyl Chloride (PVC) Pipe Polyvinyl Chloride (PVC) pipe must: 1. Comply with AWWA C900 Standards 2. Be pressure class 235, DR-18 3. Be blue in color 120 77-2.02B(3) Polyethylene Tubing Polyethylene tubing must: 1. Be pressure rated for 200 psi 2. SDR-9 conforming to ASTM D-2737 and AWWA C901 standards 3. Copper tube size for diameters greater than 1 inch 4. Iron pipe size for diameters 1 inch and smaller 5. Be manufactured for use with standard compression fittings 6. Clearly marked showing: a. Manufacturer’s trade name b. Nominal size c. Type of material d. Pressure rating e. Seal of approval of an accredited testing laboratory 77-2.02C Joints and Fittings All fittings must be cement lined by the centrifugal process in compliance with ANSI/AWWA C104/A21.4. Cement lining must be standard thickness. Joint and fitting types must be: 1. Mechanical 2. Compressed gasket 3. Flanged 4. Flexible coupling type Pressure rating for all joints and fittings must be equal to or greater than the connecting pipe. Flanged and mechanical joint type fittings must be ductile iron and conform to: 1. ANSI/AWWA C110/A21.10 2. ANSI/AWWA C111/A21.11 or ANSI/AWWA C153/A21.53-06 3. ANSI/AWWA C151/A21.15 Compressed gasket joint type must use a single elongated rubber gasket to seal joint such as Tyton, Fastite, or an approved equal conforming to ANSI/AWWA C111/A21.11. Flexible coupling type must be either: 1. Dresser 2. Smith-Blair 3. Victaulic, or 4. Approved equal The couplings must be straight or transition as shown and must conform to ANSI/AWWA C219. Nuts and bolts for flanged fittings, mechanical fittings, and couplings must be coated with a baked-on fluorocarbon resin such as Trumbull Cor-Blue, Romac R-Blue, or an approved equal. 77-2.02C(1) Solid Sleeves Solid sleeves must be ductile iron with flanged or mechanical joints ends. Minimum sleeve length is 1 foot. 121 77-2.02D Valves 77-2.02D(1) Gate Valves (3 inch to 12 inch) All gate valves must be either: 1. AVK 2. Clow F-6100 3. Approved equal meeting the following requirements: a. Mechanical joint or flange b. Resilient seated with fully encapsulated gate c. Epoxy coated inside and outside d. Full-size waterway e. Open to the left f. Non-rising stems with o-ring seals g. Complete with cast iron glands h. High strength cast iron tee-head bolts and hex nuts i. Plain rubber gaskets conforming to ASA specification A21.11 j. 200-psi working pressure rating k. Tested to 400 psi l. Meet the requirements of AWWA C509 77-2.02D(2) Butterfly Valves (14 inch to 24 inch) All butterfly valves must be either: 1. Dresser 450 2. Mueller Line Seal III 3. Approved equal meeting the following requirements: a. Rubber seated, tight closing type b. Valves to have mechanical joint per AWWA Specification C111 c. Accessories (bolts, glands, and gaskets) must be supplied by the valve manufacturer d. Valves must use full ANSI/AWWA C504 Class 150B valve shaft diameter e. Valve must use full ANSI/AWWA C504 Class 150B underground service operator torque rating throughout entire travel f. Valve body must be high strength Cast Iron ASTM A126 Class B with 18-8 grade stainless steel (Type 304) body seat g. Valve must be high strength cast iron ASTM A48 Class 40 h. Valve must have a rubber seat mechanical secured with an integral 18-8 grade stainless steel clamp ring and 18-8 grade stainless steel nylon locked screws i. Valve rubber seat must be full circle 360° seat not penetrated by the valve shaft j. Valve shaft must be one piece, extending full size through the entire valve operator with no neck down, keyways or holes to weaken k. Valve operator must be of the traveling nut type, sealed, gasketed, and lubricated for underground service l. All valves must be open left and be equipped with a 2-inch AWWA operating nut m. Valve must meet or exceed performance requirements of AWWA C504 n. When depth of valve operating unit exceeds 36-inches, the operating nut must be extended to within 24-inches of ground surface o. Valve with operator and extension stems must be totally enclosed, watertight, grease packed, 30-turn minimum, and be Henry Pratt Co. "Groundhog" assembly or an approved equal p. Protective coating that is suitable for buried service 122 77-2.02D(3) Check Valves 1. Check valves must be either: 2. Renssalaer 3. Mueller 4. Approved equal meeting the following requirements: a. Iron body b. Bronze mounted c. Swing check valves with outside spring and lever d. Bronze valve seat ring must be back-faced and screwed into an accurately machined body e. Cast iron gate mounted with a bronze gate ring f. Gate rings machined to provide a watertight surface g. Gate must be hung solid bronze hinges and stainless-steel hinge pins h. Minimum working pressure of 150 psi. 77-2.02D(4) Air Release Valves Air release must be a combined air release and vacuum in compliance with Engineering Standards. 77-2.02E Recycled Water Pipe Identification Any: 1. pipe 2. valve 3. fitting 4. other apparatus which is connected to the City’s recycled water system must be properly labeled as such. Components must be painted with Pentone-522 (purple) paint, purple encasement material, or wrapped with purple marking tape and labeled: Recycled Water – Do Not Drink and subject to the approval of the engineer. 77-2.02F Chlorine Hypochlorite must conform to the AWWA B300-55, "Standard for HypoChlorites". Liquid Chlorine must conform to the AWWA B301-57T, "Tentative AWWA Standard for Liquid Chlorine". 77-2.02G Tapping Sleeves Tapping sleeve shall be Romac SST or approved equal. Tapping valve shall meet AWWA C509 and shall be Mueller T-2360 or approved equal. 77-2.03 CONSTRUCTION 77-2.03A Pipe Laying Any deflection must be taken up in the length of pipe and not the joint. In all cases deflection must not exceed the manufacturer’s recommendation. Standard laying lengths for pipe is 20 feet + 0.3 feet for all pipe diameters. Random lengths of pipe may not be used. 123 77-2.03A(1) Asbestos Cement Pipe Asbestos Cement Pipe must not be used for new installations. When working with asbestos cement pipe, provide documentation that employees have received required training per OSHA. Methods of work must comply with OSHA and other legal guidelines to prevent the release of fibers. Asbestos cement pipe may be cut only by an approved method and in compliance with OSHA guidelines. Sawing, grinding, drilling or any other activity that could result in the release of asbestos fibers is prohibited. Asbestos Cement Pipe, if not either: 1. Broken 2. Crushed 3. Friable Is not a hazardous waste. Verify with landfill prior to disposal. 77-2.03A(2) Poly Vinyl Chloride (PVC) Pipe Installation Install PVC water pipe in compliance with AWWA C605. 77-2.03B Joints and Fittings Install joints and fitting in compliance with manufacture’s recommendations and this Section. Provision must be made for expansion and contraction at each joint with an elastomeric ring. 77-2.03B(1) Mechanical Joints Clean length of ends of pipe of all: 1. Oil 2. Grit 3. Other foreign material By brushing with a wire brush and then painted with a soap solution made by dissolving 1/2 cup of granular soap in one gallon of water. Install mechanical joint by: 1. Place the gland on the pipe with lip extension of the gland toward the socket or bell end of the joint 2. Paint the rubber with the NSF approved pipe joining lubricant and place on the pipe with the thick edge toward the gland 3. Push the pipe into the bell to seat the spigot and gasket into place 4. Gasket must be evenly located around the entire joint 5. Place the gland against the gasket 6. Insert the bolts and place the nuts and tighten with torque wrench 7. Tighten nuts one hundred eighty degrees (180o) apart alternately, to produce an equal pressure on all parts of the gasket 8. Torque 90 foot-pounds 77-2.03B(2) Compressed Gasket Joints Install compressed gasket joint by: 1. Wipe gasket and gasket socket clean with a cloth or brush 2. Insert gasket into socket with thickened edge entering first 124 3. Gasket groove must fit over bead in socket 4. Apply a thin film of lubricant on portion of gasket that will enter the pipe 5. Wipe clean and place in proper alignment the plain beveled end of pipe with the bell of the pipe to be joined 6. Apply a film of lubricant to the outside of the plain end for a 2-inch length. No foreign materials on lubricant will be allowed 7. Fit the plain end of the pipe into the socket so that it is in contact with the gasket 8. Join the pipes by exerting sufficient force on the plain end pipe so that itis moved past the gasket contacting the socket 77-2.03B(3) Flanged Joints Tighten nuts one hundred eighty degrees (180o) apart alternately to produce equal pressure on all parts of the flange and gasket. 77-2.03B(4) Flexible Couplings Reserved. 125 77-2.03C Fire Hydrant Set hydrant plumb and make connection to water supply per Engineering Standards. Clean hydrant of all: 1. Oil 2. Grease 3. Concrete splatters 4. All deleterious materials Prepare hydrant surface using wire brush and appropriate solvent. Clean the hydrant of solvent residue prior to painting. Surface of hydrant must be clean and dry prior to painting. During painting work relative humidity must be less than 85 percent and surface temperature of hydrant must be between 40 and 120 degrees Fahrenheit. 77-2.03D Valves and Valve Wells Construct valve wells in compliance with Engineering Standards. Install valves in compliance with manufacturer's recommendation. Visually inspect the interior edge of the pipe that it is fitted to by turning the valve to ensure the rubber seal of the valve does not come into contact with the pipe. The interior edge of the pipe may need to be beveled to avoid contact and tearing of the rubber seal. Complete paving work and construct valve well to final finished street grade. Valve wells located outside of paved area must be raised 6 inches above finished grade. Construct concrete collar sloped away from valve well. 77-2.02E Hand Wheels Furnish and install all hand wheels as shown and in compliance Engineering Standards. 77-2.03F Water Services Construct water service pipeline to convey water from the water main to the water meter using new water tubing. Use restrained fittings and valves for water services 3 inches in diameter and larger. Install water services in compliance with Engineering Standards. The Engineer must approve all tools and equipment used for installation. 77-2.02G Tapping Sleeves Furnish and install tapping sleeves with all necessary gaskets in compliance with Engineering Standards. 77-2.03H Existing Water Pipes All new water pipe must be tested in compliance with Section 77-2.03J, and approved by the Engineer, prior to connection to the existing water system. 126 At a minimum, 24 hours in advance of connection to existing water pipe, pothole and verify existing pipe: 1. Depth 2. Diameter 3. Fitting needs. Swab the interior of all pipes with a one (1) to five (5) percent hypochlorite disinfecting solution. Connect new water pipe to existing water pipe as shown. The connection detail as shown represents the approved connection detail and location. If you wish to make an alternate connection to the existing water system, provide a detailed drawing to the Engineer for review and approval. Do not shutdown the existing water system. The Engineer will coordinate the shutdown of the existing water system for new pipeline tie-ins. Notify the Engineer 24 hours in advance of need to shut down the existing waterline. In all cases an effective shut down may not be possible, and you must work in wet conditions. Anticipate working in wet conditions. No payment will be made for delays or additional cost for inability to shutdown the existing water system. When installing new water pipe in replacement of existing water pipe, the new water pipe must be brought into service and existing water pipe abandoned prior to moving into the next segment of new water pipe installation. 77-2.03H(1) Abandonment Of Waterlines Abandon existing water system facilities taken out of service in compliance with Engineering Standards. To abandon existing water services: 1. Excavate to existing water pipe at water service tube location 2. Turn off corporation stop 3. Disconnect existing water service tube from corporation stop 4. Cap existing corporation stop 5. Remove, cap or plug existing water service tube 6. Remove existing water meter box 7. Remove, cap or plug existing water service tube 8. Inspect saddle and replace if needed 77-2.03H(2) Coordination And Notification Coordinate water service disruptions to take place during the least impactful times to facility operations, day or night, for the following facilities: 1. Schools 2. Senior living complexes 3. Commercial business properties 4. Motels 5. Hotels 6. Restaurants 7. Hospitals The Engineer will provide you with a map showing the affected area of a water shutdown. You must notify all affected water users. 127 Water shutdown will disrupt fire sprinkler systems. Notify property owners with fire sprinklers of fire watch requirements. Building owners are responsible to provide Fire Watch per the City’s Municipal Code. Additional information may be found on the City’s website: www.slocity.org/government/department-directory/public-works/documents-online Fire watch requirements are as follows: 2013 California Fire Code - 901.7 Systems out of service. Where a required fire protection system is out of service, the fire department and the fire code official shall be notified immediately and, where required by the fire code official, the building shall either be evacuated, or an approved fire watch shall be provided for all occupants left unprotected by the shutdown until the fire protection system has been returned to service. Where utilized, fire watches shall be provided with at least one approved means for notification of the fire department and their only duty shall be to perform constant patrols of the protected premises and keep watch for fires. Public notification must comply with Section 7-1.03A. Include in the notification: 1. Construction company name 2. Contact phone number 3. Date of shutdown 4. Time of shutdown 5. Fire watch notification Five working days and again two working days, prior to water shutdown notify: 1. Schools 2. Senior living complexes 3. Commercial business properties 4. Motels 5. Hotels 6. Restaurants 7. Hospitals Notify all affected users one working days prior to water shutdown. Notify the Engineer one working days prior (or with first public notice) to water shutdown to schedule exercising of existing valves to accommodate service interruption. All service interruption or shutdowns are limited to four hours without prior approval of the Engineer. 77-2.03I Compliance with Public Health Code Pipeline installation must comply with Section 64630, Title 22, of the California Administrative Code and AWWA Standards. An RP Backflow preventer must be installed and tested on potable water service supply lines for parcels that are additionally served by recycled water or well. 128 77-2.03J Testing All new: 1. Water pipe 2. Water tubes 3. Valves 4. Joints and fittings 5. Fire lines 6. Services 7. Other water facilities Must be tested prior to service. Testing procedure for new water facility installations are: 1. install water sampling station and temporary blow-offs – see section 77-2.03J(1) 2. flush new water facility – see section 77-2.03J(2) 3. disinfect new water facility – see section 77-2.03J(3) 4. 30-hour chlorine test – see section 77-2.03J(3) 5. flush new water facility – see section 77-2.03J(2) 6. 24-hour bacteria and chlorine test – see section 77-2.03J(3) 7. two-hour pressure test – see section 77-2.03J(4) 8. four-hour pressure test – see section 77-2.03J(4) 9. Remove sampling station and temporary facilities Provide the Engineer proposed testing and flushing methods as well as schedule for review and approval prior to starting testing work. Repeat testing procedure as directed by the Engineer if any portions of the new water facility fail testing. 77-2.03J(1) Sampling Provide sample station. Sampling station may be a threadless hose bib or other flow-controlling valve connected to the new water facility at either: 1. Fire hydrant 2. Blow-off 3. Backflow, or 4. Corporation stop Located at the most remote point of the facility to be tested. Hose bib or another flow-controlling valve must be a minimum of 1 foot above grade. Notify the Engineer, at a minimum, two working days in advance of each sample need. Samples are taken between 8:00 A.M. and 1:00 P.M. Monday through Friday, excluding City holidays. 77-2.03J(2) Flushing Flush new water facilities as shown in table below to provide two cubic feet per second flush flow. New Facility Diameter (inches)Flush with (inches) 4 2½ hose 6 to 8 4-inch blow-off or 4½ hydrant Larger than 8 6-inch blow-off 129 Install temporary blow-off per engineering standards as needed to load or flush new water facilities. Submit temporary blow-off locations to the Engineer for review and approval prior to installation. Remove water and debris from new water facility by flushing and place into nearest sanitary sewer manhole, if chlorine concentration of water is less than one hundred parts per million; otherwise place into truck. Continue to flush new water facility until residual chlorine is one part per million or less. Provide air gap between sanitary sewer manhole and discharge hose. Do not allow any water or chlorine solution into the street and storm drains. 77-2.03J(3) Disinfection Disinfect all new water facilities with chlorine. Introduce a uniform distribution of chlorine solution throughout the new water facility. Allow chlorine solution to remain in new water facilities for at least thirty hours. After thirty (30) hours, test chlorine levels. Chlorine levels must be greater than fifty parts per million in the most remote portion of the line. Flush water in compliance with section 73-3.03J(2). Load water facility with water. Wait at least twenty-four (24) hours and test water for: 1. chlorine level which must be less than one (1) part per million 2. bacteria contamination (non-spore forming) Repeat flushing and disinfection until all requirements of this section are achieved. 77-2.03J(4) Pressure All new water facilities must be pressure tested, after water facilities: 1. have been placed and isolated from the existing water system 2. trenches have been backfilled 3. concrete thrust blocks have cured for a minimum of 36 hours 4. have passed disinfection testing You may pressure test a new water facility against an existing valve that is closed at your own risk. The existing valve cannot be guaranteed not to leak. If the valve leaks, resulting in a failed test, you are responsible to modify the new pipe work by adding temporary blow-offs or other method, approved by the Engineer, to allow the testing to occur at no additional cost to the City. If hydrants or blowoffs are not available for expelling air, taps must be made at points of highest elevation before any tests are made. After tests have been completed, insert plugs in the pipe taps. Pressure test new water and recycled water facilities as follows: 1. Pressurize new water facility to 225 psi (minimum of 215 psi and maximum of 235 psi); and 2. Maintain pressure for two hours Evaluate leakage 130 3. After steps 1 and 2, pressurize new water facility to 150 psi (minimum of 145 psi and maximum of 155 psi) for potable facilities and 200 psi (minimum of 195 psi and maximum of 205 psi) for recycled water facilities; and 4. Maintain pressure for four hours 5. Evaluate leakage New potable and recycled water facility will not be accepted until the leakage is less than the number of gallons as determined by the following table: Allowable Leakage per Joint in Gallons per Hour per 100 Joints Diameter (inches) 4” 6” 8” 10” 12” 14” 16” 18” 20” 24” PVC 0.0067 0.0100 0.0133 0.0167 0.0200 0.0233 0.0267 0.0300 0.0333 0.0400 Ductile Iron 0.0075 0.0110 0.0148 0.0184 0.0220 0.0258 0.0294 0.0332 0.0368 0.0442 The total allowable leakage is calculated by multiplying the leakage per joint in gallons per hour per 100 joints for the diameter of the pipe tested as obtained from the above table, by the duration of the test in hours and the total number of joints. 𝑇𝑜𝑡𝑎𝑙 𝐴𝑙𝑙𝑜𝑤𝑎𝑏𝑙𝑒 𝐿𝑒𝑎𝑘𝑎𝑔𝑒 ൌ 𝐴𝑙𝑙𝑜𝑤𝑎𝑏𝑙𝑒 𝐿𝑒𝑎𝑘𝑎𝑔𝑒 𝑝𝑒𝑟 𝐽𝑜𝑖𝑛𝑡 ∗ 𝑁𝑢𝑚𝑏𝑒𝑟 𝑜𝑓 𝐻𝑜𝑢𝑟𝑠 ∗ 𝑁𝑢𝑚𝑏𝑒𝑟 𝑜𝑓 𝐽𝑜𝑖𝑛𝑡𝑠 The total allowable leakage must be greater than or equal to the measured leakage. 𝑀𝑒𝑎𝑠𝑢𝑟𝑒𝑑 𝐿𝑒𝑎𝑘𝑎𝑔𝑒 𝑇𝑜𝑡𝑎𝑙 𝐴𝑙𝑙𝑜𝑤𝑎𝑏𝑙𝑒 𝐿𝑒𝑎𝑘𝑎𝑔𝑒 If the section under test contains joints of various diameters, the allowable leakage will be the sum of the computed leakage for each size joint. Remove and replace any defective: 1. pipes 2. fittings 3. valves 4. hydrants, or 5. consumer water services discovered during pressure test and repeat test. 77-2.04 PAYMENT Full compensation for work specified in Section 77-2 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. Waterline work performed under Section 77-2 is designated in the contract by: 1. Size 2. Type 3. Quantity, or 4. Whatever information is necessary for identifying waterline work The length of water pipe is measured by the slope length designated by the Engineer. Pipe is measured through fittings with the final measurement rounded off to the next foot increment. Measurement will be to the inner edge of other structures to which the water is connected. Pipe: 131 1. Bends 2. Tees 3. Crosses 4. Valves (except tapping valves and sleeves) 5. Other branches Are measured and paid for by the linear foot for the sizes of pipes involved. Bends will be measured along the centerline to the point of intersection. Quantities of: 1. Fire hydrants 2. Services 3. Intersection tie-ins Are determined as units from actual count. 132 77-3 SEWERS 77-3.01 GENERAL Section 77-3 includes general specification for sewers and appurtenances. Work must comply with Section 77-1. 77-3.02 MATERIALS 77-3.02A Pipe 77-3.02A(1) General New sewer main pipeline material must be HDPE. When repairing existing pipeline, comply with Section 77-3.03F(3). Provide documents or certified test results indicating the pipe furnished meets all specified requirements. Satisfactory documents include pipe manufacturer certificate indicating that the pipe has been: 1. Sampled 2. Tested 3. Inspected In compliance with the ASTM specifications. 77-3.02A(2) High Density Polyethylene (HDPE) Use: 1. Virgin grade 2. High molecular weight 3. Standard Dimension Ratio (SDR) 17 4. Iron Pipe Size (IPS) High Density Polyethylene (HDPE) pipe made in diameter and tolerances in compliance with the latest version of ASTM D3035. Furnish complete with all fabricated fittings, and other appurtenances as necessary, for a complete and functional system. The pipe must be free of: 1. Visible cracks 2. Holes 3. Foreign inclusions, or 4. Other defects Any pipe not meeting these criteria will be rejected. The pipe must be clearly marked with the following: 1. Name and trademark of manufacturer 2. Nominal pipe size 3. Dimension ratio 4. The letters PE followed by the polyethylene grade per the latest version ASTM D1248 5. Hydrostatic design basis in psi 6. Manufacturing standard reference 7. A production code from which the date and place of manufacture can be determined. 133 The material must be listed by the Plastic Pipe Institute (PPI) with a designation of PE 3408 and have a minimum cell classification of: 1. 345434C 2. D, or 3. E As described in latest version of ASTM D3350. Pipe material must meet the requirements for: 1. Type III 2. Class B or C 3. Category 5 4. Grade P34 Material as described in latest version of ASTM D1248. Provide pipe with interior wall color of either: 1. White 2. Gray or 3. Light green Provide pipe with exterior wall color of either: 1. Black 2. Gray or 3. Light green Provide submittals on furnished pipe from manufacturer certifying pipe is in compliance with: 1. Specifications 2. Codes 3. Standards Any pipe segment that has cut in the pipe wall exceeding 10 percent of the wall thickness must be cut out and removed from the site. Store pipe so that it is not deformed. 77-3.02A(3) Polyvinyl Chloride (PVC) Pipe Furnish pipe in 20-foot lengths with integral wall belled ends and elastomeric joint and solid wall. Pipe and fittings must be free of imperfections and clearly marked with name of manufacturer. Minimum pipe stiffness (F/y) at 5 percent deflection is 46 psi for all sizes when calculated in compliance with ASTM Designation D 2412. Pipe must have minimum Standard Dimension Ratio (SDR) of 35 and pipe stiffness of 46 psi. Pipe color must be green. 77-3.02A(3)(a) PVC Pipe 4 To 15 Inch Diameter PVC Pipe must conform to the requirement of latest version of ASTM specification D 3034. 134 77-3.02A(3)(b) PVC Pipe 18 To 27 Inch Diameter PVC Pipe must conform to the requirement of latest version of ASTM Standard Specifications F 679. 77-3.02A(3)(c) PVC Pipe 30 To 48 Inch Diameter PVC Pipe must conform to the requirement of latest version of ASTM Standard Specifications F 794. 77-3.02A(4) Ductile Iron Pipe Ductile iron pipe must be: 1. Centrifugally cast 2. Gasketed push on joints appropriate for use in a wastewater environment such as Polychloroprene, Ethylene Propylene Diene Monomer, or an approved equal. 3. A pressure class 150 for pipe with 3 feet or more of cover 4. A pressure class of 350 for pipes with 3 feet or less of cover or exposed above grade 5. Coated on exterior 6. Lined with fusion bonded epoxy, polyurethane or approved equal Ductile iron pipe must be encased in polyethylene casing material. Casing material must be: 1. Tube type 2. Conform to the latest ANSI/AWWA C105 Standard Polyethylene casing must extend over: 1. Tees 2. Bends 3. Couplers at the end of a Section of ductile iron where it connects to a different type of pipe 4. Close casing at the end (dead end) of pipe Exposure to air and sunlight must be kept to a minimum for either type "A" or type "C" encasement material. 77-3.02A(5) Sewer Lateral Pipe New and repaired sewer lateral pipe may be: 1. PVC SDR 35 2. PVC Schedule 40 3. HDPE SDR 17 4. ABS Schedule 40 Pipe joints must be glued or fused. 77-3.02B Joints and Fittings 77-3.02B(1) HDPE HDPE Pipe and fittings must be in compliance with the latest version of: 1. ASTM F714 2. ASTM D3261 Joints and Fittings for HDPE must be of the same manufacturer as the pipe and the same SDR rating. 135 77-3.02B(2) PVC PVC pipe must have a rubber ring bell and spigot joints providing a water tight seal and allowing for contraction and expansion. The bell must consist of an integral wall Section stiffened with two PVC retainer rings that securely lock the solid cross Section rubber ring into position. All fittings and accessories must be as manufactured and furnished by the pipe supplier, or approved equal, and have bell and/or spigot configurations identical to that of the pipe. All fittings must be of the same material as the pipe and the same SDR rating, unless specified otherwise. 77-3.02B(3) Ductile Iron Use restrained fittings for exposed ductile iron pipe, such as bridge crossings. Restrained fittings must be Flex-Ring by American Ductile Iron, TR FLEX by U.S. Pipe, or approved equal which use a factory weld as part of the restraining system. 77-3.02B(4) Repair Joint Use strong back RC couplings or equal meeting the following requirements: 1. Flexible sewer couplings and transition couplings 2. Comprised of an elastomeric sealing component 3. Type 316 series stainless steel tension components (end clamps and shear rings). 4. Shear rings must have a minimum thickness of 0.012 inches 5. End clamps must have “bolts” as their means of tightening (not worm gears). Couplings must be appropriately sized for the pipe materials being joined, without the need for bushings. HDPE Pipe with fused ends must be repaired with HDPE pipe with fused joints. Strong back couplings must not be used. 77-3.02B(5) Sewer Lateral Joints (New And Replacement) Sewer lateral pipe must be joined using glued joints and fittings or fused. 77-3.02C Concrete Use Class 2 concrete for: 1. Manholes 2. Pipe junctions 3. Jacketing. Use fifteen percent approved pozzolan replacement for manhole construction. Precast concrete manhole Sections must comply with the most current version of ASTM specification C-478-61T or AASHTO-M170. All manholes must be watertight, and the floor sloped for a smooth monolithic trowel finish. The interior finish of the manholes must be smooth. 136 77-3.02D Mortar To make mortar, use one part of Type II Portland cement and two parts sharped grained particles that are: 1. Clean 2. Hard 3. All passing a # 4 sieve Mix mortar in a machine or water tight box. Accurately measure and thoroughly mix mortar to a uniform consistency. Use mortar immediacy after mixing. Do not remix mortar that begins to harden prior to placement. 77-3.03 CONSTRUCTION 77-3.03A Pipe Installation Sanitary sewer lines must be water tight. Install pipe to ensure the system is water tight throughout the component parts, particularly at the pipe joint. Do not: 1. Cut 2. Gouge 3. Score or 4. Damage pipes When 1. Unloading 2. Handling 3. Storing 4. Installing 77-3.03A(1) Pipe Laying Lay the pipe in perfect conformity to the design line and grade obtained for each pipe by measuring down from a tightly stretched line running parallel with the grade. Lay all pipes continuously uphill. Install pipe and fittings for underground gravity sewers in compliance with the latest version of ASTM Standard D-2321. Lay bell and spigot pipe, with the bell of the pipe upgrade. 77-3.03A(2) Pipe Bursting And Reaming Install sewer pipe by pneumatic pipe bursting or pipe reaming. Install pipe in compliance with the pipe manufacturer's recommendations. For pipe busting installation, use pneumatically operated equipment with a pipe bursting head attached to HDPE pipe. Locate, expose, disconnect and isolate existing sewer laterals from sewer main before pipe installation work begins. When pipe reaming, you must prevent Submit to the Engineer for review and approval a sewer installation plan which includes insertion and reception pit locations. 137 For pipe bursting work, use a constant tension pneumatic tool used in conjunction with a constant tension hydraulic winch. Size the winch based on the diameter and the depth of the pipe to be replaced. The constant tension winch must be sufficient sized to pull one continuous length of pipe between approved winching points. The void created by the device must be sufficient in size to accommodate the pipe which is installed immediately after the void is formed. The void must not be so large that pipe displacement or pavement settling occurs. Allow new sewer pipe to relax for twelve hours prior to final connection to manholes. If you cannot complete pipe bursting or reaming without damage to existing closely placed lines or pavement, you may request authorization from the Engineer to place new pipe with traditional open-cut trenching. If you encounter an obstruction that prevents the bursting or reaming tool from continuing, you must: 1. Stop the operation 2. Notify the Engineer 3. Excavate to the obstruction 4. Remove the obstruction. Any pavement heaving, or utility damage caused by pipe bursting or reaming work must be repaired at no additional cost to the City or utility company. If you use any material or method that is not approved by the Engineer, you must remove the work and replace as directed by the Engineer. If an obstruction is found during testing, remove the obstruction. Remove and replace Section of pipe if damaged. 77-3.03A(3) HDPE Pipe Joint Join HDPE pipe by: 1. Heat fusion welding 2. Electrofusion fitting or 3. Equal as approved by the Engineer. All connections to the sewer pipe must be water tight, flush with the edges of the sewer pipe with clean uniform cuts. Perform heat fusion welding in compliance with the pipe manufacturer's recommendations and ASTM D2657. Fusion equipment used must be capable of meeting all conditions recommended by the pipe manufacturer including, but not limited to: 1. Fusion temperature 2. Alignment 3. Fusion pressure. Fusion equipment must only be operated by technicians who have been certified by the pipe manufacturer or supplier. Document and furnish to the Engineer technicians certifications in a submittal. Use a fire-retardant bag or suitable enclosure for the heater plate to facilitate control of heating process and to protect the heater plate surfaces from dirt and other debris when not in use. 138 Clean heater plate surfaces regularly to prevent accumulation of fusion welding residues or other substances that may result in faulty pipe joining. The heater plate must be equipped with suitable means to measure the temperature of plate surfaces and to assure uniform heating such as thermometers or pyrometers. Joint strength must be equal to that of the adjacent pipe. Clean the pipe ends with a cotton or non-synthetic cloth to remove: 1. Dirt 2. Water 3. Grease 4. Other foreign materials. Cut pipe ends square and carefully aligned just prior to heating. After achieving the proper melt pattern, bring the pipe ends together in a firm, rapid motion applying sufficient pressure to form a pipe bead (1/8 to 3/16 inch in height) around and inside the entire circumference of the pipe. Remove pipe bead before welding the next joint of pipe. Use only tools designed for and approved by the manufacturer and supplier for joining pipe. 77-3.03B Sand Traps Furnish and install sand traps or other debris catching measure approved by the Engineer during the work. Debris catching devices must always be installed during construction. You assume all costs associated with any damage resulting from construction materials entering the wastewater system or treatment facility. 77-3.03C Bypass Pumping Submit a bypass pumping plan for approval by Engineer at the pre-construction meeting. At a minimum the plan must include: 1. Pump size and type 2. Backup pump size and type 3. Contingency plan for pump failure to ensure continuous bypass operations. The bypass system must be free from leaks. The bypass pumping plan must address access to: 1. Driveways 2. Cross streets 3. Pedestrian crossings. 77-3.03D Manholes Construct manholes per Engineering Standards. 77-3.03E Sewer Laterals Sewer laterals must be tied over as shown. Notify the Engineer immediately upon discovering any lateral not shown, or any lateral that appears to be dry and out of service. The Engineer will then determine if lateral is out of service and not needed. If the lateral is out of service and not needed, the Engineer will direct you to abandon the lateral. In these cases, the pay item for lateral tie over will not be reduced and will be paid to compensate you for all time, equipment, labor, materials for sewer lateral abandonment. 139 77-3.03F Existing Sewer 77-3.03F(1) Existing Manholes Existing manholes must be: 1. Adjusted to grade 2. Remodeled or 3. Abandoned As shown and in compliance with Engineering Standards and Section 15. Existing manholes may have large cast in place concrete bases. No additional payment will be made for the removal of existing bases as needed to complete the work. Oversize manholes may require a manufactured concrete reduction ring prior to setting the new manhole ring and cover. 77-3.03F(2) Abandonment Of Sewerlines Sewer facilities taken out of service must be abandoned in compliance with Engineering Standard 6050. Provide the Engineer 48-hour notice prior to abandoning sewer laterals. Cut off the sewer lateral at the main and plug pipes with class 3 concrete a minimum of 12-inches into the pipe, away from the sewer main pipe. Provide a minimum five-foot by five-foot excavation with shoring at the sewer main, adequate for City to remove the existing wye and replace it with new section of pipe. Provide: 1. Backfill 2. Compaction 3. Surface restoration For the excavation. 77-3.03F(3) Repair Sewer pipeline repair must comply with Sections: 1. 77-1.03A(1)(b) preventative excavation requirements 2. 77-3.02A repair pipeline materials 3. 77-3.02B(4) repair pipeline joint 4. 77-1 excavation and restoration Repair cut sewer facilities using new pipe of material in compliance with Section 77-3.02A and the same diameter. If the existing sewer pipe material complies with materials listed in 77- 3.02A, use that same pipe material. Pipe fittings must comply with Section 77-3.02B(4). Center a continuous Section of new pipe at the repair location. Repair must be water tight and placed at the same grade. Prior to backfilling excavation, place level on repaired portion of sewer, in the presence of the Engineer, to confirm line and grade. Backfill, compact and restore surface improvements in compliance with Section 77-1. 140 Repair must be documented with: 1. Location 2. Repairs made 3. Photos 4. Guarantee letter 5. Interior video inspection of pipeline, when directed by the Engineer Provide hardcopy of all documents to owner. Provide electronically, all documents to the Engineer. 77-3.03G Testing 77-3.03G(1) Air Test After the pipeline is in place and the joints made, you must air test the sewer in the presence of the Engineer. Air test procedure is as follows: 1. A maximum of 400 feet of sewer pipe will be tested at one time. 2. Plug and brace securely all outlets. 3. Introduce air into test Section until internal pressure is 4.0 psi. If sewer pipe is placed in ground water, calculate ground water pressure and add that additional pressure to internal pressure used for test. 4. Maintain an internal test pressure by adding air as need for a minimum time of 2 minutes. 5. Measure the time required for pressure to drop from 3.5 psi to 2.5 psi. Do not introduce new air into test Section during measurement. 141 Minimum permissible pressure discharge time as follows in seconds (time to drop pressure from 3.5 psi to 2.5 psi) Sewer Main 4-inch Sewer Lateral Diameter Length Sewer Lateral Length Inches Feet 0 feet 100 feet 200 feet 300 feet 400 feet 6 & 8 0 0 seconds 20 seconds 40 seconds 50 seconds 70 seconds 50 40 seconds 50 seconds 70 seconds 90 seconds 80 seconds 100 70 seconds 90 seconds 100 seconds 100 seconds 90 seconds 150 110 seconds 120 seconds 110 seconds 100 seconds 100 seconds 200 140 seconds 120 seconds 110 seconds 110 seconds 100 seconds 300 140 seconds 130 seconds 120 seconds 110 seconds 110 seconds 400 140 seconds 130 seconds 120 seconds 120 seconds 110 seconds 10 50 50 seconds 70 seconds 90 seconds 100 seconds 90 seconds 100 110 seconds 130 seconds 120 seconds 110 seconds 110 seconds 200 170 seconds 150 seconds 140 seconds 130 seconds 120 seconds 300 170 seconds 160 seconds 150 seconds 140 seconds 130 seconds 400 170 seconds 160 seconds 150 seconds 150 seconds 140 seconds 12 50 80 seconds 100 seconds 110 seconds 110 seconds 110 seconds 100 160 seconds 170 seconds 150 seconds 140 seconds 130 seconds 200 200 seconds 180 seconds 170 seconds 160 seconds 150 seconds 300 200 seconds 190 seconds 180 seconds 170 seconds 160 seconds 400 200 seconds 190 seconds 180 seconds 180 seconds 170 seconds 15 50 120 seconds 140 seconds 160 seconds 140 seconds 130 seconds 100 250 seconds 220 seconds 190 seconds 170 seconds 160 seconds 200 260 seconds 230 seconds 220 seconds 200 seconds 190 seconds 300 260 seconds 240 seconds 230 seconds 220 seconds 210 seconds 400 260 seconds 240 seconds 230 seconds 220 seconds 220 seconds Sewer Main 6-inch Sewer Lateral Diameter Length Sewer Lateral Length Inches Feet 0 feet 100 feet 200 feet 300 feet 400 feet 6 & 8 0 0 seconds 40 seconds 80 seconds 100 seconds 100 seconds 50 40 seconds 70 seconds 110 seconds 110 seconds 110 seconds 100 70 seconds 110 seconds 120 seconds 110 seconds 110 seconds 150 110 seconds 120 seconds 120 seconds 120 seconds 110 seconds 200 140 seconds 130 seconds 120 seconds 120 seconds 120 seconds 300 140 seconds 130 seconds 120 seconds 120 seconds 120 seconds 400 140 seconds 130 seconds 130 seconds 120 seconds 120 seconds 10 50 50 seconds 90 seconds 120 seconds 120 seconds 110 seconds 100 110 seconds 140 seconds 130 seconds 130 seconds 120 seconds 200 170 seconds 150 seconds 140 seconds 140 seconds 130 seconds 300 170 seconds 160 seconds 150 seconds 140 seconds 140 seconds 400 170 seconds 160 seconds 150 seconds 150 seconds 140 seconds 12 50 80 seconds 120 seconds 140 seconds 130 seconds 120 seconds 100 160 seconds 170 seconds 150 seconds 140 seconds 140 seconds 200 200 seconds 180 seconds 170 seconds 160 seconds 150 seconds 300 200 seconds 190 seconds 180 seconds 170 seconds 160 seconds 400 200 seconds 190 seconds 180 seconds 180 seconds 170 seconds 15 50 120 seconds 160 seconds 160 seconds 150 seconds 140 seconds 100 20 seconds 210 seconds 190 seconds 170 seconds 160 seconds 200 260 seconds 230 seconds 210 seconds 200 seconds 190 seconds 300 260 seconds 240 seconds 220 seconds 210 seconds 200 seconds 400 260 seconds 240 seconds 230 seconds 220 seconds 210 seconds 142 77-3.03G(2) Deflection Following the: 1. Placement 2. Backfill 3. Compaction Prior to permanent pavement, clean and measure pipe for obstruction such as: 1. Deflections 2. Joint offsets 3. Lateral pipe intrusions. Allowable internal diameter is determined using appropriate size mandrel. Prior to use, the mandrel must be certified by the Engineer or by another entity approved by the Engineer. Use of an: 1. Uncertified mandrel or 2. An altered mandrel Will invalidate test. If the mandrel fails to pass, the pipe will be deemed to be over deflected. The mandrel must: 1. Be rigid 2. Be nonadjustable 3. Have an odd-numbering-leg (9 legs minimum) 4. Have an effective length not less than its nominal diameter 5. Be fabricated of steel or aluminum 6. Be fitted with pulling rings at each end 7. Be stamped or engraved indicating the: 8. Pipe material specification 9. Nominal size 10. Mandrel outside diameter. Using the manufacture’s specified internal diameter of pipe, maximum vertical deflection must not exceed: 1. 95 percent - for nominal diameter pipe less than or equal to 12 inches 2. 96 percent - for nominal diameter pipe less than or equal to 30 inches 3. 97 percent – for nominal diameter pipe greater than 40 inches For pipes equal to or smaller than 24 inches in internal diameter, pull the mandrel through the pipe by hand. For pipes greater than 24 inches in internal diameter, deflections may be determined by mandrel or by a method submitted to and approved by the Engineer. If a mandrel is selected it must conform to the requirements in this section. Any over deflected pipe must be uncovered to remove the compact soil loading. Once uncovered if the pipe can pass the mandrel it may remain. If not, remove and replace the damaged pipe. In all cases, the Engineer will determine whether the pipe may remain or must be replaced. Any pipe subjected to any method or process other than uncovering, even if successful to remove over deflection, must be removed and replaced with a new Section of pipe. 143 All costs incurred by you attributable to: 1. Mandrel testing 2. Deflection testing 3. Repairs 4. Any delays Are borne by you at no cost to the City. 77-3.03G(3) Television Inspection (Video Inspection) The City will video inspect (CCTV) all public sewer pipe systems prior to acceptance. Provide the Engineer three weeks notice prior to placement of final paving or surface restoration. Allow one working day per 2,000 linear feet of sewer main to be video inspected. Installations which do not conform to the requirements must be reconstructed and re-video inspected at your expense. If you are required to submit video inspection to the Engineer for review, furnish video on flash drive. CCTV reports shall be National Association of Sewer Service Companies (NASSCO) Pipeline Assessment and Certification Program (PACP) certified with no modifications. Every section of sewer (manhole to manhole) shall be identified by audio and alphanumeric on the video display and shall include: 1. project name 2. municipality 3. street name 4. City designated GIS manhole numbers 5. sewer diameter and length 6. date of inspection Video inspection recordings and reports must be completed for gravity conveyance systems per the following requirements: 1. The pipeline video inspection must be submitted on USB drive. 2. The inspection recording must be of adequate resolution to display pipe, potential pipe defects, and pipe joints. 3. Audio and written notes must be recorded in the video. 4. A 1-inch cylindrical gauge may be required in the video inspection to determine if the pipe segment has a grade deficiency. 5. General convention of the recording will travel downstream and must automatically track the pipeline length (in feet) from the start of the inspection to the end of the inspection. 6. Inspection report must include the project location, a scaled plan of the pipe segment(s), and a summary of inspection findings. 77-3.03G(4) PVC Joints Joint tightness is measured by assembling two Sections of pipe in compliance with the manufacturer's recommendations. Subject the joint to an internal hydrostatic pressure of 25 psi for one hour. Consider any leakage a failure of the test requirements. 77-3.03G(5) Testing Of Force Mains Test force mains according to the following procedure: 144 Fill each section of pipe with water and expel all air. Allow pipe to set for a minimum of 24 hours. Refill pipe and pressure pipe to: 1. 150 psi, or 2. Service pressure plus an additional 50 psi Whichever is greater. Maintain pressure for two hours. Replace any portion of line that fails and retest. Maximum allowable leakage is 4.17 gallons per hour per mile per nominal inch of diameter. 77-3.03G(6) Manhole Vacuum Testing Vacuum test all newly constructed manholes prior to placing any backfill around manhole and again after manhole is raised to finish grade. Provide the Engineer 24-hour notice prior to each test. You must prepare the manhole as follows: 1. plug all inlets to the manhole 2. place a test head in the top of the manhole 3. inflate a seal. Place a vacuum of 10 inches of mercury on the manhole and measure the time for the vacuum to drop to 9 inches of mercury. The manhole meets requirements if the measured time for the vacuum drop meets or exceeds the value from the following table: Manhole Depth Manhole Diameter 4 feet 5 feet 4 feet 10 seconds 13 seconds 6 feet 15 seconds 20 seconds 8 feet 20 seconds 26 seconds 10 feet 25 seconds 33 seconds 12 feet 30 seconds 39 seconds 14 feet 35 seconds 46 seconds 16 feet 40 seconds 52 seconds 18 feet 45 seconds 59 seconds 20 feet 50 seconds 65 seconds If the manhole fails the vacuum test, provide the necessary repairs to make the manhole pass the vacuum test. 77-3.03H Cleaning After the final air test has been satisfactorily completed, sewer shall be cleaned using High- Velocity (Hydro-cleaning) equipment only. Cleaning shall be with clean water with a minimum 2,000 psi @ 50 gpm standard cleaning nozzle. Cleaning shall be performed starting at the furthest upstream segment (manhole to manhole) proceeding downstream. Each segment shall be cleaned from its downstream manhole. All debris shall be vacuumed and removed from each set- up location. All foreign material must be removed from: 1. pipes 145 2. manholes 3. cleanouts prior to being placed into service. Remove all material from sand traps or debris catchers in manholes prior to removing the sand trap or debris catcher. All foreign material must be removed from: 1. Pipes 2. Manholes 3. Cleanouts Prior to being placed into service. Remove all material from sand traps or debris catchers in manholes prior to removing the sand trap or debris catcher. 77-3.04 PAYMENT Full compensation for work specified in Section 77-3 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. Sewer work performed under Section 77-3 is designated in the contract by: 1. Size 2. Type 3. Quantity or 4. Whatever information is necessary for identifying sewer work. The length of sewer pipe is measured by the slope length designated by the Engineer. Pipe placed more than the length is not measured. Quantity to be measured will be the length of pipe placed after cutting. The distance of flow through the manhole will not be measured as pipe length, that work is included in the manhole payment. Pipe: 1. Bends 2. Tees 3. Wyes 4. Other branches Are measured and paid for by the linear foot for the sizes of pipes involved. Bends will be measured along the centerline to the point of intersection. Quantities of: 1. Manholes 2. Cleanouts 3. Sewer laterals connections Are determined as units from actual count. Thrust blocks and encasement are measured and paid for as part of the unit price for the size and type of pipe installed. 146 77-4 STORM DRAINS 77-4.01 GENERAL Section 77-4 includes general specification for storm drains and appurtenances. Storm drains and sanitary sewers materials and construction are similar. Section 77-4 is as specified in Section 77-3 except as modified below. Culverts must comply with Section 61. Alternative culverts must comply with Section 62. Plastic pipe must comply with Section 64. Concrete pipe must comply with Section 65. 77-4.02 MATERIALS Add to Section 77-3.02 Do not change pipeline size or material between structures unless approved by the Engineer. Corrugated metal pipe is not approved for use in the storm drain system. 77-4.02A Pipe 77-4.02A(2) High Density Polyethylene (HDPE) Add to Section 77-3.02A(2) Corrugated HDPE with smooth interior and integral bell / spigot is an approved pipe for storm drain application. 77-4.02B Joints and Fittings 77-4.02B(1) HDPE Add to Section 77-3.02B(1) Joints for corrugated HDPE smooth interior pipe must use gasket joints. Joint, gasket, and fittings must be of the same type and manufacture as the pipe and installed per manufacture recommendations. HDPE pipe joints must be water tight to 2 psi 77-4.02C Concrete Add to Section 77-3.02C Storm drain structures must comply with Sections 51-1 and 90-2. 77-4.03E Catch Basins Construct catch basins in compliance with Engineering Standards. Install a 3½-inch circular marker, such as an ACP International Storm Drain marker on the surface of the concrete above the catch basin opening. The marker must state either “Dump No Waste – Drains to Creek” or “Protect Our Watershed – Drains to Creek” and must include a Spanish translation and an image of a fish. Markers are available from the City. Alternative placards may be approved by the Engineer. 147 77-4.03G Testing 77-4.03G(1) Air Test Replace Section 77-3.03G(1) with: Test storm drain pipeline joints in compliance with Section 61-1.01D. 77-4.04 PAYMENT Replace 4th paragraph of Section 77-3.04 with: Quantities of: 1. Manholes 2. Catch basins 3. Junctions Are determined as units from actual count. 148 78 INCIDENTAL CONSTRUCTION 78-2 SURVEY MONUMENTS 78-2.01 GENERAL Add to Section 78-2.01. Section 78 includes specifications for: 1. Construction survey 2. Monuments 3. Other control points 78-2.02 MATERIALS Replace Section 78-2.02 with: Survey monument materials must conform to the requirement in Engineering Standards. Survey tag must be furnished and set by the Licensed Land Surveyor. 78-2.03 CONSTRUCTION Add to Section 78-2.03. The following: 1. Horizontal monuments 2. Vertical benchmarks 3. Construction surveying Must comply with Section 5-1.26. Construct monuments per Engineering Standards. Set survey tag, record documentation with County Recorder, and provide electronic copy of document to the Engineer. 78-2.04 PAYMENT Replace Section 78-2.04 with: Full compensation for work specified in Section 78 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. 149 DIVISION IX TRAFFIC CONTROL DEVICES 84 MARKINGS 84-2 TRAFFIC STRIPES AND PAVEMENT MARKINGS 84-2.01 GENERAL 84-2.01A Summary Add to Section 84-2.01A. All permanent traffic stripes and pavement markings must be thermoplastic. Requirements for this Section also apply to curb marking. Any traffic stripes rejected for non-compliance with these specifications, as determined by the Engineer, must be removed before reapplication. All costs incurred for pavement preparation or restoration, including costs for resurfacing the asphalt pavement to a condition equal to that before the initial placement of traffic stripes is at your expense. 84-2.01B Definitions Add to Section 84-1.01B. Curb marking: A longitudinal line covering the top and face of a curb. The marking must extend to, but not beyond, curb wick line and flowline, or in the case of an AC dike, covering the top and face to the flowline. 84-2.03 CONSTRUCTION 84-2.03C Application of Stripes and Markings Add to Section 84-2.03C. Final Stripes and Pavement Markings must not begin before 5 calendar days and completed no later than 15 calendar days after placement of asphalt concrete or bituminous seals. You must provide the Engineer a minimum two working day notice to review, modify and approve striping layout prior placing the final stripping. You will be assessed Liquidated Damages in the amount of $300 per calendar day for each day’s failure to complete striping and pavement markings within this specified time. The use of preformed thermoplastic is acceptable for work where the total length of thermoplastic traffic stripes is not greater than 30 feet, and the total area of pavement markings is not greater than 30 square feet. New stripes and markings must be protected from damage until completely dry. Curb markings must be paint not thermoplastic. 84-2.04 PAYMENT Replace Section 84-1.04 with: 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. Traffic stripes are measured by the linear foot along the direction of the traffic stripes, without deductions for gaps in broken traffic stripes. Each type of traffic stripe or striping detail will be measured as a single length regardless of: 1. Number 150 2. Widths 3. Patterns 4. Markers Of the stripes involved in the striping details. Pavement markings included in the various striping details, or called out separately, will be measured by the square foot. Curb markings are measured by the lineal foot along the curb wick line. When traffic stripes, legends or markings are damaged and replaced due to your operations and there is no pay item for replacement, payment for work is included in other items of work and no additional compensation will be paid. 84-9 EXISTING MARKINGS 84-9.03 CONSTRUCTION 84-9.03B REMOVE TRAFFIC STRIPES AND PAVEMENT MARKERS Add to Section 84-9.03B. Not more than five days before the start of roadway surfacing or paving, you must remove existing paint and thermoplastic: 1. Striping 2. Pavement marking 3. Pavement markers Do not paint or seal over existing roadway striping or markings. Existing striping and markings must be obliterated. Extra caution is required at locations with traffic signal loops where pavement markings or striping must be removed. Loops are located just below surface grade. Tie-out bicycle detector symbols prior to removal and coordinate the reinstallation with the Engineer. 151 DIVISION X ELECTRICAL WORK 86 ELECTRICAL SYSTEMS Delete Section 86 of the State of California, Department of Transportation Standard Specifications dated 2015. Add Section 86 of the State of California, Department of Transportation Standard Specifications dated 2010. 86-1 GENERAL 86-1.01 SUMMARY 86-1.015 DEFINITIONS Add to section 86-1.015. Future conductors: Includes signal, lighting, interconnect, and fiber optic lines. Add to section 86-1.015. (RSS Revision) Pull box: A box with a cover that is installed in an accessible place in a run of conduit to facilitate the pulling in of wires or cables. 86-1.03 SCHEDULE OF VALUES Add to section 86-1.03. (RSS Revision) Submit a schedule of values within 15 days after Contract approval. 86-1.04 EQUIPMENT LIST AND DRAWINGS Add to section 86-1.04. Submit the following in bound and labeled book. 1. materials lists 2. manufacturer’s data 3. brochures 4. technical data 5. recommended replacement cycles Provide one drawing which includes diagram of controller cabinet schematic diagram and intersection diagram. Place drawing in plastic pouch on controller cabinet door so that when cabinet doors are fully open the drawing is oriented with the intersection. Prior to signal turn on the drawing must be attached at cabinet door. Provide one spare drawing to the Engineer. 86-1.04A Maintenance and Operations Manuals Furnish maintenance and operation manuals for each: 1. Controller unit 2. Auxiliary equipment 3. Vehicle detection 4. Live video systems At a minimum the manual must include the following: 152 1. specifications 2. design characteristics 3. general operation theory 4. function of all controls 5. trouble-shooting procedures 6. block circuit diagram 7. geographical layout of components 8. schematic layout of components 9. replacement components parts including stock numbers Include complete instruction for implementation of all operator programmable functions in operational manual. The maintenance manual and operation manual may be combined into one manual. When the controllers are submitted to the Engineer, submit manuals. The Engineer may require manuals prior to purchase from manufacture. 86-1.07 SCHEDULING OF WORK Add to section 86-1.07. Place order for new equipment. Provide to the Engineer a written manufacture confirmed delivery date for equipment within 10 working days from execution of contract. Contract time will commence 5 working days prior to manufacture provided delivery date of equipment. Provide work schedule based on the delivery date of equipment and start of contract time that ensures that work will continue to completion without interruption. At a minimum the work schedule must show: 1. work start date 2. confirmed delivery equipment date 3. critical path of construction activities. 86-2 MATERIALS AND INSTALLATION 86-2.05 CONDUIT 86-2.05A Material Add to section 86-2.05A. 45 and 90-degree conduit bends must have: 1. a radius of 6 times the inside diameter of the conduit 2. a minimum 18 inches radius or 3. for fiber optic a minimum radius of 36 inches. Install conduit into pull box having bell end of conduit penetrating pull box. Use continuous tracer tape with no splices between pull boxes. 86-2.05C Installation Add to section 86-2.05C. Excavation and restoration must comply with section 77-1. 153 Install conduit per engineering standards. Conduit depth minimum is measured from new finished surface elevations. Conduit must not be within 24 inches of any detector loop wire. 86-2.06 PULL BOXES Replace the 1st paragraph of section 86-2.06 with: You may use a larger standard size pull box than described with approval of the Engineer. 86-2.06A Material Use gray nonconcrete boxes for standard gray sidewalk Use brown nonconcrete boxes for Mission Style sidewalk. Lid must be flush with the box. 86-2.06B Cover Marking Add to section 86-2.06B. Use the following cover markings for: 1. “Traffic Signal” for signals and associated lighting and interconnect 6. “Lighting” for street light only circuits 7. “City Comm” for fiber communication conduits 86-2.06C Installation and Use Replace the 1st paragraph of section 86-2.06C with: Space pull boxes no more than 180 feet apart. You may install additional pull boxes to facilitate the work, with the approval of the Engineer. Add to section 86-2.06C. Mission style sidewalk must comply with section 73-4. Place a ring of #4 rebar around the entire perimeter of all pull boxes set in concrete. Place pull boxes for conduit containing fiber optics at each intersection of fiber conduit runs. Place communication manhole per Engineering Standard 9030 at: 1. street intersections 2. 500-foot intervals 3. as necessary to facilitate work at your expense. Place manholes in sidewalk area. Do not place pull boxes or manholes within one foot of any sidewalk ramp. Add to section 86-2.06C. (RSS Revision) 154 The top of the pull box must be flush with the surrounding grade or the top of an adjacent curb, except in unpaved areas where the pull box is not immediately adjacent to and protected by a: 1. concrete foundation 2. pole 3. other protective construction Place the pull box 1-1/4 inches above the surrounding grade. Where practical, place a pull box shown near curbs or adjacent to a standard on the side of the foundation facing away from traffic. If a pull box is installed in a sidewalk area, adjust the depth of the pull box so that the top of the pull box and the lid is flush with the sidewalk. Reconstruct the sump of an existing pull box if disturbed by your activities. Remove old grout and replace with new if the sump was grouted. 86-2.08 CONDUCTORS AND CABLES 86-2.08B Conductor Identification Add to section 86-2.08B. Circuit Insulation Function Color Dedicated Street Lighting Circuits THHN/THWN Ungrounded Black (Neutral) Grounding White Grounded Green None Ground Bare* * Use soft drawn copper from adjacent pull box to the street light grounding lug inside the hand hole on the pole. 86-2.08C Installation and Use Replace 1st sentence in 1st paragraph in section 86-2.08C with: (RSS Revision) Use UL or NRTL listed and rated for 600 V(ac) operation for 1. Circuit conductors 2. Connectors 3. Terminals 86-2.08D Signal Cable Add to section 86-2.08D. Use signal cable and not individual conductors. Use three conductor signal cable for each pedestrian phase pedestrian push buttons. Use twelve conductor signal cable for no more than two phases in a signal pole. For poles with more than two phases, use twenty-eight conductor cable. Provide a minimum of three spares per pole. Do not splice signal cable in pull boxes. Feed signal cable from one conduit to the next with 24 inches of extra signal cable coiled in the pull box. At the last pull box in run, prior to feeding into controller cabinet, coil 36 inches of extra signal cable in the pull box. 155 Label all wiring in controller cabinet with phase identification. Label all signal cables and wiring in pull boxes with pole location id as shown. All labeling materials must be approved by the Engineer prior to work. 86-2.08E Signal Interconnect Cable (SIC) Replace section 86-2.08E with: Signal interconnect cable with stranded tinned copper No. 20 conductors and include a drain wire. Each conductor’s insulation must be 13 mils minimum nominal thickness, color-coded, polypropylene material. Conductors must be in twisted pairs. Color coding distinguishes each pair. Each pair must be wrapped with an aluminum polyester shield and must have a No. 22 or larger stranded tinned copper drain wire inside the shielded pair. color-coded, polypropylene material. Conductors must be in twisted pairs. Color coding distinguishes each pair. Each pair must be wrapped with an aluminum polyester shield and must have a No. 22 or larger stranded tinned copper drain wire inside the shielded pair. Pair twist must have a minimum of 4 twists per foot. The pair twist lays and the relative placement of the pairs must be designed to minimize crosstalk and meet capacitance unbalance limits for quality communications cable. The pairs must be combined in one cylindrical core identified by color-coded non-hygroscopic binders. Provide the following colors paired with black to facilitate identification: Black paired with: 1. red 2. white 3. green 4. blue 5. yellow 6. brown 7. orange Red paired with: 1. white 2. green A complete covering of non-hygroscopic dielectric material must protect the core. The shield must be corrugated copolymer-coated 8-mil aluminum tape to be applied longitudinally over the core wrap. The copolymer coating must bond the shield to the jacket. Cable jacket must be black, HDPE, rated for a minimum of 300 V(ac) and 60 degrees C, and must have a minimum nominal wall thickness of 40 mils. Cable jacket or moisture-resistant tape directly under the outer jacket must be marked in compliance with section 86-2.08. The cable jacket must provide a: 1. tough 2. flexible 3. protective covering that withstands: a. exposure to sunlight b. atmospheric temperatures c. ground chemicals d. stresses expected in standard installations. 156 e. Sequential footage markings must be printed on the jacket at 2’ intervals. Signal interconnect cable must meet the requirements of ANSI/ICEA S-85-625-1989 and Rural Electrification Administration, REA PE-22. Use EDCO TBLK-12 or equal as approved by the Engineer for signal interconnect terminal blocks splice cabinets. Land all twisted pair of interconnect cable at the terminal block of each controller cabinet in a neat manner. Provide additional terminal blocks as needed to accommodate excess twisted pairs of interconnect cable. Use two pair of the signal interconnect cable for the interconnect between local and field master controller. The Engineer will provide the field master controller grouping. Assign or attach all controllers to the same field master and same twisted pair. Terminate the signal interconnect cable as follows: 1. Remove enough of the outer jacket to provide the proper length of the individual conductors in a manner that does not damage the shield’s protective coating. 2. Separate the shields from the conductor. 3. Thoroughly clean the cable from each cable conductor, the cable shield and the cable jacket. 4. Provide a minimum of 6 inches of slack between the termination block and cable outer jacket opening for all conductors. 5. Twist each pair a minimum of one full twist per inch. Do not twist cable pairs or pair conductors with any other pairs or pair conductors. 6. Permanently attach bonding wire to the shield in compliance with REA splicing Standard PC-2. 7. Cover the cable to approximately 1 inch beyond each end of the shield with three half- lapped layers of heavy-duty self-fusing insulating tape. Cover the self-fusing tape to approximately 1 inch beyond each end of the self-fusing tape with two half-lapped layers of electrical tape. You must have a minimum of five feet of slack at each pull box and ten feet at controller cabinet. Splicing is allowed only if shown. Insulate conductor splice with heat-shrink tubing and overlap at least 0.6 inch. Cover overall cable splice with heat-shrink tubing and overlap the cable jacket at least 1½ inches. For all intersections which include the installation of interconnect cable, the controller must be equipped with a Model 400 Modem and a C2 connector and hardness. Prior to start of construction; verify communications between the traffic signal controller and the QuicNet system. After testing cabling and being re-landed in cabinet, verify communications between the traffic signal controller and the QuicNet system. 86-2.09 WIRING 86-2.09A Circuitry 157 Add to section 86-2.09A. (RSS Revision) Provide enough traffic signal light conductors for functional operation of the signal. Provide a minimum of 3 spare conductors in all conduits containing traffic signal light conductors or more if shown. 86-2.09B Installation Add to section 86-2.09B. Blow out all conduits using 90 psi air pressure before pulling cable or wire. For dedicated street lighting circuits, coil 18 inches of slack in each pull box. Wrap conductors around projecting end of conduit in pull boxes. Secure cables and wires to conduit at pull boxes to prevent pulling of cables without removing the securing device. 86-2.09C Connectors and Terminals Replace section 86-2.09C with: (RSS Revision) Connectors must be crimp type. Use a manufacturer-recommended tool for connectors and terminals to join conductors. Comply with SAE-AS7928. Terminate stranded conductors smaller than no. 14 in crimp style terminal lugs. Terminate field conductors no. 12 and smaller with spade type terminals. Terminate field conductors no. 10 and larger with spade type or ring type terminals. 86-2.09D Splicing and TERMINATIONS Add to section 86-2.09D. Provide 12 individual “EDCO” COHP-030 surge protector modules to fit into the “EDCO” TBLK- 12 assembly. Provide “EDCO” lightning protector or approved equal as determined by the Engineer. Connect lightning protection unit to the controller cabinet ground bus using an insulated heavy copper braid #6 AWG size or larger. Install lightning protection unit at controller cabinet. 86-2.09E Splice Insulation Replace value for resistivity in 6th paragraph table in section 86-2.09E with: (RSS Revision) 25 x 1013 Ω per inch, minimum 86-2.10 BONDING AND GROUNDING Add to section 86-2.10. Install a ground rod driven in the pull box adjacent to the controller and ground the controller to it. 158 86-2.11 SERVICE Add to section 86-2.11. You are responsible to contact and coordinate electrical service connection. Supply a connection date to PG&E that allows PG&E a reasonable time period to schedule the work. Notice must be written and provided to PG&E and the Engineer. During work, provide PG&E and the Engineer updates of any potential service connection delays. Provide a combined service pedestal and UPS enclosure in compliance with engineering standards. Do not splice service connection between: 1. the point of service and the service pedestal 2. the service pedestal and facility housing. 86-2.11C Electrical Service for Booster Pumps Replace section 86-2.11C with: (RSS Revision) Provide electrical service from the service point to the booster pump. Furnish: 1. Conductors 2. Conduit 3. pull boxes from the service point to the booster pump. Do not use Type 3 conduit unless shown otherwise. 86-2.14 TESTING 86-2.14C Functional Testing Add to beginning of section 86-2.14C. Perform the following tests on each cable circuit furnished and installed: 1. Flash test for each vehicle and pedestrian indication at signal turn on 2. Conduct “Meg” test at 250 volts. “Meg” test each conductor: a. within cable to ground. b. to all other conductors in the cable. Complete tests and provide test results and test data to the Engineer. Where test results fail to meet specified limits for: 1. identify 2. correct 3. retest at your expense. Replace 4th paragraph in section 86-2.14C with: Functional test for each lighting and sign illumination system is seven days of continuous satisfactory operation in compliance with lighting schedule. If unsatisfactory performance of the 159 system develops, correct the system. Repeat test until seven days of continuous satisfactory operation is achieved. Damaged caused by public traffic resulting in a system failure is not considered a functional test failure. 86-2.16 PAINTING Replace section 86-2.16 with: 86-2.16A General Section 86-2.16 provides specifications for coating traffic signal equipment that is to be installed within the downtown core, or where equipment is specified to be color coated. Provide equipment that is coated from the manufacture. Provide the Engineer a notarized certificate of compliance that guarantees: 1. coating system is in compliance with these specifications 2. that it is an equivalent coating system 3. that it is free of defective workmanship Galvanized interior surfaces are not required to be coated. All other surfaces must be coated. 86-2.16B Color Traffic signal equipment, including poles, must be color coated Dark Forest, such as: 1. Pantone 5535 or 2. RAL 6009 Provide the Engineer a paint chip for review and approval prior to ordering signal poles and equipment. Coat the following with Dark Forest Green coating: 1. signal heads 2. signal head housings and mountings 3. brackets and fittings 4. outside of hoods 5. pedestrian push buttons housings 6. pedestrian head housings and hoods 7. back faces of back plates 8. luminaire arms 9. standards 10. mast arms 11. controller cabinets 12. service equipment cabinets Coat the following with “Enamel; Traffic Signal, Lusterless, Black”: 1. Interior of signal hoods 2. louvers 3. front faces of back plates. 86-2.16C Preparation Remove all: 1. loose rust 160 2. dirt 3. moisture 4. grease 5. contaminants 6. weld splatter 7. flux 8. slag from the surface. Power tool clean in compliance with: 1. Steel Structures Painting Council Specifications SSPC-SP3 or 2. Brush Blast clean in compliance with SSPC-SP7 prior to coating. All necessary drilling and welding must be done prior to abrasive blasting. Abrasive blast all exterior surfaces that will be coated including: 1. Shaft 2. arm(s) 3. and interior surface of shaft, from the base plate to the top of the hand-hole opening in compliance with coating manufacture’s recommendations. Round and smooth all sharp or rough edges. Keep all surfaces free of: 1. moisture 2. oil 3. grease 4. other organic matter until coated. Failure to do will require the abrasive blast procedure to be repeated. Solvent wiping is not satisfactory to remove contaminates. 86-2.16D Coating System Coating system must include a primer coat and a two-coat color topcoat for exterior application that ensures resistance from: 1. corrosion 2. abrasion 3. impact 4. delamination Apply a heavy-duty corrosion resistant protective primer coating of: 1. Amerlock 400 2. Tnemec 66 or 3. equal as determined by the Engineer at a minimum of 5 mils dry film thickness. Apply primer coat in strict compliance with manufacturer’s recommendations. Color topcoat must be composed of acrylic resins and modifiers in suitable organic solvents forming a: 1. satin finish with lasting color 2. resistance to fumes 161 3. splash and spillage of acids and alkalies 4. adhesion resistant to removal by application of tape. Color topcoat must consist of two coats a minimum 2.5 mils thickness. Total topcoat thickness must be a minimum 5 mils thick. 86-2.19 SIGNS Add to section 86-2. Signs must comply with section 56. 86-3 CONTROLLER ASSEMBLIES 86-3.01 CONTROLLER ASSEMBLIES 86-3.01A General Replace section 86-3.01A with: Furnish a Model 170E controller unit with: 1. C2S connectors and cables 2. a type 170E auxiliary board 3. a Model 400 Modem and a C2 connector and harness 4. Type 412C prom module that is: 5. pre-programmed with a BI Tran type 233 program 6. configured for a type 27256 EPROM 7. include one blank 27256 EPROM 8. one 6264 RAM chip 9. one 1230 Dallas chip. Deliver controller to the Engineer a minimum of 30 days before the scheduled turn on for programing and operational inspection. You must arrange to have a signal technician, 1. qualified to work on the controller unit 2. employed by the controller unit manufacturer or his representative present at the time the equipment is turned on. Detector sensors must be type 222 two-channel sensors. Type 222 requirements are modified as follows: 1. thumb wheel switches for sensitivity settings. 2. nine levels of sensitivity per channel. 3. a built-in loop monitor (Winky- Blink) that remembers intermittent loop failure. 4. ability to resume normal operation following intermittent loop failure. 86-3.01B Department-Furnished Controller Assemblies Delete section 86-3.01B. 86-3.02 BATTERY BACKUP SYSTEM 86-3.02A General 86-3.02A(1) Summary Replace section 86-3.02A(1) with: 162 This work includes: 1. furnishing 2. assembling 3. installing battery backup system (BBS). Comply with transportation electrical equipment specifications (TEES). 86-3.02B Materials Replace 1st paragraph in section 86-3.02B with: Batteries must be Unigy 24HR 3000 batteries (79ah) or approved equal. 86-3.04 CONTROLLER CABINETS Add to section 86-3.04. All Type 332 Cabinets must be equipped with a 1. PDA2, Power Distribution Assembly 2. drawer assembly. 86-4 TRAFFIC SIGNAL FACES AND FITTINGS 86-4.01 VEHICLE SIGNAL FACES Add to section 86-4.01. All vehicular indications must use: 1. 12-inch lenses 2. tunnel visors 3. louvered back plates Signal heads must be aluminum alloy, McCain or approved equal. Plastic housings, visors and back plates will not be permitted. All vehicle signal faces and lenses installed but not in use must be covered and remain covered until the traffic signal system is put into use. 86-4.01A Signal Sections Add to section 86-4.01A. Where plastic or metal components are specified, use only metal components. 86-4.01A(2) Plastic Signal Sections Delete section 86-4.01A(2) 86-4.01C Visors Add to section 86-4.01C. Where plastic or metal components are specified, use only metal components. 163 86-4.01D Light Emitting Diode Signal Module 86-4.01D(1) General 86-4.01D(1)(a) Summary Add to section 86-4.01D(1)(a). Use only Light Emitting Diode (LED) for signal faces for: 1. Red 2. Yellow 3. Green All LED signals must be: 1. Model 433 Series Dialight 2. GE-DR6 or 3. approved equal. All arrows must be Model 433 Series Dialight or approved equal. Provide submittal for review and approval by the Engineer prior to purchase. 86-4.01D(1)(c) Quality Control And Assurance 86-4.01D(1)(c)(i) General Replace section 86-4.01D(1)(c)(i) with: (RSS Revision) LED signal modules must be on the Authorized Material List for LED traffic signals. Ensure modules have been tested under: 1. ANSI/ASQ Z1.4 2. California Test 604 for LED and circular LED signal modules 3. California Test 3001 for arrow, U-turn, and bicycle LED signal modules LEDs must be spread evenly across the module. 86-4.01E Backplates Add to section 86-4.01E. Where plastic or metal components are specified, use only metal components. 86-4.03 PEDESTRIAN SIGNAL FACES Add to section 86-4.03. Use only GE PS7-CFF1--26A or approved equal LED countdown pedestrian signal module. Cover pedestrian signal faces until they are put into use. 86-4.03I Light Emitting Diode Pedestrian Signal Modules 86-4.03I(1) General 86-4.03I(1)(c) Quality Control And Assurance 86-4.03I(1)(c)(i) General Replace section 86-4.03I(1)(c)(i) with: (RSS Revisions) 164 The LED PSF module must be on the Authorized Material List for LED traffic signals. Ensure LED PSF modules have been tested under: 1. ANSI/ASQ Z1.4 2. California Test 606 86-5 DETECTORS 86-5.01 VEHICLE DETECTORS 86-5.01A Inductive Loop Detectors 86-5.01A(3) Construction Materials Add to section 86-5.01A(3). Use Type C lead-in cable. 86-5.01A(3)(c) Hot-Melt Rubberized Asphalt Sealant Replace viscosity in 2nd paragraph table in section 86-5.01A(3)(c) with: (RSS Revision) Viscosity, Brookfield Thermosel, no. 27 Spindle, 20 rpm, 190 °C D 4402 2.5–3.5 Paꞏs 86-5.01A(4) Installation Details Add to section 86-5.01A(4). After conductors are installed in the slots, but prior to placement of sealant, secure conductors in the slot with foam tubing manufactured for this purpose and compatible with the sealant. 86-5.01D Emergency Vehicle Pre-emption Equipment Replace 86-5.01D with: Traffic Signal Pre-emptive equipment must be a 3M Opticom System or approved equal. Use one Model 752 Discriminator Module for every two channels of pre-emption and necessary Optical Detectors to provide the directional input as shown. Install equipment in compliance manufacturer's requirements. Mount optical detector as shown using an approved mast arm clamp. Do not mount on the signal head unless directed by the Engineer. Provide manufacturer representative knowledgeable of the pre-emption equipment to be present for the first day of the traffic signal function test. Provide a vehicle equipped with an emitter to test and verify satisfactory operation of the equipment. 86-5.01E Video Detection Add to section 86-5.01. 86-5.01E(1) General Install video detection devices for all new or replacement detectors unless directed to install new loops by the Engineer. Loops must comply with section 86-5.01. When loops are installed, replace the loop detector card. Work includes provisions of a fully functional video detection system including: 1. control units 165 2. cameras 3. camera mountings 4. power cables 5. video cables 6. monitor 86-5.01E(2) Cameras And Brackets Provide one camera for each approach as shown. Use the most current version of Iteris color cameras or equal, approved by the Engineer. Install cameras as required in “Iteris Vantage Edge Installation and Users Guide”. Depending upon the configuration of an intersection, the Engineer may require that either an: 1. Iteris Universal Camera Bracket 2. Pelco Extended Camera Bracket or 3. approved equal be used for mounting the cameras. Camera locations must be approved by the Engineer prior to installation. 86-5.01E(3) Detectors Install the most current version of the following video detection equipment for each intersection using video detection: The interface device hardware shall be Iteris Edge Connect. The interface device must: 1. be specifically designed to mount in a standard TS-1, TS-2, and 170 type detector rack using the edge connector to obtain power. No adapters shall be required to mount the interface device in a standard detector rack. 2. occupy no more than two slots in the detector rack and shall provide a loop-type handle for easy installation and removal. 3. be powered by 12 or 24 volts DC and shall not consume more than 6.25 watts. The unit shall automatically compensate for the different input voltages and shall be hot- swappable. 4. operate in a temperature range from -35°C to +74°C and a humidity range from 0% RH to 95% RH, non-condensing. 5. accommodate either monochrome or color video signals conforming to NTSC or PAL video standards. 6. automatically sense the video input signal and configure the video output port to either NTSC or PAL standards. Each video input signal shall be separately sensed to allow mixed video signals. 7. interface with up to four video detection processors using RJ-45 interface connectors. Video Ports: The interface unit shall accommodate a maximum of four composite video inputs and one video output. Video inputs and video output shall be made via BNC connectors to ensure secure connections. RCA or other straight friction plug-in type connections shall not be allowed. Video inputs shall use a vendor supplied “octopus” cable to accommodate the four video inputs. Provisions shall be made to accommodate the mating cable to utilize jack screws for securing the octopus cable. 166 An EIA-232 communications port shall be provided for local and remote access. The connector for this port shall be a 9-pin “D” subminiature connector on the front of the interface device. Provisions shall be made to accommodate mating cables to utilize jack screws for securing cables. Hi-intensity LED status lights shall be provided to facilitate system monitoring. Indicators shall be provided to show the status of the internal processor; video lock and indication of which video input is being monitored. An Ethernet port shall be integrated within the interface device. The Ethernet port shall conform to 802.3 Ethernet specifications and shall auto-sense between 10 and 100 Mbps data rates. Industry standard TCP/IP (UDP and TCP packets) protocol shall be supported. The Ethernet connection shall be made through a RJ-45 connector. In addition to the Edge Connect, the following is also required: 1. One Iteris Edge 2 processor per camera. 2. One Iteris Extension Module or approved equal for each intersection approach. Additional extension modules may be required if intersection configuration requires installation. 3. One 10” LCD shelf mounted monitor. 4. One track ball style pointing device. 5. A minimum 15-amp power strip with sockets oriented horizontally for controller cabinet equipment. Provide submittal to Engineer for review and approval prior to purchase. Items 3, 4, 5 above may be eliminated if already existing at intersection. Contact the Engineer prior to bidding to determine what existing equipment is available at intersection. 86-5.01E(4) Video Transmission Equipment Install live video equipment as shown. Provide the most current version of Encom COMMPAK BB 5.8 INT radio antennas. Mount antennas on poles or mast arms with Pelco ASTRO MINI-BRAC AB-0121-42 with McCain antenna pipework M1046. Where multiple antennae are installed at the same intersection, install a Garretcom ES42P-PD four port ethernet switch. Provide 5 working day notice for video transmission equipment to the Engineer. 86-5.01E(5) Installation Provide a factory certified representative of the supplier of the video detection system to supervise the installation and testing of the video and computer equipment. 86-5.01E(6) Warranty, Maintenance And, Support Provide the following written documentation from equipment suppliers: 1. A three-year warranty on video detection system for hardware and software failures. Warranty must include repair or replacement including shipping and handling expenses during the warranty period. 2. Onsite technical support as requested by the Engineer for one year after the last purchase made under this contract. 167 3. Ongoing software support including updates of all software. Software must be updated free of change during the warranty period. 4. Technical support and software updates maintenance program available after expiration of the warranty period. Supplier must make available to Engineer this service in a separate agreement for continuing support. 5. On site adjustments of video detection zone programming due to false calls or missed detections as requested by the Engineer within 60 days following initial setup. Supplier must provide additional adjustments as required following the initial 60-day period for any problem identified in the initial 60-day period and recurring for up to one year. 86-5.02 PEDESTRIAN PUSH BUTTON ASSEMBLY Replace section 86-5.02 with: (RSS Revision) Where a push button is mounted on top of a 2-1/2-inch-diameter post, fit the housing with a slip fitter and use screws to rigidly secure it to the post. Install the push button and the sign on the crosswalk side of the pole. Attach the sign on a Type B push button assembly. For a Type C push button assembly, mount the instruction sign on the same standard as the assembly using 2 straps and saddle brackets. Add to section 86-5.02. Pedestrian push button assemblies must comply with the June 20, 1994, “Architectural and Transportation Barriers Compliance Board, Interim Final Ruling,” on the Americans with Disabilities Act Accessibility Guidelines. All pedestrian push buttons must be ADA approved Polara Engineering “Navigator Accessible” with: 1. vibro-tactile 2. locating tone 3. directional messages 4. or equal as approved by the Engineer The message and symbol must conform to State Standard Plan ES-5C. Provide a signal technician, qualified to work on the pedestrian push buttons and processor units, employed by push button manufacturer or representative, present at the time the equipment is turned on. Fill out order forms and audible message forms and submit to the Engineer for review and approval within two weeks of contract execution. Allow for five working days for review. 86-6 LIGHTING 86-6.01 HIGH-PRESSURE SODIUM LUMINAIRES & 86-6.03 LOW-PRESSURE SODIUM LUMINAIRES Replace section 86-6.02 with: 86-6.02 LED LUMINAIRES 168 86-6.02A General Section includes information for LED luminaires for street and intersection lighting. See engineering standard 7910 for pole requirements. See engineering standard 7520 for lighting circuit requirements. 86-6.02B Material All luminaires must be LED. LED Luminaires must be the most current version of Cree XSP LED. Provide submittal to Engineer prior to purchase of luminaires. Application of type 1 and 2 luminaires must comply with engineering standard 1010 section G. Type 1 LED Luminaires must be: 1. Cree XSP LED most current version (XSPSM-D-HT-2ME-8L-40K7-UL-SV-N-Q2) 2. Type 2 Optics 3. 4,975 initial lumens delivered 4. 4000k High Efficacy Module 5. 120-277V Voltage 6. Silver Color 7. Provide with: a. Fuse b. Utility label c. Photocell d. Exterior wattage label Type 2 LED Luminaires must be: 1. Cree XSP LED most current version (XSPMD-D-HT-3ME-12L-40K-UL-SV-N-F-Q5) 2. Type 3 Optics 3. 9,775 initial lumens delivered 4. 4000k High Efficacy Module 5. 120-277V Voltage 6. Silver Color 7. Provide with: a. Fuse b. Utility label c. Photocell d. Exterior wattage label 86-6.02C Construction Reserved. 86-6.02D Payment Full compensation for work specified in section 86-6 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. 169 86-6.11 PHOTOELECTRIC CONTROLS 86-6.11B Equipment Details 86-6.11B(1) Photoelectric Unit Add to section 86-6.11B(1). Photocells must be: 1. Lumatrol by Precision, Model # ECDV-AP-TD105-300V or 2. approved equal. Provide one photoelectric control of Type V for each luminaire. Add to section 86-6 86-6.14 TRAIL AND PATH LIGHTING Reserved 86-7 REMOVING, REINSTALLING, OR SALVAGING ELECTRICAL EQUIPMENT 86-7.01 REMOVING ELECTRICAL EQUIPMENT Add to section 86-7.01. All material shown to be salvaged must be delivered to the: City of San Luis Obispo Corporation Yard 25 Prado Road San Luis Obispo, CA Salvaged material includes mounting and fastening hardware and hand-hole covers. 170 DIVISION XI MATERIALS 90 CONCRETE 90-1 GENERAL 91-1.01 GENERAL 90-1.01B Definitions Class of Concrete: The City identifies concrete for miscellaneous uses, curb, gutter, sidewalk, drainage structures, etc. as being specified by class. The class of the concrete as shown or in compliance with Engineering Standards. The class of concrete is defined as follows: Class Cement Content lb/cy Cement Content Sack (94 lb per sack per cy) 28-day strength 7-day strength Slump 1 675 lb/cy 7.2 5000 3500 2-4 in 2 590 lb/cy 6.3 3000 2100 2-4 in 3 or Minor 550 lb/cy 5.9 2500 1750 2-4 in High Early Strength: Concrete requiring a high early strength such as that where traffic is expected within 24 hours after placement must comply with Section 90-3 meeting 2500 psi prior to traffic loading. 90-1.01C Submittals Add to Section 90-1.01C(6) Mix Design: Concrete must contain a maximum of 15% pozolone or fly ash. Course aggregate for concrete must comply with the gradation specifications for the 1 inch x No. 4 primary aggregate nominal size. 90-1.02 Materials 90-1.02A General Add to Section 90-1.02A Volumetric mobile concrete mixers may be used for concrete installations up to 2 cubic yards per day. Concrete installations greater than 2 cubic yards per day must either: 1. Use concrete that is mixed at a batch plant, transported to the construction site, and placed. 2. Provide concrete mix design and Quality Assurance Program (QAP) testing results in compliance with City’s QAP. Do not use bagged concrete or bagged cement within public right-of-way. ENGINEERING STANDARDS AUGUST 2020 APPROVED BY THE CITY ENGINEER: Approved on: August 18, 2020 Effective: August 31, 2020 MATT HORN CITY ENGINEER RCE C63611 ADOPTED BY THE CITY COUNCIL OF SAN LUIS OBISPO BY RESOLUTION NO. 10889 (2020 SERIES) PUBLIC WORKS DEPARTMENT ENGINEERING DIVISION 919 Palm Street San Luis Obispo, CA 93401 (805) 781-7200 m mo m cc 20, No. C 63611 CAVES' * * 5& CITY ENGINEERING STANDARDS NO. May 2018 Edition 1000 - GENERAL UNIFORM DESIGN CRITERIA ........................................................................................... 1010 2000 - PARKING & DRIVEWAY STANDARDS DRIVEWAYS DRIVEWAY RAMP - STANDARD ...................................................................................... 2110 DRIVEWAY RAMP - RIGHT-OF-WAYS LESS THAN 10’ .................................................. 2111 DRIVEWAY RAMP - DETACHED SIDEWALK, STANDARD ............................................. 2115 DRIVEWAY RAMP - DETACHED SIDEWALK, ROWs LESS THAN 10’ ........................... 2116 DRIVEWAY RAMP - SIZE & LOCATION ........................................................................... 2120 STANDARD DRIVEWAY - UPWARD & DOWNWARD ...................................................... 2130 UPWARD & DOWNWARD DRIVEWAYS - MAXIMUM RISE & DESCENT (Residential) . 2140 PARKING LOTS PAVEMENT DESIGN .......................................................................................................... 2210 OFF-STREET PARKING STANDARDS ............................................................................. 2220 PARKING BAY DIMENSIONS - COMPACT CARS ........................................................... 2230 PARKING BAY DIMENSIONS - AVERAGE CARS ............................................................ 2240 PARKING LOT STRIPING .................................................................................................. 2250 WHEEL STOP ..................................................................................................................... 2260 3000 - DRAINAGE CATCH BASINS CATCH BASIN - SIDE OPENING ....................................................................................... 3350 CATCH BASIN - SIDE OPENING WITH SUMP ................................................................. 3355 CATCH BASIN - EXTENDED SIDE OPENING .................................................................. 3360 UNDERDRAINS SIDEWALK UNDERDRAIN - CONCRETE ......................................................................... 3410 SIDEWALK UNDERDRAIN - WITH PIPES ........................................................................ 3415 SIDEWALK UNDERDRAIN - WITH COVER PLATES ....................................................... 3420 STORM DRAIN MANHOLES STORM DRAIN MANHOLE - 36” PIPE & LARGER ........................................................... 3510 STORM DRAIN MANHOLE - 18” to 36” PIPE .................................................................... 3520 PRECAST STORM DRAIN MANHOLE - UP TO 3’ O.D. PIPE SIZE ................................. 3530 STORM DRAIN CONNECTIONS ....................................................................................... 3540 4000 - CURB, GUTTER & SIDEWALK CURB & GUTTER CURB .................................................................................................................................. 4020 CURB & GUTTER ............................................................................................................... 4030 SIDEWALK SIDEWALK - INTEGRAL & DETACHED ............................................................................ 4110 SIDEWALK TRANSITIONS ................................................................................................ 4120 CONCRETE PAVER SIDEWALK – RAILROAD DISTRICT ............................................... 4150 CITY ENGINEERING STANDARDS NO. MISSION STYLE MISSION STYLE SIDEWALK ............................................................................................. 4220 MISSION STYLE RAILING - HANDRAIL & GUARDRAIL .................................................. 4240 CROSS GUTTERS CROSS GUTTER ................................................................................................................ 4310 CURB RAMPS CURB RAMP - CORNERS & MID-BLOCK ......................................................................... 4440 MISCELLANEOUS CUTTING CONCRETE ....................................................................................................... 4910 CONCRETE BUS TURNOUT ............................................................................................. 4920 BUS STOP .......................................................................................................................... 4930 RAISED COBBLESTONE MEDIAN .................................................................................... 4940 5000 - RETAINING WALLS RETAINING WALL DRAINAGE .......................................................................................... 5020 SHORT RETAINING WALLS .............................................................................................. 5030 6000 - UTILITIES UTILITIES LOCATION ........................................................................................................ 6010 TRENCH DETAIL #1 - PAVED OR UNPAVED STREETS ................................................ 6020 TRENCH DETAIL #2 - UNPAVED NON-TRAFFIC AREAS ............................................... 6030 TRENCH DETAIL #3 - CONDUIT TRENCH ....................................................................... 6035 UTILITY COVER - GRADE ADJUSTMENT & P.C.C. COLLAR ......................................... 6040 UTILITY PIPELINE - ABANDONMENT .............................................................................. 6050 WATER - SEWER SEPARATION CRITERIA - TEXT ...................................................................................... 6110 (2pp) SEPARATION CRITERIA - DETAILS ................................................................................. 6140 (2pp) WATER SERVICES WATER SERVICES - NEW & REPLACEMENTS .............................................................. 6210 WATER SERVICE - CONNECTIONS ................................................................................ 6220 WELL METERING .............................................................................................................. 6240 WATER METER - WITH UNMETERED BYPASS, 3” & LARGER ..................................... 6250 MANIFOLD - MULTIPLE WATER SERVICES ................................................................... 6260 6000 - UTILITIES (CONTINUED) WATER MAINS FIRE HYDRANT ASSEMBLY ............................................................................................. 6310 RECYCLED WATER HYDRANT ASSEMBLY ................................................................... 6315 VALVE TO FITTING RESTRAINT ...................................................................................... 6320 WATERLINE TIE-IN ............................................................................................................ 6330 WATER VALVE & WELL .................................................................................................... 6340 BLOW-OFF ASSEMBLY ..................................................................................................... 6350 AIR/VAC RELEASE VALVE ASSEMBLY – 1” & 2” ............................................................ 6360 CITY ENGINEERING STANDARDS NO. WATER MISCELLANEOUS BACKFLOW PREVENTER - 2” to 10” ................................................................................ 6420 FIRE SPRINKLER VALVE & WELL - 2” ............................................................................. 6520 NEW FIRE SERVICE - 4” ................................................................................................... 6530 R P BACKFLOW PREVENTER - ¾” to 10” ........................................................................ 6550 FIRE MAIN - BUILDING CONNECTION ............................................................................ 6590 SEWER MANHOLES SEWER MANHOLE ............................................................................................................ 6610 SEWER DROP MANHOLE ................................................................................................. 6620 SEWER MANHOLE SAND TRAP ...................................................................................... 6650 SEWER MAINS SEWER CLEANOUT & WELL ............................................................................................ 6710 SEWER SERVICES SEWER LATERAL .............................................................................................................. 6810 7000 - STREETS & TRAFFIC GEOMETRY NEW CUL-DE-SAC REQUIREMENTS ............................................................................... 7020 CLASS I BIKEWAY – PATH ............................................................................................... 7040 (2pp) PAVEMENT FLEXIBLE PAVEMENT ELEMENTS .................................................................................. 7110 ASPHALT BERM - 6” .......................................................................................................... 7120 SIGNS METAL SIGN & PARKING METER POSTS ....................................................................... 7210 METAL SIGN & PARKING METER POSTS – IN EXISTING SIDEWALK ......................... 7215 STREET NAME SIGN ......................................................................................................... 7250 TRAFFIC CONTROL ROAD BUMP - CONSTRUCTION DETAILS ...................................................................... 7320 ROAD BUMP - LOCATION, STRIPING & SIGNS .............................................................. 7321 SPEED TABLE - LOCATION, STRIPING & SIGNS ........................................................... 7325 STREET BARRICADE ........................................................................................................ 7330 REMOVABLE BOLLARD .................................................................................................... 7335 BARRICADE - SIDEWALK CLOSURE ............................................................................... 7340 HI-VIS CROSSWALKS ....................................................................................................... 7350 DECORATIVE PAVER CROSSING ................................................................................... 7355 (new) GREEN BIKE LANE MARKINGS ....................................................................................... 7360 (new) 7000 - STREETS & TRAFFIC (CONTINUED) PARKING STREET PARKING ............................................................................................................. 7410 MISCELLANEOUS SERVICE & UPS COMBINED ENCLOSURE ................................................................... 7510 LIGHTING CIRCUIT .......................................................................................................... 7520 BIKE PATH LIGHTING ....................................................................................................... 7905 CITY ENGINEERING STANDARDS NO. STREET LIGHTING - EMBEDDED STEEL POLE ............................................................. 7910 SMALL CELL FACILITY .................................................................................................... 7911 (new) DOWNTOWN PEDESTRIAN LIGHTING .......................................................................... 7915 HYDRANT REFLECTOR .................................................................................................... 7920 BICYCLE RACK .................................................................................................................. 7930 8000 - LANDSCAPING & IRRIGATION STREET TREES STREET TREES - MASTER LIST ...................................................................................... 8010 (2pp) STREET TREES - MAJOR STREETS ............................................................................... 8020 TREE WELLS TREE WELL ........................................................................................................................ 8130 (2pp) TREE WELL – RAILROAD DISTRICT ................................................................................ 8135 TREE WELL COVER - ALTERNATE METHOD ................................................................. 8150 PLANTING STREET TREE PLANTING NOTES .................................................................................. 8210 TREE PLANTING & STAKING - ZONES 1, 2 & 3 – 15 GALLON SIZE ............................. 8220 TREE PLANTING & STAKING - ZONES 1 & 2 – 24” BOX & LARGER ............................. 8250 SHRUB PLANTING ............................................................................................................. 8410 GROUND COVER PLANTING PATTERN ......................................................................... 8420 IRRIGATION IRRIGATION CONTROLLER ............................................................................................. 8520 MASTER VALVE & FLOW METER .................................................................................... 8550 REDUCED PRESSURE BACKFLOW ASSEMBLY ............................................................ 8560 TRENCH DETAILS & THRUST BLOCKS .......................................................................... 8610 ELECTRIC CONTROL VALVE & BOX ............................................................................... 8620 QUICK COUPLER VALVE & BOX ...................................................................................... 8630 IN-LINE VALVE ................................................................................................................... 8640 POPUP HEAD ..................................................................................................................... 8650 DRIP IRRIGATION .............................................................................................................. 8660 TREE BUBBLER ................................................................................................................. 8670 CONCRETE EDGING ......................................................................................................... 8710 RECYCLED WATER - WARNING TAGS, LABELS AND DECALS ................................... 8810 RECYCLED WATER - WARNING SIGNS .......................................................................... 8820 CITY ENGINEERING STANDARDS NO. 9000 - MISCELLANEOUS MAIL BOX LOCATION ........................................................................................................ 9010 MONUMENT & WELL ......................................................................................................... 9020 MANHOLE COVER - CITY COMMUNICATIONS .............................................................. 9030 CITY BENCH ..................................................................................................................... 9040 RAIL FENCE ...................................................................................................................... 9050 TRASH CONTAINER - STANDARD ................................................................................... 9060 APPENDICES A. STATE STANDARD CURB RAMP DETAILS B. MISSION STYLE SIDEWALK DISTRICT MAP C. RAILROAD DISTRICT PLAN MAP D. LIST OF ARTERIAL AND COLLECTOR STREETS E. SAMPLE NOTICE OF STREET MAINTENANCE (DOOR HANGER) F. PLAN DEVELOPMENT STANDARDS G. GUIDELINES FOR CONSTRUCTION ZONES H. SLO COUNTY APCD: PERMIT TO OPERATE NO. 1850-2 I. GUIDELINE SPECIFICATIONS FOR NURSERY TREE QUALITY J. QUALITY ASSURANCE PROGRAM K. TEMPORARY INDUSTRIAL WASTE DISCHARGE PERMIT APPLICATION L. HOLIDAY RESTRICTION AREA PER CITY COUNCIL RESOLUTION 9784 (2003 SERIES) REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 1 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 TABLE OF CONTENTS UNIFORM DESIGN CRITERIA ........................................................................................................ 5 1. Improvement Plans .......................................................................................................... 6 1.1 Preparation of Plans ........................................................................................................ 6 1.1.1 Plan Review Procedure ............................................................................................. 6 1.1.2 Plan and Profile Layout ............................................................................................. 7 1.1.3 Plans Format ............................................................................................................ 9 1.2 Design Exceptions ......................................................................................................... 12 1.3 Americans with Disability Act Requirements ................................................................. 12 2. Site Preparation & Grading ............................................................................................. 13 2.1 Design Standards ........................................................................................................... 13 2.1.1 Site Preparation ...................................................................................................... 13 2.1.2 Grading Design ....................................................................................................... 14 2.2 Construction .................................................................................................................. 17 2.2.2 Construction Testing .............................................................................................. 17 3. Roadways ....................................................................................................................... 18 3.1 Design Standards ........................................................................................................... 18 3.1.1 General ................................................................................................................... 18 3.1.2 Roadway Classifications ......................................................................................... 18 3.1.3 Design Speed and Design Vehicle ........................................................................... 19 3.1.4 Longitudinal Grade ................................................................................................. 20 3.1.5 Horizontal and Vertical Alignment ......................................................................... 20 3.1.6 Cross Slope ............................................................................................................. 20 3.1.7 Intersecting Streets, Roads, Driveways, Alleys – Access Control ............................ 21 3.1.8 Access Management .............................................................................................. 21 3.1.9 Roadway Structural Section ................................................................................... 23 3.1.10 Sidewalks .............................................................................................................. 23 3.1.11 Pedestrian Crossings ............................................................................................ 25 3.1.12 Bike Facilities ........................................................................................................ 25 3.1.13 Multi‐Use Paths .................................................................................................... 26 3.1.14 Street Parking ....................................................................................................... 27 3.1.15 Bus Turnouts ........................................................................................................ 27 3.1.16 Cross Gutters ........................................................................................................ 27 3.1.17 Sight Distance ....................................................................................................... 27 3.1.18 Roadway Clearances ............................................................................................. 28 3.1.19 Right‐of‐Way ........................................................................................................ 28 3.1.20 Barricades, Barriers, and Railings ......................................................................... 29 3.1.21 Street Lighting ...................................................................................................... 30 3.1.22 Intersection Controls ............................................................................................ 31 3.1.23 Streets Trees ........................................................................................................ 31 3.2 Construction .................................................................................................................. 32 3.2.1 Testing .................................................................................................................... 32 Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 2 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 4 Driveways and Off‐Street Parking .................................................................................... 33 4.1 General .......................................................................................................................... 33 4.2 Permits .......................................................................................................................... 33 4.3 Plans .............................................................................................................................. 33 4.4 Driveways ...................................................................................................................... 33 4.4.1 Driveways on Arterial and Collector Street ............................................................ 33 4.4.2 Driveway Widths .................................................................................................... 34 4.4.3 Number of Driveways Permitted ............................................................................ 34 4.4.4 Abandoned Driveways............................................................................................ 34 4.4.5 Turnarounds – Deep Driveways ............................................................................. 34 4.4.6 Turnarounds – Single‐Family House Driveways ...................................................... 34 4.4.7 Common‐Access Driveways .................................................................................... 34 4.5 Off‐Street Parking .......................................................................................................... 35 4.5.1 General ................................................................................................................... 35 5. Drainage ......................................................................................................................... 40 5.1 Design Standards ........................................................................................................... 40 5.1.1 Requirements ......................................................................................................... 40 5.1.2 Alignment of Drainage Facilities ............................................................................. 40 5.1.3 Drainage Structures ................................................................................................ 41 5.1.4 Bioretention Basins ................................................................................................ 42 5.1.5 Bioswales ................................................................................................................ 42 5.1.6 Channel and Swales ................................................................................................ 44 5.1.7 Culverts and Storm Drains ...................................................................................... 45 5.1.8 Outfalls ................................................................................................................... 45 5.1.9 Bridges ................................................................................................................... 45 5.1.10 Fencing ................................................................................................................. 47 5.2 Post Construction Stormwater Compliance .................................................................. 47 5.2.1 Performance Requirements ................................................................................... 47 5.2.2 Stormwater Control Plan ........................................................................................ 50 5.2.3 Operations and Maintenance ................................................................................. 51 5.3 Groundwater ................................................................................................................. 52 5.3.1 Subsurface Groundwater Drainage: ....................................................................... 52 5.3.2 Source Control: ....................................................................................................... 52 5.3.3 Groundwater Well Protection Buffers: ................................................................... 53 6. Water Supply .................................................................................................................. 54 6.1 Design Standards ........................................................................................................... 54 6.1.1 Quantity of Water .................................................................................................. 54 6.1.2 Distribution System ................................................................................................ 54 6.1.3 Cross Connections .................................................................................................. 56 7. Wastewater .................................................................................................................... 57 7.1 Design Standards ........................................................................................................... 57 7.1.1 Quantity of Flow ..................................................................................................... 57 7.1.2 Manholes ............................................................................................................... 57 Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 3 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 7.1.3 Pipe ........................................................................................................................ 58 8. Dry Utilities .................................................................................................................... 59 8.1 Design Standards ........................................................................................................... 59 8.1.1 General Provisions .................................................................................................. 59 9. Survey ............................................................................................................................ 60 9.1 Street Monuments ........................................................................................................ 60 9.2 Tract Boundary Monuments ......................................................................................... 61 9.3 Lot Stakes ...................................................................................................................... 61 9.4 Vertical Control (Benchmarks) ...................................................................................... 61 10. Landscaping and Irrigation ............................................................................................ 61 10.1 General ........................................................................................................................ 61 10.2 Submittals ................................................................................................................... 62 10.2.1 Development Review ........................................................................................... 62 10.2.2 Building Application ............................................................................................. 62 10.2.3 Project Completion............................................................................................... 62 10.3 Landscaping Design ..................................................................................................... 63 10.3.1 Water Use ............................................................................................................ 63 10.3.2 Irrigation Plan ....................................................................................................... 64 10.3.3 Soils Management Report .................................................................................... 65 10.3.4 Grading Plan ......................................................................................................... 65 10.4 Miscellaneous City Facility Provisions: ........................................................................ 66 10.4.1 Irrigation System Operational Requirements ....................................................... 66 10.4.2 Hardscape ............................................................................................................ 66 10.4.3 Median islands ..................................................................................................... 66 10.4.4 Playgrounds and Miscellaneous areas .................................................................. 66 10.4.5 System Pressure ................................................................................................... 66 10.4.6 Controller ............................................................................................................. 67 11. Subdivision Design Criteria and Improvement Standards .............................................. 67 11.1 General requirement ................................................................................................... 67 11.2 Improvements ............................................................................................................. 67 11.3 Lot Design .................................................................................................................... 68 11.3.1 Multiple frontages ................................................................................................ 68 11.3.2 Lot lines ................................................................................................................ 68 11.3.3 Flag lots (deep lot subdivision) ............................................................................. 69 12. Construction of Private Development Projects ............................................................. 69 12.1 Before Construction .................................................................................................... 69 12.1.1 Pre‐Construction Conference ............................................................................... 69 12.1.2 Contractor’s Requirements .................................................................................. 70 12.2 During Construction .................................................................................................... 70 12.2.1 Inspection by Engineer of Work ........................................................................... 70 12.2.2 Workplace and Worksite Conduct ........................................................................ 70 12.2.3 Clean Up ............................................................................................................... 71 12.3 Project Completion ..................................................................................................... 71 Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 4 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 12.3.1 Clean Up ............................................................................................................... 71 12.3.2 Record Drawings .................................................................................................. 71 12.3.3 Improvements to be Accepted for City Maintenance ........................................... 71 Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 5 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 UNIFORM DESIGN CRITERIA General The purpose of establishing these Standards is to help provide guidance for design of public facilities to better ensure health, safety, and enhance community quality of life. T hese standards are not intended to be a substitute for engineering knowledge, experience, or judgment. It is incumbent on the users of these standards to exercise good judgment, and where needed, seek guidance from the appropriate professional. This document must be used for new or reconstruction of existin g facilities. Where deviation from these standards is necessary, the designer must follow the Design Exception process outlined in this document. These standards are not retroactive, existing facilities constructed prior to these standards are not required to comply with these standards. New construction and reconstruction must comply with these standards unless a design exception has been approved by the City. The applicant is responsible to either ensure facilities are designed in compliance with these standards, or to secure design exception approval. This document is supported by various publications that comprise the standard references for Public Works projects. In event of conflict, it is the applicant’s responsibility to notify the City of that conflict and request clarification. Without that notification, these standards will take precedence. Reference documents include the most current version of the following documents, unless otherwise noted: 1. City of San Luis Obispo Engineering Standards 2. City of San Luis Obispo Standard Specifications 3. City of San Luis Obispo Community Design Standards 4. City of San Luis Obispo Fire Development Guide 5. American Water Works Association (AWWA) Standards 6. Caltrans State Standard Plans (2015 Edition) 7. Caltrans State Standard Specifications (2015 Edition) 8. San Luis Obispo County Public Improvement Standards 9. Caltrans Manual for Uniform Traffic Control Devices (MUTCD) 10. Caltrans Highway Design Manual (HDM) 11. American Association of State Highway and Transportation Officials (AASHTO), A Policy on Geometric Design of Highways and Streets and Guide for the Development of Bicycle Facilities 12. Americans with Disabilities Act Guidelines (ADAG) 13. Pedestrian Right‐of‐Way Accessibility Guidelines (PROWAG) 14. Caltrans DIB 82‐05 Pedestrian Accessibility Guidelines for Highway Projects 15. National Association of City Transportation Officials (NACTO) 16. Federal Highway Administration (FHWA) Separated Bike Lane Planning and Design Guide The applicant is responsible for obtaining any other required regulatory permits prior to the start of construction. The Regulatory Agencies that may have jurisdiction over the applicant’s project include, but are not limited to: 1. California Regional Water Quality Control Board (RWQCB) 2. California Department of Fish and Wildlife 3. U.S. Army Corps of Engineers (ACOE) 4. Air Pollution Control District (APCD) 5. County of San Luis Obispo 6. State Department of Transportation (Caltrans) Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 6 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 7. United States Environmental Protection Agency 8. United States Fish and Wildlife Service 9. California Department of Water Resources (DWR) Approval of any improvements plans for construction by the City does not exempt the applicant/owner/contractor from compliance with regulations from other agencies and obtaining authority to construct improvements from all required agencies. 1. Improvement Plans Complete plans and specifications for all proposed public improvements that are not initiated by City of San Luis Obispo must conform to these Standards. All improvement plans must be prepared and signed by a registered Civil Engineer. Plans and specifications must be submitted to the City for review and approval prior to the beginning of construction of any such improvements. Each utility company whose facilities are involved must sign the original plans indicating they have reviewed and approved the plans. Construction may not begin until the plans are signed by the City, and all submittals required have been provided to the City. 1.1 Preparation of Plans 1.1.1 Plan Review Procedure A. Plan Check Intake at First Submittal The Project Engineer must schedule an “intake” appointment, at which time the City will determine whether the application package is complete. Checklists for various types of submittals are available on the City’s web site www.slocity.org. Incomplete application packages or plans not conforming to the normal standards of quality and neatness will be rejected. Project approval may be subject to public utility review and approval. It is the responsibility of the Applicant to submit directly to those companies. B. Plan Revisions The applicant shall address all plan check comments or redlines prior to resubmittal. The Applicant must provide a plan check response memo outlining the response to the plan check comments. In addition, the applicant shall bubble or delta and number any changes made to the plans not associated with the plan check comments. Failure to supply the required plan check response memo or denote separate plan changes will result in rejection of plans at resubmittal. When all corrections have been made to the satisfaction of the City, the Applicant must submit original signed, sealed and dated drawings for approval. Plans are not approved until the City signifies approval by signature on the title sheet of the original drawings. Construction is not authorized until the plans are approved and a construction permits have been issued by the City. Plan revision must be approved by the City prior to being constructed. The Applicant must submit a plan addendum that clearly shows the desired change, and if needed, a request for a variance from City Standards. C. Phased Improvements Where the submitted improvement plans cover only a portion of the ultimate development, the plans submitted must be accompanied by the approved overall tentative plan. The tentative plan must demonstrate that the phased improvements are compatible with future phases. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 7 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 1.1.2 Plan and Profile Layout All plans must be prepared on: 1. Mylar; 2. Vellum; 3. Bond; or 4. Approved equal Measuring 24" x 36" (ARCH D). Plans prepared for minor projects that do not require design professionals may be submitted on letter or tabloid size bond paper. Appropriate plan scales are: Horizontal Vertical 1‐inch=20‐feet 1‐inch=2‐feet or 1‐inch=4‐feet 1‐inch=30‐feet 1‐inch=3‐feet or 1‐inch=6‐feet 1‐inch=40‐feet 1‐inch=4‐feet or 1‐inch=8‐feet The scale may be varied in rough terrain upon approval of the City. A. Earthwork If any grading is proposed outside the roadway prism, a grading plan must be submitted with the other required improvement plans. Finished grading must be depicted by contour lines, spot elevations, or by “top/toe” indications, as determined appropriate by the City. The grading plan must include a reference to the project soils report, including its title, date and author. In addition, the applicant shall provide the City with proof of an easement or right of entry when grading occurs on private property. The City may request a slope easement for the offsite improvement. B. Retaining Walls For any proposed retaining walls, a separate sheet must be provided which depicts the elevation view and typical section for each wall. The applicant shall provide appropriate easements for walls located on private property. Walls on private property for new improvements shall be maintained by the private landowner, maintenance association or homeowner’s association. C. Roadway Improvements Roadway plan and profile sheets must be of appropriate scale to clearly show the proposed plan layout, along with existing and proposed profiles of all roadways. The boundaries of lots fronting on the roadway, drainage easements, utility easements, slope easements, section lines and corners, land grant lines and temporary construction easements must be shown on all roadway improvement sheets, including proper dimensions. Each roadway plan and profile sheet must include the typical roadway section. The computed curve data for all centerline curves must be shown on the plans. Streets may be required to be extended to the boundary of a site proposed for development. In such cases, the plans must include an extension of the street profile for a min imum distance of 200‐feet beyond the project limits, depicting both existing grade and a potential design grade that comply with the required design speed. D. Cross Sections Cross sections must be provided for all designs involving existing road widening. The spacing of cross sections must be based on the characteristics of the project, and as determined necessary by the City. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 8 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 E. Storm Drainage Plans for minor drainage facilities may be shown on roadway plans. Plans for major drainage facilities must conform to the sheet size and scale shown above for roadway improvements and included in separate sheets. Profiles of all culverts and drainage structures must be provided, along with the hydraulic grade line for the design event. F. Water Supply and Wastewater Disposal Plans for water and wastewater disposal system improvement layout may be submitted on the same plans as the roadways. Improvements outside the roadway prism must be drawn on separate sheets and to an appropriate scale. G. Utilities A layout for all utilities including water, sewer, electric, telephone, fiber optic, cable television and gas system improvements must be submitted on a composite utility plan in an appropriate scale, unless approved otherwise by the City. Roadway plans must show placement of utilities in the typical section. The composite utility plan must clearly show existing overhead utilities, utility poles and guy wires. The exhibit must clearly show facilities that are going to be undergrounded and poles removed and those poles and facilities that are to remain overhead. All required easements shall be shown and dimensioned. A plan completeness checklist is available for download from the Utilities Department’s online documents and files (http://www.slocity.org/government/department‐directory/utilities‐department/documents‐and‐files). The checklist covers general items that will facilitate the plan check review process. H. Traffic Control Plans for work zone traffic control, and for installation of new permanent traffic control devices and roadway striping, must be drawn on sheets and to an appropriate scale. Work zone traffic control must reference and comply with the most current version of the California MUTCD. If new permanent traffic control devices include traffic signals or lighting, the necessary electrical details must be incorporated into the sheets. I. Erosion Control Temporary and permanent erosion control measures are to be shown on a separate plan sheet(s). J. Landscape Plans Landscape plans must demonstrate that the landscaping, irrigation, and other features within the right‐of‐way comply with City Standards including sight distance adequacy, lateral clearance from the roadway and sidewalks, and other improvements within the right‐of‐way. Standards for irrigation facilities are contained in these Engineering Standards. K. Details The plans must include one or more sheets entitled “Details,” which show the following as applicable: 1. Detail of all concrete or other structures. 2. Details of any element of the plans required for clarity. 3. Miscellaneous details. 4. Other agencies’ standard details which are referenced in the design. 5. Temporary and permanent erosion control standards/details referenced in the design. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 9 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 1.1.3 Plans Format The following items are to be submitted to the City for review and approval: A. Title Sheet On improvement plans exceeding two sheets in the set, a title s heet must be included. The title sheet must include an index of sheets, stormwater Construction General Permit information and Post Construction Stormwater Requirements including: 1. Index of sheets 2. Vicinity Map 3. Stormwater Construction General Permit Information a. WDID b. Area of project disturbance (Plans that disturb one acre or greater must include a SWPPP) 4. Post Construction Stormwater Information a. Area of existing impervious surfaces b. Area of new or reconstructed impervious services c. Stormwater Post Construction Regulation Tier 5. Current version date of City of San Luis Obispo’s Engineering Standard and Standard Specification governing work including listing of all requested or approved design standard exceptions. B. Vicinity Map The title sheet must include a vicinity map depicting the following: 1. Boundaries of the site with City Limits 2. North arrow and scale reference 3. Street names C. Title Block Each sheet of the set of drawings, including the title sheet, must have an approved title block showing: 1. Date 2. Name and/or project number. 3. Project Engineer’s name, professional registration number, seal and signature, as required by the Professional Engineers’ Act. 4. Scale of the drawing. 5. Sheet number and total number of sheets. 6. Sheet title matching the Index of Sheets. 7. Signature blocks for City approval. D. Right‐of‐Way Show and properly dimension on plans: 1. Right‐of‐way lines 2. Boundaries of lots fronting on the roadway 3. Drainage easements 4. Utility easements 5. Slope easements 6. Temporary construction easements (existing and proposed). Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 10 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 E. Survey Monuments Pursuant to Section 8771(b) of the California Business and Professions Code, existing survey monuments that control the location of: 1. subdivisions, 2. tracts, 3. boundaries, 4. roads, 5. streets, 6. highways, and 7. provide survey control, that are within or adjacent to the area of work, must be located and referenced by a licensed land surveyor or registered civil engineer. This must occur prior to the time when any: 8. streets, 9. highways, 10. other rights‐of‐way, and 11. easements, Are: 12. improved, 13. constructed, 14. reconstructed, 15. maintained, 16. resurfaced, or 17. relocated. Survey monuments shall be located, tied out, and a corner record filed, by a Professional Land Surveyor, if the construction will disturb the monument. If any existing survey monument is disturbed in any way by the improvement work, as determined by a licensed land surveyor or registered civil engineer licensed prior to 1982, it must be reset accordingly and an appropriate document must be filed with the County, prior to the final acceptance of the work by the City. F. Topography All pertinent topographic features which may affect the: 1. design, 2. construction, and 3. operation of the improvements, must be shown on the plans, including but not limited to the following: 4. Curbs, sidewalks, shoulders. 5. Existing structures, fences, trees and other foliage. 6. Existing utility lines and facilities. 7. High water and frequent inundation limits. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 11 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 8. Roadway lines. 9. Storm drains, drainage ditches. 10. Wastewater Disposal systems. 11. Water lines, fire hydrants. Full topography must be provided for a minimum of 50‐feet in all directions of a development site, to evaluate drainage conditions. G. Profiles The plans must clearly show the existing and proposed profiles of all: 1. Roadways 2. Drainage ditches 3. Storm drains 4. Water lines 5. Sanitary sewers 6. Clearances at structures and power lines Including elevations at 25‐foot minimum intervals for warped surfaces. H. Design Basis The plans must include the basis for design as follows: 1. Road Plans: a. Design Speed (V) b. Design Volume (ADT) c. Traffic Index (TI) 2. Culverts: a. Slope (S) b. Design Flow c. Storm Interval (QX) 3. Storm Drains: a. Hydraulic Grade Line (HGL) b. Slope (S) c. Design Flow & Storm (QX) 4. Drainage Structures: The numerical quantities flow quantity for the Primary Design Storm 5. Drainage Basins: a. Design Volume, b. Design Inflow (QIN) c. Design Outflow (QOUT) d. Tributary Area (A) e. Design Infiltration Rate 6. Sewer Systems: a. Pre‐development design flows b. Post‐development design flows c. Average and peak flow rates d. Equivalent Dwelling Units (EDUs) 7. Water Systems: a. Pre‐development design flows Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 12 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 b. Post‐development design flows c. Average Daily Demand (ADD) d. Maximum Daily Demand (MDD) e. Peak Hour Flow (PHF) f. Equivalent Dwelling Units (EDUs) I. Stationing and Orientation The stationing on plan and profile sheets must read from left to right. Plans must be arranged so that the north arrow is either pointed toward the top or to the right edge of the sheet. Adjustments may be considered when matching existing stations from other plans. J. Benchmark The plans datum must be based on published benchmark information from the City of San Luis Obispo. Include a description of the benchmark and the datum for its reference elevation. The plans must reference a durable local benchmark that will be utilized for the construction of the improvements and must include an indication of its location on the Vicinity Map or the plans. K. Basis of Bearings The plans must indicate the basis of bearings that will be used for construction of the improvements. The plans must include a description of the points that form the basis of bearings, along with the appropriate reference information. L. Units of Measurement The units of measurement on plans submitted to the City must be English Units. M. Text The minimum text size on full size plans must be 3/32” (or 0.1”). 1.2 Design Exceptions Unusual site conditions or matching existing infrastructure may warrant a deviation from these standards. Where such situations occur, the Engineer of Work may request a design exception. The Engineer of Work must demonstrate that the proposed deviation adequately addresses: 1. public health and safety 2. long term maintenance 3. environmental impacts 4. orderly community development. Avoiding or reducing project costs is not an adequate justification for design exception approval. As these assessments require professional engineering judgment, all design exception proposals must be prepared by a registered professional engineer and submitted to the City for review and approval prior to construction. Requests for a design exception must be proposed in writing by the Engineer of Work following the prescribed format. The Engineer of Work must sign and seal the Design Exception Application submitted to the City. 1.3 Americans with Disability Act Requirements The Americans with Disability Act (ADA) was signed into Federal law in 1990. ADA seeks to provide equal access to public facilities for all Americans regardless of age or physical ability. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 13 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 Since the ADA and accessibility requirements are contained within Federal and State law, users of these standards are also expected to fully comply with the law. The information included in these standards is provided to assist the user and to help ensure City facilities are also in compliance. A. Design Requirements The design and placement of ADA facilities within the public right‐of way including curb ramps and designated parking spaces must comply with: 1. Caltrans Design Information Bulletin; DIB 82‐05 Pedestrian Accessibility Guidelines for Highway Projects 2. Caltrans Standard Drawing A88A – Curb Ramp Details 3. Caltrans Standard Drawing A88B – Curb Ramp and Island Passageway Details 4. Caltrans Standard Drawings A90A and A90B – Accessible Parking Curb ramps must be designed and detailed with spot elevations, slopes, dimensions, and profiles of both the existing condition and proposed design. B. Design Aids The following are useful design aids for understanding and implementing ADA within the Public Right of Way: 1. CalDAG (California Disabled Accessibility Guidebook) 2. ADAG (Americans with Disabilities Act Guidelines) 3. PROWAG (Pedestrian Right‐of‐Way Accessibility Guidelines) C. Design Exceptions Design exceptions to ADA requirements must be specifically reviewed and approved by the City prior to construction. Requests for an ADA design exception must be proposed in writing by the Engineer of Work. The Engineer of Work must also sign and seal the Design Exception. 2. Site Preparation & Grading 2.1 Design Standards 2.1.1 Site Preparation This section provides standards for all work that is required to prepare a site for construction of any public improvements, as defined in these Public Improvement Standards. A. Verification of Underground Utilities The location of underground utilities must be verified prior to excavation for all work that is covered by these standards and which also includes excavation or other risk to underground utilities. Potholing for locating utilities, for placing sign posts, or for placing fence posts must also be considered as excavation for the purposes of this section. 1. The person(s) performing the excavation must verify the exact location and depth of all utilities including those not shown on the plan prior to start of work. 2. Contact Underground Service Alert (USA) at (800) 642‐2444 at least 48 hours before but not more than 10 days before the excavation. B. Clearing and Grubbing Clearing and grubbing activities must conform to the Standard Specifications. Additional requirements must apply if determined necessary by the project soils and geological report. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 14 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 C. Tree Removal All trees to be removed or impacted must be depicted on the improvement plans, and must be consistent with the environmental determination which was prepared for the project. Required tree removals must comply with section 12.24 of the City’s Municipal Code. D. Refuse Management All projects must provide a plan for the collection, and disposal of solid waste material for both the residential and non‐residential uses during construction, and post‐construction activities. The plan must be submitted for approval by the City's Utilities Services Manager and the Community Development Director addressing the following codes and standards: 1. Management of refuse generations for waste, recyclables, and organics shall comply with state law, AB 1826, and the local waste management ordinance aimed to reduce greenhouse gas emissions. 2. Access to trash enclosure(s) shall conform to the requirements by the San Luis Garbage Company and refuse bins shall be sized to provide a reasonable level of service. 3. Separate refuse bins shall be accommodated within the site for waste, recycling, and organics. 4. Designs of trash enclosures shall comply with engineering standards, and aesthetic standards set by the Community Development Department. 2.1.2 Grading Design Where applicable, grading constructed for projects regulated by these City Standards must conform to Sections 4 through 22 of the Standard Specifications and the latest edition of the California Building Code (CBC). In addition, grading activity reviewed by the City will be subject to the requirements listed below. A. Grading Plan Submittals All grading plans reviewed by the City must address the following requirements in their submittals: 1. Soils and Geological Report The City may require a foundation and soils investigation and/or an engineering geologic report to substantiate road designs. For any grading, which may or will involve a structure (building pads, retaining wall foundations, etc.) the City will: a) require that a foundation and soils investigation and/or engineering geologic report be submitted with the plans, or b) documentation that a foundation and soils investigation and/or engineering geologic report is not required, in accordance with CBC Chapter 18, Section 1803. If a foundation and soils investigation and/or engineering geologic report are required, the preparer of the investigation and/or the report must provide, prior to plan approval, a letter to the City stating that the plans were reviewed by him/her and that the plans conform to the investigation and/or the report. 2. Grading Quantities The Project Engineer must enumerate the quantity of cut and of fill on the grading plan Title Sheet. When the project site is not anticipated to balance, a note must be provided on the grading plans stating that the earthwork sending/receiving site must secure the necessary permits prior to commencing work. When requested, then Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 15 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 engineer of work must demonstrate that the necessary permits have been obtained prior to importing or exporting soil. 3. Erosion/Sedimentation Control Plan All public improvements involving grading must prepare an Erosion and Sedimentation Control Plan. The grading plans must include a note identifying that proper dust control must be maintained at all times during construction. Dust control must conform to the provisions of Section 10 of the Standard Specifications. 4. Area of Disturbance The total Area of Disturbance for the project must be shown on the Title Sheet. All projects involving site disturbance great than one acre must comply with the requirements of the National Pollutant Discharge Elimination System (NPDES). The Developer must submit a Notice of intent (NOI) to comply with the General Permit for Construction Activity with the Regional Water Quality Control Board (RWQCB). The Developer must provide the City with the Waste Discharge Identification Number (WDID #). B. Grading Site Boundaries Each lot line within a proposed new subdivision must be considered a “grading site boundary” for purposes of implementing grading setbacks as required by the CBC. C. Foundation Elevations All grading designs must depict on the plans the “point of discharge” which satisfies the requirements of the CBC, Section 1805. D. Elevation Standards The following requirements for the relationship between street improvements and building elevations must also apply to the architectural plans for building construction: 1. The plans must depict the finish floor elevation at all building entrances fronting a current or future public street. 2. The plans must depict the back‐of‐sidewalk elevations at the locations of all building entrances referenced in #1, based on a typical sidewalk cross‐slope of 1.5%. 3. The plans must demonstrate compliance with ADA and CBC requirements for pedestrian access to all building entrances. E. Slope Easements Required Slope maintenance easements must be required for any excavation or embankment slopes which are steeper than 5:1 (horizontal: vertical) that extend outside the right‐of‐way. All such easements must also provide for access and working space rights. F. Retaining Walls Prior approval is required for the construction of any: 1. reinforced concrete, 2. reinforced concrete masonry unit (CMU), or 3. mortar‐less element retaining wall which would require a building permit. If a proposed wall is below the threshold where a building permit would be required, it must be shown in the grading plan in order to evaluate its relationship to site B.Va in i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 16 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 drainage. Retaining walls must be constructed based on an approved design. Examples of approved designs include: 1. Design Standards from the State Standard Plans. 2. Design Standards from an approved alternate reference. 3. Designs prepared, signed and sealed by a registered civil engineer. In addition, the following requirements apply to any retaining walls proposed as part of any public improvements: 1. Designs for any retaining wall must include the location in plan view, a typical cross section, and an elevation view of the full length of the proposed wall. The Project Engineer must also provide all design calculations, signed and sealed, to the City for review, along with any applicable foundation and soils investigation or engineering geologic reports. 2. Wood retaining walls may not be greater than 2‐feet in exposed height, and may be considered appropriate for landscaping purposes only. Wood retaining walls must not be located within the right‐of‐ way. 3. Any wall greater than 30‐inches in exposed height, within 3 feet of walkway, must include a guard (pedestrian railing) as defined in CBC Chapter 10, Section 1013 “Guards,” or maintenance worker fence as defined by Cal‐OSHA and shown in the State Standard Plans. 4. The Engineer of Work must demonstrate that wall designs are appropriate for the soil and loading conditions. G. Preservation of Trees Existing trees within the area of any grading must be preserved as required by the conditions of approval for the subdivision or land use permit. All trees to be removed or impacted must be clearly shown on the grading plan. H. Stockpile Requirements If a project will be stockpiling material from either on‐site or off‐site sources the following design criteria applies: 1. All stockpile location(s) must be shown on the grading plan and erosion control plan as well as the SWPPP, if a SWPPP is required. Stockpiles must be located a minimum of 50‐feet away from drainage structures and water bodies such as creeks, rivers and drainage courses. Stockpiles must not be in environmentally sensitive areas. 2. Stockpiles may not be located on slopes greater than 20%. 3. No stockpile may remain longer than 6 months without prior written approval from the City. 4. All stockpiles must be shaped, not left in an “end dump condition”. Stockpiles must have a slope of 3:1 or flatter with the top surface sloped downhill at minimum of 0.5% and a maximum of 5%. 5. Maximum height of any one stock pile may be 20 feet. 6. No one stockpile may exceed 5,000‐cubic yards. Adjacent stock piles must not be located closer than 50‐ feet to each other. Measured from edge to edge. 7. All stockpiles regardless of time of year must have silt fence installed immediately around the perimeter of the stockpile at the toe of slope. This silt fence must be maintained until stockpile is removed. 8. Between April 15th and October 15th stockpiles remaining in‐active for longer than one week must be covered with plastic and secured to control dust. 9. Between October 15th and April 15th (rainy season) stockpiles must be stripped of plastic coverings and appropriate Best Management Practices that reduce erosion potential and stabilize the slopes i.e. hydro‐ seeding, straw, straw wattles etc. be implemented. 10. Once a stockpile is removed, the area below must be returned to the original contours or final project finished grades with established vegetation. This must be done prior to acceptance of improvements. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 17 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 2.2 Construction 2.2.2 Construction Testing A. Compaction Standards The Project Engineer must collect compaction data throughout construction and as required by the CBC. Following completion of the work, the Project Engineer must provide compaction reports to the City, certifying compliance with these requirements, for all the following areas: 1. Each graded lot pad 2. All roadways 3. All roadway shoulders 4. All sidewalk areas 5. All utility trenches B. Elevation Certification The Project Engineer must collect elevation data for all graded lot pads. Following completion of the work, the Project Engineer must provide elevation certifications to the City prior to grading permit final, or building foundation pour, whichever occurs first. C. Inspections 1. The Developer must be responsible for ensuring that all required inspections are requested and performed; the Project Engineer must be responsible for the competency of all required inspections. 2. The Project Engineer must either: (a) document that no Special Inspections are required, or (b) prepare a Statement of Special Inspections in accordance with CBC Chapter 17, Section 1704. D. Grading in Open Space Areas No grading may occur in any Open Space area before the pertinent Open Space Agreement is recorded. E. Erosion Control During Construction Follow‐up applications of hydro‐seeding must be made as needed to maintain adequate soil protection. These applications must avoid over‐spray onto the traveled way, sidewalks, lined drainage channels, and existing vegetation. After any rainfall event, the Developer is responsible for maintaining all slopes to prevent erosion. F. Retaining Walls Inspection Inspections are required at several phases of wall construction. 1. Footings (prior to pour) 2. Walls: a. Masonry: Pre‐grout/reinforcement steel (prior to grouting) b. Reinforced concrete: Forms and reinforcement steel (prior to pouring) 3. Backfill/drainage (prior to backfill) 4. Final Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 18 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 3. Roadways 3.1 Design Standards 3.1.1 General All roadway cross sections must generally conform with adopted Specific Plans and the Circulation Element of the General Plan, as modified by City direction specific to the area, and circumstances of development. The design of a subdivision street system must result from an evaluation of topographical conditions, the traffic generated by the types and numbers of planned uses, and the purpose of each street. Street systems should be built to naturally encourage walking, community, safety and environmental stewardship. The City supports concepts such as Complete Streets, Green Streets, and Living Streets. Special approvals by the City Engineer will be needed for alternative street widths and elements. Minimum clear and passable street widths will be as required by the Fire Department. A complete street is a street designed and built to accommodate all users of the roadway including: 1. Pedestrians 2. Bicyclists 3. transit riders 4. commercial vehicles 5. general motorists. A complete street provides access for all users regardless of age or ability. In sloping terrain, separate one‐way travel lanes may be used to reduce cut and fill. Such one‐way lanes must have a minimum unobstructed width of twenty feet, a minimum paved width of fourteen feet, and a maximum length of five hundred feet. Wet utilities should be placed within the roadway prism for maximum accessibility. 3.1.2 Roadway Classifications Classification Maximum ADT Minimum LOS Desired Maximum Speed Local Commercial Streets 5,000 ‐ 25 mph Local Residential Streets 1,500 ‐ 25 mph Commercial Collector Streets 10,000 ‐ 25 mph Residential Collector Streets (Minor) 3,000 ‐ 25 mph Residential Collector Streets (Major) 5,000 ‐ 25 mph Residential Arterials ‐ LOS D 85 th Percentile Arterial Streets ‐ LOS D LOS E ‐ Downtown 85th Percentile Parkway Arterials/ Regional Routes ‐ LOS D 85 th Percentile Highway/Freeway/Ramps ‐ LOS D 85 th Percentile Local Commercial Streets directly serve non‐residential development that front them and channel traffic to commercial collector streets. Va Ns if. i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 19 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 Local Residential Streets directly serve residential development that front them and channel traffic to residential collector streets. Commercial Collector Streets collect traffic from commercial areas and channel it to arterials. Residential Collector Streets collect traffic from residential areas and channel it to arterials. Residential Arterials are bordered by residential property where preservation of neighborhood character is as important as providing for traffic flow and where speeds should be controlled. Arterial Streets provide circulation between major activity centers and residential areas. Parkway Arterials are arterial streets with landscaped medians and roadside areas, where the number of cross streets is limited and direct access from fronting properties is discouraged. Highway/Regional Routes connect the city with other parts of the county and are used by people traveling throughout the county and state and are designated as primary traffic carriers. Segments of these routes leading into San Luis Obispo should include landscaped medians and roadside areas to better define them as community entryways. Freeway is a regional route of significance where access is controlled. 3.1.3 Design Speed and Design Vehicle Speed for City roads is defined as follows: 1. Average Speed is the summation of the instantaneous or spot‐measured speeds at a specific location of vehicles divided by the number of vehicles observed. 2. Design Speed is used to determine the various geometric design features of a roadway. Design speed is selected in accordance with these standards or as determined by the City. 3. 85th‐Percentile Speed is based upon measured field data and is the speed at or below which 85 percent of the motor vehicles travel. 4. Operating Speed is the speed at which a typical vehicle or the overall traffic operates. Operating speed might be defined with speed values such as the average, pace, or 85th percentile speeds. 5. Pace is the 10‐mph speed range representing the speeds of the largest percentage of vehicles in the traffic stream. 6. Posted Speed is the speed determined following an engineering and traffic survey (CVC 627). 7. Prevailing Speed is the 85th percentile speed. 8. Running Speed is the average operating speed over a selected road segment. On a straight level road segment, the running speed will typically equal the prevailing speed throughout the road segment. On road segments with varying conditions such as a curving mountain road, the operating speed may vary at different points along the segment. The running speed is typically determined by the measuring average time to travel the full segment. Roadway design speed for existing roadway must match existing 85th percentile vehicle speeds. Design speed for new streets is shown below: Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 20 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 Classification Design Speed Design Vehicle* Local Commercial Streets 25 mph SU‐40 Local Residential Streets 25 mph SU‐30 Commercial Collector Streets 25 mph WB‐50 Residential Collector Streets 25 mph SU‐30 Residential Arterials 45 mph WB‐50 Arterial Streets 45 mph WB‐50 Parkway Arterials 45 mph WB‐50 Highway/Regional Routes 45 mph WB‐50 Freeway 55 mph WB‐50 *See AASHTO "A Policy on Geometric Design of Highways and Streets" for design vehicle dimensions All roadways and access driveways must provide necessary turn around space for emergency vehicles as required by the Fire Department. 3.1.4 Longitudinal Grade Design of street grades must comply with the most current edition of AASHTO manual "A Policy on Geometric Design of Highways and Streets." 3.1.5 Horizontal and Vertical Alignment Design of roadway curvature must comply with the most current edition of AASHTO manual "A Policy on Geometric Design of Highways and Streets." Avoid use of compound curves. Use a minimum of 50‐foot separation between horizontal curves. Provide curb radii that allows for the design vehicles to turn at an intersection without crossing the centerline and into oncoming traffic. The minimum radii for curb ramps is 20’ to allow for street sweeping. All streets must intersect other streets at right angles, and must have at least 50 feet of centerline tangent, as measured from the prolongation of the cross‐street property line to the angle point or beginning of curve. Space for vehicles to turn‐around must be provided at the ends of access streets with no outlet. A cul‐de‐sac may include landscaping or parking within a central island so long as space for turning and backing from driveways is provided. Design of terminus streets, such as cul‐de‐sacs, must be to the satisfaction of the City Fire Department and City Engineer. This requirement may be waived when the City determines the roadway may be extended, within a reasonable timeframe, in the future 3.1.6 Cross Slope The slope transverse to the profile or flowline of roads or streets must conform to the following: 1. The standard cross‐slope to be used for all new construction is 2.0 percent. 2. The minimum cross slope for widening any roads or streets is 1.0 percent, except for superelevated sections or approaches to cross gutters. 3. The maximum cross slope for widening any roads or streets is 5.0 percent, except for superelevated sections. Va Ns if. i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 21 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 4. Grade breaks in the cross slope must be minimized where possible and in no case, be greater than 1.0 percent (algebraic difference) within the traveled lanes nor more than 3.0 percent (algebraic difference) within the paved shoulders. Streets designed with superelevations must comply with the most current version of the HDM. Slopes for crossings and access points must meet accessibility requirements. Cross slope must be considered during street construction and rehabilitation design. 3.1.7 Intersecting Streets, Roads, Driveways, Alleys – Access Control When two streets or roads intersect, neither must have a grade greater than 3.0 percent for a minimum distance of 40‐feet measured from the curb line of the intersected street or road to the beginning of the first vertical curve. In unusually rough terrain, the City may allow up to a maximum of 5.0 percent. Driveway connections to streets must be designed to conform to the sight distance and spacing requirements of the HDM Table 405.1B Application of Sight Distance Requirements and Engineering Standard 2120 and 7410. Driveways may not be located adjacent to intersection’s operational areas. Block lengths for local, collector, and arterial streets must comply with the latest version of the HDM Table 405.1B Application of Sight Distance Requirements for intersection spacing. For local and collector street block lengths in no case may be less than 150 feet and greater than 600 feet. For arterial streets block lengths in no case may be less than 600 feet. Street systems should be networked to improve connectivity and reduce travel distances for alternative transportation. Street intersections must meet at an angle of 90 degrees where possible and in no case, may this angle be less than 85 degrees. Waiver of access rights from abutting properties to public streets may be required by the City. Waiver of access rights must be approved by the City and clearly shown on the final or parcel map. Alleys may be required in industrial, commercial, and residential subdivisions where necessary to provide alternative controlled access to arterial and thoroughfare streets. Alley right‐of‐way and pavement width must be a minimum of twenty feet. Where two alleys intersect, a paved area free of obstructions must be provided for safe visibility and turning. 3.1.8 Access Management Private access points shall be designed in accordance with the following principles: 1. Limit and consolidate direct access to streets when possible. 2. Address topographical and geometric limitations that may impact safety & operations 3. Minimize interference with through‐traffic operations and accommodate adequate lane capacity for on‐ site traffic conditions. 4. Promote uniformly and well‐spaced full movement intersections to reduce travel delay and crash risk. Secondary or more access points are provided based on necessity, where more than one access point is required or indispensable to the property due to circumstances that cannot be sufficiently mitigated by Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 22 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 other means. There should be objective and factual evidence to justify and document necessity for multiple access points. A. Intersections & Driveways: Intersections should be well spaced at uniform intervals to help support the smooth and safe flow of traffic. New intersections should not be spaced where functional areas (Figure A‐1) overlap. Intersections that would otherwise require all‐way stop control or signalization should be controlled by Roundabouts or Neighborhood Traffic Circle. All‐way stop or signal control may be used if a roundabout or traffic circle control is determined to be not feasible or operate at unacceptable levels. One‐half mile spacing is recommended for traffic signals on major arterials. New or modified driveways shall not be allowed within the functional area (Figure A‐1) of adjacent signalized intersections with approach speeds of 30 mph or higher. Drivewa ys maybe placed within the functional area when left turns are restricted or the intersection is controlled by a roundabout. New driveways on streets with speeds of 30 mph or higher should be have minimum spacing per the table below. Where property frontage length restricts attainment of minimum driveway spacing, driveways should be placed at the maximum spacing feasible. Closely spaced driveways may require restriction of left turns or application of a shared driveway. Figure A‐1: Functional Area Speed 30 MPH 225' + 95th Percentile Queue Length 35 MPH 320' + 95th Percentile Queue Length 40 MPH 420' + 95th Percentile Queue Length 45 MPH 515' + 95th Percentile Queue Length 50 MPH 610' + 95th Percentile Queue Length 55 MPH 710' + 95th Percentile Queue Length Upstream Functional Area Distance Speed 25 MPH 30 MPH 35 MPH 40 MPH 45 MPH 50 MPH 55 MPH 360' 430' 500' Downstream Functional Area & Min. Driveway Spacing Distance 200' 250' 300' 150' See Section 4 “Driveways and Off‐Street Parking” for additional requirements. Is. -(f PHYSICAL AREA | FUNCTIONAL AREA Va Vl i,><> .H ►HI ►> OTP REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 23 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 3.1.9 Roadway Structural Section Pavement design must follow the HDM and design requirements of City Engineering Standard 7110. Pavement thickness must be based on Traffic Indices shown in City Engineering Standard 7110. New Roads must be designed to include the Caltrans safety factors of 0.20‐foot and 0.10‐foot, for flexible pavement with a base layer and for full depth asphalt, respectively. The Empirical Method for calculation of the structural section is discussed in Topic 633 of the HDM. Variations of the design standards and pavement materials may be approved by the City Engineer to meet individual circumstances. 3.1.10 Sidewalks A. General Sidewalks are required on both sides of a roadway and must be designed and constructed per Engineering Standards. In compliance with Municipal Code Section 12.16.020 & 12.16.050 curb, gutter and sidewalk must be installed and maintained along a properties full frontage. In area without curb, gutter and sidewalk new curb, gutter and sidewalk must be installed with any building permit issuance that will: 1. construct or move a new building onto the property, or 2. reconstruct or remodel an existing building increasing the valuation of that building more than 50%. In the event a frontage has been previously improved with concrete curbs, gutters, and sidewalks, the installation is subject to inspection by the City prior to the final approval of the building permit. In the event the existing concrete curb, gutter and/or sidewalk is damaged or fails to meet acceptable grades established for the frontage or ADA requirements. The permittee must remove and replace those portions of curb, gutter and sidewalk found unacceptable prior to occupancy of the building improvements or finalization of the permit. B. Sidewalk New installations of sidewalk minimum widths must be based on pedestrian demand with an objective LOS of B and minimum LOS C. Exceptions to minimum required sidewalk widths to meet LOS analysis may be granted when the required sidewalk width is not consistent with neighborhood character and existing topography, street design, and density. Within the downtown planning area sidewalks shall have a minimum of 8 feet clear width. Otherwise, the standard minimum sidewalk width is 5 feet for detached and 6 feet when placed integral with curb and gutter. Sidewalk widths for commercial development may be required up to 7 feet detached, 12 feet integral. In areas where these widths cannot be maintained, sidewalk must have a minimum of 5 feet clear width. New Integral curb, gutter and sidewalk must be constructed without a cold joint between the curb and the sidewalk. Alternative surface materials may be approved on a case‐by‐case basis by the City Engineer to facilitate infiltration; however, ADA access requirements must be met. Sidewalks must sl ope to drainage facilities, either planting areas or gutters. Any existing feature in the sidewalk that is of a special, unique, unusual, or historic nature, as determined by the City, must not be replaced, removed, or altered without specific approval of the City Engineer. C. Curb Ramps Required Any installation of concrete curbs, gutters and sidewalks fronting a property at a public road intersection must include the installation of curb ramps that comply with the current Engineering Standards. Curb ramps must be Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 24 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 installed at each corner of an intersection. Existing curb ramps fronting the property that do not meet current standards must be repaired or replaced as needed. No curb ramps may be constructed of Hot Mix Asphalt. Locate curb ramps in the most logical place to accommodate pedestrian crossings. Curb extensions or bulb‐outs may be required to improve visibility and to reduce pedestrian crossing distances. Curb returns must be designed to minimize overly steep grades of curbs through the returns, to the satisfaction of the City Engineer. Generally, the grades of curb returns should not exceed the grades of the adjacent streets, and include accessible curb ramps. Additional landing area may be required at corners that are outside the planned right‐of‐way to accommodate curb ramps. Curb ramps must comply with the provisions and standards required by the City, State, and Federal Government. Any deviation from standards requires a signed design exception, approved by the City Engineer. D. Mission Style Sidewalk District: The following requirements apply to construction in the Mission Style Sidewalk District, which is defined in Resolution No. 9114 (2000 Series). See map in appendix. Mission Style Sidewalk, curb and gutter must be constructed per City Engineering Standard 4220. All driveways, curb ramps, tree wells and catch basins must conform to Mission Style Sidewalk requirements. All sign posts and parking meter posts must be relocated behind the tile row and be installed per City Engineering Standards. All new utility vaults, water meter boxes, and sewer cleanouts must be located behind the tile row or future tile row and must conform to City Standards. Wells, boxes, lids and covers must be stained or coated to match surrounding sidewalk. Stains and coatings must be submitted to the City for approval prior to application. Lids and covers may be cast iron or dark galvanized slip‐resistant diamond‐plate. Lids and covers in traffic areas must be traffic rated. All new installations of Mission Style Sidewalk must include Mission Style Curb and Gutter. Any existing feature in the sidewalk that is of a special, unique, unusual, or historic nature, as determined by the City, must not be replaced, removed, or altered without specific approval of the City Engineer. E. Repair and Replacement of Sidewalk Existing sidewalk fronting the property must be repaired and/or replaced as determined by the following criteria: 1. ADA maximum allowable sidewalk vertical displacement = 1/4‐inch a. Vertical displacement of 3/4" or less – grind panel to provide smooth transition b. Vertical displacement greater than 3/4” – remove and replace panel 2. ADA maximum allowable sidewalk horizontal displacement = 1/2‐inch a. Horizontal displacement of 1/2” to 3/4" – use appropriate patch filler b. Horizontal displacement greater than 3/4” – remove and replace 5‐foot panel 3. Misalignment of curb face of 3/4" or greater – remove and replace section 4. Gutters subject to standing water 1/2" deep or greater and for a distance of 5‐feet or more – remove and replace section. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 25 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 3.1.11 Pedestrian Crossings A. General Crosswalks, either marked or unmarked, exist at all intersections of streets unless the local authority has implemented traffic controls to restrict the crossing of pedestrian traffic. For locations not controlled by: 1. traffic signals 2. yield signs 3. stop signs Installation of marked crosswalks, pedestrian refuge islands, flashing beacon systems, and other crossing enhancements may only be considered after an engineering study is performed per the City’s Pedestrian Crosswalk Policy. Design guidance published by NACTO, FHWA, AASHTO and the National Cooperative Highway Research Program may be referenced to guide recommendations for pedestrian crossing improvements. If determined marked crosswalks are appropriate, marked crosswalk installations shall be in conformance with the City’s Pedestrian Crosswalk Policy and Manual on Uniform Traffic Control Devices. All pedestrian crossing must comply with the Pedestrian Crosswalk Policy. B. Re‐Installation or Removal of Marked Crosswalks Re‐installation of marked crosswalks may be evaluated as part of roadway resurfacing projects that cover pavement markings. Markings that do not meet the current design guidelines will be recommended for removal. The California Vehicle Code, Section 21950.5, requires a public hearing 30 days prior to the removal of a crosswalk. Any crosswalk scheduled for removal must be posted at the site ten days prior to the scheduled hearing. 3.1.12 Bike Facilities Bikeways must be incorporated into the design of any public improvements whenever a street is recommended for bikeway improvements in compliance with the adopted Bicycle Transportation Plan. Bikeway design must comply with design guidance as provided in the City’s adopted Bicycle Transportation Plan, Chapter 1000 of the HDM, MUTCD, NACTO, AASHTO and FHWA, MASSDOT Separated Bike Lane Planning and Design Guide, and these Engineering Standards. The City may approve alternatives to sidewalks or bicycle lanes incorporated into the roadway section. Such alternate routes must be within a public right‐of‐way or public easement and must provide a level of access and pedestrian/cyclist safety equivalent to or better than provided by conventional locations. Where alternative pedestrian paths or bicycle paths are provided to the satisfaction of the City, the conventional sidewalks or bicycle lanes may be eliminated. Where curbside parking is provided, there must be safe pedestrian access to it. The alternative pedestrian path or bicycle paths must be logically related to conventional sidewalks or bike lanes to safely divert pedestrian/bicycle travel from roadway sections lacking roadside walks or bike lanes. The City may require improved walkways, in addition to sidewalks, through blocks more than nine hundred feet long to provide access to parks or public facilities. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 26 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 Minimum Class I and Multi Use Bikeway Facility Width Type Paved Width Notes and Additional Guidance Class 1 or Multi Use Path 12 ft Include 2 foot shoulders on either side of all Class I or multi‐use path facilities. Minimum Class II Bikeway Facility Width Type Paved Width Next to Parking Vehicles/Day 85% Motor Vehicle Speeds Longitudinal Slope Class II 5 ft (default) No < 10,000 < 35 mph < 4% 6.5 ft (Meet 1 Criterion) Yes ≥ 10,000 ≥ 35 mph ≥ 4% 8 ft (Meet 2 Criteria) Yes ≥ 10,000 ≥ 45 mph > 4% Class II Channelization (Use channelization when bike lane adjoins a right turn lane) 5 ft yes * Facility width is measured from the centerline of stripe. New class II bikeways should include a 2’ buffer. Buffer may be included within the Class II bike lane paved width for widths greater than 6.5 ft. 3.1.13 Multi‐Use Paths A. General Multi‐use paths are multipurpose facilities suitable for serving a combination of: 1. recreational hikers 2. pedestrians 3. equestrians 4. bicyclists 5. other non‐motorized vehicle users. Multi‐use paths within the City right‐of‐way must be designed and constructed in accordance with these standards. Multi use path width must be a minimum of 12 feet wide with 2 foot shoulders on each side. B. ADA Compliant Multi‐use paths must meet ADA requirements for pedestrian paths including those for surface, width and grade unless a nearby ADA compliant alternate path is readily available. C. HDM Compliant Multi‐use paths that are reasonably anticipated to convey bicycle traffic must be designed either as a “Class I Bikeway” or as “Trail” and must comply with Chapter 1000 of the HDM. D. Attached and Detached Paths Where a multi‐use path is to be constructed, it may be attached (i.e., integral with the edge of the roadway pavement) or detached (separated from the roadway by a landscaped parkway). Va Ns if. i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 27 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 When paths are attached, adequate space must be provided to accommodate 2’ shoulder in addition to space for street furniture and signs as needed. E. Crossing Locations Multi‐use paths which cross public streets or roads should only cross at intersections. Midblock crossings may be considered if warrants provide justification. F. Path Termini Where Multi‐use paths terminate at or cross public streets, paths shall be split with a landscape median or similar to restrict vehicular traffic. 3.1.14 Street Parking Parking is not allowed on regional highways. Parking on one or both sides is allowed on all other street types with Public Works Director approval. Where the proposed design allows parking in only certain areas, parking pockets, extended gutter construction, or other methods of clearly defining legal parking, are required. Parking areas may be used for infiltration of stormwater where suited to the site conditions. Design must be such as to prevent damage to adjacent roadway sections from infiltration, to the satisfaction of the City Engineer. The City may approve alternatives to the provision of curbside parking. Alternate parking may be allowed where the City determines the resulting street design is adequate for the type and extent of planned uses. Curbside parking reductions are encouraged in hillside developments to reduce grading, drainage run‐off volumes, and pavement maintenance costs. If curbside parking is not provided, alternate parking on‐site may be required depending on the development type and anticipated parking demand. 3.1.15 Bus Turnouts Where construction of a bus turnout is required by project conditions of approval, construct bus turnout in compliance with Engineering Standard 4920. Where possible, bicycle facilities should be routed behind the bus boarding area to minimize conflicts with transit vehicles as illustrated in the Federal Highway Administration’s Separated Bike Lane Planning and Design Guide. 3.1.16 Cross Gutters Cross gutters are only allowed at intersections. Cross gutters are not allowed to cross highway/regional routes or arterial streets. 3.1.17 Sight Distance A. General No signs, hedges, shrubbery, vegetation, fence or other sight distance obstruction may be placed within the restricted area at the corner of any public road intersection, inside curve of any knuckle, or within the sight triangle of any common driveway. An obstruction is considered any such item which is higher than 2.5‐feet above either the nearest pavement surface or the nearest traveled way. It is the responsibility of property owners to maintain sidewalks and multiuse paths fronting their property free from all encroachments. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 28 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 B. Public Road Intersections Sight distance at street intersections must comply with the Highway Design Manual Topic 405. 3.1.18 Roadway Clearances A. Lateral Clearance Excluding traffic signal equipment, the minimum lateral clearance is 5 feet for local street and 10 feet for all other street types. Lateral clearance is measure from the edge of travel way to the edge of an un‐yielding fixed object. Examples of unyielding fixed objects include, but are not limited to: 1. Trees 2. utility poles 3. transformers or other above‐ground facilities 4. sampling stations or other utility installations 5. signs mounted on standards without “break‐away” provisions. Examples of yielding fixed objects which may be permitted within the lateral clearance include: 1. landscaping other than trees, 2. signs mounted on standards with “break‐away” provisions 3. fire hydrants with “break‐away” provisions. B. Vertical Clearance A minimum vertical clearance of not less than 15‐feet, 18‐feet preferred, must be provided above the travel way and shoulders, and 8‐feet above sidewalks. 3.1.19 Right‐of‐Way A. General Right‐of‐way easement must be offered for dedication to the public and contain all elements of the roadway prism, as depicted in the Engineering Standards. Right‐of‐way must extend a minimum of 2’ beyond either the edge of: 1. roadway shoulder, 2. back of curb, or 3. back of sidewalk for the ultimate build out roadway section. B. Cut and Fill Slopes within the Right of Way Flatter slopes along the roadway provide: 1. improved appearance 2. reduced erosion 3. reduce maintenance needs 4. increase safety 5. increase public usability. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 29 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 Therefore, where practical slopes should be 5:1 or flatter within the right‐of‐way. Where flatter side slopes are not practical the following minimums must apply: 1. 4:1 minimum for a minimum distance of 15 feet from the edge of traveled way on roads with a design speed greater than 30 MPH. 2. 3:1 minimum for a minimum distance of 15 feet from the edge of traveled way on roads with a design speed greater than 25 MPH. 3. 2:1 minimum on roads with a design speed equal to or less than 25 MPH. The City may approve (via the design exception process) steeper slopes when the following conditions are demonstrated: 1. Proposed slopes have been determined to be stable by a geotechnical engineer 2. Adequate lateral clearance from the travel way is provided 3. Adequate erosion control can be established 4. Adequate access for maintenance is provided 5. Adequate sight distance is provided. 6. Adequate setback is provided from adjoining properties or adjoining facilities. 7. Adequate drainage is provided. Where excavation or fill slopes continue beyond the street right‐of‐way, easements for the slopes may be required by the City. 3.1.20 Barricades, Barriers, and Railings Where improvements only cover a portion of the ultimate improvement and where an improved street is proposed to be extended in the future, the improvements must include a barricade at the end to serve as a warning to the public. The barricade must be constructed, erected, painted and signed in compliance with Engineering Standards and in compliance with the most current version of the MUTCD. Railings and barriers must be placed as needed to address: 1. roadway safety conditions, 2. accommodate pedestrian and bicycle traffic, 3. comply with ADA requirements 4. comply with OSHA requirements. The Project Engineer must evaluate the need to install such railings and barriers based on the following criteria: 1. Guardrails: Design guardrails in compliance with chapter 7 of Caltrans’ Traffic Manual. The designer must consider the elimination of obstacles prior to proposing the installation of guardrails. 2. Bikeways: Railings must be installed on structures and along the pavement edge where embankment slopes drop off steeper than 2:1 within the lateral clearance requirement. Railings must conform to the Caltrans Bridge Design Specifications Section 2.7.2 “Bicycle Railing”. 3. Pedestrian Railings: Railings are required for sidewalks or multi‐use paths when: a. When a drop off exceeds 30‐inches in height is within 5 feet. b. The adjacent slope exceeds 3:1. 4. For locations along the back of sidewalk where the drop‐off is greater than 6‐inches but less than 30‐ inches, a 6‐inch warning curb must be installed along the edge in conformance with CalDAG. 5. Maintenance Work Surfaces: In any road right‐of‐way with retaining walls greater than 4‐feet in height, but not subject to the bikeway or pedestrian requirements listed above, a railing system must be provided Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 30 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 pursuant to OSHA Standard 1910.23(b) “Protection for wall opening and holes,” for the safety of maintenance workers. Railing systems must be, at a minimum, a Cable Type railing as detailed in the State Standard Plans. 3.1.21 Street Lighting A. General All significant projects including but not limited to: 1. major remodels/substantial remodels: Projects involving the substantial remodel of existing structures that’s estimated construction cost is in excess of 50 percent of the value of the existing building. 2. street widenings 3. multi‐unit developments 4. high density residential are subject to providing lighting per the requirements of this standard. Additionally, any 1. major remodels 2. re‐developments, or 3. significant sidewalk replacement projects in the downtown pedestrian lighting master plan area, must provide new pedestrian level lighting. See section 86‐6.01 of the Standard Specifications for Luminaire information. See Engineering Standard 7520 for lighting circuit requirements. See Engineering Standard 7910 for pole requirements. B. Street Light Pole Foundation mounted steel poles are only allowed for replacement of an existing foundation mounted pole on the existing foundation or as approved by the City Engineer. Embedded steel poles are preferred and must be used for all other conditions. Street Lights installed in certain areas, such as the Downtown, may be required to be a specialized pole, as determined by the City. Double arm poles (Type 15D) must be used only in parking lots or areas where a maintenance vehicle can readily access the pole without traffic control. Otherwise use of double arm poles will only be allowed upon approval of the City Engineer and will only be authorized when no other option exists. C. Street Light Pole Placement Guidelines Residential Street Light Poles are to be placed on lot lines whenever possible. Street Lights Poles and trees should have a 20‐foot minimum horizontal separation. Street Light Pole s and shrubs should have a 5‐foot minimum horizontal separation. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 31 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 Street / Intersection Width (1) Street Light Pole Spacing Pole Type and Location (3) Pole Arm Length (2)(3) Luminaire (4) Less than or equal to 40 feet Every 200 to 250 feet. Only one side of street. One light per intersection. Embedded Pole 18 inches behind curb face 8 feet Type 1 Greater than 40 feet Every 200 to 250 feet. Alternating sides of street. Two lights (min.) per intersection. Embedded Pole 18 inches behind curb face 8 feet Type 2 (1) Curb to Curb distance (2) Not including luminaire (3) Intersection lighting must be placed to minimize the likelihood of the pole being struck by turning traffic and may be set back from the curb face if needed and a longer arm installed to meet light placement requirements. (4) Refer to Section 86‐6.01 “LED LUMINAIRES” of the Standard Specifications for Luminaire information. D. Street Light Service Electrical service points must be obtained from PG&E. When the lighting has been installed in conformance with the City’s requirements, the City will authorize PG&E to energize those lights installed as part of public improvements and will be owned and maintained by the City. Lights to be owned and maintained by a private party must be authorized to energize by that party. When service points are used for more than one light in series, an electrical design for the lighting circuit must be submitted to the City for approval. Voltage drop between the po int of service and the end of each lighting circuit must not exceed 5 percent. All street lighting must be 120VAC. 3.1.22 Intersection Controls New intersections that would otherwise be controlled by all‐way stop or signalization shall be controlled by roundabout or traffic circle except where operational or physical constraints render roundabout control infeasible. Roundabout design shall conform to FHWA roundabout design guidelines. All‐way stop control and signalization shall only be considered if Manual on Uniform Traffic Control Devices warrants are satisfied for the respective control type. Satisfaction of warrants is only a prerequisite for consideration and shall not require the installation of either control. All‐way stop control and Traffic Signals must comply with current design standards in the Manual on Uniform Traffic Control Design. Traffic signal conduit fill must not exceed 25%. 3.1.23 Streets Trees A. Definitions Rights of Way 1. Fee title: City owns the land on which the road is constructed. 2. Easement: Adjoining property owners own the land on which the road and sidewalk is constructed. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 32 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 3. Street Tree Easement: Easement area adjacent to sidewalk or public utilities easement reserved for street tree installation. 4. Public Utility Easement: Easement area adjacent to sidewalk typically reserved for utilities and street tree installations. 5. Public Right‐of‐Way: Area reserved for road, curb, gutter, and sidewalk. This area width is typically from back or sidewalk on one side of roadway to back of sidewalk on the other side of the roadway. Tree Ownership 1. City tree: Any tree partially or wholly based in a “fee title” right‐of‐way. 2. City tree: Any tree within the public right‐of‐way, easement or fee title. 3. City tree: Any tree in designated street tree easement or public utility easement, including those trees planted as a condition of approved development. 4. Privately owned tree: Any tree not designated as City tree. Hazardous Tree – any tree that contains one or more of the following conditions: 1. Split trunk. 2. Cracked main branches. 3. Trunk leaning off vertical by at least 15 degrees. 4. Diseased or damaged trunk or main branches. 5. Over half of main branches have been broken off leaving skeleton or unsightly tree. 6. Any condition that threatens the safety of the public or endangers City facilities. 7. Dead tree. Install one street tree per 35 feet of street frontage. Street trees may be grouped if necessary to avoid conflict with other improvements. Parkway areas which include trees must be a minimum of 5 feet wide. Parkways created in existing integral sidewalk areas will be handled on a case‐by‐case basis. B. Preservation of Existing Trees Existing trees within the area of any roadway public improvement must be preserved unless a tree removal permit has been issued. All trees within or near the lateral clearance requirements must be shown on the improvement plans. All trees planned to be removed or impacted by the improvements must be shown on the improvement plans. C. Responsibility for Trees 1. The City will maintain City trees (those within fee rights‐of‐way). 2. Privately owned trees must be maintained by the property owner. D. Procedures for Applying for Tree Removal within City Rights‐of‐Way Trees within Street Tree Easement or Public Utilities Easement adjacent to the right‐of‐way may be removed by the property owner at the property owner’s expense subject to the following the issuance of a Tree Removal Permit from the City. 3.2 Construction 3.2.1 Testing A. General Project testing must conform to the requirements of the City's Quality Assurance Program. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 33 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 B. Basement Soil Resistance factor “R” tests must be made by the Project Engineer as required by the City. The location of the tests within the area must be selected so that an average “R” value may be determined for the entire development area. “R” value tests may be required prior to approval of construction plans in cases where a road is anticipated to have a high forecast traffic volumes and traffic index or known poor quality basement soil. 4 Driveways and Off‐Street Parking 4.1 General Driveways, driveway ramps, parking stalls, and aisles, including pavement, drainage, landscaping, screen fencing, and lighting, must conform to these standards and all requirements of the Municipal Code. All spaces and driveways must be designed to function properly. City inspection is required at appropriate times to ensure that all specifications are met. The grade break at the gutter should not exceed 20 percent at a driveway to prevent vehicles from dragging on the ground or sidewalk. Parking lots and driveways must be paved with an all‐weather surface, such as asphaltic concrete (AC) pavement or Portland cement concrete (PCC) pavement. 4.2 Permits If the parking lot is not a part of a larger project, the builder must obtain a parking lot permit from the Community Development Department prior to constructing a new or modifying an existing parking lot. To obtain a permit, a plan for the project must be submitted to the Community Development Department. Any restriping or improvements, other than for maintenance purposes, to a parking lot also requires approval of a parking lot permit by the Community Development Department. 4.3 Plans Plans for the parking lots must conform to city standards and must show design for grading, paving, striping, signing, curbing, lighting, landscaping, and trash enclosures. 4.4 Driveways 4.4.1 Driveways on Arterial and Collector Street Driveways on arterial streets must conform to the following requirements: 1. Driveway access may must comply with section 3.1.8 “Access Management “of this standard. 2. Driveways may only be served by a break in a center median when such a break is not detrimental to the traffic flow. 3. Where possible, driveways must be located on cross streets or roads, rather than on arterial or collector streets. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 34 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 4.4.2 Driveway Widths Driveways must be the same width as the curb opening (not including the transitions). They must be within the width limitations noted on Engineering Standard 2120. Exceptions may be granted in special circumstances by the Public Works Director or Community Development Director. Unless authorized by the: 1. Public Works Director 2. Property owner 3. Adjacent property owner 4. Community Development Director the driveway ramp and transition must lie entirely in front of the property served. The Fire Department may require greater driveway widths to allow for proper emergency vehicle access. 4.4.3 Number of Driveways Permitted Only one driveway is allowed per street frontage for residential property unless the frontage exceeds 70 feet; then a maximum of 30 percent of the frontage may be in driveways. The total width of all driveways to commercial or industrial property must not exceed 50 percent of the frontage of the property. Additional restrictions may be placed on driveways entering arterial streets in order to minimize the disruption to traffic. 4.4.4 Abandoned Driveways As a condition of permit issuance, all abandoned driveways and driveway ramps on the same property must be removed, landscaped and the curb, gutter, and sidewalk properly restored. 4.4.5 Turnarounds – Deep Driveways Driveways which are over 100 feet long must have a turnaround at the end allowing cars to safely exit in a forward direction. In some instances, the Community Development Director may require turnarounds for shorter driveways. 4.4.6 Turnarounds – Single‐Family House Driveways Single family residential developments generally do not require turnarounds unless there are extreme grade, fire hazard or alignment problems as determined by the Community Development Director or Fire Marshall. 4.4.7 Common‐Access Driveways Common access driveways may be permitted: 1. On lots of record (existing before the effective date of this section) if the Community Development Director approves an administrative use permit; or 2. In new subdivisions where a common driveway is proposed as part of subdivision approval. A common‐access driveway must meet all the following criteria: 1. The driveway must not be inappropriately located (for example, too close to a dwelling, play area or sloped bank). 2. It must be determined that there is no significant potential for conflict between the parties sharing the driveway because of its location, length, grade, usage, or other characteristics. Residential common‐access driveways, those driveways that serve premises zoned or used for residential purposes must: Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 35 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 1. Provide an easement and covenant filed with the County Recorder setting forth driveway usage rights and responsibilities of each parcel serviced. This instrument must be in place prior to any permit issuance authorizing construction and at a minimum include the following provisions: 2. All affected property owners will be jointly responsible for the improvement and maintenance of all parts of the common‐access driveway. 3. All parking on the commonly used portions of the driveway is prohibited. 4. Any affected property owner may use vehicle‐removing authority granted private property owners in Section 22658 of the California Vehicle Code when any vehicle is parked in the common‐access driveway and interferes with entry or access to a parcel it serves. 5. Property owners agree to hold the City harmless from all claims of damages or liability arising from any action to tow away vehicles pursuant to section “c” above. 6. If the easement or covenant is abandoned or dissolved, each lot previously served by the common‐access driveway must be provided with standard access as required by these regulations. 7. The driveway must serve no more than four residential units unless special circumstances warrant the grant of an exception by the Community Development Director. 8. The Director or Planning Commission may add other requirements or conditions deemed necessary or appropriate. Commercial and industrial common access driveways, those that serve premises zoned or used for commercial or industrial purposes, may be subject to all conditions of residential common access driveways in addition to other requirements or conditions the City deems necessary or appropriate. 4.5 Off‐Street Parking 4.5.1 General Location and design must comply with the Community Design Guidelines. A. Pavement Surfacing Parking lots and driveways must be paved with an all‐weather surface, such as asphaltic concrete (AC) pavement or Portland cement concrete (PCC) pavement. The minimum thickness of pavement must be as specified in these standards. Base material must be compacted to a minimum of 95 percent. Compaction test reports must be submitted to the Community Development Department for verification of proper compaction. All motorcycle spaces within parking lots must be PCC pavement. If surfacing is allowed within the dripline of existing trees, porous pavement surfaces must be used if approved or required by the City Arborist. Alternative Permanent Paving: The Community Development Director may approve alternatives to AC or PCC paving surfaces on private property. The Director may approve such alternative paving to achieve aesthetic and environmental objectives, such as: 1. improved appearance, 2. increased water percolation, 3. reduced erosion and runoff, 4. increased aeration and water for tree roots, 5. reduced glare, 6. increased area available for landscaping upon finding that the alternative paving will provide public aesthetic or environmental benefits, and is equal to or better than AC or PCC paving in terms of: 1. public safety, Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 36 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 2. performance, 3. strength, 4. quality 5. durability Examples of permanent alternative paving surfaces include, but are not limited to: 1. interlocking pavers, 2. eco‐block, 3. porous AC paving, 4. cobblestone, 5. or other equivalent material as determined by the Community Development Director. Alternative paving materials, when installed per manufacturer's specifications, must provide a suitable, all‐ weather, load‐bearing surface to support passenger cars and light‐duty trucks. Alternative paving surfaces for driveways or parking lots serving large commercial vehicles or fire trucks must be designed to accommodate a maximum vehicle weight of 45,000 lbs. Alternative paving materials over City utility easements will not be repaired or maintained by the City. B. Geometrics Turning Radii: The minimum allowable inside vehicle turning radius in parking and driveway areas must be 20 feet unless Fire Apparatus access is necessary, in which case the minimum inside radius must be 30.5 feet and the outside radius must be 46 feet or as required by the Fire Department. (Turning radii are not necessarily the radii of curbs around islands and other improvements.) Additional details are as shown on the standard drawing. Spaces Which Back onto Street: Except as noted in Tandem Parking Below, parking spaces which back directly onto the public street must be set back a minimum of 20 feet from the back of the sidewalk, regardless of the zoning of the property. No portion of any parking space or aisle, except driveways for ingress or egress, must be permitted in a required street yard setback area. Tandem Parking: Residential uses may have required spaces arranged in tandem subject to the approval of the Community Development Director. Single dwellings where tandem parking is approved may have one unenclosed parking space within the street yard (refer to Section 17.16.020 ‐ Yards in the city's Zoning Regulations). Walls/Walkways/Entrances: A parking space facing a wall containing entrances and abutting a walkway to those entrances must be at least 4 feet clear of such a wall. Wheel Stops: Wheel stops are required if the space is headed into a wall, fence, landscaped area, building, walkway, or side of another auto. Additional wheel stops may be required by the Community Development Department. Concrete curbing may be substituted for wheel stops with the approval of the Community Development Director. Overhangs/Encroachments: Dimensions shown on the standards must be clear of overhangs or other encroachments which might interfere with vehicular access. Circulation areas must be provided at the ends of aisles. Maneuvering: Parking lots with more than six spaces must be designed so that automobiles will exit onto a public street in a forward direction and with no more than two maneuvers. A maneuver is defined as each motion in either a forward or backward direction. No space may be allowed that requires a vehicle to be maneuvered on Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 37 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 the public sidewalk to exit. All spaces must be designed to be entered in one maneuver. A turnaround may be required if it's considered unsafe for a vehicle to back into the street by the Community Development Department and/or Public Works Director. Stall Sizes: All parking stalls must comply with the parking bay dimension standards for average sized cars as provided in the engineering standard details. Upon approval of an exception by the Community Development Director or Architectural Review Commission, a limited number of compact parking spaces may be allowed if justified by unusual circumstances such as saving a tree or using otherwise unusable space. Compact stalls, if used, must be designed and constructed in accordance with the engineering standard details. Accessible spaces must be designed and constructed in accordance with state and local requirements. Motorcycle Spaces: All motorcycle spaces must be designed and constructed in compliance with the engineering standards for motorcycle spaces. Bicycle Parking Standards: Bicycle parking must be provided in accordance with city zoning requirements. Bicycle parking may include racks and/or lockers to the approval of the Community Development Department. Truck Access: Commercial and industrial parking lots serving loading zones must be designed to accommodate access and circulation movement for on‐site truck circulation. The Community Development Director or Public Works Director may require wider driveways and aisles as determined warranted. Safety Features: Additional requirements and guidelines for parking facility safety including: 1. design, 2. internal layout, 3. acceptable turning radii, 4. pavement slope, 5. vehicular and pedestrian circulation, and 6. other design features may be required by the Community Development Director. Visibility of and between pedestrians, bicyclists and motorists must be ensured when: 1. entering individual parking spaces, 2. circulating within a parking facility, 3. entering and exiting a parking facility To the extent possible, the parking facility must be designed so that primary pedestrian access to and from building entrances is along, rather than across parking aisles. Bicycle and automobile parking areas must be separated by a physical barrier or sufficient identification and distance to protect parked bicycles from damage by cars. Access for off‐street parking facilities: The location and design of all entrances and exits onto public rights‐of‐way is subject to the approval of the Director of Public Works to ensure minimum interference with the traffic flow and adequate site clearance. Clearance for off‐street parking facilities: All driveways must maintain a vertical clearance of not less than 12 feet. Where fire access is required a vertical clearance of not less than 13.5 feet is required. No encroachment into this vertical clearance may be permitted. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 38 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 C. Slope Parking spaces may not slope more than 5 percent in any direction and no less than 0.5 percent in the direction of drainage. A maximum of 10 percent slope in aisle and turn‐around areas may be allowed. Swales of less than 1 percent slope must be concrete. Variations of these standards may be allowed by the Community Development Director for hardship situations providing safety and convenience concerns have been met. D. Drainage All parking facilities must be graded and drained to dispose of surface water, subject to the approval of the City Engineer. Oil separation or low impact development stormwater devices are required. Surfacing, curbing and drainage improvements must be sufficient to prevent the free flow of wat er onto adjacent properties or public streets or alleys, and to avoid standing pools of water within the parking facility. E. Marking and Signing Except for R‐1 zoned and R‐2 zoned property, entrances and exits that are one‐way must be marked with an approved sign and pavement marking. Accessible, compact car, and loading spaces must be signed with pavement marking or markings on wheel stops in accordance with state code and local laws. The minimum dimensions of parking bays and maneuvering aisles must comply with Engineering Standard. The number and size of accessible spaces are specified in the California Building Code (part 2 of Title 24) Chapter 11. Each accessible parking space must comply with the most current version of Caltrans Standard Plan A90A or A90B.ADA spaces must be marked and signed to current requirements. F. Parking Lot Maintenance It is the duty of the property owner to maintain and repair the parking lot and related improvements in accordance with the above standards and any other conditions imposed at the time of approval. If the Community Development Department finds that the lot needs maintenance or repair, to ensure public safety and welfare, the City may pursue enforcement under the authorities of the Municipal Code. G. Loading Zones Off‐street loading zones must be a minimum of 12 feet wide and 25 feet long. Loading zones must be designed so that trucks parking in them will not encroach onto the public right‐of‐way or into required parking spaces or driveways. Loading spaces designed for large trucks must have appropriately larger access to allow maneuvering without encroaching into landscape areas. Loading zones or areas may not encroach into fire lanes. Loading zones (spaces) must be provided in accordance with the city's zoning regulations (refer to sections 17.46.020 and 17.48.010). Additional loading zones may be required by the Community Development Department or Fire Department. H. Screening In Large Parking Lots: Any parking lot with more than six parking spaces adjoining a street must have the street frontage screened with a 3‐foot (minimum) high wall, fence, and hedge consisting of 5‐gallon or larger plants, or landscaped berm. The area between such screen and the street must be landscaped. Near Residential Development: A parking lot on a site adjacent to a residential development or next to a residential zone must be screened by a solid 6‐foot‐high wall, fence, or an existing mature hedge. I. Landscaping Planting Area Placement: Provide planting areas in all parking lots after each sixth parking space in any row and at the ends of each row of parking spaces. Landscape areas must have a minimum dimension of 4 feet by 4 feet; except, Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 39 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 those areas with trees must have a minimum dimension of 8 feet by 8 feet. Landscape areas must be defined by concrete curbs or bands designed to minimize damage to pavement caused by irrigation of landscaping. Landscape areas defining ends of rows must extend to the minimum inside turn radius, must not conflict with an aisle or back‐ up area, nor be less than 4 feet in width. (Exceptions to this provision may be granted by the Community Development Department or the Architectural Review Commission.) Planting Arrangement: To prevent large expanses of pavement, parking lots must have at least 5 percent of their surface devoted to landscaping (exclusive of setbacks) arranged in an appropriate and effective manner. Additional landscape area may be required by the Community Development Department or the Architectural Review Commission. Maintenance: In all zones, required street yard areas must be landscaped and perpetually maintained. All landscape planting must be maintained and dead plants must be replaced as necessary. Drought tolerant planting must be used in accordance with the city's landscape standards for water conservation. J. Landscape Preservation Planting areas which may be hit by automobiles or where drainage control is necessary must be defined by a 6‐ inch curb or berm of reinforced concrete, brick, or block. A header‐board protected by parking bumpers or other suitable permanent material may be approved by the Community Development Department. Header boards, walls or berms must also be provided between the back of a City sidewalk and a planting area to prevent soil from washing onto the sidewalk. K. Temporary Parking Lots Parking lots and driveways which will be used for one year or less may be developed with Community Development Director approval. The Director may require a recorded agreement and/or cash surety to guarantee: 1. removal of the temporary parking 2. site restoration 3. and clean‐up and/or repair of City streets Such temporary facilities need not provide landscaping, striping and wheel stops as would otherwise be required for permanent facilities, but they must meet all other parking and driveway design standards (parking space and driveway dimensions, aisle widths, and so on). Temporary parking lots and driveways must have an all‐weather, dust‐free surface with sufficient compacted base material or undisturbed grade to safely accommodate the intended use. Examples of temporary paving surfaces include, but are not limited to: 1. compacted "redrock" or decomposed granite; 2. compacted road base over compacted natural grade; 3. other temporary surface which the Director determines to provide an all‐weather load‐bearing surface equivalent to the above materials in terms of safety, maintenance, and appearance. Gravel or similar materials must not be used where average cross‐slopes exceeds 5 percent. L. Irrigation Landscape areas must have a permanent underground irrigation system. Irrigation must provide uniform precipitation for overhead areas and adequate water to maintain healthy plants. Check valves are required at the toe of all slopes to prevent low head drainage. Overspray must be minimized to prevent runoff, and shall be consistent with the City’s water conservation measures. M. Lighting Lighting must comply with Community Design Guidelines 2010 Section 6.1.C. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 40 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 5. Drainage 5.1 Design Standards 5.1.1 Requirements A. General All new development or redevelopment must comply with the criteria and standards set forth in the: 1. Waterways Management Plan – Drainage Design Manual, 2. applicable area specific plans, 3. and the Post‐Construction Stormwater Management Requirements for Development Projects in the Central Coast Region, adopted by the Central Coast Regional Water Quality Control Board, and included in their appendices. Where requirements conflict, the stricter requirement applies. Stormwater Control Plan, and Operation and Maintenance Plan are required prior to final approvals. Stormwater management facilities may be built into the right‐of‐way, including medians, traffic circles, and parkways, subject to approval by the City Engineer. Where stormwater management features are built into the right‐of‐way, water must be managed to prevent damage to the roadway structural integrity. B. Provide for Overland Escape All components of drainage systems in public improvements must be evaluated to consider the effect of failure of individual components and identify the route of overland escape. The evaluation must identify any necessary measures to prevent erosion or flooding along this route. C. Conveyance of Drainage in Urban Areas Drainage must be conveyed in surface facilities such as: 1. bioswales, 2. street gutters 3. cross‐gutters 4. basins to the maximum extent possible. Flows which cannot be conveyed within the capacity of these facilities may be conveyed in culverts or storm drains. D. Sidewalk Underdrains No concentrated flows may be permitted across the surface of any sidewalk. Inlets or under‐sidewalk drains must be used in such situations. 5.1.2 Alignment of Drainage Facilities A. Locate within Road or Public Easement Drainage facilities accepting runoff from public streets or other public areas must be in a public street or within a public drainage easement. These easements must be offered for dedication to the public. B. Avoid Combining with Utility Easements Drainage easements must be used for drainage purposes exclusively and not combined with easements required for other public utility purposes. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 41 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 C. Easement Width Easements for culverts and drainage facilities must be a minimum width of 15‐feet. All such easements must provide access and future maintenance working areas. Easements must be along or adjacent to property lines and outside areas of proposed or existing structures. When drainage pipes are 24‐inch in diameter or greater, or trenches exceeding 5‐feet in depth, provide additional drainage width to accommodate future maintenance needs. D. Storm Drain Alignment Storm drain pipes must be parallel with the centerline of streets. The design must avoid: 1. Meandering 2. Offsetting 3. unnecessary angular changes. No angular changes more than 10 degrees may be made without a junction structure. No single change, even with a junction structure, may exceed 90 degrees. E. Cross Culvert Alignment Cross culverts must be aligned with the natural water course and which might not be perpendicular to the road way. The culvert must be sized and sloped to not cause downstream erosion. 5.1.3 Drainage Structures A. Manholes Standard precast concrete manholes must be used wherever feasible. When cases arise where special manholes or junction boxes are required, the design must be prepared by a Civil Engineer and submitted to the City for review. Manholes must conform to the following requirements: 1. Place manholes, at a minimum, every 500 feet. 2. Place manholes at junction points. 3. Place manholes at changes in gradient 4. Place manholes when pipes change size. 5. On curved pipes with radii of 200 feet to 400 feet, place manholes at the BC or EC of the curve and on 300‐foot maximum intervals along the curve. B. Catch Basin Catch basins must conform to the following requirements: 1. Design capacity and spacing of drainage inlets so the spread of water roadway design event does not inundate the traveled way see Section 5.1.2.A for design parameters. 2. Sufficient drainage capacity must be provided within the road right‐of‐way and other drainage facilities to convey a 100‐year storm without damage to any structures. 3. No more than 1.0 cubic feet per second may be allowed to “bypass” a midblock inlet. No more than 0.3 cubic feet per second may be allowed to “bypass” a curb return at an intersection. 4. Sheet flow across a road must not exceed 0.1 cubic feet per second. C. Junction Boxes Junction boxes must conform to the following requirements: 1. Junction boxes may be construction per: Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 42 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 a. Engineering Standard Storm Drain Manholes, b. Caltrans Standard Plans for Junction Boxes, or c. individual design prepared and stamped by a Civil Engineer that includes the design, structural calculations, and design loading. 2. The inside dimension of junction boxes must be such as to provide a minimum of 3‐inches clearance on the outside diameter of the largest outfall pipe. 3. Standard manhole entrance. D. Other Structures The following requirements apply to drainage structures, as required by the City: 1. Trash racks must be provided where in the opinion of the City they are necessary to prevent clogging of culverts, storm drains, or to provide safety to the public. 2. Guardrail or pedestrian/worker railings may be required by the City at culverts, headwalls, and box culverts and on steep side‐slopes. 5.1.4 Bioretention Basins A. General In addition to flood control basins, bioretention basins can be used to improve storm water quality and reduce flooding impacts in storms. B. Design Criteria The following must be considered and presented in the design of bioretention basins and bioswales. 1. Lateral distance to vehicle travel lanes, bike lanes, and pedestrian paths 2. Vertical drop offs adjacent to travel lanes, bike lanes, and pedestrian paths 3. Long term percolation rate 4. Landscape establishment and irrigation 5. Maintenance practicality including landscape maintenance and maintenance access 6. Porosity of engineered soil Bioretention Soil Media (BSM) C. Materials 1. Bioretention Soil Media (BSM). Use a mixture of sand and compost conforming to the post construction handbook or other source approved by the City 2. Filter fabric is prone to clogging and may not normally be used within the right‐of‐way. 3. In lieu of filter fabric, use gravel filter conforming to Caltrans Class 2 Permeable Material per Section 68 of the State standards or approved equal. D. Maintenance Perpetual maintenance of bioretention basins and landscaping is the responsibility of the Developer, unless the maintenance responsibility is assumed by a public entity or a property owners’ association. 5.1.5 Bioswales A. Facility Design and Dimensions 1. Bottom width: Provide 2’ wide minimum flat bottom for facilities with side slopes and longitudinal slope. 2. Allowable standing water duration: 72 hours. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 43 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 3. Planter minimum widths are typically associated with their application. Considerations influencing minimum widths include: 4’ minimum for planters with trees, 2’ minimum for planters without trees 4. Ponding depth ‐ Min. 6", max. 12" 5. Planter depth – (from adjacent pedestrian walking surface to facility finished elevation/planting surface) is based on desired ponding plus freeboard, but also relates to planter width. Planters can be deeper if they are wider, and need to be shallower as they narrow. This is a pedestrian perception and safety issue. Some recommended width to depth guidelines are: Planter Width Max. Planter Depth Greater than 5 feet 16 inches 4 – 5 feet 12 inches 3 – 4 feet 10 inches 2 – 3 feet 8 inches B. Slopes and Grades 1. Side slope: 4:1 or 3:1 maximum with a minimum 12‐inch‐wide shoulder (2% slope toward facility) adjacent to pedestrian use or curb. 2. Longitudinal slope: Maximum 6% longitudinal slope of bottom. Erosion and movement of soil and mulch intensifies with increased longitudinal slope, minimize longitudinal slope. Stair stepping planters on a slope to provide flat bottomed cells separated by check dam/weir overflows can provide more storage and infiltration than a sloped facility. 3. Grades on opposite sides within a facility should be similar to optimize ponding across the entire basin/cell. C. Infrastructure 1. Inlet curb cut design selection should be based on application considerations: a. Sloped sided or flat/planter facility b. Curb and gutter adjacent to facility or separated by pedestrian sidewalk 2. Sidewalk edge type selection should be based on application considerations: a. New or retrofit b. Sloped sided or flat/planter 3. Sidewalk Curb: flat/planter requires 4” min. height curb adjacent to sidewalk for pedestrian safety. Provide 4 to 6‐inch‐wide sidewalk curb notch when sidewalk drains to planter. Provide as many notches as required to convey flow. 4. Energy dissipation: provide aggregate splash pads at inlets per inlet details. Provide 6” depth, 3" – 6" rounded, washed cobble. For sloped sided facilities where inlet flow velocity is high, extend cobble into facility, but avoid excessive or decorative use. 5. Overflow structure: Provide overflow structure or connect to approved discharge point. D. Soil, Aggregate and Mulch 1. Aggregate layer: Where an aggregate layer is included in the design use Caltrans Class 2 Permeable. Caltrans Class 2 Permeable does not require an aggregate filter course between the aggregate storage layer and the bioretention soil media above. When Caltrans Class 2 Permeable is not available, substitute Caltrans Class 3 Permeable. Class 3 Permeable requires an overlying 3” deep layer of ¾” (No. 4) open graded aggregate (between Class 3 and bioretention soil media above). Use a minimum depth of 12 inches. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 44 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 2. Bioretention Soil Media (BSM): use Bay Area Stormwater Management Agencies Association (BASMAA) Specification of Soils for Biotreatment or Bioretention Facilities (Attachment L). Provide pre‐mixed BSM, do not mix onsite. Provide a minimum of 24 inches of BSM depth. Where aggregate layer is used and trees are specified, replace aggregate with increased BSM depth in tree planting locations. 3. Filter fabric ‐ do not use fabric between BSM and aggregate layer 4. Provide mulch depth of 2 to 3 inches. Mulch use optional below ponding high water mark. Do not apply mulch in ponding zone just prior to or during rainy season. Mulch non‐floating mulch. E. Planting, Irrigation, and Underdrains 1. Irrigation: Provide irrigation for plant establishment (2‐3 years), and supplemental irrigation during periods of prolonged drought. Provide separate zone for connection to water supply 2. Planting: Do not locate plants at inlets. Consider mature growth to determine planting layout and avoid future blockage of inlets by plants. 3. Underdrain: Use 4” diameter, PVC SDR 35 perforated pipe. Install underdrain with holes facing down. Underdrain discharge elevation must be near top of aggregate layer. Underdrain slope may be flat. Provide capped, threaded PVC cleanout for underdrain, 4" min. dia. with sweep bend. 5.1.6 Channel and Swales No diversion to roadside ditches will be allowed from natural drainage courses. A. Types Open channels may be: 1. natural watercourses 2. earthen channels 3. swales 4. bioswales or channels or swales lined with the materials such as those listed below. Channels lined with impermeable surfaces such as: 1. concrete 2. mortar 3. pipe‐like materials are discouraged and may only be used where permeable linings are impractical. Lining materials must be selected that: 1. are non‐erosive under velocities calculated in the design storm 2. provide ease of ongoing maintenance Where linings are required, they must extend to the full height of freeboard, as defined below. B. Freeboard and Side Slopes Required Channels or swales may be required to be lined to an elevation of at least 1.0‐foot above the design hydraulic gradient. The side slopes for channel or swale must not exceed 2:1 or 3:1 in sandy soils. Provide a minimum of 1‐ foot of freeboard at design capacity. C. Improvement Plans Provide typical sections and profile of the existing and proposed channels for a minimum of 500‐feet each side of the development to establish an average profile grade through the development. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 45 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 D. Velocity Requirements Channels or swales must comply with the following requirements: 1. Minimum velocity for channels or swales flowing full, with freeboard, must be 2 feet per second. 2. Minimum velocity in bioswales may be less than 2 feet per second but must provide for positive drainage. 3. The maximum velocity in constructed unlined earth channels or swales must not exceed that which would cause erosion; which is typically less than 4 feet per second. 4. The maximum velocity concrete lined channels must not exceed 10 feet per second. E. Natural Waterways For natural waterways, the design flow may be allowed in the natural overflow area if a drainage easement is provided, which will include the overflow area, and freeboard as specified above exists between the water surface and adjacent ground. 5.1.7 Culverts and Storm Drains A. Minimum Diameter Minimum pipe diameter allowable on any storm drain or culverts that are maintained by the City is 18‐inches. A lesser size may be approved for privately maintained facilities. B. Velocity Requirements Culverts must comply with the following requirements: 1. Minimum design velocity must be 2 feet per second when conduit is flowing at the 2‐year design discharge. 2. Maximum design velocity must not exceed 15 feet per second when culvert is flowing at the Primary Design Storm. 5.1.8 Outfalls A. Culvert Energy Dissipaters Design energy dissipaters in compliance with the HDM Chapter 870, Channel and Shore Protection Erosion Control. Show the following items on the plans: 1. Stable rock size (weight) 2. Rock Slope Protection (RSP) class 3. Dissipater trench dimensions 4. Rock placement method 5. RSP fabric type Culvert energy dissipaters must be designed for the flow from the Design Storm. Rock slope protection gradation must conform to Section 72 of the State Standard Specifications. 5.1.9 Bridges A. Design Criteria Design must conform to the requirements of current California Department of Transportation and AASHTO guidelines and standards. Any variation from standards must be approved in writing by the City Engineer. Bridges must be clear spans. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 46 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 All bridge designs require approval by the City’s Architectural Review Commission. Bridge design must account for impacts of future development considering areas within the City’s adopted urban reserve line. Submittals must include the full construction plans for the bridge including: 1. details 2. geotechnical report including log of test borings, corrosivity testing of the soil, and testing for the presence of naturally occurring asbestos 3. scour calculations that indicate adequate structure depth to prevent scour damage or undermining for the life of the structure 4. design calculations including design loads 5. hydrologic and hydraulic calculations A hard copy and an electronic PDF format copy for archiving must be submitted for documents. Structures with a required span between 19 feet and 20 feet must be constructed with a minimum span of 20 feet. Clear span bridges must be constructed in lieu of closed culverts whenever possible and a natural channel maintained. Closed culverts will be allowed where site constraints prevent a bridge from being constructed with enough clearance to allow for required storm passage with 12 inches of freeboard. Authorization to build culverts in lieu of clear span bridges must be approved by the City Engineer and regulatory agencies. Closed culverts must be upsized to increase the depth of the culvert to allow the placement of 12 inches of natural gravels in the bottom of the culvert. B. Materials Vehicle bridges must be constructed of a material which requires no maintenance for the first 30 years of its life. Concrete is the preferred material for construction; however, alternative materials may be approved by application in writing to the City Engineer with sufficient documentation to support an alternative including information showing the alternative is a superior material, or that concrete will not provide the desired life or freedom from maintenance in the given conditions. Vehicle bridges may use a pre‐approved prefabricated structure. Pedestrian and bicycle bridges may be furnished as prefabricated structures, including “weathered” steel. The material must be approved prior to the submittal for the structure itself. New bridge decks may not be overlaid with asphalt unless authorized by the City Engineer. Where the City approves an overlay on the deck, an approved waterproof membran e must be installed between the deck surface and the overlay. Waterproof or sealing membranes such as methacrylate seals may be required prior to acceptance where cracking of the deck is observed. C. Barrier Rails Barrier rails for vehicle crossings must meet current AASHTO guidelines for crash ratings. Barrier rails for pedestrians on private property adjacent to the Right of Way must comply with the most current California Building Code. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 47 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 D. Bicycle and Pedestrian Facilities Vehicle bridges must be of adequate width to accommodate, bike lanes and sidewalks on both sides. Bike lanes and sidewalks must be constructed regardless of the presence of those facilities on the abutting roadway. E. Design Life All structures must be designed for a minimum 50‐year service life. 5.1.10 Fencing All open channel drainage facilities and drainage basins, must provide fencing as follows: 1. Constructed channels, swales and basins with side slopes five to one (5:1) or flatter and depths less than 3.0‐feet do not require fencing. 2. Natural channels do not require fencing. 3. Any required fence must be located no more than 4‐inches within the required easement lines and must provide sufficient room for maintenance vehicles. 4. Fencing must be 42 inches tall. 5.2 Post Construction Stormwater Compliance 5.2.1 Performance Requirements A. Performance Requirement No. 1: Site Design and Runoff Reduction Projects that create and/or replace 2,500 square feet or more of impervious surface must: 1. Limit disturbance of creeks, wetlands, riparian habitats and provide adequate setback 2. Limit clearing and grading of native vegetation and conserve natural areas, existing trees, and soils. Avoid excessive grading and disturbance of vegetation and soils by conforming the site layout along natural grades. 3. Minimize impervious surfaces by concentrating improvements on the least‐sensitive portions of the site, leave the remaining land in a natural undisturbed state. Define the development envelope and protected areas, identifying areas that are most suitable for development and areas to be left undisturbed. 4. Minimize stormwater runoff by implementing one or more of the following site design measures: a. Direct roof runoff into cisterns or rain barrels for reuse b. Direct roof runoff onto vegetated areas c. Direct runoff from sidewalks, walkways, and patios onto vegetated areas d. Direct runoff from driveways and uncovered parking lots onto vegetated areas e. Construct project using permeable surfaces B. Performance Requirement No. 2: Water Quality Treatment Projects that create and/or replace 5,000 square feet or more of impervious surface must treat stormwater runoff from existing, new, and replaced impervious surfaces on sites where runoff from existing impervious surfaces which cannot be separated from runoff from new and replaced impervious surfaces. Water Quality Treatment must be treated onsite and designed to treat stormwater runoff equal to the volume of runoff generated by the 85th percentile 24‐hour storm event, of 1.1 to 1.3 inches depending on location in the City. Water Quality Treatment may implement a treatment system that use multiple methods to comply with Water Quality Treatment requirements. The Water Quality Treatment system must first implement Low Impact Development Treatment Systems, then may implement Biofiltration Systems, and then finally may implement Non‐Retention Based Treatment Systems. Projects subject to Performance Requirement No. 2 must also include design strategies required by Performance Requirement No. 1. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 48 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 Provide storage for the 85th percentile 24‐hour storm event. See Performance Requirement No. 3: Runoff Retention for information to volumetric design water quality volume. Provide Biofiltration treatment systems that comply with the following design parameters: 1. Must prevent erosion, scour and channeling within the biofiltration treatment system from a rain event of 0.2 inches per hour intensity. 2. Provide a minimum surface water storage volume equal to the biofiltration treatment systems surface area times a depth of 6 inches. 3. Provide a minimum of 24 inches in depth of Bioretention Soil Media (BSM) equivalent to soil media as specified in Attachment L. 4. Proper plant selection for facility. 5. Provide a minimum subsurface gravel storage layer of 12 inches for entire biofiltration systems surface area. 6. Provide underdrain or French drain at the top of gravel layer. 7. Do not compact soils below the biofiltration facility. Rip and loosen soils if previously compacted. 8. Do not use liners or barriers. 9. Hydraulic capacity that collectively achieves at least one of the following criteria: a. Volumetric Design: Provide storage for the 85th percentile 24‐hour storm event. b. Flow Based: Provide capacity at a minimum of a rain intensity of 0.2 inches per hour. C. Performance Requirement No. 3: Runoff Retention Projects that create and/or replace 15,000 square feet or more of impervious surface must retain runoff for optimal management of watershed processes. Projects subject to Performance Requirement No. 3 must also include design strategies required by Performance Requirement No. 2 and 1. Replaced impervious surface, may receive a 50 percent reduction when calculating the volume of runoff subject to Runoff Retention Performance Requirements. Retention must meet the following performance requirements: 1. Prevent offsite discharge from events up to the 95th percentile 24‐hour rainfall event. 2. Achieve retention by: a. optimizing soil infiltration b. storage c. rainwater harvesting d. evapotranspiration. Provide a site assessment document that identify opportunities and constraints to implement LID Stormwater Control Measures for development site. Site assessment document must review and document the following site characteristics: 1. Site topography 2. Hydrologic features including contiguous natural areas, wetlands, watercourses, seeps, or springs 3. Depth to seasonal high groundwater 4. Locations of groundwater wells used for drinking water 5. Depth to an impervious layer such as bedrock 6. Presence of unique geology Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 49 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 7. Geotechnical hazards 8. Documented soil and/or groundwater contamination 9. Soil types and hydrologic soil groups 10. Vegetative cover/trees 11. Run‐on characteristics (source and estimated runoff from offsite which discharges to the project area) 12. Existing drainage infrastructure for the site and nearby areas including the location of municipal storm drains 13. Structures including retaining walls 14. Utilities 15. Easements 16. Covenants 17. Zoning/Land Use 18. Setbacks 19. Open space requirements 20. Other pertinent overlay(s) Delineation of discrete Drainage Management Areas (DMAs) to support a decentralized approach to stormwater management. Provide a map or diagram dividing the entire project site into discrete DMAs. Account for the drainage from each DMA using measures identified as: 1. Self‐treating area 2. Self‐retaining area 3. Area draining to self‐retaining area 4. Area draining to Stormwater Control Measure (SCM) When the applicant has demonstrated through their Stormwater Control Plans that use of Site Design Measures of Performance Requirement No. 1 have been implemented to the maximum extent practicable, the use of Structural Stormwater Control Measures may be used. The Structural Stormwater Control Measure must be designed for water quality treatment and flow control may be used to comply with Performance Requirement No. 3. Stormwater Control Measures must be designed as to optimize retention and result in Structural Control Measures that are small‐scale, decentralized facilities, that are designed to infiltrate, evapotranspirate, filter, or capture and use stormwater. Determine sizing of runoff retention design based on volumetric basis for the 95 percentile 24‐hour rainfall event. Retention Tributary Area must be calculated for each individual Drainage Management Areas as follows: 𝐴𝑟𝑒𝑎ோ௧௧ ்௨௧௬ ൌ𝐴𝑟𝑒𝑎ா௧ ௧ െ𝐴𝑟𝑒𝑎ௗ௦௧௨ௗ ௧ௗ ௦ െ 𝐴𝑟𝑒𝑎ூ௩௨௦ ௌ௨ ௦ ௧௧ ௦ ௧ ூ௧௧ ோ௦ Calculating the 85th Percentile 24‐hour event used for Water Quality Calculations and the 95th Percentile 24‐hour event used for Retention Volume is completed as follows: Compute the Runoff Coefficient “C” for each DMA using the equation: 𝐶 ൌ 0.858𝑖 ଷ െ0.78𝑖ଶ 0.774𝑖 0.04 Where “i” is the fraction of the tributary area that is impervious Calculate the volumetric design quantity as follows (area in square feet, depth in inches): Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 50 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 𝑉𝑜𝑙𝑢𝑚𝑒ௐ௧ ொ௨௧௬ ൌ𝐶 ൈ 𝐷𝑒𝑝𝑡ℎோ ா௩௧ ൈ 1 𝑓𝑜𝑜𝑡 12 𝑖𝑛𝑐ℎ𝑒𝑠 ൈ 𝐴𝑟𝑒𝑎ோ௧௧ ்௨௧௬ Compute the Retention Volume in cubic feet (area in square feet): 𝑉𝑜𝑙𝑢𝑚𝑒ோ௧௧ ൌ 𝐶 ൈ 1.8 𝑖𝑛𝑐ℎ𝑒𝑠 ൈ 1 𝑓𝑜𝑜𝑡 12 𝑖𝑛𝑐ℎ𝑒𝑠 ൈ 𝐴𝑟𝑒𝑎ோ௧௧ ்௨௧௬ The County of Santa Barbara has developed a sizing calculator that may be used and downloaded at the following site: http://www.sbprojectcleanwater.org/development.aspx?id=76 D. Performance Requirement No. 4: Peak Management Projects that create and/or replace 22,500 square feet or more of impervious surface must retain runoff for the optimal management of watershed processes. Projects subject to Performance Requirement No. 4 must also include design strategies required by Performance Requirement No. 3, 2 and 1. Post‐development peak flows, discharged from the site, must not exceed pre‐project peak flows for the 2 through 10‐year storm events. E. Impervious Surface Correction Factors Surface must not broadly be characterized as completely pervious. Use correction factors to calculate equivalent impervious surface area for Post Construction Stormwater Runoff Requirements. Surface Equivalent Impervious Surface Factor Roof 1.0 Concrete 1.0 Asphalt 1.0 Porous Concrete 0.1 Porous Asphalt 0.1 Grouted Paver Unit 1.0 Solid Paver Unit set in Sand 0.5 Crushed Aggregate 0.1 Landscape 0.1 5.2.2 Stormwater Control Plan The applicant must provide a Stormwater Control Plan that clearly provides engineering analysis of all Water Quality Treatment, Runoff Retention, and Peak Flow Management controls for projects subject to those performance requirements. All reports must be completed by either a Registered Civil Engineer or Qualified Stormwater Pollution Prevention Plan Developer (QSD). A. Minimum Requirements for Content 1. Project information including: a. project name; b. location; Va Ns if. i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 51 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 c. parcel numbers; d. applicant contact information; e. land use information; f. site area; g. area of existing impervious surfaces, h. area of new impervious surfaces i. area of replaced impervious surfaces j. applicable PCR Performance Requirements 2. Narrative description of site features, opportunities and constraints for stormwater control. 3. Narrative description of site design characteristics that protect natural resources including endangered species habitat, vegetation, archaeological resources, natural drainage features, and design features that minimize imperviousness of project and manage runoff from impervious areas. 4. Tabulation of proposed pervious and impervious DMAs, showing self‐treating areas, self‐retaining areas, areas draining to self‐retaining areas, and areas tributary to each LID facility. 5. Proposed sizes, including supporting calculations, for each stormwater facility. 6. Narrative description of each DMA and explanation of how runoff is routed from each impervious DMA to a self‐retaining DMA or stormwater control facility. 7. Description of site activities and potential sources of pollutants. 8. Table of pollutant sources and source control measure(s) used to reduce pollutants to the maximum extent practicable. 9. Description of signage for bioretention facilities. 10. General maintenance requirements for bioretention facilities and site design features. 11. Means by which facility maintenance will be financed and implemented in perpetuity. 12. Statement accepting responsibility for interim operation & maintenance of facilities. B. Exhibits 1. Existing natural hydrologic features (depressions, watercourses, relatively undisturbed areas) and significant natural resources. 2. Proposed design features and surface treatments used to minimize imperviousness and reduce runoff. 3. Existing and proposed site drainage network and connections to drainage off‐site. 4. Entire site divided into separate Drainage Management Areas (DMAs). Each DMA has a unique identifier and is characterized as self‐retaining (zero‐discharge), self‐treating, or draining to a LID facility. 5. Proposed locations and footprints of stormwater control facilities. 6. Potential pollutant source areas 5.2.3 Operations and Maintenance The Applicant must develop, implement and provide the City an Operations and Maintenance Plan and Maintenance Agreements that clearly establish responsibility for all Water Quality Treatment, Runoff Retention, and Peak Flow Management controls for projects subject to those performance requirements. A. Operations and Maintenance Plan The Operations and Maintenance Plan must include, at minimum: 1. A site map identifying all Stormwater Control Measures requiring Operations and Maintenance practices to function as designed. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 52 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 2. Operations and Maintenance Procedures for each structural stormwater control measure including, but not limited to, Low Impact Design facilities, retention and detention basins, and manufactured or propriety devices operations and maintenance. 3. Short‐and long‐term maintenance requirements, recommended frequency of maintenance, and estimated cost for maintenance. B. Maintenance Agreement The Applicant must provide a signed statement accepting responsibility for the Operations and Maintenance of the installed Storm Water Control Measures. The Applicant must include written conditions in the sales, lease agreements, deed, CCRs, HOA, or any other legally enforceable mechanism that require the assumed responsibility for the Operations and Maintenance of Stormwater Control Facilities. Additionally, the signed statement must include the following information: 1. The location and address of Storm Water Control Facilities 2. Completion dates of the following milestones 3. Construction 4. Field verification of Stormwater Control Facilities 5. Final Project approval/occupancy 6. Party responsible for O&M 7. Source of funding for O&M 8. Statement indicating the Storm Water Control Facilities are Maintained as required in the Operations and Maintenance Plan and facilities continues to function as designed or have been repaired or replaced 9. Statement describing any vector or nuisance problems. C. Maintenance Notification The Owner/Applicant must provide a signed statement notifying the City of all maintenance of the installed Storm Water Control Measures. Additionally, the signed statement must include the following information: 1. The location and address of Storm Water Control Facilities 2. Completion date of the maintenance activities 3. Party responsible for O&M 4. Source of funding for O&M 5. Statement indicating the Storm Water Control Facilities are Maintained as required in the Operations and Maintenance Plan and facilities continues to function as designed or have been repaired or replaced 6. Statement describing any vector or nuisance problems. 5.3 Groundwater 5.3.1 Subsurface Groundwater Drainage: Underground dewatering improvements (such as retaining wall sub‐drains or groundwater collection system) must not deposit collected groundwater or spring water to the gutter or other surface drainage facility. Such systems must be designed to retain the water on‐site or deposit the collected water to an approved collection system. 5.3.2 Source Control: (per 2013 State General Stormwater Permit Section E.12.d) Projects with pollution generating activities and sources must be designed to implement operation or source control measures consistent with recommendations from the California Stormwater Quality Association Handbook for New Development and Redevelopment or equivalent, including: 1. Accidental spills or leaks Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 53 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 2. Interior floor drains 3. Parking / storage areas and maintenance 4. Indoor and structural pest control 5. Landscape / outdoor pesticide use 6. Pools, spas, ponds, decorative fountains and other water features 7. Restaurants, grocery stores, and other food service operations 8. Refuse areas 9. Industrial processes 10. Outdoor storage of equipment or materials 11. Vehicle and equipment cleaning, repair, and maintenance 12. Fuel dispensing areas 13. Loading docks 14. Fire sprinkler test water 15. Drain or wash water from boiler drain lines, condensate drain lines, rooftop equipment, drainage sumps, and other sources 16. Unauthorized non‐stormwater discharges 17. Building and grounds maintenance Design should prevent water from contacting work areas, prevent pollutants from encountering surfaces used by stormwater runoff, or where contact is unavoidable, treat stormwater to remove pollutants. Operations and maintenance activities required to achieve Source Control are to be included in the Operation and Maintenance Plan submitted for approvals and recorded with the property as required by ordinance. 5.3.3 Groundwater Well Protection Buffers: Groundwater well protection buffers must follow the standard of practice to meet the minimum horizontal separations and vertical sanitary seal requirements listed by the California Department of Water Resources, and the County of San Luis Obispo Department of Public Health. All new water wells shall be located an adequate horizontal distance from known or potential sources of pollution and contamination. Such sources include, but are not limited to: 1. Sanitary, industrial, and storm drainage systems; 2. Septic tanks and leach fields; 3. Recycled water irrigation systems; 4. Sewage and industrial waste ponds; 5. Barnyard and stable areas; 6. Feedlots; 7. Solid waste disposal sites; or 8. Above and below ground tanks and pipeline for storage and conveyance of chemicals. Where a groundwater well exists within the proposed development project, the well will need to be rehabilitated to meet the protection buffers or may need to be destroyed per County Health Requirements and the California Department of Water Resources Standard Bulletins. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 54 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 6. Water Supply 6.1 Design Standards 6.1.1 Quantity of Water The quantity of water delivered to the distribution system from all sources must be sufficient to: 1. supply adequately 2. dependably 3. safely the total requirements of all customers, including fire hydrants, under maximum consumption. The distribution system must be capable of adequately delivering this water supply to all the customers. 6.1.2 Distribution System A. Operating Pressure Water distribution system mains must be designed to maintain normal operating pressures, excluding fire flows, of not less than 40 psig at the service connection and may not be more than 80‐psig. Residual pressures throughput the entire distribution system under fire flow conditions shall comply with the fire protection standards. B. Size of Water Mains Minimum water main diameter size is 8‐inches except: 1. A 6‐inch main may be used in normal gridded street patterns where two 8‐inch looped mains in adjacent streets are to be connected if the length is less than 350 feet and it will not have to support a fire hydrant. 2. Dead‐end mains require special approval of both Fire Dept. and Utilities Dept. For dead‐end mains, the minimum size must be: a. 4‐inch main if less than 150 feet long and serving less than 10 dwelling units. b. 6‐inch main if over 150 feet but less than 350 feet long and serving less than 25 dwelling units. c. 8‐inch main if over 350 feet but less than 700 feet long and serving less than 50 R‐1 dwelling units (with triple valve at intersection) d. 10‐inch main if over 700 feet but less than 1500 feet long and serving less than 75 R‐1 dwelling units (with triple valve at intersection and 250‐foot maximum fire hydrant spacing). 3. Recycled water mains must be sized in accordance with the Recycled Water Master Plan, or as determined by the Utilities Department. 4. Recycled water mains design pressure may be reduced, if a lesser pressure class can be justified. Pressure varies in the recycled water syst em, and shall include a surge allowance per AWWA standards. Designers must contact the Utilities Department to obtain operating pressures, to properly design any extensions to the system. C. Alignment and Layout of Mains Water mains must be located per Engineering Standards 6010, 6110 and 6140. Minimum clearance between mains and street surface must be 3 feet. Minimum clearance between recycled water mains and street surface must be 5 feet. Clearance between waterlines and other fluid pipelines must comply with California Code of Regulations Title 22, Division 4, Chapter 16, Article 4, section 64572; Installations in existing developed areas must comply with current State guidance memorandums on separation. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 55 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 D. Valves The distribution system must be equipped with enough valves so that no single shutdown will result in shutting down a main, or necessitate the removal from service of a length of pipe greater than 500‐feet. Valves must not be in gutters, spandrels or cross‐gutters, and shall have 6” clearance between lip of gutter and the outside concrete collar when the valve is in asphalt pavement. Existing valves must be relocated as necessary. E. Hydrants Fire hydrants must be installed per the City Fire Code and to the satisfaction of the Fire Marshal and City Engineer. Fire hydrant location and service sizing must meet the requirements of the Fire Department Developer's Guide. On mains of 12 inches and larger, fire hydrant location and spacing must allow, whenever possible, for the placement of a fire hydrant instead of a blow‐off assembly at low points and at the ends of water mains, as appropriate. F. Service Lines Water service must include all facilities necessary for the transmission of water from the nearest point of adequate supply to a meter vault at the front of each lot. For condominium projects, a separate meter vault must be provided for each condominium unit at the street frontage or as approved by the City Engineer. Pumping and storage equipment to provide sufficient volume and duration of flow of water must be provided. The design and location of the water system serving the proposed subdivision must be provided to the satisfaction of the City Engineer and Utilities Director. Water services may not be required to lots which will be in perpetual open space and will not require irrigation or fire suppression. All new services must be 1, 2 or 4 inches and larger. All new services 4 inches and larger shall comply with Engineering Standard 6250. Size of water services must be based on California Plumbing Code (CPC), and adequate for maximum density allowable on each specific lot. Meters must not be larger than service line and must be reasonably sized to maintain flow velocities within the manufacturer’s recommended operating range. In general, the operating range must result in a 95% to 100% meter reading accuracy during average and maximum day demands. New water services must be installed perpendicular to water mai n, and must have a minimum of 18” between service points. New irrigation services must connect to the recycled water system if the project site is within 500‐ft from the existing recycled water main and within the masterplan service area. Financing of the mainline extension must be performed by the development and will be eligible for reimbursement agreements in accordance with the City Municipal Code. G. Thrust Blocks Concrete thrust blocks must be installed to properly restrain and protect pipeline, as shown in the Standard Drawings. Thrust blocks must be installed at all: 1. bends of 22 ½ degrees or more 2. end of plugged mains 3. behind each tee 4. each cross which is valved in such a manner that they can act as a tee 5. back of fire hydrants. The thrust block must extend from the fitting to undisturbed soil, and must be of such bearing area as to assure adequate resistance to the force to be encountered per the recommendations of a geotechnical engineer. Prior Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 56 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 to pouring concrete, all fittings must be wrapped in minimum 8‐mil polyethylene plastic sheet to protect bolts from being covered with concrete. In lieu of the above, movement may be prevented using restraining joints, where thrust blocks are not feasible due to limited space or other reasons, subject to the prior approval of the City. H. Valve Anchors Concrete valve anchors must be provided at all in‐line valves. Prior to pouring concrete, all fittings must be wrapped in plastic to protect bolts from being covered with concrete. I. Air and Vacuum Release Valves Air and vacuum release valves must be installed in the water system at all points where it is indicated that air pockets may form. The design must be such as to ensure the release of air automatically from the water main, and mitigation of surge pressures when warranted. All valves must be designed for a minimum of 150 psi operating pressure. Air and Vacuum release stations must be located in order to provide the minimum lateral clearance from the travel way. J. Blowoffs A blowoff or fire hydrant must be installed in the water system at all dead‐ends and low points. K. Sampling Stations Sampling stations may be required to be installed when directed by the City. 6.1.3 Cross Connections A. Backflow Prevention Required Backflow prevention devices must be installed on all service connections that pose a potential threat to health and safety of the community. At a minimum, the following service connections must require backflow prevention: 1. Landscape irrigation 2. Medical and health care facilities 3. Areas served by private wells 4. Restaurants and other food‐preparation facilities 5. Private fire‐protection lines, including fire sprinkler systems 6. Laboratories 7. Commercial and industrial facilities that use water for other than domestic purposes 8. Areas in a Manufacturing zone 9. Sites that are used or plumbed to use gray water systems. B. Location of Backflow Prevention Devices Backflow prevention devices must be located as close as practical to the point of connection. In addition, backflow devices must be located in accordance with Section 7603 of the California Code of Regulations. C. Ownership and Maintenance Potable Water Systems: The property owner where any service connection requiring a backflow prevention device is located, must be responsible for operation and maintenance of the device. The City is not responsible for operation and maintenance of these devices. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 57 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 Recycled Water Systems: The Applicant must develop, implement and provide the City an Operations and Maintenance Plan and Maintenance Agreements that clearly establish responsibility for all Recycled Water Irrigation Systems for projects subject to those performance requirements as listed in the Procedures for Recycled Water Use Manual. 7. Wastewater 7.1 Design Standards 7.1.1 Quantity of Flow Design flow criteria are summarized as follows (for newly constructed mains only – the Utilities Department will provide data for older mains): Domestic Sewage Generation Factors Average dry‐weather flow (ADWF): Single Family Residential 150 gpd/EDU Multi‐Family Residential 105 gpd/EDU Industrial / Manufacturing 54 gpd/k‐sqft gross floor area Business Park 54 gpd/k‐sqft gross floor area Commercial 60 gpd/k‐sqft gross floor area Motel / Hotel 70 gpd/room Peak dry‐weather flow (PDWF): ADWF x Peaking Factor Reductions in peak flows occur because of storage in the system and diversification of development. The following peaking factor must be used to obtain peak dry‐weather flows: Residential Peaking Factor = 2.6*(Q^‐0.10) Where Q is the cumulative average dry weather flow in the conveyance system calculated in million gallons per day (MGD). Example: PF=2.6*(5.4MGD^‐0.10) equals a peaking factor of 2.19. Curves may be permitted if pipe deflection is limited to manufacturer's recommendations, with a minimum radius of 100 feet, and the curves are only in one plane (either horizontal or vertical) between adjacent manholes. Sewer mains and laterals must be located as shown in Engineering Standards 6010, 6110, 6140 and 6810. Clearance between waterlines and other fluid pipelines must comply with California Code of Regulations Title 22, Division 4, Chapter 16, Article 4, section 64572, Installations in existing developed areas must comply with current State guidance memorandums on separation. 7.1.2 Manholes Manholes may not be spaced further than 400 feet apart. Upstrea m ends of sewer mains must terminate at manholes. Coatings will be required for drop manholes and other locations where gases are expected to accumulate. Drop manholes must be installed where invert transitions are greater than 30 inches. All inlets must be designed and installed such that the top of pipe elevations match. Where pipelines transition flows within the manhole more than 45 degrees, the flowline of the pipe flowing into the manhole must be a minimum of 0.10‐foot above the flowline of the pipe flowing out from the manhole, or an amount necessary to match the top of pipe and hydraulic grade line, whichever is greater. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 58 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 All manholes must be constructed with precast bases as shown in Engineering Standards 6610 and 6620. Manholes must be 4 feet in diameter unless the size and/or number of inlet(s) and outlet(s) warrant the use of a 5‐foot diameter manhole. Brick or block manholes will not be allowed. Cast‐in‐place manholes may be allowed under special circumstances where it is not feasible to construct pre‐cast manholes. Concentric cones must be used. Eccentric cones may be used only in special cases, and only with approval of the City Utilities Department. Steps will not be allowed in manholes. Manholes must be watertight and pass vacuum test requirements. Manholes may not be located at the centerline of intersections. Where two or more lines enter a manhole, sufficient elevation difference must be provided in the trough elevations, whenever possible, to prevent the smaller of the lines from being surcharged by the larger line(s) under normal operating conditions. Top of smaller pipe must be no lower than top of larger pipe(s). 7.1.3 Pipe A. General Sewer main size must be determined by designing for flowing half‐full, considering the flow generated by the development, the ultimate upstream development, and existing infiltration. New sewer systems shall be provided with pipe materials that eliminate infiltration and reduce the potential for root intrusion. Minimum sewer main size is 8‐inches diameter; except a 6‐inch minimum size main may be allowed for the last run which ends in a manhole and cannot be later extended to serve other properties. Laterals must be sized to be adequate (4 inch minimum) for maximum allowable density on each specific lot. Pipe material must be fused HDPE unless otherwise required for special conditions such as bridge crossings. B. Laterals Sanitary sewer laterals must be stubbed to the front property line of each lot. All facilities for the transmission of sewage from each of the lots to the nearest adequate point of connection to the City’s sewer system must be installed as acceptable to the City Engineer. Sewer services are not required for lots which will be in perpetual open space use. The requirement for a sewer lateral may be waived upon a finding by the City that an alternative waste disposal system, which will provide a level of protection for public health and natural resources at least equivalent to public sewer, will be installed and maintained. Sewer laterals must have backwater valves installed whenever the flood level rim of the lowest fixture in the building (including basements) is less than adjacent upper or lower manhole, whichever controls, as determined by the City Engineer. See municipal code section 13.08.200. New developments planning to re‐use an existing lateral shall provide CCTV inspection to confirm the integrity of the pipe preventing infiltration and root intrusion. CCTV requirements listed in the engineering specifications must be used in the video recording and reporting of the lateral condition. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 59 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 C. Slope and Alignment Sewer main slopes must be sufficient to provide a minimum velocity of 2 feet per second based on the peak dry‐ weather flow conveyed in the pipe. Grades must be designed from manhole outlets to inlets. Design velocities for sanitary sewers must not exceed 10 fps at peak flow, and must remain in a sub‐critical flow. Minimum Slope for Sanitary Sewer Diameter Slope (%) 6 inch 0.50% 8 inch 0.35% 10 inch 0.25% 12 inch 0.20% 15 inch 0.15% 18 inch 0.12% Lateral 2.00% Sewer mains and laterals must be designed to be usable by each lot without the need for an ejector pump. Exceptions may be granted on a case‐by‐case basis by the City Engineer. Sewer main depth must accommodate all lateral connections and allow a 12‐inch minimum vertical clearance between laterals and other utility conduits. Sewerage systems must be designed to have a minimum of curvature, both horizontal and vertical. Whenever possible, sewer lines must be laid out in a straight line between structures. Curved sewer lines will be allowed only under the following conditions: 1. All curve data must be shown on the plans. 2. Minimum radius of curvature must be as recommended by the pipe manufacturer and approved by the City. 3. No deflections may be made at the pipe joints. D. Sewer Lines Within Easements All sewers must be located within a dedicated city street or alley or within a recorded easement. Sewer main and manholes not within a street of paved drive must be within an all‐weather dust free access road at least 12 feet wide and must provide access to all manholes for maintenance with truck‐mounted equipment. The access road grade must not exceed 20 percent, and a truck turn‐around may be required. When required due to terrain or depth of sewer line the required easement width must be increased. All easements must include right of ingress and egress over adjoining property for maintenance, replacement and operation. 8. Dry Utilities 8.1 Design Standards 8.1.1 General Provisions A. Improvements Required Subdivision improvements include: 1. Electrical 2. Telephone 3. Gas 4. cable television. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 60 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 Other public improvements, as defined in this document, must include utility improvements where required by conditions of approval or as determined necessary by the City. B. Plan Requirements The intent of these requirements is that sufficient utility detail be shown to permit the City, or other appropriate agency, to locate all utilities when maintenance to the roads and other utilities in the public right‐of‐way or easements becomes necessary. The plans must show the following utility information as a minimum: 1. Show all utilities in detail on the typical street sections. Include trench dimensions, depth, number of lines, and description of lines (line material, size, etc.) 2. Show complete utility layout. Include line location, road crossings, junction boxes, manholes, service connections or stubouts, etc. 3. The following note must be placed on utility improvement plans: “All wire and gas utility connections, distribution lines, and service locations shown on these plans are for information only and should not be considered final design. Utility purveyors may need to alter their design from what is depicted herein based upon future design modifications or during construction. This may result in additional redesign costs or charges to the owner for this work. No revisions to what is depicted herein may be constructed without the prior approval of the City. No above‐ground facilities may be located where they block the accessible path of travel or intersection or driveway sight distance. Prior to final project acceptance it will be the owner’s responsibility to verify final utility alignments and ensure that adequate easements for such facilities are provided” C. Underground Installation Required All new and remodeled buildings must have service supplied by underground facilities in compliance with the City’s Municipal Code section 13.12. D. Service Extensions Required All utilities must be installed with service laterals to serve all new lots being created in any subdivision project. E. Acceptance by Utility Utility improvements will not be accepted as complete by the Ci ty, until written correspondence has been received from each utility providing service to the subdivision, indicating that their respective facilities are completed to their satisfaction and “ready for service,” or that sufficient financial arrangements have been made to assure same. 9. Survey 9.1 Street Monuments Street monuments must be set to reference street centerlines at all intersections, angle points, beginning and ending of curves, radius point of cul‐de‐sacs, and at tract boundary as required by the City Engineer. Monuments may not be set further than 500 feet apart along centerlines, and must be shown on the parcel or final map. Monuments must be constructed and set per Engineering Standard 9020. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 61 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 Set permanent monuments at angle, curve points, and intersections of street centerlines. Any monument that is disturbed or destroyed must be replaced and corner record filed with County of San Luis Obispo. Set monuments in streets in compliance with Engineering Standard 9020. 9.2 Tract Boundary Monuments Tract boundary monuments must be set to reference tract boundary lines at all angle points, beginning and ending of curves, and intersections with street right‐of‐way lines. Provide survey monuments for all parcels contained within map. Tract boundary monuments must be set no further apart than 500 feet along boundary lines, and must be shown on the parcel or final map. Tract boundary monuments must be constructed of iron pipe, no smaller than 1.5 inches in diameter, no shorter than 30 inches in length, capped and stamped with either the land surveyor's or registered engineer's number, and indicated by a marker stake extending above the ground surface. 9.3 Lot Stakes Lot stakes must be set to reference lot lines at all angle points, and beginning and ending of curves, except where said point is to be set with a tract boundary monument. Lot stakes must be constructed of ¾ inch plugged galvanized pipe at least 18 inches in length, or a #5 rebar with plastic cap. If a lot corner falls on concrete or rock, the corner must be set with a lead plug. All corners must be tagged or marked with either the land surveyor's or registered engineer's number. All lot stakes must be set at ground surface, with white marker stakes located immediately adjacent. Offset staking or alternative staking will not be allowed without prior approval of the City Engineer. 9.4 Vertical Control (Benchmarks) Points of known elevation must be set at approximately every 1000 to 1200 feet horizontally in new street systems, minimum of one point. Points are to be set in curbs or other concrete facilities near street corners or ends of cul‐de‐sacs, where they can be easily located by description. A nail and tag or copper disc, or brass cap labeled “Benchmark” with the surveyor’s license number, is to be set in the concrete. Provide record showing the location, elevation, and elevation basis to the City Engineer for inclusion in the City’s published Benchmarks. 10. Landscaping and Irrigation 10.1 General Landscaping and Irrigation must conform to the provisions in Section 17.87 of the City Municipal Code and Engineering Standards. The provisions of the Engineering Standards apply to the following landscape projects: Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 62 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 1. New residential, commercial, institutional and multi‐family development projects with an aggregate landscape area equal to or greater than 500 square feet subject to a building permit or development review. 2. Rehabilitated landscapes for residential, institutional, commercial and multi‐family development projects with a landscape area equal to or greater than 2,500 square feet which are otherwise subject to a building permit or development review. 10.2 Submittals 10.2.1 Development Review For projects that require development review (tentative parcel map, tentative tract, development plan or conditional use permit), project applicants must submit the following documentation: 1. A completed Maximum Applied Water Allowance (MAWA) for the conceptual landscape design. The MAWA estimate will be used as a maximum allowance for the project’s building permit application. 2. A conceptual landscape design plan which demonstrates that the landscape will meet the landscape design specifications of the City Engineering Standards Uniform Design Criteria for Landscaping and Irrigation. 3. A conceptual irrigation design plan which notes the irrigation methods and design actions that will be employed to meet the irrigation specifications of the City Engineering Standards Uniform Design Criteria for Landscaping and Irrigation. 4. A grading plan which demonstrates the landscape will meet the specifications of the City Engineering Standards Uniform Design Criteria for Landscaping and Irrigation. 10.2.2 Building Application Prior to the issuance of a building permit, project applicants must submit the following: 1. A completed Maximum Applied Water Allowance (MAWA) form based on the final landscape design plan. MAWA calculator is available at: www.slocity.org/government/department‐directory/utilities‐department/documents‐and‐files 2. A final landscape design plan that includes all the criteria required in the City Engineering Standards Uniform Design Criteria for Landscaping and Irrigation. 3. A final irrigation plan that includes all the criteria required in the City Engineering Standards Uniform Design Criteria for Landscaping and Irrigation. 4. A soils management report that includes at a minimum the criteria required in the City Engineering Standards Uniform Design Criteria for Landscaping and Irrigation. 5. A final grading plan that includes all the criteria required in the City Engineering Standards Uniform Design Criteria for Landscaping and Irrigation. 6. A hydrozone table with a summary of Estimated Total Water Use (ETWU) and the corresponding irrigation window. ETWU calculator is available at: www.slocity.org/government/department‐directory/utilities‐department/documents‐and‐files 7. Plans must comply with City Engineering Drafting Guidelines included in appendix. 10.2.3 Project Completion Upon completion of the installation of the landscape and irrigation system and prior to the issuance of the Certificate of Occupancy, the project applicant must submit the following: 1. A Certification of Completion signed by the professional of record for the landscape and irrigation design certifying that the project was installed per the City approved landscape design, irrigation and grading plans and meets or exceeds an average landscape irrigation efficiency of 0.75. The City reserves the right Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 63 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 to inspect and audit any irrigation system which has received an approval through the provisions of this chapter. www.slocity.org/government/department‐directory/utilities‐department/documents‐and‐files 2. A project applicant must develop and provide to the owner or owner representative and the City an irrigation schedule that assists in the water management of the project and utilizes the minimum amount of water required to maintain plant health. Irrigation schedules must meet the criteria in the City Engineering Standards Uniform Design Criteria for Landscaping and Irrigation. 3. A regular maintenance schedule must be submitted by the project applicant with the Certificate of Completion that includes: routine inspections, adjustment and repairs to the irrigation system, aerating and dethatching turf areas, replenishing mulch, fertilizing, pruning and weeding. The maintenance schedule will be provided to the owner or owner representative. 10.3 Landscaping Design 10.3.1 Water Use For the efficient use of water, a landscape must be designed and planned for the intended function of the project. For each landscape project, applicants must submit a landscape design plan in accordance with the following: 1. Any combination of plant materials that do not exceed the Maximum Applied Water Allowance (MAWA). The method to calculate the Maximum Applied Water Allowance and Estimated Total Water Use (ETWU) must be in accordance with the MAWA calculator. www.slocity.org/government/department‐directory/utilities‐department/documents‐and‐files 2. Plant factors used to calculate the MAWA must be derived from the most recent edition of the Department of Water Resources “Water Use Classification of Landscape Species (WUCOLS)”. 3. Each hydrozone must have plant materials with similar water requirements and be identified as low, moderate or high water use on the plans. 4. Plants must be selected and planted appropriately based upon their adaptability to the climatic, soil, and topographical conditions of the project site, and water attributes. 5. Turf is not allowed on slopes greater than 25% (1‐foot rise for every 4 feet of horizontal distance) where the toe of the slope is adjacent to an impermeable hardscape. 6. Turf must not be used in areas less than 8 feet by 8 feet in size, irregularly shaped areas, street medians, traffic islands, planter strips, bulbouts of any size or raised beds for maximum water efficiency and ease of maintenance. 7. Low and moderate water‐use plants can be mixed, but the entire hydrozone will be classified as moderate water use for MAWA calculations. 8. High water‐use plants must not be mixed in the same hydrozone with low or moderate water‐use plants. 9. New trees must be clear from sewer and water services per engineering specifications. 10. Invasive plants as listed by the Cal‐IPC are prohibited. 11. High use plants, characterized by a plant factor of 0.7 to 1.0, are prohibited in street medians. 12. Recirculating water systems must be used for water features. 13. The surface area of water features, including swimming pools, will be included in a high water‐use hydrozone. 14. A landscape design plan for projects in fire‐prone areas must address fire safety and prevention. A defensible space or zone around a building or structure is required per Public Resources Code Section 4219 (a) and (b). Avoid fire‐prone plant materials and highly flammable mulches. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 64 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 10.3.2 Irrigation Plan The irrigation system and its related components must be planned and designed to allow for proper installation, management, and maintenance. Project applicants must submit an irrigation design plan that is designed and installed to meet irrigation efficiency criteria: 1. Landscape water meters must be installed for all non‐residential irrigated landscapes of 1,000 square feet or more. 2. Soil types and infiltration rates must be considered when designing irrigation systems. All irrigation systems must be designed to avoid runoff, low‐head drainage, overspray, or other similar conditions where water flows onto adjacent property, non‐irrigated areas, walks, roadways, or structures. 3. Proper irrigation equipment and schedules, including features such as repeat cycles, must be used to closely match application rates to infiltration rates, to minimize or eliminate runoff. 4. Overhead irrigation spray (using manufacturer specified throw distances) is not be permitted within 24 inches of any non‐pervious surface, to prevent runoff and overspray. Allowable irrigation within the setback from non‐pervious surfaces may include drip, drip line, or other low flow or non‐spray technology. These restrictions may be modified if the adjacent non‐pervious surfaces are designed and constructed to drain entirely to landscaping. 5. Irrigation systems must be designed, maintained, and managed using such techniques as low‐ precipitation heads, drip irrigation, moisture sensors, check valves, matched precipitation rates of sprinkler heads and other emission devices, and other water‐conserving techniques where appropriate. 6. Each valve must irrigate a hydrozone with similar site, slope, sun exposure, soil conditions, and plant materials with similar water use. A single valve must not irrigate hydrozones that mix high water‐use plants with moderate or low water‐use plants. 7. Irrigation systems must be designed, maintained, and managed to meet or exceed an average landscape irrigation efficiency of 0.75 where irrigation efficiency means the measurement of the amount of water beneficially used divided by the amount of water applied. Irrigation efficiency is derived from measurements and estimates of irrigation system characteristics and management practices. 8. Rain sensors, either integral or auxiliary, that suspend or alter irrigation operation during rainy weather conditions is required on all irrigation systems. 9. Head‐to‐head coverage is required unless otherwise directed by the manufacturer’s specifications. 10. Low volume irrigation is required where plant height at maturity will affect the uniformity of an overhead system. 11. The irrigation system must be designed to ensure that the dynamic pressure at each emission device is within the manufacturer’s recommended pressure range for optimal performance. 12. Manual shut‐off valves (such as a gate valve, ball valve, or butterfly valve) is required, as close as possible to the point of connection of the water supply, to minimize water loss in case of an emergency (such as a main line break) or routine repair. 13. Automatic irrigation controllers utilizing either evapotranspiration or soil moisture sensor data is required for irrigation scheduling in irrigation systems for applicable projects in section 17.87.020 (A) (1) of the Municipal Code. 14. If the project is within the Recycled Water Master Plan area, the irrigation system must be designed and operated consistent with recycled water standards described in the City’s Procedures for Recycled Water Use, including the requirement that sites utilizing recycled water include backflow protection on all potable service connections. 15. For City facilities, if the project is within the Recycled Water Master Plan area, drip irrigation and small pop‐up sprayers may not be used in the irrigation system unless authorized by the Parks Maintenance Supervisor. 16. For City facilities, pull box spacing must not exceed 200’, and conduit fill must not exceed 26%. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 65 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 17. For City facilities, irrigation boxes must be placed in landscaped areas whenever possible. If irrigation boxes are set in hardscape areas, they must be concrete boxes. The boxes must be traffic rated if the area is open to public traffic or used by maintenance vehicles. Irrigation boxes in playing fields must be buried 4 inches below grade. 18. All irrigation emission devices must meet the requirements set in the American National Standards Institute (ANSI) standards, American society of Agricultural and biological Engineers/International code Council’s (ASABE/ICC) 802‐2014 “Landscape Irrigation Sprinkler and Emitter Standard. All sprinkler heads installed in the landscape must document a distribution uniformity low quarter of 0.65 or high using the protocol defined in ASABE/ICC 802‐2014. 10.3.3 Soils Management Report To reduce runoff and encourage healthy plant growth, soil amendment, mulching and soil conditioning recommendations must be prepared by a licensed landscape architect, licensed landscape contractor, licensed civil engineer or licensed architect. Prior to planting of any materials, compacted soils must be transformed to a friable condition. 1. If the characteristics of the project’s soil are known, the min imum requirements of the report must include the following: 2. A minimum of 6 inches of non‐mechanically compacted soil must be available for water absorption and root growth in the planted areas. 3. For landscape installations, compost at a rate of minimum of cubic yards per 1,000 square feet of permeable area must be incorporated to the depth of six inches into the soil. Soils with greater than 6% organic matter in the top six inches of soil are exempt from this requirement. 4. A minimum of 3 inches of mulch must be applied on all exposed soil surfaces of planting areas except in turf areas, creeping or rooting groundcovers or direct seeding applications. Plant mulch must be shredded redwood bark unless otherwise approved by the City Engineer. 5. If the characteristics of the project’s soil are unknown, the project applicant must submit soil samples to a laboratory for analysis and recommendations. 6. Soil sampling must be conducted in accordance with laboratory protocol, including protocols regarding adequate sampling depth for the intended plants. 7. The soil analysis may include: soil texture; infiltration rate determined by laboratory test or soil texture infiltration rate table; pH; total soluble salts; sodium; percent organic matter; and recommendations. 8. The soil analysis report must be made available, in a timely manner, to the professionals preparing the landscape design plans and irrigation design plans to make any necessary adjustments to the design plans. 9. The project applicant must submit documentation verifying implementation of soil analysis report recommendations to the City with Certificate of Completion. 10.3.4 Grading Plan For the efficient use of water, grading of a project site must be designed to minimize soil erosion, runoff, and water waste. 1. The project applicant must submit a landscape grading plan that indicates finished configurations and elevations of the landscape area including: 2. Height of graded slopes; 3. Drainage patterns; 4. Pad elevations; 5. Finish grade; and 6. Stormwater retention improvements, if applicable. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 66 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 7. To prevent excessive erosion and runoff, grading must comply with the following to the maximum extent practicable: 8. Grade so that all irrigation and normal rainfall remains within property lines and does not drain onto non‐ permeable hardscapes; 9. Avoid disruption of natural drainage patterns and undisturbed soil; 10. Avoid soil compaction in landscape areas; and 11. Preserve natural drainage channels. 10.4 Miscellaneous City Facility Provisions: 10.4.1 Irrigation System Operational Requirements Design must ensure areas of turf are not under watered, relative to the rest of the turf, resulting in brown patches. The designer may review the irrigation installation and make recommendations for corrective action on the part of the installer; however, if the system cannot, despite proper installation and adjustment of the irrigation, be operated to provide proper coverage, the designer must redesign and direct revised installation at his/her cost until the system can be shown to operate properly via an audit and empirical data. 10.4.2 Hardscape Walkways and pads for appurtenances in parks must be concrete or pervious concrete built in accordance with City Standards for sidewalk construction and graded to prevent water from ponding on the walkway or pad. Unless variances are justified and approved by the City Engineer, walkways must meet current ADA accessibility requirements. Pads in sod areas, such as picnic table pads, must be round, oval or have rounded edges to allow mowing without damage to mow blades and pads. 10.4.3 Median islands Median island noses must have a 5‐foot section of standard sidewalk concrete at intersections as a pedestrian refuge. Island noses should not extend into intersection crosswalk areas. Island areas 4 feet or less must be hardscaped. All hardscaped surfaces within median islands, except for pedestrian areas, must be decorative. Median island irrigation systems must be sized to planned street island build‐out (multi‐island plans), including mainline sizing, water and control connections, and control systems configuration and capacity. Median islands, including traffic circles, and center cul‐de‐sac landscaping may be used for infiltration of stormwater where suited to the site conditions. Design must be such as to prevent damage to adjacent roadway sections from infiltration, to the satisfaction of the City Engineer. 10.4.4 Playgrounds and Miscellaneous areas An engineered wood surfacing, meeting accessibility requirements, must be used under play equipment. Alternative surfaces must be submitted to the City Engineer for review and approval. Benches and picnic tables must be of a low maintenance material such as rubber coated steel. No wood is allowed. Alternative materials must be submitted to the City Engineer for review and approval. 10.4.5 System Pressure Where an existing meter or irrigation system is present, the designer must obtain the current line pressure to use Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 67 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 in design. Where no existing system exists, the City of San Luis Obispo Utilities Department must be contacted to determine approximate existing system pressures. For systems that will be temporarily connected to the potable water system and eventually connected to the recycled water system, or for areas that may be set up to use both systems, the designer must consider the pressure in both systems and design the irrigation system so that it will work with either pressure. The designer must contact the responsible maintenance division for the landscaped area (City of San Luis Obispo Public Works for City projects or areas to be dedicated) to determine the watering window to be used for the area. The designer must use that window in determining the number of valves turned on at any given time and the resulting load on the system. Calculations of system capacities and any assumptions made about the system must be submitted for review and approval. Calculations submitted must clearly show an accounting for system losses and concurrent loading to prevent under‐sizing of the system. Where systems do not operate as needed to provide even distribution of water, including problems resulting from an undersized service, the designer will be responsible to provide any needed redesign and to pay for necessary field corrections. The irrigation design must include a pressure reducer or booster pump to be installed, if needed, based on the actual pressure in the new irrigation system. System must be designed for maximum efficiency. 10.4.6 Controller Irrigation designers must contact the Parks Maintenance Supervisor to determine what, if any, telemetry control equipment will be required. Systems are to be designed to current City Standards for Controller equipment where an irrigated area is City owned or to be dedicated. If control is to be via phone line, the designer must coordinate with the City’s telephone system representative or City project manager to arrange for hook up. 11. Subdivision Design Criteria and Improvement Standards 11.1 General requirement The design criteria for subdivisions and required physical improvements must be in compliance with the City’s grading ordinance, zoning regulations, subdivision standards, City Standard Specifications and Engineering Standards and other applicable regulations. 11.2 Improvements Improvement work, including grading, must not commence until plans for all such work have been approved and permitted by the City, including required stormwater related plans and submittals. Improvements to be installed by the subdivider, in accordance with these standards, include the following: 1. The full width of each street must be improved by grading, base preparation, and paving. If a street constitutes a boundary of the subdivision or connects the subdivision with the rest of the City’s street system, even though it is not within the area to be subdivided, the full width of the roadway must be improved. The City may, depending on individual circumstances, require full right‐of‐way improvements, including curb, gutter, and sidewalk, on the side opposite the subdivision. 2. Streets must include any required curb, gutter, sidewalk, driveway ramps, curb ramps and associated landscaping (street trees, parkway, and medians) along both sides. Alternative pedestrian walkways and bikeways must be concrete or other accessible surface material approved by the City. 3. The subdivider must complete any railroad crossing necessary for the subdivision, including application to the California Public Utilities Commission. 4. Separate paths or bicycle / pedestrian areas may be required. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 68 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 5. Bus stops and benches must be provided where the subdivision abuts existing or planned City bus routes and a stop is required for the use of the neighborhood. 6. Durable boundary monuments must be installed and shown on the final map. 7. Street trees must be provided as required by the tree regulations, as set forth in Chapter 12.24 of the City’s Municipal Code. 8. Street name signs, traffic control, and warning signs must be installed. Traffic signals and traffic signal control conduits may be required by the City Engineer. 9. Utilities to be installed by the subdivider must include those listed in this standard. The development of these facilities may require financial contribution for previous improvements to the systems, as provided in Chapter 13.04 of the City’s Municipal Code, in the most recent council resolution on utility connection charges, or in any agreement affecting a particular portion of a system. All new utility distribution facilities must be placed underground, except accessory facilities such as terminal boxes, meter cabinets, and transformers may be installed aboveground. The subdivider must make all necessary arrangements with the utility companies for the following facilities: a. A water system for domestic service and fire protection provided to each lot of the proposed subdivision or, for condominium projects, to each condominium unit b. Where identified as a recycled water service area in the Recycled Water Master Plan, recycled water lines installed to serve those areas c. A sewer system for domestic use provided to each lot of the proposed subdivision d. Stormwater management and drainage, water quality, erosion and flood control facilities e. Street lights and signals f. Electric power, gas, cable, and telephone services stubbed to each lot or, for condominium projects, to each condominium unit; and all facilities to distribute such services provided per the requirements of the responsible utility companies 10. All new utility distribution facilities must be placed underground, except accessory facilities such as terminal boxes, meter cabinets, and transformers may be installed aboveground. The subdivider must make all necessary arrangements with the utility companies for these facilities. 11. The subdivider must carry out protective measures as required by the City to assure the proper functioning and maintenance of other required improvements and properties adjacent to the subdivision. Temporary protective improvements may be required prior to or concurrent with the construction of permanent improvements. 11.3 Lot Design 11.3.1 Multiple frontages Single‐family residential lots with frontage on more than one street are discouraged, except for corner lots or where topography makes a single frontage impractical. The City may require the release of access rights on one frontage which must be noted on the parcel or final map. 11.3.2 Lot lines Lot lines should be at the top of slope banks. Side lot lines should be perpendicular to the street on straight streets, or radial to the street on curved streets, unless another angle would provide better building orientation as documented in the submittal. On corner lots, the lot lines adjacent to streets must be rounded with a radius adequate to provide for street improvements. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 69 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 11.3.3 Flag lots (deep lot subdivision) Flag lots may be approved for subdividing deep lots where development would not be feasible with the installation of a standard street, either alone or in conjunction with neighboring properties, or where justified by topographical conditions. Such subdivision must conform to Subdivision Regulations, Section 16.18.060 of the Municipal Code. 12. Construction of Private Development Projects The section generally describes the requirements and responsibilities for all construction and maintenance projects that occur within the right‐of‐way. However, the following format and procedure are unique to improvements associated with private development projects within the right‐of‐way. 12.1 Before Construction 12.1.1 Pre‐Construction Conference A Pre‐Construction Conference is required prior to commencing the work shown on the approved improvement plans. The Engineer of Work must arrange this, and notify the City. The conference agenda will typically review the following items, as appropriate: 1. Contact information 2. Construction Schedule 3. Potential Utility conflicts 4. Typical and Special Inspection requirements 5. Unique project safety requirements including: a. trench safety b. confined space safety c. Work Zone Safety 6. Traffic Control and accessibility 7. Environmental site constraints 8. Regulatory permit requirements 9. Storm water control and requirements 10. Accommodation and coordination with project neighbors 11. Any unique projects constraints The conference must include the following attendees, as appropriate: 1. The Developer 2. The Engineer of Work 3. The Contractor 4. The Soils Engineer 5. Representatives of the affected utility providers 6. Representatives of the permitting agencies 7. Representatives of City 8. At least five working day advanced notice of the time and location of the conference must be provided to the City. Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 70 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 12.1.2 Contractor’s Requirements Contractors and subcontractors performing the work under these Standards must possess a valid State license to perform such work. The Contractor or his/her duly authorized representative must be available on the job site during the time when any work is in progress. A. Trench Safety All work must be performed in accordance with the requirements of the State of California Department of Industrial Relations. The Contractor must conform to the permit requirements of the Division of Industrial Safety and must obtain any necessary trenching permit directly from the Department of Industrial Relations. The Contractor’s attention is directed to the provisions of Section 6705 of the Labor Code concerning trench excavation safety plans. Excavation for any trench 5‐feet or more in depth must not begin until the Contractor has obtained a trenching permit from the California Department of Industrial Relations. B. Agency Permits All needed regulatory permits must be obtained by the developer prior to starting any work covered by or impacted by those permit(s). The developer must keep these perm its current. Copies of the permit documentation must be kept on site for review by the City. Issuance of an encroachment permit or other permits by the City does not relieve the developer from obtaining these permits. C. Encroachment Permit After approval of the improvement plans and prior to starting any work within the City right‐of‐way, the Developer must obtain an encroachment permit from the City. Copies of the encroachment permit must be kept on site for review by the City or other agency representatives. 12.2 During Construction 12.2.1 Inspection by Engineer of Work The Engineer of Work has is responsibility for inspection during the construction of all improvements that are regulated by these Standards. The Engineer of Work, at a minimum, must inspect the following milestones during construction, and provide a written inspection report to the City: 1. Concrete form work 2. Hot Mix Asphalt paving operations 3. Initiating the placement of the roadway base course 4. Substantial completion of roadway base placement and compaction 5. Substantial completion of roadway subgrade excavation/fill placement 6. Trench bedding and compaction Other required inspections may be determined necessary by the City. 12.2.2 Workplace and Worksite Conduct 1. It is expected that developers and their contractors will promote a businesslike workplace (including work sites) that assures courteous treatment for workers, fellow contractors, City employees, and the public. Harassment or discrimination based on race, religion, national origin, marital status, disability, age, sex or sexual orientation is not to be tolerated. 2. It is expected that the developer and contractors will promote good relations with the neighbors and public affected by a project. This typically requires regulating construction activity to minimize impacts to the neighborhood caused by noise, dust, construction debris, and traffic disruption. When access or traffic Va Ns iL i,><> ► ‘I4 ► 4'> ss REVISIONS BY APP DATE UNIFORM DESIGN CRITERIA Page 71 1010 Rewritten MH MH 6‐17 STANDARD CURRENT AS OF: August 2020 will be delayed, advanced notification must be provided to the affected neighbors as well as to local emergency responders. 3. It is incumbent on the contractor to control the work site and provide a safe working environment. Contractor must require employees to wear appropriate personal protective equipment while on the work site. 4. It is incumbent on the contractor to control the work site and ensure all erosion control measures, traffic control devices are in place and properly maintained. The work site must also be kept in clean and orderly. 12.2.3 Clean Up During the progress of the work, the Contractor must keep the entire job site in a clean and orderly condition. Excess or unsuitable backfill material, broken pipe, or other waste material must be removed from the job site. Spillage resulting from hauling operations along or across existing streets or roads must be removed immediately by the Contractor. All gutters and roadside ditches must be kept clean and free from obstructions. Any deviation from this practice must have prior approval from the City. 12.3 Project Completion Once the work on the project site is complete, including: 1. site cleanup, 2. dressing and hydroseeding graded slopes, 3. completion of all utility and drainage facilities 4. removal of temporary traffic control devices from public roads the Project Engineer may initiate the final processing of the improvements. 12.3.1 Clean Up Before final acceptance of the work, the Contractor must: 1. carefully clean up the work and premises 2. remove all temporary structures built 3. remove all surplus construction materials and rubbish of all kinds 4. leave the site in a neat condition. 12.3.2 Record Drawings During the progress of the work, the Engineer of Work must maintain one set of prints of the improvement plans showing all as‐built changes. Each as‐built change must be approved by the City before being made. This set must be available on the job for inspection by the City at any time. Upon completion of the work, the Engineer of Work must make as‐built changes on the original plans, and return them to the City prior to acceptance of the project. 12.3.3 Improvements to be Accepted for City Maintenance For any public improvement which is to be accepted for City maintenance, the Engineer of Work must submit records of the improvements to be accepted, in AutoCAD and PDF format of all construction drawings. Va Ns iL i,><> ► ‘I4 ► 4'> ss Cf)LUCf)CLoODC O Cf) \7 BACK OF RAMP/I \ \ o o Q LU X %< << CL Q- <□Q LUo 1LU\/< <9! R/W V?'/0, DOWELS (SEE NOTE D) COLD JOINT OR EXPANSION JOINT co LU CO CLOo DC COo t SIDEWALK COLD JOINT OR co EXPANSION JOINT b_____ 4-0" MIN. SIDEWALK EXTENSION 1-5% (1% MIN., 2% MAX.)---------- RAMP-6’ MIN. CD 1" HIGH LIP4 21 - 10% May’ • O • 9 • I o 12- REBAR (SEE NOTE E) SECTIONCLASS 2R AGGREGATE BASE, COMPACTED TO 95%, 6" MIN. DEPTH UNLESS OTHERWISE SPECIFIED. LIMIT OF REINFORCEMENT (SEE NOTE E) REBAR REINF. (SEE NOTE E)CROSS SLOPE 1.5% (1.0% MIN., 2.0% MAX.)* iGUTTER PLAN TILE FOR MISSION AREA (SEE NOTES 1-3) - £L CURB FACE 3’3' (6” CURB)(6" CURB) DRIVEWAY WIDTH 4'4'SIDEWALK(8” CURB)(8" CURB)SIDEWALK ELEVATION CURB FACE GUTTER GRADE GENERAL NOTES: A. A depression in a new curb and gutter for a driveway will not be permitted unless the ramp and sidewalk extension are constructed also. B. Slope of ramp is a straight grade from the top of the back of ramp to the top of the lip at the gutter. C. Concrete shall be Class 3. D. Dowels at expansion or cold joint with new construction shall be1/2" smooth bars, 15" long at 24" O.C., one end shall be sleeved or greased. E. All ramps and sidewalk shall be reinforced with rebar, #4 @ 24" O.C., continuous both ways. Rebar shall run continuous through cold or expansion joints. F. Commercial and industrial driveways ramps serving more than six (6) parking spaces shall be 10' deep (long) unless otherwise approved by the City Engineer. G. See Engineering Standard 4110 for notes regarding required pavement removal and repair. H. If design will not fit within right-of-way, use Engineering Standard 2111, with approval of City Engineer. I. If right-of-way is more than 10' from curb face, back of sidewalk extension shall not extend beyond 10’ from curb face. ADD'L NOTES FOR MISSION STYLE AREA*: 1. Comply with Section 73-4 of Standard Specification colored concrete. 2. No tile shall be set in mortar prior to approval of tile by City Engineer. 3. Tile band shall terminate as shown on either side of driveway. * Additional notes for Mission Style shall apply in those areas designated as Mission Style Sidewalk area per City Council Resolution. REVISIONS BY APP DATE Notes revised SR BL 1-14 DRIVEWAY RAMP STANDARD 11 > 'iiwadd 95% compaction KH MH 1-20 I . Notes revised KH MH 1-17 tv 2110STANDARD CURRENT AS OF: AUGUST 2020 ¥SIDEWALKEXTENSIONRAMPWEAKENED PLANE JOINT\7\co.10’ MIN.(SEE NOTES H & I)VARIES7)TYP.6" KJT T8.33% <■COLD JOINT OR EXPANSION JOINT MAX. 51/BACK OF RAMP ^ O I SIDEWALK LU CM<<i\C'yv DOWELS (SEE NOTE D) QQ_Q_\<bQ Q LU LU LU LU Xv: v< < I CURB FACEGUTTER TPLAN3’3' - Q_ CD >(6" CURB) (6" CURB)TILE FOR MISSION AREA (SEE NOTES 1-3)DRIVEWAY WIDTH 4' 4' (8" CURB) (8" CURB) SIDEWALKDEPRESSED SIDEWALK£ ■7T7 CURB FACE GUTTER GRADEELEVATION GENERAL NOTES: A depression in a new curb and gutter for a driveway will not be permitted unless the ramp and sidewalk extension are constructed also. Slope of ramp is a straight grade from the top of the back of ramp to the top of the lip at the gutter. Concrete shall be Class 3. Dowels at expansion or cold joint with new construction shall be Y-Y smooth bars, 15" long at 24" O.C., one end shall be sleeved or greased. All ramps and sidewalk shall be reinforced with rebar, #4 @ 24" O.C., continuous both ways. Rebar shall run continuous through cold or expansion joints. Commercial and industrial driveways ramps serving more than six (6) parking spaces shall be 10' deep (long) unless otherwise approved by the City Engineer. See Engineering Standard 4110 for notes regarding required pavement removal and repair. This design must be approved for use by Engineer. A. B. C. D. E. F. G. H. ADD'L NOTES FOR MISSION STYLE AREA*: 1. Comply with Section 73-4 of Standard Specification colored concrete. 2. No tile shall be set in mortar prior to approval of tile by City Engineer. 3. Tile band shall terminate as shown on either side of driveway. * Additional notes for Mission Style shall apply in those areas designated as Mission Style Sidewalk area per City Council Resolution. REVISIONS BY APP DATE DRIVEWAY RAMP RIGHT-OF-WAYS LESS THAN 10' Notes revised KH MH 1-17 11 > jurySadd 95% compaction KH MH 1-20 I . Notes revised SR BL 1-14 2111STANDARD CURRENT AS OF: AUGUST 2020 4-0" MIN. SIDEWALK EXTENSION RAMP - VARIES 1.5% (1% MIN., 2% MAX.)CD 1" HIGH LIP4 21 -10% MAX-. .* * 4 A ■» o 12- REBAR (SEE NOTE E) SECTIONCLASS 2R AGGREGATE BASE, COMPACTED TO 95%, 6" MIN. DEPTH UNLESS OTHERWISE SPECIFIED. REMODEL PRIVATE DRIVE TO MATCH DEPRESSED SIDEWALK LIMIT OF REINFORCEMENT (SEE NOTE E)REBAR REINF. (SEE NOTE E) CROSS SLOPE 1.5% (1% MIN., 2% MAX.)*- Q_ CD >- 3" TYP.SLOPE *<-CROSS<10% MAX.4’ MIN.WEAKENED PLA|Je[jOINT%siMj¥OM0<LOoCO*O -I Z o—I 70INTEGRALSIDEWALK,VARIOUSWIDTHSOoO (f.)d <O pLXm X C/D<LU a:SIDEWALK <>CM COLD JOINT \|/ BACK OF RAMP O O PARKWAY< <3 CL CL O Q CD O sy < < DOWELS (SEE NOTE D) 3" J TYP. REBAR REINF. (SEE NOTE E) CURB FACEGUTTER PLAN CL CD >- 3’ (6" CURB) 3' (6" CURB)DRIVEWAY WIDTH 4' (8" CURB) 4' (8" CURB)CURB FACE SIDEWALK zELEVATION GUTTER GRADE GENERAL NOTES: A depression in a new curb and gutter for a driveway will not be permitted unless the ramp and sidewalk extension are constructed also. Slope of ramp is a straight grade from the top of the back of ramp to the top of the lip at the gutter. Concrete shall be Class 3; and comply with Section 90 of the Standard Specification. Dowels at expansion or cold joint with new construction shall be Y2" smooth bars, 15" long at 24” O.C., one end shall be sleeved or greased. All ramps and sidewalk shall be reinforced with rebar, #4 @ 24" O.C., continuous both ways. Rebar shall run continuous through cold or expansion joints. Commercial and industrial driveways ramps serving more than six (6) parking spaces shall be 10' deep (long) unless otherwise approved by the City Engineer. See Engineering Standard 4110 for notes regarding required pavement removal and repair. If design will not fit within right-of-way, use Engineering Standard 2116, if applicable, with approval of City Engineer. If right-of-way is more than 10' from curb face, back of sidewalk extension shall not extend beyond 10' from curb face. A. B. C. D. E. F. G. H. REVISIONS BY APP DATE DRIVEWAY RAMP DETACHED SIDEWALK STANDARD Notes revised KH MH 1-17 11 > htHadd 95% compaction KH MH 1-20 I . Revised Note C SR MH 1-14 2115STANDARD CURRENT AS OF: AUGUST 2020 ____ 4’-0" MIN. SIDEWALK EXTENSION 1.5% (1% MIN.. 2% MAX.) ------- RAMP - 6' MIN. CO-> 1" HIGH LIPa a - 10% May7T •. V •»' O 12" REBAR (SEE NOTE E) CLASS 2R AGGREGATE BASE, COMPACTED TO 95%, 6" MIN. DEPTH UNLESS OTHERWISE SPECIFIED.SECTION LIMIT OF REINFORCEMENT (SEE NOTE E) CROSS SLOPE 1.5% (1% MIN., 2% MAX.)* COLD JOINT OR EXPANSION JOINT3" TYP.---------- l— 1 WEAKENED PLANE JOINT0/SIDEWALKEXTENSION*RAMP10' MIN. SEE NOTES H & I T2 SIDEWALK8.33%<-MAX.CM N/ BACK OF RAMP COLD JOINT PARKWAY CURB FACE X<8.33%COLD JOINT OR EXPANSION JOINT ->MAX. CM \|/ DOWELS (SEE NOTE D)O ovoo ___LGUTTER PLAN 0. CD >- 3' (6" CURB)3' (6" CURB)DRIVEWAY WIDTH 4' (8" CURB) 4' (8" CURB) CURB FACE SIDEWALKrDEPRESSED SIDEWALK£ T z GUTTER GRADEELEVATION GENERAL NOTES: A depression in a new curb and gutter for a driveway will not be permitted unless the ramp and sidewalk extension are constructed also. Slope of ramp is a straight grade from the top of the back of ramp to the top of the lip at the gutter. Concrete shall be Class 3; and comply with Section 90 of the Standard Specifications. Dowels at expansion or cold joint with new construction shall be J£" smooth bars, 15" long at 24” O.C., one end shall be sleeved or greased. All ramps and sidewalk shall be reinforced with rebar, #4 @ 24" O.C., continuous both ways. Rebar shall run continuous through cold or expansion joints. Commercial and industrial driveways ramps serving more than six (6) parking spaces shall be 10' deep (long) unless otherwise approved by the City Engineer. See Engineering Standard 4110 for notes regarding required pavement removal and repair. This design must be approved for use by City Engineer. A. B. C. D. E. F. G. H. REVISIONS BY APP DATE DRIVEWAY RAMP DETACHED SIDEWALK ROWS LESS THAN 10' add 95% compaction KH MH 1-20 11 ‘ fnfflUpdate Cross Slope percentages JDL MH 2-13 I . Revised Note C SR MH 1-14 2116STANDARD CURRENT AS OF: AUGUST 2020 4'-0" MIN. SIDEWALK RAMP - VARIES 1.5% (1% MIN,, 2% MAX.1 CO 1" HIGH LIPa - 10% MAV ' :o O 12" REBAR (SEE NOTE E) CLASS 2R AGGREGATE BASE, COMPACTED TO 95%, 6" MIN. DEPTH UNLESS OTHERWISE SPECIFIED.SECTION REMODEL PRIVATE DRIVE TO MATCH DEPRESSED SIDEWALK LIMIT OF REINFORCEMENT (SEE NOTE E) REBAR REINFORCEMENT (SEE NOTE E)CROSS SLOPE 1.5% (1% MIN., 2% MAX.)* 3'6"£TYP.TYP.VAR ESWEAKENED1 PLANE JOINTSIDEWALK EXTENSION 4' MIN.RAMP<■10% MAX. Fire hydrant or utility pole 4 4 o^®Traffic signal or light standard LLl R/W-R/W'LLl \ \cl \\>c/) LU \ < ^__Driveway____ Width © 3' min., full height curb 3' min., -*— full hgt. curb 50% max. of lot frontage in any one driveway or combination of driveways, 30' max. (30% max. residential) 22' min., full height curb between driveways serving same parcel of land 36' ©6' min., full hgt. -*— curb NOTES: (?) Setback from corner may be shortened with approval of the City Engineer. Minimum distance: Curb return radius + 5' (g) Construct per Driveway Ramp Standards. MIN. MAX. WIDTHAPPLICATIONWIDTH Lots with six (6) or fewer spaces serving residential uses, existing structures converted to office use, and newly constructed offices.10' 16' Lots with six (6) or fewer spaces serving commercial and industrial uses and where any building to be served is more than 148' from the street right-of-way.12' 16' Lots with more than six (6) spaces but fewer than twenty (20) spaces and with separate entrances and exits (one-way driveways).12'30' Lots with more than six (6) spaces but fewer than twenty (20) spaces and with only one point of entrance and exit (two-way driveways) and lots with twenty (20) or more spaces serving office and residential uses. 16'30' Lots with twenty (20) or more spaces serving commercial and industrial uses.20' 30' Lots where any type of use requires fire truck access by driveway.20' 30' REVISIONS BY APP DATE Drafting edits JDL MH 10-12 DRIVEWAY RAMP SIZE & LOCATION I ■! ‘ TitHRevise Note 2 RMH WAP 1-95 I . Revise sidewalk location DVB BL 10-06 2120STANDARD CURRENT AS OF: AUGUST 2020 6'-0"8' Vertical Curve Integral Driveway Face of Curb Back of Driveway i— 0.42'Floor of garage or carport C 0.08'B 2% max. A ■JLV% niax~- 0.20'r,4- Back of Sidewalk V0.80' -1I-— 4-0" —-I Straight grade A to C Slope 2% B to C Sidewalk Extension 4' 2"x2" drainage slot (slope to drain) DOWNWARD DRIVEWAY 10' Vertical Curve Floor of garage or carport 0.56' Lu.2p =_L0.06'iIntegral Driveway Face of Curb Back of Driveway 1.00' 20°JoS0i — 2.5' -CB 2% max. 5.0’A Back of Sidewalk 7.5’ 10.0'I-— 4'-0" — Sidewalk Extension Straight grade A to C Slope 2% B to C UPWARD DRIVEWAY GENERAL NOTES: Twenty percent (20%) maximum slope for residential uses. Ten percent (10%) maximum slope for commercial and industrial uses. Five percent (5%) deviation allowed with special construction techniques if approved by the City Engineer. Where Fire Department access is required, the maximum slope shall not exceed fifteen percent (15%). Maximum rise and descent, and the run, shall be measured for the WORST condition between the back of the sidewalk extension and the finished floor at the garage or carport entrance. Sidewalk extension cross-slope may not exceed two percent (2%) and must slope toward the street. A. B. C. REVISIONS BY APP DATE New Border JDL WAP 9-97 STANDARD DRIVEWAY UPWARD & DOWNWARD i ■! ‘Sidewalk Extension RMH WAP 7-95 I . Drafting edits JDL MH 10-12 2130STANDARD CURRENT AS OF: AUGUST 2020 Revise General Notes New border August 2020 UPWARD & DOWNWARD DRIVEWAYS MAXIMUM RISE & DESCENT (RESIDENTIAL) 2140 DVB BL 11-06 BL MH 1-14 MAXIMUM RISE & DESCENT PERMITTED ON STANDARD DRIVEWAYS UPWARD DRIVEWAY MAXIMUM RISE DOWNWARD DRIVEWAY MAXIMUM DESCENT Maximum Maximum Maximum Maximum Run Rise Run Rise Run Descent Run Descent 10' 1.0' 39' 6.8' 6' 0.4' 35' 5.4' 11' 1.2' 40' 7.0' 7' 0.5' 36' 5.6' 12' 1.4' 41' 7.2' 8' 0.6' 37' 5.8' 13' 1.6' 42' 7.4' 9' 0.7' 38' 6.0' 14' 1.8' 43' 7.6' 10' 0.8' 39' 6.2' 15' 2.0' 44' 7.8' 11' 0.9' 40' 6.4' 16' 2.2' 45' 8.0' 12' 1.0' 41' 6.6' 17' 2.4' 46' 8.2' 13' 1.2' 42' 6.8' 18' 2.6' 47' 8.4' 14' 1.3' 43' 7.0' 19' 2.8' 48' 8.6' 15' 1.4' 44' 7.2' 20' 3.0' 49' 8.8' 16' 1.6' 45' 7.4' 21' 3.2' 50' 9.0' 17' 1.8' 46' 7.6' 22' 3.4' 51' 9.2' 18' 2.0' 47' 7.8' 23' 3.6' 52' 9.4' 19' 2.2' 48' 8.0' 24' 3.8' 53' 9.6' 20' 2.4' 49' 8.2' 25' 4.0' 54' 9.8' 21' 2.6' 50' 8.4' 26' 4.2' 55' 10.0' 22' 2.8' 51' 8.6' 27' 4.4' 56' 10.2' 23' 3.0' 52' 8.8' 28' 4.6' 57' 10.4' 24' 3.2' 53' 9.0' 29' 4.8' 58' 10.6' 25' 3.4' 54' 9.2' 30' 5.0' 59' 10.8' 26' 3.6' 55' 9.4' 31' 5.2' 60' 11.0' 27' 3.8' 56' 9.6' 32' 5.4' 61' 11.2' 28' 4.0' 57' 9.8' 33' 5.6' 62' 11.4' 29' 4.2' 58' 10.0' 34' 5.8' 63' 11.6' 30' 4.4' 59' 10.2' 35' 6.0' 64' 11.8' 31' 4.6' 60' 10.4' 36' 6.2' 65' 12.0' 32' 4.8' 65' 11.4' 37' 6.4' 70' 13.0' 33' 5.0' 70' 12.4' 38' 6.6' 80' 15.0' 34' 5.2' 80' 14.4' GENERAL NOTES: A. All values shown in feet unless otherwise noted. B. Maximum rise and descent and run shall be measured for the WORST condition between the back of the sidewalk extension and the finished floor grade at the garage entrance. REVISIONS BY APP DATE 3K << u K STANDARD CURRENT AS OF: PAVEMENT THICKNESS (in) (Asphalt concrete with no base)SUBGRADE QUALITY GOOD TO EXCELLENT Unaffected by moisture or retains a substantial amount of support capacity when wet. Included are well or poorly-graded gravels or sand gravels, silty gravels, and well-graded sands. Minimum Sand Equivalent = 30 6' 5" 4' 4" FAIR TO GOOD Retains a moderate degree of firmness under adverse moisture conditions. Included are poorly-graded sands or gravelly sands with little or no fines, and silty sands. Minumum Sand Equivalent = 25 5 1/2"4 1/2"T 4" POOR TO FAIR Some softness and plasticity appears when wet. Included are clayey sands, inorganic silts, very fine sands, inorganic clays of low, medium or high plasticity, and gravelly to silty clays. 8'6"5' 4" POOR Becomes extremely soft and plastic when wet. Included are organic silts or silt-clays of low plasticity, inorganic silts, and organic clays of medium to high plasticity. 4 1/2"9' 8" 6' TRAFFIC TYPE LIGHT PARKING General parking areas for autos and light trucks. MEDIUM PARKING Access roads and drives, store frontage traffic and service stations. Shopping center roads serving only autos and light trucks. HEAVY PARKING Warehouse approaches, warehouse parking areas, ramps, all heavy-duty truck loadings, or parking areas. Up to 20 heavy truck and trailer units per day. (To be used in areas where garbage trucks will park to load dumpsters.) Shopping center roads serving truck access to loading areas. EXTRA HEAVY PARKING Heavy industrial types of pavement loadings. Areas for use by 20-400 heavy truck and trailer units per day. NOTE: Each 1" of asphalt may be substituted with 2" of Class 2 base. 2" minumum AC. REF: Pamphlet No. PCD-3, distributed by THE ASPHALT INSTITUTE REVISIONS BY APP DATE New border JDL WAP 1-98 PAVEMENT DESIGNi ■! ‘ 'iiwChange Class "III" to "2"JDL JDW 9-02 I . Drafting edits JDL MH 10-12 2210STANDARD CURRENT AS OF: AUGUST 2020 Tr 14'LOCATION OF OBSTRUCTION DRIVEWAY RAMP PROPERTY LINE LANDSCAPING ISETBACK LINEit SCREEN J-SINGLE STALL HFENCE OR WALL 30'5 |— ir——13'4'18'g BAY WIDTH ggf{BUILDING ENTRY I I POST OR COLUMN TANDEM STALLS (WITH APPROVAL OF COMMUNITY DEVELOPMENT DIRECTOR AND AS ALLOWED IN E-3 OF ENG. STD. 2010.) in gnrfi30" WALL ZH g 3= x INCREASE STALL WIDTH BY:a T 12" IF ON ONE SIDE 24" IF ON BOTH SIDES1SEE ENG. STD. 2250 FOR VALUE OF STALL WIDTH (W) 3' MIN.OBSTRUCTIONS4' MIN. BUILDING ENTRY 4' MIN.R= 2' MIN.r WHEELSTOPS SHALL BE LOCATED ON SIDE OF STALL CLOSEST TO BAY WIDTH LIMIT LINE, AS SHOWN.Xip>BUILDING ENTRY <N!'O<2 *“I Xv- * <? X uAISLE AISLE SINGLE LOADED BAY SINGLE LOADED BAY DOUBLE LOADED BAY MOTORCYCLE SPACES * DOUBLE LOADED BAY BAYS MAY OVERLAP WITH ANGLED PARKING CO GENERAL NOTES: A. Curbing may be substituted for wheel stops. B. Handicap spaces shall meet State of California requirements. C. See Engineering Standards 2230 and 2240 for bay widths. 4'* SET ON 3K2" PCC AND CLASS 3 BASE TYP. REVISIONS BY APP DATE New border JDL WAP 1-98 OFF-STREET PARKING STANDARDS 11 ‘Tandem Stall reference correction JDL MH 10-12 I . Drafting edits JDL MH 10-12 tv 2220STANDARD CURRENT AS OF: AUGUST 2020 Use of Compact Spaces requires approval of an exception by the Community Development Director or the Architectural Review commission. Compact spaces are allowed only if justified by unusual circumstances such as saving a tree or using otherwise unusable space. Bay widths are based on 16' stall lengths. A maximum of 40% of the stalls in a parking lot may be compact. (In residential apartment projects involving ten or more units, 50% of spaces may be compact.) Compact parking spaces shall be clustered. * See Engineering Standard 2220 for clarification of "BAY WIDTH" REVISIONS BY APP DATE PARKING BAY DIMENSIONS COMPACT CAR Rearrange RMH WAP 1-95 i ■! * fTnySNew border JDL WAP 1-98 I . Drafting Edits JDL MH 10-12 2230STANDARD CURRENT AS OF: AUGUST 2020 COMPACT CARS SINGLE LOADED AISLES DOUBLE LOADED AISLESWIDTHPARKING ANGLE AT ONE-WAY TRAFFIC TWO-WAY TRAFFIC ONE-WAY TRAFFIC TWO-WAY TRAFFIC CURB BAY WIDTH * (feet)STALL WIDTH<-8.0'cqiOO)LOT-(DO)CO(DCOT-fOLOSCOOOO)CO O (T> O OTt^-^rLOLOLOLOLOLOLOLOLOLOLomLomLoinLOLomLomLoCMCM CO CO CO COoicnaicncncn^.-^-t^-^-t^-^4^oococoivoivoN)o ©WOMW(DW00030DWa)OW0)ON)^-M*)0)N)0)0DbbMcon^iocosoooooiooOlOlAAUUNN)CM CO^Tr^LOlOLntbCDtONNNNOOCOCOCOCDOiCDOOOodCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCO^-^J-^-O^NCNJlOOOfOlOCOCMCONQCvl^COOCMCOCDCOO)otncqcqcDcqcvjocqiqcooiScooiCDCNjooincMcocooNco 0 CD CC) N N N CO ai d) 6CMCMCMCMCMCMCMCMCMCOCOCOCOCOCOCOCOCOCOCOCOCOCOCO^-0(D(DCO>JNfflOlUlAUUIO00ffl00C0C0C0000J 03 00 C0CD(0(D(OpOO^ibbbb'-^NiNwbirobbioA^oApwpoA- „USNOCOCDtOOTUNI^COS^WOlNOlCJlOlCnOoCD CD OCD "sT CO CO CMo o o o o o o o o o o ococoa)CoooMMMMO)0)0)Qaiaiaiai^^^^CA)wcA)wOMClK)OM0lN)OMUlN)OMCnN3OM0lK)OMaiK)O° bi °LO^ oLO LOOLO LO^ oLO LO^ o• o■ o. o . o• o. o■ o 59.882.5° 8.67 41.3 42.6 58.9 59.985° 8.63 42.0 42.9 59.4 CD CO60.087.5°8.61 42.6 43.1 59.7 60.190°8.60 43.3 43.3 60.1 T Bay widths are based on 18.4' stall lengths. Stall widths as noted. Alternate stall widths may only be used for 82.5° - 90° parking angles and must have special approval of the Community Development Director. 9'-0" width - Subtract 2 feet from bay width 9'-6" width - Subtract 4 feet from bay width * See Engineering Standard 2220 for clarification of "BAY WIDTH" REVISIONS BY APP DATE PARKING BAY DIMENSIONS AVERAGE CARS Rearrange RMH WAP 1-95 i ■! * fTnySNew border JDL WAP 1-98 I . Drafting edits JDL MH 10-12 2240STANDARD CURRENT AS OF: AUGUST 2020 AVERAGE CARS SINGLE LOADED AISLES DOUBLE LOADED AISLESWIDTHPARKING ANGLE AT ONE-WAY TRAFFIC TWO-WAY TRAFFIC ONE-WAY TRAFFIC TWO-WAY TRAFFIC CURB BAY WIDTH * (feet)STALL WIDTHS*8.3'000)NCOO)(0(NCOCONCN COCO^iniO(D(ONNNCOCOCOO)00) CD LOLOLOLOLOLOmLOLOLOLOLOLOLOLOLOLOLOLOLO LOIOOOCNLOCOOCMLO N-oai0101010101010101010101^A.J^^^AA.A.^O(D00NroaiAUN)-i O -P* —J(D(0(xb)AUlb)CDC0(0CD LOOl CO W N00 n|nJO)0)01-^-^WN3OOOCO(OtOCOODCOSNO)0)UlOl^'-si CO 00 4^ CDto O CO N O ^ NCO t NO COT- CN CMONCOCOt-COLOCMOLOCMOCOQ LO CJ) Tf N CN to S N CO CO O) oCMCMCMCMCMCMCOCOCOCOCOCOCOCOCOCOCOCOCO^-OOlOCO^NOUiyiAUNN00 00 00 CO 00 CO (D CD CO CD O O O j^cnyi^boco^oouioo ^00 0<OOW(D050)<OAA^IAO)^(ON)Aaidl4^O0N0-v|K0COC304^J^O>(O ID ^ CO CM CM T-o o oo o o oo o on LO o LO LOo . o . o . o00 MMMM050)0)0)010iOi01-^^^-^WCa)WW O MOllvOOMUlN30MOlMOMOlK)OSaiN)0O ■ O" O* O* O" o ■cn cn cn cn cn cnLO. o X sfa' %l<8.6' STALL WIDTH/ 7S" X5 %. 5'- LO LO ^ ’'T A V <3" /O CD V/CD ID i<0 <V %1_iG> \c* O in CM T 7 t30°- 80°82.5° - 90° STRIPING FOR AVERAGE PARKING STALLS 86><9- Sf 8.0' -— STALL —- WIDTH in m ^ "cr A vV/ <CO i<0 "0<v CO CN"Z %iiQr "Z- V' o io CM /!7I I30°- 80°82.5° - 90° STRIPING FOR COMPACT PARKING STALLS GENERAL NOTES: Each compact space must be labeled as such on the pavement or wheelstop. Single-line marking is approved alternate. Wheelstop shall be located as shown, if required. A. B. C. * THESE DIMENSIONS ARE TO BE USED ONLY FOR STRIPING AND NOT FOR PARKING LOT LAYOUT. REVISIONS BY APP DATE General Note B MH BL 2-14 PARKING LOT STRIPINGI ■! ‘Drafting edits JDL MH 10-12 I . Modified Stall Width MH BL 10-09 2250STANDARD CURRENT AS OF: AUGUST 2020 100% Recycled Rubber Wheel Stop, Black with reflective strip or Federal Yellow Anchoring Hole (2) min. for 48" length, (3) min. for 72" length u 11 11 11 110 48" or 72' i ij 6' #4 deformed steel reinforcing bar — 4" Pavement Apply suitable bonding adhesive to each bar. Submit for approval.I SECTION VIEW GENERAL NOTES: A.Wheel stop shall be installed at location where wheeled vehicles may roll into pedestrian, structures, or hazardous area. Wheel stop location shall not create a barrier for pedestrians. Wheel stop shall be securely attached onto at-grade concrete and at-grade asphalt pavement with #4 deformed steel reinforcing bars embedded in holes cast into wheel stops. At concrete pavement, drill holes in pavement for dowels. At parking structure slabs, epoxy to slab. B. REVISIONS BY APP DATE New Standard JDL BL 4-13 WHEEL STOPI i ‘Revision Note A SR BL 1-14 I . K 2260STANDARD CURRENT AS OF: AUGUST 2020 INSTALLATION NOTES: Items 1 through 3 shall be galvanized Alhambra, South Bay Foundry or equal. Formed steel face plate: A-3911, with factory installed anchors. Face plate shall be 6" longer on each side of the opening at the face of the curb. Protection bar: A-1565; bar and anchors, A-1577 Protection bar support bolt(s): A-1574, spaced 20%" apart. Steps are required when depth exceeds 4' and shall be steel reinforced polypropylene, M-A Industries PS2-PFS or equal. Manhole frame and cover, South Bay Foundry 1530, Alhambra A-1530 or approved equal, placed adjacent to the back wall in the center of the basin. Where the horizontal dimension of the basin equals or exceeds 8', a second lid shall be installed. One lid over the outlet and a second lid centered in the remaining area or as directed by the Engineer. Reinforcing steel shall be covered by no less than 1j£" of concrete in the top and no less than 2" in the rest of the structure. Floor of the basin (including extended opening for Engineering Standard 3360) shall be smooth and shall slope 8.3% toward the outlet. Top of catch basin shall slope 2% toward curb. Concrete shall be Class 3. See Engineering Standard 4110 for notes regarding required pavement removal and repair. Inlet and outlet pipe(s) may be placed in any wall. Height equals 4" for a 6" curb and 6" for an 8" curb. Install Catch Basin Placard per Section 77-4 of the Standard Specifications. 9 #4 @ 12" 8'T *=> <> oo CO -s PLAN 4' !-► A 3' MIN. 8' 7' 6'24- 4' - 3"1X2X3 (10)l l CM -r** vsCo §Xo <s>-cq"n.1 fc4 's-{m■4Cl£ >-4;o©© i 4" x 4"CLASS 3 OR 2R AGG. BASE CHAMFER ■b. ' •<-#4@ 12" 4"<4 J<f\y 7 <•(11;CO ^ <■ Q ‘4: .4-‘‘400.' : 8" 36" 8" SECTION A-A i ^2- r 0 20" 20"--------- r A #4 @8" #4 @4" FI I I ii i 8X9I___i i i iT T7 I I II I11I I LI 61 11 1TII----P — f -1—'*----------------1#4 @ 12" i iSTORM SEWER I LONGITUDINAL BARS SHALL EXTEND THE FULL LENGTH OF GUTTER. 1-------1----11-------^+ + I I I I I I 1EMBED 12" MIN.1 1 1— 1 1 —l1 1 1 J_ _L _l.I Imir T? J L (13) REVISIONS BY APP DATE Revised Note 5 MH BL 12-09 CATCH BASIN SIDE OPENING 11> htWDrafting edits JDL MH 8-12 I . Revised Note 13 SR MH 1-14 3350STANDARD CURRENT AS OF: AUGUST 2020© ©©© © © ©©©© ©©© I20' 20" rA #4 @ 8" #4 @ 4" Fi\ i i 8i___! —L i i iT T71 I I II___1 I r-t-----------1------i- 1 1 I 1____I -t-------1------t--| I 1 1I 61iTI #4 @ 12"i LVi i iSTORM SEWER I II LONGITUDINAL BARS SHALL EXTEND THE FULL LENGTH OF GUTTER. \-------1----H+1-------\+ + IlI I I I I I I I EMBED 12” MIN.1 1d.i —ii i j___i.i i ir t? j L (15J <>ss <>PLAN4"4"h—- CN CO !-► AT 3' MIN.7' 8" 8"T 6’24" INSTALLATION NOTES:4-. 3»1T2X3 1^1 (id)Items 1 through 3 shall be galvanized Alhambra, South Bay Foundry or equal. (T) Formed steel face plate: A-3911, with factory installed anchors. Face plate shall be 6" longer on each side of the opening at the face of the curb. (2) Protection bar: A-1565; bar and anchors, A-1577 (3) Protection bar support bolt(s): A-1574, spaced 20%" apart. (?) Steps are required when depth exceeds 4' and shall be steel reinforced polypropylene, M-A Industries PS2-PFS or equal. (5) Manhole frame and cover, South Bay Foundry 1530, Alhambra A-1530 or approved equal, placed adjacent to the back wall in the center of the basin. Where the horizontal dimension of the basin equals or exceeds 8', a second lid shall be installed. One lid over the outlet and a second lid centered in the remaining area or as directed by the Engineer. (6) Reinforcing steel shall be covered by no less than 1 Vi' of concrete in the top and no less than 2" in the rest of the structure. (7) Floor of the basin (including extended opening for Engineering Standard 3360) shall be smooth and shall slope 8.3% toward the outlet. Top of catch basin shall slope 2% toward curb. Concrete shall be Class 3. 1 LJi©■..LO 5^xO <cq :4 'QQ-4 '4^ r Q- o©i 4" x 4"9 \ :CLASS 3 OR 2R AGG. BASE CHAMFER -4-#4 @ 12" 4"• • f At.co^ < QI 4,See Engineering Standard 4110 for notes regarding required pavement removal and repair. (ij) Inlet and outlet pipe(s) may be placed in any wall. Height equals 4" for a 6" curb and 6" for an 8" curb. Filter fabric shall be placed between concrete and gravel. Overlap sheet of fabric 6". Filter fabric shall conform to the requirements in Section 88 of the Standard Specifications and shall be permeable and non-woven. Filter fabric shall be MIRAFI 140 or equal. (l4) 6" of 1)2" diameter gravel. CM ^3" PVC WEEP HOLES, 20" O.C. EACH WAY, TO BE ELIMINATED PER ENGINEER'S RECOMMENDATION IF GROUND WATER IS DISCOVERED, TYP. CO .4 7#4 @ 12" • 4 4*(13) CO T- ‘4’wfl4JH5) Install Catch Basin Placard per Section 77-4 of the Standard SECTION A-ASpecifications. 8" 36" 8" — REVISIONS BY APP DATE Revised Note 15 SR BL 1-14 CATCH BASIN SIDE OPENING WITH SUMP I i >Revised Note 13; Weep hole depth JDL MH 8-12 I . Rebar dim. at gutter; Drafting edits JDL MH 10-12 3355STANDARD CURRENT AS OF: AUGUST 2020 THIS PORTION TO BE BUILT AS ENGINEERING STANDARD 3355. #4 @ 16' P A T7 ? ' #4 @ 12"I WIDTH----f 7'-3"10'-9" 14-6'w I pr_c1 l c 4'-0" 7'-6'11 '-2' I /B Bi I____iZJllL Jx£j STORM I <X] SEWER I I_______X \I (2)- #4 @ 4" \\_ XL ^7ich 7 -7.]—C ^LT LONGITUDINAL BARS SHALL EXTEND FULL LENGTH OF GUTTER(3)-#4@ 16" c!-► A 6'-6" 3-3" C 6'-6" W PLAN [i9 r -Tm=55 n74" x 4"x CHAMFER #4 @ 12"8" — 43- HEIGHT "H" EQUALS 18" AT 6" CURB, 20" AT 8" CURB.8"INLET PIPE #4 @ 12’ #4 @ 12" - • d>CO I• .•? 1 •’.o - SECTION B-B IY2Y3 27" (10JI »i . , • » 1 'cnt f GENERAL NOTES: A. See Engineering Standards 3350 and 3355 for Notes and Section A-A. B. Install Catch Basin Placard per Section 77-4 of the Standard Specifications. I. • CP, CP, 8"—12"—8"SECTION C-C REVISIONS BY APP DATE Remove "D" at plan; Drafting edits JDL MH 10-12 CATCH BASIN EXTENDED SIDE OPENING 11 > 'iiw"H" Dimension at Section B-B JDL MH 7-14 I . Revised Note B SR BL 1-14 3360STANDARD CURRENT AS OF: AUGUST 2020 *7TC sidewalk 4' transition (6" curb only) Back to sidewalk 4' transition (6" curb only) 1 *Parallel to street grade —* 4 ,12'9? T 45° min. 60° max. 3' Sidewalk t>V %9?%FACE PLATE DETAILw2 90° 7 *7Gutter Flow Flow PLAN VIEW Varies depending on angle Normal curb ^— height 6" or 8" TransitionVaries 2' min. 4'max.Normal curb height 6" or 8'■> Transition at curb face >i- 8"■> (D /Normal gutter flowline 0 Top of curb ► >No local depression © (See "FACE PLATE" detail above) ELEVATION 12"Sidewalk width varies INSTALLATION NOTES: 1 4 5 i- 3 1/2"0 Inlet shall be paved swale, rectangular conduit or pipe. Inlet dia/height larger than 4" must be reduced with a manifold or junction box. A junction box shall have access/cleanout. Inlet type shall have approval of City Engineer. lO1// radius at end of channel, each side of inlet. Underdrain shall not be closer than 5 ft from driveway or curb return. #4 rebar @ 9" o.c., both ways. All other rebar #4 @ 18" o.c., both ways. Concrete shall be Class 3. Face Plate: 3" x 3" xVi' galvanized with welded-on hook anchors @ 12" o.c. Face Plate shall be 12" longer than the opening at the face of the curb. Channel slope shall be parallel with sidewalk surface. Vi' Lip6"©IFlowA >T T”-L J•VA 06"SECTION A-A Class 2R Agg. base, typ. 0 6"■7^^ 6" Width varies 2' min. 4' max. 12" 12". /—min.. /—min. 3ST © 4 j-i. t ,VA tikLi See Engineering Standard 4110 for notes regarding required pavement removal and repair.SECTION B-B REVISIONS BY APP DATE E Allow Class 2R Base 11-08DVB BL SIDEWALK UNDERDRAIN CONCRETE l»t uRevised Note 6; Metric conv. JDL 9-12MH I . g 10-06Revise Note 6 DVB BL 3410STANDARD CURRENT AS OF: AUGUST 2020 /\ aA 12' MIN.2" MIN. ALL AROUND 2 -?T ©/-4 90° MAX. 60°MIN. 5 1c SECTION C-C/,X- u 18” MIN. 3 2" MIN.B rr 'zJ~\l/A A k i t 5 1 SECTION B-BL2B aA s/ SIDEWALK WIDTH VARIES 12" 1" LIP 5 1 T i 4'S 1“7T 4. T6" 'J&L.T6 CLASS 2R AGGREGATE BASESECTION A-A NOTES: Inlet shall be paved swale, rectangular conduit or pipe(s). Maximum inlet diameter/height shall be curb height minus 2". Inlet conduits larger than 4" diameter/height must be reduced with a manifold or junction box. A junction box shall have access/cleanout. Inlet shall be approved by the City Engineer. Underdrain shall not be installed in driveway wings or curb return. Rectangular cast iron pipe: Alhambra A-470, South Bay Foundry A9000 or approved equal. Cast iron pipe: 3" max. diameter (6” curb) or 4" max. diameter (8" curb). #4 Rebar @ 12" O.C. Concrete shall be Class 3. Channel slope shall be parallel with sidewalk surface. Multiple drains shall have 3" minimum to 6" maximum clearance with maximum of 3 drains per 10' of sidewalk. Drains shall not extend beyond curb face into gutter. See Engineering Standard 4110 for notes regarding required pavement removal and repair. © © © REVISIONS BY APP DATE Revised Note 2 MH BL 11-09 SIDEWALK UNDERDRAIN WITH PIPES I i ‘ UjWRevised Note 3 MH BL 12-09 I . Misc. drafting edits JDL MH 10-12 3415STANDARD CURRENT AS OF: AUGUST 2020CURB FACE To match curb height PLAN o oroCO Sidewalk width varies 12" — 1" Lip U---u v XI IT XI IT I©/I <■ Flow T T .4 • 4;- 9 Class 2R Aggregate Base ^■OXrt'njt/AJJJArnf Vfi,______11 ® \/ 12" 6" -2 Inlet ©6i |T -6" 6" 3 8 ALTERNATE METHODSECTION A-A NOTES: ©Inlet shall be paved swale, rectangular conduit, or pipe(s). Maximum inlet diameter/height shall be curb height minus 2". A junction box shall have access/cleanout. Inlet type shall have approval of City Engineer. Frame and Covers: NEENAFI R-4990, type D, solid top with PERMA-GRIP surface, or approved equal. There shall be a %" space between the frame and the lid. Cover length shall maintain a cover weight of at least 100 lbs each. Underdrain shall not be closer than 5' from driveway or curb return. 1" radius at end of channel, each side of outlet. Frame end piece, required for alternate method. Channel slope shall be parallel with sidewalk surface. #4 Rebar @ 12" O.C., both ways. Concrete shall be Class 3. Channel width varies: 18" min. to 27" max. See Engineering Standard 4110 for notes regarding pavement removal and repair. 9 8—-H 12" min. 3; 4 : -r:a ©©aj 6" 6"© SECTION B-B © REVISIONS BY APP DATE Drafting edits JDL MH 10-12 SIDEWALK UNDERDRAIN WITH COVER PLATES I ■! ‘ UXHRevise rebar specs JDL WAP 11-98 I . Revise Note 2; Class 2R Base DVB BL 11-08 3420STANDARD CURRENT AS OF: AUGUST 2020 /\ ©CD Curb Face 1 ©--^A Ll 3 *BGutterSidewalk CONCRETE COLLAR FLUSH WITH COVER MANHOLE FRAME AND COVER, USE SBF-1900510'5I i'A 1©-----VI B / oX^ <CNJ tADJUSTING RINGS AS REQUIRED J_~1 1to0.LU I? >^ H ©DC.<>T 6PROVIDE KEYED BASE FOR PRECAST RISER SECTION 48" y\.CD —48"©©iA KAs* I 8" --scl:I. A r+/ V I IE f • 3e.,urn •> •>n 7 CN P FLOW /yy\LINEI I I SECTION A-A SECTION B - B DIMENSIONS (in) PIPE Pipe8"B H 54 and greater364248DIAMETERDia. Equals pipe wall thicknessB 20 14 8B 48E 32 38 44 I 7 INSTALLATION NOTES: Precast pipe, adjusting rings, and tapered sections shall be constructed as per ASTM C-478 using Type II cement. For RCP, cut and bend rebar into cast-in-place concrete. Steps shall be included if manhole depth exceeds 4'. Steps shall be steel-reinforced polypropylene M-A Industries PS2-PFS or equal. In manholes with lateral connections the steps shall be placed in the wall with no laterals or the wall with the least diameter lateral such that a continuous vertical alignment of steps may be achieved. Collar shall be constructed per City Engineering Standard 6040. Provide PCC fillets as needed to support manhole shaft, 4 each. #4 bar @ 12" O.C. each way, 3" clear, typical. Construct Class 3 PCC base to dimensions shown above. It shall rest on undisturbed material and bottom shaft shall be wet-set or set in formed groove. ©r A © i © \ VA If)I / ©s./ I ©t 6 GENERAL NOTES:B A. All joints between precast sections shall be mortared. Manhole interiors shall have a smooth trowelled surface.PLAN B. REVISIONS BY APP DATE Drafting edits JDL MH 10-12 STORM DRAIN MANHOLE 36" PIPE & LARGER I i >Add Note 10 JDL WAP 7-00 I . Class 3 Concrete JDL MH 2-13 3510STANDARD CURRENT AS OF: AUGUST 2020 -SECT ON B-B 1 —| 10" |—i—lIL CNJ I2 SEE NOTE 5 FOR RESTRICTIONS 6\. 48" 7 6 10 n• 36" ,11,98 • ■ x SECTION A-A INSTALLATION NOTES: (T) Manhole cover and frame shall be Phoenix P-1090, S.B. Foundries 1900, or equal, lettered "Storm Sewer". (5) Collar shall be constructed per Engineering Standard 6040. (3) Adjusting rings as needed, grouted on the inside. (4) Steps are required when depth exceeds 4' and shall be steel-reinforced polypropylene per ASTM C-478, MA Industries PS-2-PFS, or equal. (5) Precast shaft(s) and eccentric cone per ASTM C-478. Straight side of cone shall be positioned over shelf. Concentric cone may be used only with written approval of City Engineer. Joints shall be set with butyl rubber sealant - (RUB'R-NEK). (7) Manhole base shall be Class 2 PCC and rest on undisturbed material. Bottom shaft shall be wet-set or set in formed groove. (F) Pipe shall be laid through manhole and top portion shall be removed after base is poured. Trough shall have steel-trowel finish, vertical sides, and rounded corners. Top surface shall have 8.33% slope toward trough. B i\A A/'k i i i //\ B @ #4 @ 18" O.C. @ #4x4' (2 total)PLAN @#4x5' (8 total) REVISIONS BY APP DATE Class 3 Concrete JDL MH 2-13 STORM DRAIN MANHOLE 18" to 36" PIPE I i ‘ 'ilWRevised Note 7 SR BL 1-14 I . Drafting edits JDL MH 10-12 3520STANDARD CURRENT AS OF: AUGUST 2020 CL-<HCOTT5k.--LCO00U1■123U1“0COCO-< roH-1^MAX.MAX.12"10".©■ciHi?rzVXVIAI15"DIAMETERVARIES|4"8"PIPE MANHOLE RISERS: Manhole risers shall be precast concrete conforming to ASTM C-478 and shall have a 6" minimum wall thickness with minimal reinforcements. Manholes shall be 4' in diameter unless the size and/or number of inlet(s) and outlet(s) warrants the use of a 5' diameter manhole. JOINTS: Joints shall be set with butyl rubber sealant (RUB'R-NEK). Inside of joints shall be grouted with non-shrink grout. A BASE: Manhole base shall be precast reinforced Class 2 concrete with extended base and shall conform to the requirements for manhole risers. Base may be square or round with key for risers. All pipe connections shall be cored by the manufacturer to fit the O.D. of the pipe plus 2". The precast base shall be bedded on a minimum of 6" of well graded crushed rock (see Standard Specifications) over native material that is either undisturbed or compacted to 95%. Pipe is to be centered in the core and concrete collars poured around pipe. Concrete shall be worked into the voids around the pipe and smoothed on the interior. . — STEPS: Steps shall be included if manhole depth exceeds 4’. Steps shall be steel reinforced polypropylene. Steps shall be placed in the wall with no laterals, or the wall with the smallest lateral such that a continuous vertical alignment of steps may be achieved. The cone shall also align to this end. 4’ or 5' 6" min. ■u" Q.INVERT: Invert shall be completed in a single pour using Class 3 concrete with steel trowel finish. Any change in direction shall be a fixed radius curve extending from the inlet wall to the outlet wall. Inside surface of invert and area between pipe connection and channel shall be free from gaps, holes and sharp edges. All inlets shall be designed and installed such that the top of pipe elevations match as much as possible. cn >,c ■St £ ri□t. c “ E SECTION A-A REVISIONS BY APP DATE PRECAST STORM DRAIN MANHOLE UP TO 3' O.D. PIPE SIZE Revised Base Note SR BL 1-14 11> utWDrafting edits JDL MH 10-12 I . Class 3 Concrete JDL MH 2-13 3530STANDARD CURRENT AS OF: AUGUST 2020 COVER: Manhole frame and cover shall have a 24" clear opening and a sealed blind pickhole (SBF-1900 or approved equal). The cover shall be lettered "STORM SEWER". The inside of the frame shall be grouted with non-shrink grout.i^3'~7K Q. E24"------o ADJUSTMENT TO GRADE: Adjust to grade per Engineering Standard 6040. -=r o o LO CD i COLLAR: Collar shall be constructed per Engineering Standard 6040. C\J1CO Q_S >H CONE: Cone shall be eccentric and conform to the requirements for risers. nT Select BackfillDepth varies 90% Compactionl XVariesXI (E)MH orDI (E)PIPE CASE A CASE B CASE A: Chip a hole between 1" and 2" larger than the pipe OD. Salvage the reinforcing from the manhole / catch basin. Steel shall be bent outward from the manhole. Concrete the pipe in place using a Class 3, %" concrete mix, incorporating reinforcing steel. Concrete shall completely fill the void between the pipe and the manhole and form a collar around the pipe behind the manhole of sufficient length and thickness to cover the reinforcing steel with 2" of concrete. Concrete shall be flush with interior of existing facility. Any voids that appear in the seal between the manhole and the pipe after setting shall be patched with a non-shrink grout. Pipe shall be flush cut with the manhole inside wall. Whenever possible, the new pipe should enter the manhole at an angle, pointing the flow downstream. The manhole shall be replaced and enlarged when the penetration from the new line will result in an inadequate section of the manhole remaining between the new penetration and existing penetrations to properly support the structure. A1. A2. A3. A4. A5. CASE B: Where a catch basin or manhole exist within 30' of the proposed connection, or the new pipe is less than 12" in size and serves a private property, the connection may be made without the installation of a manhole at the junction point. In either case, the new pipe must be at least one size smaller than the existing pipe. In all other cases a manhole shall be installed. Connection to an existing HDPE line shall be made using a manufactured wye connection cut into the existing line with connection of the wye to the line made in accordance with the manufacturer's recommendation. Connection to an existing RCP line shall be made in the manner described above for connection to an existing manhole. New penetrations must be made a minimum of 3 feet from any existing penetrations. Connection to an existing CMP line shall be done by replacing the portion of the CMP at the junction point with a City approved pipe material and completing the connection as specified above and constructing a collar to connect the new section to the existing CMP. B1. B2. B3. B4. In all cases connections shall not be made to the City's storm drain system until calculations have been received and approved by the City showing the existing system is capable of handling the additional water for the required design storm per the City's Waterway Management Plan and Drainage Design Manual, and for private systems, that an encroachment permit has been obtained. REVISIONS BY APP DATE Note revision B1 & Last SR BL 1-14 STORM DRAIN CONNECTIONS I i ‘Drafting edits JDL MH 10-12 I . Class 3 Concrete JDL MH 2-13 3540STANDARD CURRENT AS OF: AUGUST 2020 iy2'6’ r=y4'R = %' •4'- ’ A Class 3 PCC, 4" max. slump • <7 6" or 8’ 4 A- '• Pavement <7 ’ .4• . <7 ’ <7 ‘ • 4 7(2)-18" long #4 bars at expansion joints ’-A •• 8" min. See Note C ;—->• ' •.<7. ‘ ■ A 21<7 <r 18" min.■. .21 *,21• • <7 21 <A ■ -‘<7 AGENERAL NOTES:21 ■21<7 '.21 This section is to be used only for parking lots or as approved by the City Engineer. When curb is placed adjacent to existing or future irrigated landscape area, PCC shall extend down as shown for moisture barrier. Any alternate moisture barrier shall be approved by the City. When curb is not located as in Note B, depth may be reduced. Expansion joints shall be placed at corners, BC's and EC's, and at 33 feet maximum spacing. See Engineering Standard 4110 for notes regarding required pavement removal and repair. A. <7 • . 7 <3 ~ ■A• : :'A B.\A . T7 5 X & c. D.Class 2R aggregate base, compacted to 95%, 6" minimum depth unless otherwise noted E. REVISIONS BY APP DATE Allow Class 2R Base DVB BL 11-08 CURBi ■! ‘add 95% compaction KH MH 1-20 I . Drafting edits JDL MH 10-12 4020STANDARD CURRENT AS OF: AUGUST 2020 33" iy2-1#6" 24' R = %"2% SLOPE NOTE: ALL DIMENSIONS ARE FULL, SEE ENG. STD. 4110 FOR NOTES. TT Ir=y4"j HEIGHT PER PLAN OR PERMIT <7 •. r=y4-i•. <7 R = 3/4”• -.4*.A-. A 1%'.<7 <7 ------3 T4yA .7 ■ ‘4<7 <7 . . ■A - •' ; 4 • :<744" SLICK LINE WHERE GRADE IS LESS THAN 1% • <? 6"•<7 <7 ' 4 <7 • ■ A ' 4 : . :;<7 A 2%"<7 •A '^41 VkA,A...i_l : A A;CLASS 2R AGGREGATE BASE, COMPACTED TO 95%, 6" MIN. DEPTH UNLESS OTHERWISE NOTED mA ja-ft AA. 24" GUTTER 27" iy2-iy2-6"18" R = 3/4"2% SLOPE NOTE: ALL DIMENSIONS ARE FULL, SEE ENG. STD. 4110 FOR NOTES. .• <■ ' R=y4- ■ <i HEIGHT PER PLAN OR PERMIT A,J-1 ■ J-r=y4-iR = 3/4".<7 A-<7-.iy2 HA' 4' •<7 T' '-4.•.<7.4 A <? <7-A '—- 4" SLICK LINE WHERE , A GRADE is LESS THAN 1% . ..<7 - •• ^6"<7 A“ <7 A . ■4 ■' A .<!■ ‘ .<7 ' <7 2" A ‘ •A At TASA CLASS 2R AGGREGATE BASE, COMPACTED TO 95%, 6" MIN. DEPTH UNLESS OTHERWISE NOTED ftA, A<__y4:.ft GA,— A; 18" GUTTER REVISIONS BY APP DATE Drafting edits JDL MH 10-12 CURB & GUTTERI ■! ‘Overall dimension correction JDL MH 9-16 I . add 95% compaction KH MH 1-20 4030STANDARD CURRENT AS OF: AUGUST 2020 ft2' FLAT AREA AT BACK OF SIDEWALK 5' MIN.VARIES SEE ENG. STD. 4030 ±1—^_ 1.5% (1% min, 2% max.) SLOPE 1 ——- u - .112 A 4".■< f, /N ■'•4.12 .<A -i* ----- CLASS 2, 2R OR 3 AGGREGATE BASE, COMPACTED TO 95%, 6" MIN. DEPTH (SEE GENERAL NOTE L) DETACHED SIDEWALKftVARIES 6' MIN. 2' FLAT AREA AT BACK OF SIDEWALK SEE ENG. STD. 4030 1.5% (1% min, 2% max.) SLOPE 1X2ayA *... 4'A <5-. 2 ■ 4- .4. • ----- CLASS 2 OR 2R AGGREGATE BASE, COMPACTED TO 95% 6" MIN. DEPTH x ^ (SEE GENERAL NOTE L) INTEGRAL SIDEWALK * GENERAL NOTES: * Detached sidewalk is the City standard. Integral sidewalk shall not be used without approval of City Engineer. CONCRETE: Class 3. FINISH: PCC sidewalk shall be given a broom finish. SEAL and CURE: Apply curing compound in compliance with section 73-1.03F of the Standard Specifications. DOWELS: V2" smooth bar dowels, 18" long at 24" O.C. at expansion joints and cold joints, to be greased or sleeved at one end. EXPANSION JOINTS: Ya" expansion material shall be placed at driveways, BCRs, and at 100' intervals. WEAKENED PLANE JOINTS: Plastic pulltop quickjoint strips, or approved equal, shall be at 20' O.C. and 1)2" deep. SCORE MARKS: Sidewalks shall be scored at least Ya" deep, perpendicular to the curb face at 5' intervals. Sidewalks with a width of 8' or more shall have one score mark parallel to the curb face evenly spaced in the concrete surface. AT COLD JOINTS BETWEEN SIDEWALK AND CURB: #3 x 6" dowels shall be drilled in back of curb at 24" O.C. REBAR: When a utility box is located within the sidewalk area, the concrete surrounding the box shall be reinforced with continuous #4 rebar. A. B. C. D. E. F. G. H. I. JOINTS: Expansion joints and weakened plane joints shall extend through sidewalk into curb and gutter. CUTTING: See Engineering Standard 4910. BASE: Thickness may be reduced to 4" with on-site approval of a geotechnical engineer or if rocky non-expansive material is present. J. K. L. INSTALLATION NOTES: ©PAVEMENT REMOVAL and REPAIR: Sawcut, remove and replace AC paving 18" minimum from gutter, 6" thick (local) or 10" minimum thick (collector and arterial). If pavement is PCC, sawcut existing PCC paving at gutter lip do not dowel. If existing PCC pavement has an AC cap, sawcut and remove AC cap 18" minimum (except as required in Note 2) from gutter lip and 3' up and downstream and replace AC to provide a smooth, uniform surface to match existing surfaces. New gutter lip to be at finished A.C. elevation. BIKE LANES: No longitudinal joints or seams are allowed in bike lanes. If a longitudinal joint results due to the contractor's work or the above requirements in Note 1, the contractor shall remove a minimum of 2" of asphalt from the pavement across the entire bike lane using a method approved be the City and resurface the bike lane to the satisfaction of the City. © REVISIONS BY APP DATE Added General Note K JDL DA 10-15 SIDEWALK INTEGRAL & DETACHED 11j utSAG layer min Note L KH MH 07-17 I . add 95% compaction KH MH 1-20 4110STANDARD CURRENT AS OF: AUGUST 2020 Back of Walk 10' Min.i - - R/W - - 5' Walk 5' Walk& TT©Varies6'$ 4 Tv- Curb Face INTEGRAL TO DETACHED £ Back of Walk 10' Min. - - R/W - - <fy5'Or/ T TVaries©6' Walk 6' Walk<?> I I7F Curb Face INTEGRAL TO DETACHED 7?,cw££o3.rvnCurb Face or 73 .£•\\6o.o3.IIoor Back of WalkBULBOUT (SAME FOR INTERSECTIONS AND MID-BLOCK SECTIONS) INSTALLATION NOTES: (?) Driveway location may vary. See Engineering Standards 2110 thru 2116 for construction notes as appropriate for conditions. (5) Radius point is the intersection of the prolongation of the property line with the back of curb. "R1 varies with sidewalk width and parkway width. REVISIONS BY APP DATE Add Bulbout; Rename Standard JDL BL 5-13 SIDEWALK TRANSITIONSI i ‘Revise sidewalk width DVB BL 11-08 I . Added Notes; Drafting edits JDL MH 10-12 4120STANDARD CURRENT AS OF: AUGUST 2020 4"5' - 3 3 8" (VERIFY 16 PAVERS PER ROW PRIOR TO POURING FORMS) SIDEWALK RAILROAD DISTRICT 4150 SECTION A-A PLAN SECTION B-B A A 4" B 1 5 4" R = 14" SIDEWALK AND BASE PER ENG. STD. 4110 1 6 SEE ENG. STD. 4030 1 2 3 4 5 4 1 1"2 21 3 3GENERAL NOTES: A.For use in Railroad District only. B.See Engineering Standard 8135 for Tree Well in Railroad District. INSTALLATION NOTES: DRAINAGE: Trowel a 3 4" wide x 1" deep weep slot at 10' O.C. sloping toward the drain outlet. Install a 3 4" diameter PVC drain pipe through curb face, aligned to bottom of troweled weep slots. Cover paver side of pipe with plastic window screen mesh and attach with zip tie. Cover mesh with tape during installation and remove tape after forms are removed. Pipe shall be cut flush with concrete. BEDDING SAND: 1" min. (2" at weep slots) concrete bedding sand in compliance with ASTM C33 specifications. PAVERS: Air Vol Block Holland Pavers, "Railroad Blend" tumbled concrete pavers or approved equal. Pavers shall be Type 1 and meet ASTM C936 specifications. Red brick is not an approved equal. PATTERN: Pavers shall be installed in a standard "Running Bond" pattern. Cut pavers shall be no less than 2" long or wide. Surface of paver shall be set flush with curbs. COMPACTION: After pavers have been laid, sweep surface clean of any debris. ASTM C33 sand shall be swept into joints. Tamp the pavers into bedding sand with a plate compactor and vibrate sand up into joints. Adjust speed of compactor to run with high vibration, low amplitude, to avoid a jumping motion. Start at one edge of the sidewalk and compact the perimeter. Compact remaining area in 4" - 6" overlapping passes. Repeat process, compacting in opposite direction. Tamp pavers with at least two passes of the compactor at 90° angles to each other. Inspect and replace any broken pavers. PAVEMENT REMOVAL & REPAIR: See Engineering Standard 4110. INSTALLATION: Pavers shall be installed with the non-beveled side facing up. 6 1.5% SLOPE (1% MIN., 2% MAX.) 6" 7 7 AUGUST 2020 REVISIONS BY APP DATE STANDARD CURRENT AS OF: CONCRETE PAVER / IA, /A// V/J/ A A /A/\ V/ I//|W/ W \/~7V~7}r-O < '2:\1/ ••'. A. <VX V <\ OAt /orO ^ ’—A ~17P — iT — o / / oo o o oo g) r,New (Replaces former Boardwalk) JDL DA 3-17 f,«> 1 >JjS/vc/r to Concrete Paver KH MH 3-18 <► 4 ► 4 >> V a4KJS I On (E) vaults/boxes, tile may be eliminated when box encroaches into tile band as directed by the Engineer.Jc c I J 1 B 8 D D8 BA A l 1 PLAN 1X2X4 Varies I '.:rs ■J 'j &CLASS 2 OR 2R AGGREGATE BASE, COMPACTED TO 95%, 6' MIN. DEPTH (SEE GENERAL NOTE L) SECTION A-A 712%''-a- ini ■ ’4 4 < 3fr ’<J2r;r 86" SECTION B-B 5 SECTION C-C SECTION D-D INSTALLATION NOTES: GENERAL NOTES: PCC shall be Class 3, colored concrete with salt finish. Salt shall be course water softener salt spread at a rate of J4 lb per 100 square feet. Salt finish shall be applied to sidewalk area only. Salt finish shall not be applied to curbs, gutters, or ramps. Surface of sidewalk to slope 1.5% (1 % min., 2% max.) toward curb. For driveways, increase concrete thickness to 6" minimum, exclude tile. Rebar: #4 @ 24" O.C., full width of sidewalk, curb end bent 4" x 90°. Smooth steel dowels Vi' @ 24" O.C., 18" long, to be sleeved or greased. For curb and gutter, see Engineering Standard 4030. No tile shall be set in mortar prior to approval of tile by City Engineer. Expansion joints and weakened plane joints shall be per Engineering Standard 4110. A. Mission Style Sidewalk may only be installed in the Mission Style Sidewalk District unless specifically authorized the the City Engineer. B. All new installations shall include curb and gutter. C. Tiles shall be trimmed or arranged to allow mortar joints to coincide with expansion joints, tree wells, etc. Tiles adjacent to curb ramps shall come up to, but terminate, at the grooved curb ramp border. Flush ramps without grooves, tile shall terminate at truncated domes. D. All sign posts, parking meter posts, and new utility vaults shall be located behind the tile row and shall be installed per City Engineering Standards. E. All new and existing wells, boxes, lids and covers shall be stained or coated to match surrounding sidewalk. Stains and coatings shall be submitted to the Engineer for approval prior to application. Lids and covers may be cast iron or dark galvanized slip-resistant diamond-plate. Lids and covers in traffic areas shall be traffic rated. F. Pavement removal and repair shall be per Engineering Standard 4110. G. See Standard Specifications 73-1,73-4 and 90. L. BASE: Thickness may be reduced to 4" with on-site approval of a geotechnical engineer or is rocky, non-expansive material is present. REVISIONS BY APP DATE Revised G, deleted 2-3, renumbered SR MH 1-14 MISSION STYLE SIDEWALK 11 ‘add 95% compaction KH MH 1-20 I . Reorganize Notes; Drafting edits JDL MH 11-12 tv 4220STANDARD CURRENT AS OF: AUGUST 2020© ©©©©©©© 4' MIN. 6’ MAX.A *—© i *—©0-10% SLOPE 0-75% SLOPE NOTE: PICKETS, RAILS, AND BRACKETS SHALL BE Q-36 STEELA8" ELEVATION MIN. Vi' CHAMFER ON ALL EDGES AND TOP END 4", TYP.sr HANDRAILING: 2" x4" REDWOOD, CONSTRUCTION HEART S4S, KILN DRIED. DADO OUT FOR ~ TOP RAIL. TOP RAIL: Vi' x 2" STEEL BRACKET: SEE (§) -------- I 11 1 0K 5o a aPICKET: 5/8"x5/8" STEEL BAR STOCK<x a 2cloPOST: 6" x 6" REDWOOD, CONSTRUCTION HEART S4S, KILN DRIED. DRILL FOR PIPE.<CL O aDC 3BOTTOM RAIL: Vi' x 2" BRACKET: SEE (§) --------^ GALV. STEEL PIPE, 1V2" DIA. #3 REBAR, WELDED TO PIPE <=> C5 CO 2 T 3 A yX T CUT OFF POST TO MATCH SLOPE A'- CO CUT OFF POST TO MATCH SLOPE~nr Ivl i;v _ - + 4 v - CONNECTION DETAILS h-CLASS 3 PC CONCRETE CO 2" x 4" HANDRAILING CS HARDWARE NOTES:•O.UPPER EDGES SHALL BE ROUNDED FT] MACHINE SCREW: 3/a"X 4" ROUNDED HEAD WITH SLOT B BOLT: Vi' X 1%" a BOLT: Vi' X 7Va" a LAG SCREW: %" X 3'Va" (PRE-DRILL) 7~\—TOP RAIL4' 12"J CONTINUOUS 1| 24" O.C., STAGGERED SECTION A-A HANDRAILINGNOTES: Redwood posts and handrailing shall be free of splits and splinters, sanded smooth, and stained with two (2) coats of ARBORCOAT solid deck & siding stain 640 or approved equal. Railing may be stepped on slopes of 10% or less but must be parallel to steeper slopes. All welds shall be free of slag and wire brushed. All edges and corners of pickets, rails, and brackets shall be ground smooth, and assembly shall be sand blasted and primed with a shop-applied primer (such as rustoleum damp-proof primer) and then shall be given two (2) coats of shop-appled semi-gloss black enamel. Each through connection shall have a bolt/machine screw, nut, and lock washer. All fasteners shall have a black finish and meet ASTM A307 standards. Brackets shall be fabricated as shown and have an oblong hole on one arm for field adjustment. Bracket arm length and angles may vary depending on slope. Brackets shall be arranged to minimize use of long bolts, and top rail brackets shall only point down. Lag screws shall be used if bracket arm length exceeds 5%". At ends and corners use large washer and nut, countersink, plug, and finish to match. Height and spacing shall conform to current CBC requirements. 4 I' 1M % SEE NOTE ©Vs. ©2" BRACKET REVISIONS BY APP DATE Revised Lumber Grade MH BL 2-14 MISSION STYLE RAILING HANDRAIL & GUARDRAIL 11 ‘ iTiHNote A, Railing KH MH 11-17 I . Kiln-dried Handrail; Welding JDL DA 10-15 4240STANDARD CURRENT AS OF: AUGUST 2020 1 ©■1 Longitudinal bars,4 4#4 @ 22" O.C.ECRECRw WTT Vd>Transverse bars, #4 @ 48" O.C.<D 2Spandrel bars,s #4 @ 22" O.C.,l ZDIIfeach wayV:a:o BCO A o CO 1 l II I 1 +Jr+ta+_i 2)1I 11 3 cB3" typ. A-— 0.7 Rad. 0.7 Rad. —- 0.3% min. grade at flow line PLAN INSTALLATION NOTES: (T) Standard expansion joint, see Note (5). (2) If curb return radius is 20' or larger, spandrels shall have extra expansion joints at locations to be determined by the City Engineer. Rebar shall be cut and dowels installed per Note @. (3) All expansion joints shall have Vi' x 18" smooth dowels @ 22" O.C., wrapped or greased. (?) See Engineering Standard 4440 for note regarding required curb ramps. (5) All flowlines shall have an 8" wide steel-trowel finish. 48" Min. 36"18" — 5 5% Max.2% Vi4. T. -L u.^tmrtTVc&u. SECTION A-A (UPHILL SIDE) — 1" 18" —36" 36'18" — 5 2%2% l 8'•''4 6" Class 2 aggregate base.L4—- ©<r^u\ GENERAL NOTES:SECTION B-B A. All PCC shall be Class 2, including curb. r 48" Min. 36'18" — B. See Engineering Standard 4110 for notes regarding required pavement removal and repair. 5 5% Max.2% TT' .' 4'8'*4 )m■i C. Curb ramps shall be install with cross gutter for monolithic pour, no joints will be allowed. ©< SECTION C-C (DOWNHILL SIDE) REVISIONS BY APP DATE Revised section A&C ramp SR BL 1-14 CROSS GUTTERI ■! ‘Modified for ADA requirements MG MH 1-13 I . Drafting edits JDL MH 10-12 4310STANDARD CURRENT AS OF: AUGUST 2020 GENERAL NOTES: Curb ramps shall be constructed per Engineering Standard 4440 in conjunction with current California Department of Transportation Standard Plans RSP A88A and RSP A88B with the following exceptions (a copy of the standard current at the time of this printing is included in the appendices): Dimension "T" for the thickness of the concrete shall be 4" in the curb ramp area and 6" in the curb and gutter area in accordance with Engineering Standards 4030 and 4110. Concrete shall be Class 3. Curb ramps shall include 4" of Class 3 aggregate base under the sidewalk area of the curb ramp and 6" of Class 3 aggregate base under the curb and gutter area of the curb ramp. Curb ramp shall be reinforced (#3 @ 18" O.C. or #4 @ 24" O.C.) both ways the full width and depth of the curb ramp. For corner curb ramps reinforcement shall be installed throughout the curb ramp beginning at the BCR and end at the ECR. For mid-block curb ramps reinforcement shall be installed throughout ramp and flare. 'A" X 18" smooth bar dowels shall be provided at expansion joints at 24" O.C. Curb ramp gutter dimensions to match adjacent gutters. See Engineering Standard 4110 for notes regarding pavement removal and repair. Counter slope surfaces immediately adjacent to and within 24” of curb ramp must be concrete and comply with Caltrans Standard Plan A88A, Note 8. 1. 2. 3. 4. 5. 6. 7. TRUNCATED DOMES: Truncated domes / Tactile Detectable Warning System shall conform to the following: Flexible mat with wear-resistant coating.System Type: Polymer-modified concrete with fiberglass reinforcement.Material: Coating: Field-applied system consisting of pigmented acrylic sealer and clear acrylic sealer. Bonded to concrete substrate on 100% of area by flexible acrylic resins.Installation: Fitting:Mats can be abutted with visually seamless result. Field Cutting:Can be trimmed to size and shape with razor-knife. Water Absorption: ASTM D570 Water Absorptions of Plastics: 6.5% Water Vapor Transmission:ASTM E69 Test Methods for Water Vapor Transmission of Materials: PERM = 0.958 Non-Slip Surface: Bonded application of #30 or #20 silver silica sand of entire field and domes. Slip Resistance: In addition to dome, system incorporates medium (#20 mesh) or fine (#30 mesh) graded silver silica sand into top coating. Compressive Strength: ASTM C109 compressive Strength of Hydraulic Cement Mortars: 5690 PSI Tensile Strength: ASTM C190-85 Tensile Strength of Hydraulic Cement Mortars: 855 PSI ADA Compliance: Conformance with Department of General Services, Division of State Architect. Flexural Strength:1835 PSI Warranty: 5 years Yellow conforming to Federal Standard 595B, color No. 33538.Color: Truncated domes / Tactile Detectable Warning Systems shall be SafetyStep TD Traditional or approved equal and installed in accordance with manufacturer's recommendations. The finished surface of the detectable warning mat shall be free from blemishes. Dome pattern shall be aligned with the path of travel. When installing Detectable Warning Material on an existing curb ramp all cracks with elevation differences shall be ground smooth. Cracks with width or depth greater than %" shall be patched with a non-shrink grout to a surface even with existing sidewalk prior to installation. Any elevation differences shall be ground smooth prior to installing domes. Detectable warning material at all curb ramp locations shall be installed to a depth of 3' and to a width equal to that of the ramp width. 1. 2. 3. 4. 5. ADDITIONAL NOTES FOR MISSION STYLE AREA: 1. Additional notes for Mission Style Sidewalk Areas shall apply to those areas designated as Mission Style Sidewalk Areas per City Council Resolution (Mission Style Sidewalk District Map included in the appendices). 2. Ramp and adjoining sidewalks shall be constructed in accordance with Engineering Standard 4220 for color, finish and tile placement. REVISIONS BY APP DATE Add note 7 KH MH 06-20 CURB RAMP CORNERS & MID-BLOCK 11 > 'iiwRevise notes 4, 6 KH MH 11-17 I . Truncated Domes JDL BL 06-12 tv 4440STANDARD CURRENT AS OF: AUGUST 2020 Area to be removed and replaced K2" x 18" smooth bars @ 24" O.C. in sidewalk, one each in curb and gutter, one end to be sleeved or greased. i =3o o TT 4. ■ 4' d ' 4'*4" ■■ .4"-4 4 T $ -4L SIDEWALK SECTION 6"E I Sidewalk Area to be removed and replaced NOTE: Remove complete sections of curb, gutter and sidewalk in compliance with section 73-1.03 of the standard specifications. Curb FaceGutter Street See Engineering Standard 4110 for notes regarding required pavement removal and repair. PLAN OF CURB, GUTTER & SIDEWALK REVISIONS BY APP DATE E Revised General Note MH BL 2-14 CUTTING CONCRETEVlRemoval Cut DetailRevised Note SR BL 1-14 >I . g Drafting edits JDL MH 11-12 4910STANDARD CURRENT AS OF: AUGUST 2020 BUS TURNOUT DIMENSIONS FOR BUSES 8'6" WIDE AND THIRTY-SIX (36') TO FORTY (40') LONG FEEDER LINE, ONE BUS - 60' TRUNK LINE, TWO BUSES - 100'36'7^ "7 ~30' CONTINUOUS STEEL (TYP.) EXPANSION JOINTSRoadway Z Bus PadSidewalk2 7 IT SIGN POST and BUS STOP SIGN FEEDER LINE, ONE BUS and TRUNK LINE, TWO BUSES 100'"7 ~30' Roadway 5' min. —i1- oBus Pad r I ><Alj| IfSidewalk8' min. SIGN POST and BUS STOP SIGN4o o CM CLEAR BOARDING/ALIGHTING AREA, 2% MAXIMUM SLOPE EITHER DIRECTION. TRUNK LINE, TWO BUSES (Intersecting Road or Driveway as entrance) 10' BUS PAD FLOWLINE AND EDGE SHALL MATCH ADJACENT GUTTER FLOWLINES AND LIPS. 2% max. fvV;v—Street1%to 2%T T 4- • - r-4 • SECTION MONOLITHIC POUR NOTES: 1. Reinforce 10' wide bus pad and sidewalk within turnout. 8" Class 2 concrete with #4 @ 24" o.c. both ways reinforcing over 6" Class 2 Aggregate Base. 2. Curb height 8" maximum 3. See Engineering Standards 4030 and 4110 for Curb, Gutter and Sidewalk. 4. See Engineering Standard 4910 for sawcutting existing PCC. 5. See Engineering Standard 7210 for Sign Post. 6. Score at 10 intervals. REVERSE TAPER - GEOMETRICS REVISIONS BY APP DATE Drafting edits JDL MH 12-12 CONCRETE BUS TURNOUT I ■! ‘Add boarding/alighting area JDL DA 10-15 I . Revise rebar specs JDL WAP 11-98 tv 4920STANDARD CURRENT AS OF: AUGUST 2020 OcnCMCOmCM4AtOcncoCDQ-MID—4CMfO OCO—4oo oCM4o oI TANGENTCMCOGO00-Mo o<cncn4TANGENT00 00hoo"4+CMoCOl~ID-4COoCMII73cncoCMCOTl~CDCDOI”CO CO 410' 2 3 h— 48" —H o 1 1 30 MIN~I © ICD XT'6 /1________L TT—h 6 5FRONT ELEVATION INSTALLATION NOTES: ©"AT-STOP" schedule holder. Model RCH-14, color RAL 5010 or approved equal. Install per manufacturer's recommendations. 12" x 18" Side-bracket mounted Route Sign with Route Block silk-screened route sticker. These are available from the City at pre-purchased cost. See Engineering Standard 7210 for Metal Sign Post. 13' Dome-roof shelter, Tolar Model #13NALD-PM-SLO-SOL or approved equal. 9' Dome-roof shelter may be substituted for 13' shelter as approved by the Transit Manager, Tolar Model #9NALD-PM-SLO-SOL. NEC 690 Compliant Solar Lighting. 13' shelter shall include a 8' perforated metal bench, no back, and a minimum of one anti-vagrant bar. 9' Shelter, if approved, shall include a 4' perforated metal bench, no back, and one anti-vagrant bar. Color: RAL 5022. Shelter and bench to be bolted to concrete slab per manufacturer's recommendations. Available form Tolar Shelters (800) 339-6165 or approved equal. City may waive the requirement for the bus shelter if it is determined that the average number of boardings will be less than 8 riders per day. Shelter to be installed on a 4" thick reinforced Class 3 concrete slab over 4" Class 3 base. Width of slab shall extend beyond the edges of the shelter a minimum of 12". Reinforce with #4 rebar @ 24" O.C. each way. Shelter to be centered on slab, exclusive of trash container area, unless adjustment required to meet Note 6 or other site circumstance. Maintain a minimum sidewalk clearance of 4' from the face of curb to the front edge of the shelter and bench. Where trash container is required, provide and mount trash can container per Engineering Standard 9060. © © REVISIONS BY APP DATE E Drafting edits JDL MH 11-12 BUS STOPl»t uAdd Trash Can note; Revise #5 JDL MH 5-13 I . g edit 4 remove back KH MH 11-17 4930STANDARD CURRENT AS OF: AUGUST 2020 Median Cobble ® Grout exposure shall be no more than Vi'3" to 4" Mortar Setting Bed (5) 3 iCenter of Median 2" Crown ‘ :4 -r \ 4" minimum non-expansive base Compacted Subgrade (7) Width per plan SECTION © INSTALLATION NOTES: ©Cobble median work shall conform to to the provisions in Section 73, of the Standard Specifications. Contractor shall install cobble median in non-pedestrian locations of curb islands as indicated on plans. Concrete Curbs shall be installed per Engineering Standard 4020. ©Median Cobble shall be 2" to 6" Sound River Worn Granite cobbles, or approved equal, and shall not be of uniform diameter. Mortar shall comply with SECTION 51-1.02F "Mortar" of the Standard Specifications. Cobble base material shall be Class II aggregate base compacted to a relative compaction of 95%. ©Subgrade material shall be compacted to 90% relative compaction. REVISIONS BY APP DATE E New Standard JDL MH 5-13 RAISED COBBLESTONE MEDIAN nr nRevised Note 1 SR BL 1-14 >I . g 4940STANDARD CURRENT AS OF: AUGUST 2020 WALL DRAINAGE: -4V? Place a 12" layer of course gravel against the back of the wall and provide a %" weep hole (or omit the mortar from the vertical joint in block walls) just above the ground level at 32" o.c. No weep holes are to drain across a public sidewalk. O ,OoV: °oorO{ Qd£<o o o •'■'4 :_ C'f- • 4 .4 OR Place a 3" diameter perforated pipe along the back of the wall with a 12" layer of gravel around it, set to drain at intermittent collection points. When a wall is constructed at back of a sidewalk, drainage must be directed underground to a new or existing conveyance system. Drainage can not outlet through curb face. ■°c£b — — ■-I,. REVISIONS BY APP DATE E Redrawn to CAD RMH WAP 1-95 RETAINING WALL DRAINAGE in uNew border JDL WAP 9-97 >I . g Rem. GeneraI Notes; Drafting edits JDL MH 4-13 5020STANDARD CURRENT AS OF: AUGUST 2020 Steel: Vertical and Transverse - #3 @ 32" o.c. Longitudinal - #3 as shown Minimum Soil Bearing: 2000 psi (firm, dry soil of any type) Minimum Concrete Strength: Class 3 Footing should be set in firm, undisturbed soil. 2Grooved Beam Blocks —1 max. •yr Concrete Cap 2 dia. Galv. Iron Drain Pipe thru to curb face at 10' o.c. Via.f 8x8x16 Cone. Blocks 4 i — 2 Yz O' : 80SidewalkyO Ip0 o+I;0 r,0_ rocD°TO- Backfill °o 8L& ^s>ooo.O' 4-.-/\ <f l ■••co co*9Ii4.CO.4 ..----J.4-• 4 “ 4 h— 8 6 — 2b—8—H 4 — 2 18 14 10 24" WALL 16" WALL 8" WALL All dimensions in inches unless noted otherwise. GENERAL NOTES: Height of wall is vertical difference between finished grades. All cells must be filled with grout. First block may be embedded in footing. Place a layer of coarse gravel against the back of the wall and at least 1 ft3 of gravel around each drain. These walls are designed to be used at the back of sidewalks but may be used elsewhere if the bottom of footing is at least 12" below finish grade. These walls may be made of Reinforced Concrete with a wall thickness of 6". Omit mortar from the vertical joints in first course above the ground at 32" on center for weep holes, except walls adjacent to back of public sidewalk where drain pipes must be installed as shown above. (See Engineering Standard 5020). For walls higher than 24", construction shall conform to the Department of Transportation Standard Plans for retaining walls for either concrete or masonry construction. A. B. C. D. E. F. G. H. REVISIONS BY APP DATE E Revise title block; Concrete strength SR BL 1-14 SHORT RETAINING WALLS in nNew border JDL WAP 9-97 >I . g Drafting edits JDL MH 12-12 5030STANDARD CURRENT AS OF: AUGUST 2020 O'Back of sidewalk LU10' from ff. on low side of lot (Avoid driveway) §Fire hydrant, utility pole or street light on F£. (6) LU I C/)| STREETCurb line 18" "7 ~NOTES (cont'd): (?) Hydrants shall be installed per Engineering Standards 6310 and 6315. (?) 3' minimum horizontal clearance between unlike utility services. (?) Gas lines shall share trench with wire utilities per plans or standards approved by all Utilities occupying trench, unless specifically allowed by the City. min. I 7‘ 10 REVISIONS BY APP DATE E Add spare conduit KH MH 12-18 UTILITIES LOCATIONnRevise Note 4; Drafting edits JDL MH 11-12 I . g Notes revised KH MH 1-17 6010STANDARD CURRENT AS OF:AUGUST 2020 Power pole, street light, phone pole or fire hyd. Cable TV (2 min.) Secondary power Local Telephone Street Lights Primary power © Spare 2-inch conduit to City y ’t&LfpP°v: 4 I I II II II II 3'3’3’3'KD 5’min.min.min.000L J min.imin.3 ©GAS O +WATER SEWERRECYCLED WATER+STORM DRAIN 3’ min. NORTH or WEST______________ side of street Minimum vertical separation at all utility crossings shall be 6". All objects placed behind the curb face shall maintain a minimum horizontal clearance of 18" or as required by the applicable Engineering Standard. Maintain 5’ minimum horizontal separation between utilities. SOUTH or EAST side of street<■ ■>NOTES: ©(4) Communication utilities shall be placed 3' minimum below crossing utilities or 7' below top of curb, whichever is deeper. (?) See Engineering Standards 6110 and 6140 for Seperation Criteria. IPAny utility to be placed within 20' of an existing 12" or larger tree shall receive special review and conditions. 20' max. 20' max. *See Subdivision map for widths2■vZtzStreet tree easement -n Public Utilities easement r*tr.Public Utilities vaults TREE ZONE *uR/W R/WO coGASWATERWATERREC WTR NEW TRENCH PAVING "©© (w'clth var'es)DOWELS, 18" LONG, 6" EMBEDMENTSAWCUT (ENG. STD. 4910)© AC AC/PCC(E) AC PAVEMENT (E) AC OVER PCC PAVEMENTCase 1 Case 2 J*4r ■7T\ r SAWCUTMAX.— /K 5' TYP.TRENCH PAVINGDEPTH VARIES,i©r 95%TRACER TAPESUBSEQUENT BACKFILL ©©(E) PAVEMENT7W O LUP °- o w < Q CL h- ^ «0 O QC (J HI FILTER FABRIC©T—’ TRACER'- wire. ©;+■DOWELSoskt30" TYP.7TC<SPRING LINE OF CD 6"i-o CLPIPFLU LUCO DEPTH VARIES,INITIAL©© BACKFILL DETAIL B ®PIPE 90% 41 BEDDING @@ 2kk2k4-T \ ....6" MIN., 12" MAX. OR MANUFACTURER'S RECOMMENDATION (TYP> EACH SIDE) FLOAT ROCK PER GENERAL NOTE D. DETAIL A SUBGRADE INSTALLATION NOTES: Trench backfill sand in compliance with 26-1.02G Trench backfill Class 2 aggregate base, trench backfill sand, or slurry in compliance with 26-1.02B, 26-1.02G, or 77-1.02B. Bedding shall be 4" thick except as otherwise noted in the Standard Specifications. All waterlines and sewer force mains shall be installed with tracer tape and a magnetic tracer wire as shown above. Gravity Pipes shall be installed with underground tracer tape only. Tracer wire shall be 14-gauge insulated solid copper with white or other approved light color insulator. Tracer wire shall be secured to the center of the top of the pipe with tape at 6 foot intervals. Adjacent to each manhole and lift station, a G-5 utility well shall be installed per Engineering Standard 6040 for access to tracer wire. Tracer wire shall be continuous and shall be tested for continuity. Wire to services, fire lines, etc. shall be joined to wire on main. Tracer wire joints shall be soldered and wrapped with electrical tape. When flexible pipe (PVC, HDPE, etc.) is used, pipe shall be backfilled to the spring line, compacted and backfill tested prior to completing initial backfill. The streets of San Luis Obispo are generally paved with either AC, PCC, or a combination of the two. Unless clearly indicated on the plans, it is the contractor's responsibility to determine the nature of the paving material. (Case 1 - AC only, Case 2 - AC over PCC) Replacement pavement shall be "in kind." Concrete streets which contain a reinforcement fabric or grid shall be "tee cut" with the width of the AC cut extending one foot beyond each side of the trench. A new layer of pavement reinforcing grid shall be installed above the new PCC and beneath the new AC. © © © © All concrete street sections require Y2 smooth steel dowels per Detail B above. New PCC shall not be brought above existing PCC, shall be Class 2, and shall be 8" thick. When only AC is used, new AC shall be 6" thick on local streets, and 10" thick on collector or arterial streets. Filter fabric shall be required when initial backfill is float rock. Filter fabric shall be placed between initial and subsequent backfill and wrapped up trench sides 6". Filter fabric shall conform to the requirements in Section 88 and shall be permeable and non-woven. Filter fabric shall be Mirafi 140 NC or equal. GENERAL NOTES: A. Backfill testing is required and results are subject to approval by the City Engineer. Float rock depth shall vary based upon groundwater elevation. B. No longitudinal joints or seams are allowed in bike lanes. If a longitudinal joint may result due to the contractor's work, or this requirement, the contractor shall remove a minimum of 2" of asphalt from the pavement across the entire bike lane using a method approved by the City and resurface the bike lane to the satisfaction of the City. C. During backfill operations, the the trench shall be backfilled and compacted and tested to the spring line of any utilities crossing the trench before proceeding with further backfill. D. Float rock may be substituted for initial backfill when ground water is present as approved by the Engineer. Float rock depth shall vary based upon groundwater depth. E. Concrete plug maybe required by the Engineer where groundwater is anticipated. Location and frequency shall be determined by the Engineer. REVISIONS 7 8 BY APP DATE E Revise Note 1, add float rock note KH MH 3-18 TRENCH DETAIL #1 PAVED OR UNPAVED STREETS tit nRevise Note 1 & 8 SR BL 1-14 >I . g Revise Note 3 JDL DA 10-15 6020STANDARD CURRENT AS OF: AUGUST 2020 BEDDING ©@ 4-T \ FLOAT ROCK PER GENERAL NOTE B 6" MIN., 12" MAX. OR MANUFACTURER'S RECOMMENDATION (TYP. EACH SIDE) SUBGRADE PIPE O.D.------)f- DETAIL NOTES: Trench backfill sand in compliance with 26-1.02G Bedding shall be 4" thick except as otherwise noted in the Standard Specifications. All waterlines and sewer force mains shall be installed with tracer tape and a magnetic tracer wire as shown above. Gravity Pipes shall be installed with underground tracer tape only. Tracer wire shall be 14-gauge insulated solid copper with white or other approved light color insulator. Tracer wire shall be secured to the center of the top of the pipe with tape at 6 foot intervals. Adjacent to each manhole and lift station, a G-5 utility well shall be installed per Engineering Standard 6040 for access to tracer wire. Tracer wire shall be continuous and shall be tested for continuity. Wire to services, fire lines, etc. shall be joined to wire on main. Tracer wire joints shall be soldered and wrapped with electrical tape. When flexible pipe (PVC, HDPE, etc.) is used, pipe shall be backfilled to the spring line, compacted and backfill tested prior to completing initial backfill. Filter fabric shall be required when initial backfill is float rock. Filter fabric shall be placed between initial and subsequent backfill and wrapped up trench sides 6". Filter fabric shall conform to the requirements in Section 88 and shall be permeable and non-woven. Filter fabric shall be Mirafi 140 NC or equal. T" 12- MAX. i DEPTH VARIES,SUBSEQUENT BACKFILL 85% TRACER TAPE FILTER FABRIC L4- TRACER WIRE ©12- SPRING LINE OF PIPE ■VINITIAL BACKFILL©DEPTH VARIES, 90%2k.PIPE 4 1 GENERAL NOTES: A. During backfill operations, the the trench shall be backfilled and compacted and tested to the spring line of any utilities crossing the trench before proceeding with further backfill. B. Float rock may be substituted for initial backfill when ground water is present as approved by the Engineer. Float rock depth shall vary based upon groundwater elevation. C. Concrete plug maybe required by the Engineer where groundwater is anticipated. Location and frequency shall be determined by the Engineer. THIS STANDARD APPLIES ONLY TO AREAS THAT ARE NON-TRAFFIC, NOTIN STREETS OR PARKING LOTS. REVISIONS BY APP DATE E Detail 2 KH MH 1-18 TRENCH DETAIL #2 UNPAVED NON-TRAFFIC AREAS l»t uRevise Note 1 MH SR 1-14 >I . g Revise Note 3 JDL DA 10-15 6030STANDARD CURRENT AS OF: AUGUST 2020 WIDTH VARIES — — (E) GROUND 0@©© ©*NATIVE MATERIALSELECT BACKFILLCOMPACTIONPER STD SPECS NEW TRENCH PAVING (width varies) CONDUIT O.D. + 2" EA. SIDE1 ■V 12" MAX. ______-V . TRACER TAPE ©s TRACER WIRE (WHEN SPECIFIED) ■V o TOP OF CONDUIT■V PIPE BOTTOM OF CONDUIT 2" MIN. BEDDING — SUBGRADE MIN. 2" CLEARANCE FROM CONDUIT (TYP. EACH SIDE) PIPE 7'7 ~O.D. INSTALLATION NOTES: (?) See Engineering Standards 6020 and 6030, and Section 26-1 & 77-1, of the Standard Specifications for requirements regarding trench backfill and restoration of surface improvements. (g) Depth of Conduit shall conform to the following: • Min. 18" for Traffic Signal wire • Min. 24" for Electrical service and Fiber-optic wire • Min. 30" for all other wire types GENERAL NOTE: A. See Standard Specification 86-2.05 for information regarding conduit materials, use and installation. REVISIONS BY APP DATE TRENCH DETAIL #3 CONDUIT TRENCH FOR TRAFFIC SIGNALS, STREET LIGHTS, AND CITY COMMUNICATIONS 6035 E 'Tracer wire when specified"JDL DA 10-15 tit uDetail 3 KH MH 1-18 >I . g Revise drawing & Note 1; delete 3 SR BL 1-14 STANDARD CURRENT AS OF: AUGUST 2020SELECT BACKFILLINITIAL BACKFILL SUBSEQUENT BACKFILL 0 SOUTH BAY FOUNDRIES SBF-1900 .. or PHOENIX P-1090 with beveled edge sealed blind pickhole 0 CHRISTY G-4 or BROOKS 4-TT0 CHRISTY G-5 or G-12 when specified 10" 10" 10"PCC COLLAR PCC COLLAR STORM SEWERWATER' WATER N RECYCLED FINISH GRADE (PAVEMENT SURFACE), TYP. — PLAN u r; : I': Sr-10-' I 10" ■VwKT'■ A .a-.-- 12" .,?*A l -V18" max.,<A -— 2 "±y2"J9' 9' 322 24' SECTION 2 WELLS MANHOLESWATER VALVE, SEWER CLEANOUT, MONUMENT, MONITORING, RECYCLED WATER STORM DRAIN, SANITARY SEWER INSTALLATION NOTES: ©All utility covers to be raised shall be replaced as needed to conform to covers specified above. Covers shall be imprinted with the appropriate utility name. Collars constructed in P.C.C. streets shall be circular in shape and shall be separated from the adjacent P.C.C. street by either a cold joint or a tin form. MANHOLES: Rings shall be 3" or 6". Top of cone to top of frame shall not exceed 18". Grade rings and manhole frame shall be sealed at every joint with butyl rubber (CONSEAL CS-102 or equal). When proper grade cannot be achieved with standard grade rings, the manhole frame shall be suspended in position over the last grade ring, the inside of the frame and shaft shall be formed with tube or monoform system, and the concrete collar shall be poured to provide the joint between the manhole frame and the grade ring stack. Inside of rings shall be grouted with non-shrink grout to obtain a smooth surface free from gaps, holes and sharp edges. 2" clearance applies to the low side of the frame. Clearance may be greater on the high side as dictated by the street grades and as directed by the City Engineer. Use 6" concrete reducing rings in cases where existing manhole opening must be reduced to accommodate the new frame and cover. GENERAL NOTES: Completely remove existing concrete collar prior to pouring new concrete collar. The diameter of the new collar shall be equal to the existing collar or the minimum diameter specified in the above detail, whichever is larger. Concrete shall be Class 2 concrete, troweled to street grade, and allowed to cure for 24 hours prior to any traffic use. Class 1 concrete with 2% non-corrosive polar set may be required to allow expedited traffic use following 4 hour cure time. Depth and radius dimensions shown apply to similar covers that are not shown. When a roadway is overlaid with asphalt concrete, the contractor may use extension rings to adjust utility covers to the new surface elevation. When extension rings are used to adjust grade, a preformed thermoplastic ring shall be applied around the perimeter of the concrete. Extension ring shall be compatible with the existing cover. Thermoplastic ring width shall be a minimum of 6 inches. Utility frame and cover shall be installed so that cover does not rock or rattle and is flush with adjacent surface. A. B. C. D. E. REVISIONS BY APP DATE E UTILITY COVER GRADE ADJUSTMENT & P.C.C. COLLAR Update Note 2 WH BL 8-11 tit nAdd Note 7 DVB BL 11-08 >I . g Reorganize Notes; Add Note E JDL BL 6-12 6040STANDARD CURRENT AS OF: AUGUST 2020 SAWCUT FRAME COLLAR // SANITARY vH SEWER STRUCTURES, WELLS & COLLARS TOP OF PAVEMENT REPAVE PER TRENCH DETAIL #1 (ENGINEERING STANDARD #6020) 16" 4r FILL WITH SLURRY STRUCTURES GENERAL NOTES: A. All storm drains, waterlines and sewerlines that are taken out of service shall be abandoned by disconnecting the pipeline from the active system, plugging all openings, and removing all related surface features, such as: Blow-offs, Air Release Valves, Valve Wells, Vaults, Boxes, Frames, Covers and Collars, Manholes, and Cleanout Wells. All openings shall be capped with approved fittings, such as: Expandable plugs for sewerlines, Caps, Blind Flanges, Dresser Couplings with Plug, and Valves. B. All water services from abandoned mains shall be pinched off, capped or plugged with approved fittings, or closed with the corp stops. If the water services are being abandoned and the main is to remain live, services shall be shut off at the corp stop and capped or plugged with a threaded brass fitting. C. Water valves that are determined by the Utilities Department to be redundant or otherwise unnecessary shall be removed. D. Valve well and cleanout risers shall be removed, backfilled with sand, and compacted to 95%. The tops of all manholes and other structures to be abandoned shall be removed by sawcutting using square cuts in accordance with Engineering Standard 4910. The structure shall be removed to a depth of 16" below street grade and filled with slurry backfill to the top of the remaining structure see section 77-1.02B of the Standard Specifications. Pavement replacement shall be per Trench Detail #1 (Engineering Standard 6020). E. All sewer laterals from the abandoned sewer main shall be capped or plugged with approved fittings. If the sewer laterals are being abandoned and the main is to remain live, the laterals shall be excavated at the main by the contractor and the actual abandonment will be performed by the City. A 48-hour notice shall be given to the City to schedule these abandonments. REVISIONS BY APP DATE E Drafting edits JDL MH 2-13 UTILITY PIPELINE ABANDONMENT tit nRevise Note D SR BL 1-14 >I . g Revised Note "C" MH BL 10-09 6050STANDARD CURRENT AS OF: AUGUST 2020 Revise notes: B.c2, B.e Add F note August 2020 Revised all Notes WATER – SEWER – STORM SEPARATION CRITERIA TEXT Add SD, remove Zone A&B MH BL 1-14 KH MH 1-20 6110 Revise notes: B.c2, B.e Add F note SR BL 3-06 Page 1 CRITERIA FOR THE SEPARATION OF WATER MAINS AND SANITARY SEWERS NEW FACILITIES SEPARATION STANDARDS New water mains and sewer lines must comply with most recent version of the California Code of Regulations Section 64572 Title 22 Chapter 16. 1. Parallel Construction: The horizontal distance between pressure water mains and sewer must be at least 10 feet. 2. Crossing Construction: Pressure water main must be at least 12 inches above sanitary sewer lines where these lines cross. Angle of crossing shall be between 45 and 90 degrees. 3. Separation distance is measured from the nearest edge of the facilities. 4. Water mains and sewer lines must not be installed in the same trench. EXCEPTIONS TO BASIC SEPARATION STANDARDS When local conditions or existing facilities create a situation where there is no alternative but to install water mains or sewer lines at a distance less than that required by the new facilities separation standards. In such cases, alternative construction criteria proposed by the water system must be approved by the State Water Resources Control Board, Division of Drinking Water. Alternatives may be proposed pursuant to CCR, Title 22, Section 64557.100. ALTERNATIVE CRITERIA FOR CONSTRUCTION The construction criteria for sewer lines or water mains where the Basic Separation Standards cannot be attained are shown in Figures 1 and 2, Engineering Standard 6140. There are two situations encountered: Case 1 -- New sewer line – new or existing water main. Case 2 -- New water main -- existing sewer line. For Case 1, the alternate construction criteria apply to the sewer line. For Case 2, the alternate construction criteria may apply to either or both the water main and sewer line. The construction criteria apply to the house laterals that cross above a pressure water main. House laterals crossing below water main must have 4 inches of separation between water main and lateral. CONSIDERATION OF RECYCLED WATER Recycled water mains must be treated as sewer mains when considering their separation from potable water. Recycled water mains must be treated as potable water mains when considering their separation from sewers. CONSIDERATION OF STORM DRAINAGE New water mains and supply lines shall be installed at least 4 feet from and one foot vertically above storm drainage pipes. The vertical separation specified is only required when the horizonal distance between a water main and storm drain pipe is less than 10 feet. REVISIONS BY APP DATE 3K 'S3Kip' ' ‘ PH*»l STANDARD CURRENT AS OF: Revise notes: B.c2, B.e Add F note August 2020 Revised all Notes WATER – SEWER – STORM SEPARATION CRITERIA TEXT Add SD, remove Zone A&B MH BL 1-14 KH MH 1-20 6110 Revise notes: B.c2, B.e Add F note SR BL 3-06 Page 2 CASE 1 NEW SEWER AND STORM MAIN BEING INSTALLED (See Figure 1, Engineering Standard 6140) ZONE SPECIAL CONSTRUCTION REQUIRED FOR SEWER X Requires a waiver from the Division of Drinking Water pursuant to CCR, Title 22, Section 64551.100 Note: Applies to mains only. Supply lines and house laterals are not subject to waiver requirements. P Prohibited. CASE 2 NEW WATER MAIN BEING INSTALLED (See Figure 2, Engineering Standard 6140) ZONE SPECIAL CONSTRUCTION REQUIRED FOR WATER X Requires a waiver from the Division of Drinking Water pursuant to CCR, Title 22, Section 64551.100 Note: Applies to mains only. Supply lines and house laterals are not subject to waiver requirements. D The water main shall have no joints within 8 feet from either side of the sewer and storm and shall be constructed of: 1. Ductile iron pipe 2. Class 200 PVC Pipe P Prohibited. REVISIONS BY APP DATE 3K 'S3Kip' ' ‘ PH*»l STANDARD CURRENT AS OF: CRITERIA FOR THE SEPARATION OF WATER MAINS AND SANITARY SEWERS Refer to Engineering Standard 6110 for Separation Criteria Text >12'ZONEXZONEX ZONE P ZONEX 12"ZONE P 4 8'Wr ZONE P12"6'4' CASE 1 NEW SEWER MAIN CROSSING PARALLEL* ‘MINIMUM 1' VERTICAL SEPARATION BELOW WATER MAIN WITHIN 10’ Figure 1 ZONE P is a prohibited zone ZONE X requires a state waiver ZONE D>12' ■V ZONE P12"6’4'J S S 8' T ZONE P12" ZONEX ZONE P / ZONEX ZONEX>12' CASE 2 NEW WATER MAIN CROSSING PARALLEL* ‘MINIMUM V VERTICAL SEPARATION ABOVE SEWER MAIN WITHIN 10’ Figure 2 NOTES AND DEFINITIONS DIMENSIONS (separation distances) are from the outside of water main to outside of sewer line or manhole. FUSED JOINT: The joining of sections of pipe using thermal or chemical bonding processes. HEALTH AGENCY: The State Department of Health Services. For those water systems supplying less than 200 service connections, the local health officer shall act for the Department of Health Services. HOUSE LATERAL: A sewer pipe connecting the building drain and the main sewer line. WATER SUPPLIER: Any person who owns or operates a public water system. REVISIONS BY APP DATE Drafting edits JDL MH 2-13 WATER - SEWER SEPARATION CRITERIA DETAILS i i ‘Edit Zone X KH MH 1-20 I . Revised Separation KH MH 5-18 6140ASTANDARD CURRENT AS OF: AUGUST 2020 CRITERIA FOR THE SEPARATION OF WATER MAINS AND STORM DRAINAGE Refer to Engineering Standard 6110 for Separation Criteria Text >12"ZONEX ZONE P12” ZONEX ZONEX '4 8'W yr ZONE P12” 1- 6' 4'12" ZONE P CASE 1 NEW STORM DRAIN CROSSING PARALLEL* ‘MINIMUM 1' VERTICAL SEPARATION BELOW WATER MAIN WITHIN 10’ Figure 1 ZONE P is a prohibited zone ZONE X requires a state waiver >12"ZONE D -VZONE P ZONE P12" 412'4'6’ SD 8'r 12"ZONE P / ZONE X // ZONEX >12"ZONEX CROSSINGCASE 2 NEW WATER MAINPARALLEL* •MINIMUM 1' VERTICAL SEPARATION ABOVE STORM DRAIN WITHIN 10' Figure 2 NOTES AND DEFINITIONS DIMENSIONS (separation distances) are from the outside of water main to outside of storm drain or manhole. HEALTH AGENCY: The State Department of Health Services. For those water systems supplying less than 200 service connections, the local health officer shall act for the Department of Health Services. REVISIONS BY APP DATE E New SD layout 1-20KH MH WATER ■ STORM SEPARATION CRITERIA DETAILS tit n i . i 6140BSTANDARD CURRENT AS OF: AUGUST 2020 20" - 28'10" E E~2T 7ir CUSTOMER VALVE (9>^ CNJ CITY VALVE (3Hs(15) CO 12) (13 C5C/5P)—i(5C/5P) 7A 8B (10) 2"5C (14^4. 7B) CUSTOMER VALVE —3) (4 11 If u1) (2 Ez (15;9• 4 05"19"\L (10) £-.4 12X13) CD--'co IWATER MAIN CITY VALVE 8B 14 1"5C/5P)8A Service Tubing: 5C - Copper, type K, soft 5P - Polyethylene, 200 psi, AWWA C901 Centennial, Driscopipe or approved equal. Service tubing for recycled water shall be purple or have a purple stripe or be wrapped in purple polyethylene sleeve conforming to AWWA A21.5 and shall be clearly labeled as non-potable. Coupling 2": Ford C44-77-Q-NL, compression x compression, tube size. 7A - 2" 90° bend, brass 2" MIP x Comp 90, Ford L84-77-Q-NL, tube size 7B - 90° bend, 2" Comp x Comp 90, Ford L44-77-Q-NL, tube size Meter Box Valves: 8A (Customer side): %" service - Ford B13-332-HT34-NL 1" service - Ford B13-444-HT34-NL 1 y2" service - Ford B13-666-HT67S-NL 2" service - Ford B13-777-HT67S-NL 8B (City side): 1" service - Compression meter stop:CTS tubing - Ford KV43-444W-Q-NL; IPS tubing - Ford KV43-444W-NL and C86-44-Q-NL adaptor 2" service - 2" Curb stop, ball valve: Ford BF13-777W-NL, inlet FIP x outlet Meter Flange Meter box and lid: %" and 1" water meter use Brooks 37 T Series for traffic areas, Armorcast #A6000485SA for non-traffic areas, and Christy B12 for Mission Style areas. 1 Yi' and 2" water meter use Armorcast #A6001419SA, Armorcast cover (A6001420TDEB) with drop-in read lid (A6000481T-EB), 20K traffic rating, and Christy B36 for Mission Area. IN MISSION STYLE SIDEWALK AREA as defined by City Council Resolution 4183, concrete boxes shall be per Engineering Standard 1010, Section 3.1.10.D. and shall be located behind the tile row per Eng. Std. 4220. WHEN USED FOR RECYCLED WATER, all lids shall be integrally cast with the words "Recycled Water" or "Reclaimed Water". Install PVC sleeve to 12" behind back of sidewalk. 5/8", 3/4", or 1" water meter use 2" sleeve. 1Y? or 2" water meter use 3" sleeve. #4 rebar all around the meter box Meter adaptor (as needed): 1" City valve to 3/4" Customer valve use Jones J-128H or Ford A24. 2" City valve to 3/4" Customer valve use Ford A67. When meter box is to be installed in landscaped area, a 4" thick concrete apron shall be placed for a minimum of 12" around the box. Install Recycled Water warning tags per Engineering Standard 8810 when used for recycled water. Water services serving corner lots or services serving units behind other units shall be designated to an address and/or unit by attaching a 1 Vi' brass tag with X" minimum letters/numbers to the curb stop with a non-ferrous wire. GENERAL NOTES: If service line is lead, galvanized steel or polybutylene, the entire service shall be replaced from the main. Households shall be notified at least one hour prior to water shut-off to make a connection. A 14 gauge (min.) insulated copper tracer wire shall be soldered and taped to locator wire on main line, looped around corp stop and run up to the meter box. The wire shall be taped to the service line at T intervals and 3' of wire shall be coiled in the meter box. Tracer wire color shall be blue. All mains shall use a service saddle. Cl and Dl mains may be direct tap only with the written permission of the City Utilities Department. New/Replacement 1" water service shall be copper or iron pipe size (IPS). New/Replacement 2" water service shall be copper or copper tubing size (CTS) polyethylene. All new services or service replacements shall be 1" or 2". Any %" or 1 services shall be upgraded to the next size (1" or 2") and an adaptor installed at the meter. If service replacement includes the tap at the main, the new connection shall be made 12" from the old connection. The old corp stop shall be closed and a threaded brass plug or cap installed. Any boxes which do not meet the current standards listed below shall be upgraded to those standards. Contractor shall ensure tubing is "bottomed out" in all Super Grip (SG) fittings while tightening. When recycled water is used on any parcel, a backflow preventer shall be installed on the potable water service line. When replacing an existing service line, the customer valve is not required to be replaced. Open trench water service replacements shall be installed perpendicular to the existing water main, when as measured along the main, the existing water service is offset 5' or more from perpendicular. A. B. C. © D. E. F. G. H. I. J. K. L. INSTALLATION NOTES: (?) Service saddle, double strap, CC threads: Installed per manufacturer's recommendations. AC, Cl and DIP main: Ford F202B Series PVC Main: Ford F202BS Series (2) Corporation Stop, ball type, CCxMlP: 1" - Ford FB400-4-NL 2" - Ford FB400-7-NL @ 45° Bend, brass, FIPxFIP (?) Adaptor with sleeve: 1" for CTS tubing - Ford C84-44-Q-NL and 52 Insert 1" for IPS tubing - Ford C84-44-Q-NL and 5272 Insert 2" - Ford C84-77-Q-NL and 55 Insert APPROVED EQUAL ACCEPTED FOR ALL FITTINGS REVISIONS BY APP DATE Modify parts manufacturer JDL MH 3-13 WATER SERVICES NEW & REPLACEMENTS j j 1 inySRevised Note 9 KH MH 3-20 I . Drafting edits; Renumber Notes JDL MH 11-12 6210STANDARD CURRENT AS OF: AUGUST 2020 GENERAL NOTES: A. If service line is lead, galvanized steel, or polybutylene, the entire service shall be replaced from the main to the meter per Engineering Standard 6210. B. Any meter boxes which do not meet current standards per Engineering Standard 6210 shall be upgraded to those standards. C. Households shall be notified at least one hour prior to water being shut off to make a connection. D. A 14 gauge insulated copper tracer wire shall be tied to the corp stop and taped to the service line at 7' intervals. The wire shall be soldered to the existing tracer wire or existing copper service. INSTALLATION NOTES:Type 1 - New main is closer to curb than existing main. Type 2 - New main is further from curb than existing main. (PE = Polyethylene) (T) through (?)- See Engineering Standard 6210. (5) Add bell reducer and close nipple for existing %" and 1}£" service lines. (16) Compression to compression coupling, J-2609SG (E) ServiceL Type (E) Service Main Any1 PE Gb Copper Non-metal13 1 2 (is; (E) ServiceExtension Type (E)ServiceExtension Main1 Lks Copper/PE Any2 PE P - Water Main Copper/PE Copper Non-metal2 AnyCopper2 PE WATER SERVICE CONNECTION TO NEW MAIN 10' INSTALLATION NOTES: (D and (?) through (T|)- See Engineering Standard 6210. @ Compression to compression coupling, J-2609SG @ Extensions on services shall match existing size and material, service material shall conform to Engineering Standard 6210. ® %" CTS tubing: Ford C44-33-Q-NL 1" CTS tubing: Ford C44-44-Q-NL %" IPS tubing: Ford C66-33-Q-NL 1" IPS tubing: Ford C66-44-Q-NL E E r 7. TP Customer Valve ,— City Valve £ d>J—^CM. /'11 CO (16;(17; 8B)(8A>7A fl0j 5C 14□ -7B 4 49' A(E) Service •. - £Customer Valve 9 2ct> (IQ) —©n.CO ~7fCity Valver©(17J (E) Service 8BAS'fl4j 8A WATER SERVICE METER BOX RELOCATION REVISIONS BY APP DATE Renumber Notes SR BL 3-06 WATER SERVICE CONNECTIONS I 1 >!TWRenumber Notes; Drafting edits JDL MH 12-12 I . Revised part numbers JDL MH 3-13 tv 6220STANDARD CURRENT AS OF: AUGUST 2020 STANDARD CONFIGURATION ALTERNATE CONFIGURATION (must be approved by the Utilities Department) WELL WELL9 WATER METER+BOX BUILDING SERVED BUILDING SERVED J / / rr REMOTE READERr*i ROW Um-I SIDEWALK WATER METER BOX GENERAL NOTES:CONSTRUCTION NOTES: All commercial buildings served by public sewer and private well shall have the well metered for the purpose of assessing sewer charges. The well meter shall consist of a conventional meter set in the public right of way in accordance with City Engineering Standards. With prior written approval of the Utilities Department, a meter set near the well with a remote reader mounted to the building or other permanent structure will be allowed. The property owner shall pay all fees established for these purposes. The property owner shall execute a Private Well Metering Agreement with the City for ongoing operation, maintenance, inspection, calibration, and repair or replacement of the well meter and related City facilities. If a property receives water from both the public system and a private well, the customer will pay a sewer charge based on usage from both meters and a water charge based on usage from the public system meter. The City shall own, operate and maintain the meter, remote reader and associated wiring. All other facilities shall be the responsibility of the property owner. A.1. For properties receiving water from both a private well and the public system, an approved backflow prevention device shall be installed on the service connection to the public system. The proposed location of the water meter and remote reader shall be approved by the City Utilities Department prior to installation. The meter and related facilities shall be installed in accordance with applicable City Standards. The meter box shall be set with the long dimension parallel to the curb to differentiate them from other meters. A conduit and pull rope shall be installed in accordance with the NEC and City Specifications and Standards. The conduit shall enter the water meter box in such a manner as to not interfere with the installation, removal, and inspection of the meter. The conduit shall be stubbed up at the building and secured to the building at no less than two locations. Both ends of the conduit shall be capped with a slip cap, not welded or glued. A space shall be provided to allow the remote reader to be securely mounted at 5' above grade. All work shall be performed by an appropriately licensed contractor with the exception of the meter set, pulling of remote read wires, and installation of a remote read unit which will be completed by City crews with a 48 hour notice. B.2. 3. C. 4. D. E. 5. 6. F. Curb stop or Angle meter stop Remote readerSidewalk or CollarE”7 <T™Tg TLr A Meter boxWater meter Per NECO %" Conduit Schedule 80Meter box 90 sweep£Customer valve Hardwire connection Remote read conduit Per NEC 90 sweep5SEE ENGINEERING STANDARD 6210 FOR DETAILS REVISIONS BY APP DATE E New Standard BL WAP 4-97 WELL METERINGin itNew Border JDL WAP 9-97 >I . g Drafting edits JDL MH 12-12 6240STANDARD CURRENT AS OF: AUGUST 2020 ti- jXA • •A aIBypass not required for irrigation systemsC ® E7 5X11 6 4k. 4k -j 7 The bypass shall be as close to the meter body as feasible. 8847 7 129/3 [o□<i=ao °) \ 2 4" min.(12,2 12" 12'- Imin. min.Straight pipe spool or reducer, as needed (Not required) •A '• . 4 PLAN4L I fi 4 V-(12J (13,4' •-a* —/' ii 4- City side<^<i .'4 ELEVATION (101NOTES: Service Saddle: Ford 202B Isolation Valve: Gate valve, resilient seated with fully encapsulated gate, FL x MJ Corp Stop: 2", Ford FB400-7-NL Ball Valve: 2", Ford B11-777-NL with locking ears Copper Tubing: 2", Type K, soft, supported at 12" intervals % Bend: Sweat x Sweat MIP x Sweat Union FIP x Sweat 6" of %" loose aggregate Unmetered bypass may be omitted when meter serves only irrigation uses. Attach Recycled Water Warning tag and adhesive warning decal per Engineering Standard 8810 when used for recycled water. All pipe joints from the water main to the city isolation valve in the meter vault shall be restrained. Vault base bottom 1 METERS: Meters shall be centered in vault and supported per manufacturer's recommendations. Meter model and manufacturer to be approved by the City. 2 3 4 VAULTS: Vaults shall be Armorcast #A6004872TA48SLO. 6 Vaults in the Mission Style Sidewalk District shall be of a type to accommodate an iron-diamond plate or cast-iron lid. Vaults proposed for use in the District must be approved by the City Engineer prior to installation. Vaults may be required to be placed 90 degrees to the service to fit the sidewalk width. Vaults shall be placed a minimum of 12" behind the curb face, or in Mission Style sidewalk, behind the tile row. Spring-assisted vault cover lids shall bolt down. Multiple lids shall not be bolted down. 7 8 9 101 11 REVISIONS BY APP DATE WATER METER WITH UNMETERED BYPASS 3" to 6" METERS Add Note 13 SR BL 8-11 i i ‘ 'nWRevised part numbers JDL MH 3-13 I . Revised Vault Note; Drafting edits JDL MH 12-12 fv 6250STANDARD CURRENT AS OF: AUGUST 2020 jlf 2" copper shall extend beyond the gutter before transition to polyethylene. Transition may be omitted if service is all copper.It 824" 19CL to CL 2 8 1818 12" 1"1" 5C17 16 15 5C 3' o 5C5CFRONT VIEW / 2" 5C / 5P)5C)*2" (2 3 4 6 1 Ll.Ll. i 7B4END VIEW GENERAL NOTES: A. through H.: See Engineering Standard 6210. Each 2" service line shall serve no more than four (4) 1" meters or six (6) %" meters. Meters larger than 1" shall be served by separate 2" service lateral unless an alternative configuration is approved by the City Engineer. If installing more than four (4) meters on a single manifold, angle meter stops shall be 1" x %" outlet to prevent future up-sizing of meters. J. Extra tracer wire shall be coiled in the meter box closest to the service line. K. When replacing an existing manifold, the customer side, including valves and laterals, shall be reconstructed as needed to transition to existing lateral. Customer valve shall be replaced with a new valve in these cases. L. Open trench water service replacements shall be installed perpendicular to the existing water main, when as measured along the main,the existing water service is offset 5' or more from perpendicular. (?) through (?) and (§) through (14): See Engineering Standard 6210. (t) 1" angle meter stop: FORD KV13-444W-NL (?5) Copper tee, all sweat: 2" x 2", Service line shall be at or near center of manifold. (16) Copper tee, all sweat: 2" x 1" (17) Copper reducing ell, sweat x sweat: 2" x 1" (18) Adaptor, sweat x MIP (19) Each service shall be designated to an address and/or unit by attaching a 1 )£" brass tag with minimum letters/numbers to the curb stop with a non-ferrous wire. Meter boxes shall be in alphabetical or numerical order with respect to address, reading left to right when facing the structure. APPROVED EQUAL ACCEPTED FOR ALL FITTINGS WATER MAIN I. INSTALLATION NOTES: REVISIONS BY APP DATE E Renumber Notes SR BL 3-06 MANIFOLD MULTIPLE WATER SERVICES tit nDrafting edits; Renumber Notes JDL MH 12-12 >I . g Add Note K DVB BL 11-07 6260STANDARD CURRENT AS OF: AUGUST 2020 INSTALLATION NOTES:1 ©Hydrant shall have 6-hole flange, all bronze body and bronze caps: Jones 3760, Clow 2060 or approved equal. Outlets shall be manufacturer's 2}£" National Standard hose thread and 4)2" National Standard thread. 4)2" outlet shall point toward street. Hydrant shall be bagged until it is available for use. Hydrant shall be painted with Sherwin Williams ALLY 237 Industrial Enamel - Safety Yellow Base or an approved equal. Hydrant shall be located behind sidewalk if sufficient right-of-way exists (Fig. A), or behind curb (Figs. B and C). If located behind sidewalk, 12” minimum clearance shall be provided between back of sidewalk and outlet cap nut. Install hydrant reflector(s) per Engineering Standard 7920. Standard setback from curb face is 18" to 21". Sidewalk shall have a minimum of 42" of clearspace. When located in unpaved area, hydrant installation shall include 4' x 4' x 6" minimum PCC pad doweled into curb and sidewalk with #4 @ 18" o.c and one #4 rebar hoop. Hydrant shall be installed to provide 3" min. to 4" max. clearance between underside of flange and sidewalk surface, and shall have %" x 3" drilled break-away bolts installed, with nuts on top of flange and bolts filled with silicone or butyl caulk. Thrust block, Class 3 PCC, shielded from flanges and bolts. Tracer wire shall be brought to the surface with a minumum of 18" above finished grade. See Engineering Standard 6340 and Trench Details. I y ®®E 16 14© - •• •.ii 1 7 / / -, t ] /t ]©J/. a. FIRE HYDRANT NOTES (cont'd): (9) Cut-in tee, MJ x MJ x Flange. If regular line run tee is used, a swivel x solid adapter (pup) shall be used. See = Engineering Standard 6320. Gate valve, Flange x MJ, resilient seated with fully-encapsulated gate, epoxy- coated inside and outside, full-size waterway, open to the left, non-rising stem with O-ring seals, AVK, CLOW F-6100, or approved equal, and shall conform to AWWA Standard C-509. (Pi) See Engineering Standard 6340 for valve, valve well- and collar details. Tapping sleeve, ROMAC SST - stainless steel, or approved equal.,11, ,11, i i Laterals shall be Class 200 PVC or ductile iron, 6" min. diameter. . 4-— '4' . 4 •_ fl fi798 7 13 ,13) T3- T3- [ ]L- [ ]l ]c ]c ]WATER MAIN WATER MAIN■> TO <■ [ ] [ ] [ ] [ ]HYDRANT [ ] [ ] 7 T©10 12 ANCHORING TEE TAPPING TEE REVISIONS BY APP DATE Drafting edits JDL MH 2-13 FIRE HYDRANT ASSEMBLY I ■! > 1M0Revised Notes 2 & 5 DVB BL 10-06 I . Revised Note 8 MH BL 11-09 6310STANDARD CURRENT AS OF: AUGUST 2020GUTTERGUTTERGUTTER<©0cn-n-4SIDEWALKTSIDEWALKmo©SIDEWALKcdCDu uR/WR/WR/W INSTALLATION NOTES:1 ©Hydrant shall have 4" inlet, tapered IPT female with one 2%" NSHT male outlet, cap and chain with pentagon stem nut: Jones H.P. or approved equal. Outlet shall be pointed toward street. Hydrant shall be rated for 200 psi design pressure. Hydrant shall be primed for paint with Sherwin Williams B54-Y38 011 base or an approved equal. Hydrant shall be painted with Sherwin-Williams Verve Violet (SW 6979). Hydrant shall be located behind sidewalk if sufficient right-of-way exists (Fig. A), or behind curb (Figs. B and C). If located behind sidewalk, 12" minimum clearance shall be provided between back of sidewalk and outlet cap nut. Standard setback from curb face is 18" to 21". Sidewalk shall have a minimum of 42" of clearspace. When located in unpaved area, hydrant installation shall include 4' x 4' x 6" minimum PCC pad doweled into curb and sidewalk with #4 @ 18" o.c. Hydrant shall be installed to provide 3" min. to 4" max. clearance between underside of flange and sidewalk surface, and shall have %" x 3)2" drilled break-away bolts installed, with nuts on top of flange and bolts filled with silicone or butyl caulk. Hydrant assembly shall include 6" x 4" reducer and 4" DIP spool FLG x 4" IPT male. Thrust block, Class 3 PCC, shielded from flanges and bolts. Tracer wire shall be brought to the surface with a minumum of 18" above finished grade. See Engineering Standard 6340 and Trench Details. ©O CO ©—2©\ ©4 8 7 / [ [ ] /[ ]©[ ;; FIRE HYDRANT NOTES (cont’d): (9) Cut-in tee, MJ x MJ x Flange. If regular line run tee is used, a swivel x solid adapter (pup) shall be used. See = Engineering Standard 6320. (To) Gate valve, Flange x MJ, resilient seated with fully-encapsulated gate, epoxy- coated inside and outside, full-size waterway, open to the left, non-rising stem with O-ring seals, AVK, CLOW F-6100, or approved equal, and shall conform to AWWA Standard C-509. © See Engineering Standard 6340 for valve, valve well- and collar details. Tapping sleeve, ROMAC SST - stainless steel, or approved equal.,11, ,11, \Laterals shall be ductile iron pipe, 6" dia., Class 52, sleeved with purple polyethylene warning encasement (Christy's Polywrap or equal). y ’ ’ u4- • . A • j 4-^rrr Tn=nr 14-Plastic warning tape, 3" min. width, with black printing on a purple field having the words "CAUTION: RECYCLED WATER - DO NOT DRINK", installed in trench backfill per Engineering Standards 6020 and 6030. -I : 1 1 7 9 8 7 13 :i3: © [ ] t [ ] [cWATER MAIN WATER MAIN > TO < HYDRANTW [] [ ] [ ] [ ]V-A© t ]t ]7©10 12 ANCHORING TEE TAPPING TEE REVISIONS BY APP DATE Drafting edits JDL MH 2-13 RECYCLED WATER HYDRANT ASSEMBLY 11 >Revised Note 8 MH BL 11-09 I . Revised Note 2 (color)JDL MH 9-12 6315STANDARD CURRENT AS OF: AUGUST 2020GUTTERGUTTERGUTTER<©0LO-n-dSIDEWALKTSIDEWALKmo©SIDEWALKcdCDinU UR/WR/WR/W METHOD 1 DUG LUG GLAND T-BOLT and NUT ALL-THREAD A ja jmmiVALVEA Ml 11 MillPUP FITTINGU| /LI LLJ |U pjl JDL JDL rag ppraraiprarararararara ini Knjrn^j-3c 3 EE 3 SOLID RUBBER GASKET 4’ 3 EE i 4E E 33cA. 'A *4METHOD 2 , SWIVEL x SOLID ADAPTOR T-BOLT and NUT SWIVEL GLAND CLASS 3 PCC THRUST BLOCK, SHIELDED FROM BOLTS AND FLANGES VALVES ADJACENT TO FITTINGS SHALL BE RESTRAINED IN ACCORDANCE WITH ONE OF THE FOLLOWING METHODS LISTED BELOW: METHOD 1 May be used only with in-line bolt alignment of valve and fitting. See chart below for number of all-threads. All-threads and nuts shall be stainless steel and shall be coated with Henry's #204 roof cement, or equal, this method may be used only with approval of the City Utilities Department. METHOD 2 May be used with either offset or in-line bolt alignment. METHOD 3 Flange-to-flange bolted connection may be used. METHOD 4 Retainer glands may be used with ductile iron pipe only, subject to City aproval. Retainer glands may NOT be used on fire hydrant laterals. METHOD 5 Swivel gland and integral retaining lip connections may be used. <5 <5 <5 METHOD 1 &0 0 PIPE SIZE (inches)No. of ALL-THREADS (min.) & 4 2,0 ,0 ©6, 8, 10 4<5 <5 <5 12, 14 6 over 14 TO BE DETERMINED IN FIELD OFFSET IN-LINE BOLT HOLE ALIGNMENT REVISIONS BY APP DATE Drafting edits JDL MH 2-13 VALVE to FITTING RESTRAINT i ■! ‘ fnfflMethod 1, thrust block MDW WAP 10-93 I . Revised Note in Method #1 DVB BL 11-06 6320STANDARD CURRENT AS OF: AUGUST 2020 n.jh n. [Where valve end is MJ, a valve to fitting restraint shall be used (see Engineering Standard 6320). Valve required at all branch lines Mill Mill []5 TQT tnr ■p □"□ □ I©□ □ SPACER (wedding band) shall be installed. Inspection required.□ □s sT-BOLT O Cl SOLID SLEEVE - Ductile iron, MJ x MJ, 12" min. length GLAND TEE, CROSS, VALVE, etc. nr 33C I I 3 E4=3 *— SOLID RUBBER GASKET —.m: . 3 E4=3' 7 ...?IE .4 3□c•i •.' •6" MIN.• • A A• 4 ii-THRUST BLOCK - Class 3 PCC, shielded from bolts and flanges CUT-IN TAPPING SLEEVE - Gate valve, resilient seated with fully encapsulated gate, epoxy-coated inside and outside, full-size waterway, open to the left, non-rising stem with O-ring seals, 200 psi working pressure, and meets AWWA C-509. AVK, CLOW 6100 or approved equal. New line and tapping sleeve must be at least one size smaller than the existing main. Tapping sleeve shall be separated from nearest bell, flange, service clamp, corp stop, etc. by a distance no less than 1j£ pipe diameters, with a minimum of 18". n~n rrn [I [Imrunr3cp\o b□ □ VS □-a-a gy a n~n rrn [I1 1/2 dia. 18" min. 1 1/2 dia. 18" min. [ILI U ILU mr Ic am ■:V ■■ TAPPING SLEEVE - ROMAC STT stainless steel or approved equal. Prior to tapping the water main, the tapping sleeve and valve shall be attached to the water main and pressure tested for five minutes at 150 psi. «■THRUST BLOCK - Class 3 PCC, shielded from bolts and flanges. Sized as appropriate for test pressure and and soil type. m: J-./. HOT TAP REVISIONS BY APP DATE E Rev. Tapping Sleeve Romac Note SR BL 1-14 WATERLINE TIE-INill uChange Cast iron to Ductile iron JDL MH 2-14 >I . g Drafting edits JDL MH 2-13 6330STANDARD CURRENT AS OF: AUGUST 2020 CHRISTY G-4, BROOKS 4-TT, or approved equal, imprinted with "RECYCLED WATER" when used for recycled water. Collar shall be constructed per Engineering Standard 6040 —TT- ' • !; A A A A L 1 L iWATERWATER RECYCLED y ' TRAFFIC VALVE WELL & COVER CFIRISTY G-5 or approved equal. Cover shall be imprinted with "WATER" 10' Pavement yj - V 51A4-v : 4’'; 10"••4:.4-4 -4 WATER VALVE ^ N—— 18" of Tracer wire rolled inside utility12" or Smaller Mains: Gate valve, MJxMJ, resilient, seated with fully encapsulated gate, epoxy-coated inside and outside, full-size waterway, open to the left, non-rising stem with 0-ring seals, 200 psi. working pressure, and meet AWWA C-509. AVK, CLOW F-6100 or approved equal. 14" or Larger Mains: MJxMJ, butterfly valve, Dresser 450, Mueller Line Seal III, or approved equal. 2 Tracer wire per Eng. Std. 6020 11 3 2"—c : 1 [ = ] [ - ]—' [ = i [ = i [ = ] [ = ]—> = ]PVC waterline spigots 12" and larger shall be beveled on inside for butterfly valve vane clearance SECTION A-A REVISIONS BY APP DATE Add recycled water cover SR BL 3-06 WATER VALVE & WELLi i ‘Drafting edits JDL MH 2-13 I . Fabric type JDL MH 9-12 6340STANDARD CURRENT AS OF: AUGUST 2020 SEE ENGINEERING STANDARD 6340 FOR WATER WELL INFORMATION, TYP. COMPANION FLANGE WITH 2" TAP AND PLUG (IP THREAD) .ilz. /\/ r-i r-<==t-i r—4" THREADED FLANGE ADAPTERPIPE SIZE x 4" FLG x FLG REDUCER — SPOOL LENGTH WILL VARY H""1 r-Hrj 'i—ill—i ill 1 [ ] }- —(■ [] ■ 4; ■3 •[ ][ ]—-71K>-Tt 'i 4" RESILIENT SEATED VALVEPLAIN END PIPE 12" x 4" SPOOL THRUST BLOCK GENERAL NOTE: Protect all fittings with plastic and pour thrust block at end of street main, shape and location to be determined in field. REVISIONS BY APP DATE E New Border JDL WAP 9-97 BLOW-OFF ASSEMBLYlt« uRevised Reducer Detail MH BL 10-05 >I . g Drafting edits JDL MH 2-13 6350STANDARD CURRENT AS OF: AUGUST 2020 1tc ,13'E Weld cover plate Weld %" dia. nut (min. Grade 5) to bottom of cover plate CM I f 12,18' r~n I rm ,14a*oo$ft1" min.----------- (typ. all around)©16'120° (20) (15 17 2$00O"DDrill %" dia hole CO(n -Q O ZJ 7y8"oo c03 COtyp.E CN 3 I iffal1 : . ■: -3A' A^ .£ COs- r-CO £ A .A.._ Connection plumbing to slope up towards Air Release Valve at minumum grade of 1% Aj A 7777 ‘rT 6 (19) 214rJ4 4Cu 5 fin 5810 10) (R)—5 The assembly shall be set behind the sidewalk where adequate right-of-way exists and in all new developments. Where adequate righ-of-way does not exist, the assembly should be set back behind the curb a minimum of 18" or behind the tile row in the Mission Sidewalk District. Where adequate space is not available between the assembly and the back of sidewalk to provide required ADA pass by clearance, approval of the location must be made by the City Engineer. Coupling: Jones J2605SG or Mueller H-15428 Corporation Stop: Jones J-1944 or Mueller B-2996 Street Elbow: Galvanized Nipple: 10" galvanized Elbow: Galvanized Nipple: 10" galvanized 10 ga. steel, minimum wall thickness of tubing Paint with zinc-oxide primer and 2 coats of Sherwin Williams Emerald Ice (SW 4069). Use Sherwin Williams Verve Violet (SW 6979) for recycled water. Drill minimum of six (6) Vi' diameter holes on circumference evenly spaced. PCC Slab: 30" x 30" x 4" thick on a 4" Class 3 base Attach Recycled Water Warning Tag and adhesive decal per Engineering Standard 8810 when used for recycled water. One (1) #4 rebar hoop WATER MAIN INSTALLATION NOTES : Crispin Universal Air Release Valve: Model UL10.1 (1"), UL20.1 (2"), UL30.1 (3"), UL40.1 (4") or approved equal. Nipple: Brass, short Ball Valve: Jones J-1905 Nipple: Brass, 10". Protect from contact with two layers of 3-mil tape Elbow: Brass, 90° Cadmium plated bent bolts Vi' dia. (typ. 3 places) with nuts Angle: Galvanized steel 1%" x 1V2" x1/4", 2" long (typ. 3 places) Copper Tubing: Type K, soft. Encase in purple recycled water polyethylene warning sleeve when used for recycled water. © © REVISIONS BY APP DATE E AIR/VAC RELEASE VALVE ASSEMBLY 1" & 2 Update Note 1 SR BL 8-11 lt« uDrafting edits JDL MH 2-13 >I . g Revise Note 17 JDL MH 9-12 II 6360STANDARD CURRENT AS OF: AUGUST 2020 Fire Department connection 1 hl 1 1 nt 2 3~ \——i4~n ~ \——^ ^2 2 3 3 514 12” min. 18” max.o P4 45 5 .4.'iG[p 0)p Tin U UL listed single check valve 3 3 7 7 7 6 6 DOUBLE CHECK DETECTOR Use when on-site system includes fire hydrants (4"-10" only) DOUBLE CHECK No on-site hydrants (2"-10") 6 DOUBLE CHECK W/ FDC When requested by Fire Department (4"-10" only) GENERAL NOTES: INSTALLATION NOTES: ©A. All fittings and risers smaller than 3" diameter shall be copper or brass. Fittings and risers larger than 3" shall be ductile iron pipe internally cement lined for fire service and wrapped with two layers of UPC listed plastic tape minimum 1%" or coated with Flenry's #204 plastic roof cement or an approved equal. Materials shall be UL listed for fire service. Materials shall be inspected by Fire Department prior to installation. Fire line shall be tested in accordance with Section 76, "Waterlines" of the City Standard Specifications. No connections may be made until water samples have been tested and approved. Location of double check and FDC shall be approved by Fire Department prior to placement. Wrap bolts with plastic sheathing prior to placement of thrust blocks. Provide clearances around device per manufacturer's recommendations and adequate access for testing. When adequate space does not exist between the public right-of-way and the building face, the USC approved backflow prevention device may be installed inside the building on the fire sprinkler riser (refer to Engineering Standard 6590 for underground portion.) The backflow preventer shall be located no further than 20' from the street side property line. Other USC-approved devices may appear different than those shown. Exterior installations shall have OS&Y valves. Devices installed inside buildings may have indicating butterfly valves. Double Check Detector meters shall be supplied with registers that measure in "units" (100 cu.ft.) Backflow preventer shall be approved by the University of Southern California Foundation for Cross-Connection Control and Hydraulic Research for the proposed application. Backflow preventer shall include OS&Y valves. Backflow preventers that are USC-approved with butterfly valves may be used with prior written approval of the Fire Marshall when installed inside a building. Each valve shall include a tamper device for electronic monitoring. Junction boxes shall have tamper-proof screws. All risers and above ground mainline fittings shall be flange type, epoxy coated inside or cement mortar lined. Class 3 PCC pad, 4" thick, 12" minimum around risers, on 4" Class 3 base. Break-away padlock and chain between OS&Y valves, locked in open position. Valve setter or PCC thrust blocks, Class 3, size as required for type of soil. Tracer wire from street valve or double check assembly to hydrant and/or building sprinkler riser per Engineering Standard 6020. © B. C. D. © E. © F. ©G. H. © ANY MODIFICATION TO FIRE DEPARTMENT REQUIREMENTS MUST HAVE WRITTEN APPROVAL FROM THE FIRE DEPARTMENT I. REVISIONS BY APP DATE E DOUBLE CHECK BACKFLOW PREVENTER 2" to 10 Add Note 8 DVB BL 10-07 l»t uDrafting edits JDL MH 2-13 >I . g Revised Note H and 1 DVB BL 11-06 II 6420STANDARD CURRENT AS OF: AUGUST 2020 LID MARKED "FIRE" A ACHRISTY G-5 TRAFFIC VALVE, WELL AND LID i iFIRE r- SIDEWALK OR CLASS 2 PCC COLLAR AROUND VALVE WELL AS PER ENG. STD. 6040 CURB OR HEADER 10" 4a. IT ¥Ip' 7,4Z| • 4« ^3 .4- A- •.4./■4 A ‘4 / •' a:. a Li 3' 8" MIN. DIA. PVC RISER, ONE CONTINUOUS PIECE (NO JOINTS)INSTALL TRACER WIRE FOR PIPE IN PUBLIC R.O.W. PER ENGINEERING STANDARD 6020 WITH COIL IN GATEWELL. SECURE BY TAPING TO SERVICE PIPE EVERY 6' (MAX.) 1 PVC, PE OR METALLIC PIPEB14l3ii ~7T\J ■V "V2B3 VIEW A-A INSTALLATION NOTES: (?) 2" BALL VALVE, JONES J-1921 SG OR FORD B41-777G, OR APPROVED EQUAL WITH MINIMUM 300 PSI WORKING PRESSURE RATING. (g) POLYETHYLENE TUBING, SDR-9, 200 PSI WESFLEX OR EQUAL. (3) 2 EACH, 2" x 4" x 12" REDWOOD RISER SUPPORTS. THIS STANDARD TO BE USED ONLY WHERE FIRE DEPARTMENT APPROVED "TELEPHONE LEASE LINE ALARM SYSTEM" IS INSTALLED. OTHERWISE, A DETECTOR CHECK ASSEMBLY IS REQUIRED. VIEW B-B REVISIONS BY APP DATE E FIRE SPRINKLER VALVE AND WELL Tracing Wire note MH BL 11-09 lt« uNote 1; Drafting edits JDL MH 2-13 >I . g Compression fitting SR JDW 10-03 2" 6520STANDARD CURRENT AS OF: AUGUST 2020 COLLAR: Class 2 PCC trowelled to street grade and allowed to cure for 48 hours prior to full traffic use. A A 1 A Ft FIRE TRAFFIC VALVE WELL & COVER CHRISTY G-5, or approved equal. Cover shall be imprinted with "FIRE". Valve well and cover per Engineering Standard 6340. Pressure treated Fir, 2"x4", from valve to within 6" of surface, used only when service will be inactive for some time. Remove block when service is activated. 24" min.i— 4"-12"Pavement 1 Hi ‘ ‘‘ ‘ j^-f^ f-I: ©• '4- —Cap©\ L (E) PCC curb and sidewalk8" min. dia. riser, SDR 35 PVC, one continuous piece (no joints)2" Galv. II Tracer wire per Eng. Std. 6340 Thrust BlockAy .a0 0Jl If rJjr;WATER MAIN —u-Thrust Block .FTTs""7T Cap to match fireline, tapped for blow-off (2 4" Valve per Eng. Std. 6340Main size x 4" Tee 2" Galv.4" PVC Class 200, length varies SECTION A-A GENERAL NOTES: INSTALLATION NOTES: ©Alternate location where building abuts sidewalk allowed only with written approval of Utilities Department. Temporary cap shall be removed at the time the service is connected to the fire sprinkler system. USC approved backflow prevention device shall be installed per Engineering Standard 6420. A. All work, including trenching, backfill, compaction, and testing of materials shall be performed per Project Specifications and as shown on this detail.© After completion of testing, valve shall be closed, temporary blow-off capped and the area resurfaced. G-5 box in/behind sidewalk shall be removed at time of fire line connection to building. B. C. THIS DETAIL APPLIES TO NEW FIRE SERVICE ON NEW OR EXISTING WA TER MAIN. REVISIONS BY APP DATE E Temp G-5 box to BOW JDL JDW 1-03 NEW FIRE SERVICEl»t uLarger riser MH BL 12-08 >I . g 4"Drafting edits JDL MH 2-13 6530STANDARD CURRENT AS OF: AUGUST 2020 oDIRECTION OF FLOW oDIRECTION OF FLOW am iWU d >< E E See Note "K" below d x I E CM CO CM 00 i %" - 2" SIZE 4"-10" SIZE GENERAL NOTES: Pipe and fittings shall be brass or copper when diameter is between %" and 3" and Dl for pipe larger than 3". Dl pipe shall be wrapped with two layers of UPC listed plastic tape minimum 40 mil or coated with Henry's #204 plastic roof cement or approved equal. Resilient seated shut off valves and test cocks are required. For %" through 2" lines, the customer valve in the water meter box shall be eliminated. The mechanical backflow prevention assembly shall be installed subject to the approval of the County of San Luis Obispo Cross-Connection Inspector. Any deviation from this standard must receive approval prior to installation. All mechanical backflow prevention assemblies approved by the County Cross-Connection Inspector for installation at the service connection have been evaluated and approved by the Foundation for Cross-Connection Control and Hydraulic Research, University of Southern California. These assemblies are only approved for the horizontal orientation, unless specifically evaluated and approved by the local Health Department for other orientations. Check with the local Health Department. Choice of type of backflow prevention assembly, i.e. reduced pressure principle or double check valve assembly, will be based on the degree of hazard as evaluated by the County Cross-Connection Inspector. 1. Non-Residential Parcels - All domestic or irrigation services for non-residential parcels shall use a reduced pressure principle (RP) backflow preventer assembly. 2. Multi-Family - Multi-family housing units having greater that 4 units, attached or detached, shall have an RP backflow prevention assembly. 3. Non-Potable Irrigation - Non-potable irrigation systems using a pressure pump, including grey water system, shall install new RP backflow prevention assemblies to all water or irrigation water meters within the parcel. 4. Single Family - Single family units within R1 Zones shall have backflow prevention device in accordance with the plumbing and building code. Backflow preventer shall be located within 10' of water meter and no connections or tees are allowed between the meter and the assembly. No wye strainers are allowed before the No. 2 shut off valve. See Engineering Standard 6210 for meter and service details up to 2". Riser pipes shall include unions for sizes %" through 2". %" - 2" RPB shall be lead free FEBCO 825YA or approved equal. 4” -10" RPB shall be lead free Wilkins model 375 or approved equal. Class 3 PCC pad, 4" thick, 12" minimum surrounding backflow preventer, on 4" class 3 base. Backflow preventer shall have 24" of separation from other devices perpendicular to the flow direction. A. B. C. D. E. F. G. H. I. J. K. L. REVISIONS BY APP DATE E R.P. BACKFLOW PREVENTER 3/4" to 10 Rev Note "E" KH MH 11-17 l»t uAdded Note K MH BL 11-09 >I . g Drafting edits JDL BL 6-12 II 6550STANDARD CURRENT AS OF: AUGUST 2020 18" min. 36" max.—— 24" min. aA Exterior wall PVC or equal spacer to provide 2" clearance between riser and concrete slabIFoundationFoundation Q6" I A:Zj. A.2'A Tv ■wX _q d .9cn ijr (j)ro 4= _Dl spool (height as required)■21 0 />>0 t:° ™ .2 45° min.Tracer wire from street valve to sprinkler riser per Engineering Standard 6020 Stainless steel bolts or coat all exposed bolts and threads with Henry's #204 plastic roof cement or approved equal 0!CD td > £2 yv /CD 12" min. sand cover julCOJ:i dn E A' E PCC thrust block,size as required for type of soil Ui '41F4" sand bed Dl spool length as required within the bearing area of foundation UL listed Flanged Coupling Adaptor fitting (PVC to Dl) or an approved equal UL listed fire main (min. 4") Class 305 (DR14) PVC or approved equal GENERAL NOTES: A.Fire line shall be tested in accordance with Section 76, "WATERLINES" of the City Standard Specifications. NO CONNECTION MAY BE MADE UNTIL WATER SAMPLES HAVE BEEN TESTED AND APPROVED. B.Location of fire sprinkler riser shall be approved by the Fire Department. C. Materials shall be UL listed for fire service. D.Wrap bolts with 6 mil plastic sheathing prior to placement of thrust block(s). All fittings and risers shall be ductile iron, internally cement lined for fire service, and wrapped with two layers of UPC listed plastic tape (minimum 40 mil) or coated with Henry's #204 plastic roof cement or an approved equal. E. REVISIONS BY APP DATE Use of tracer wire JDL WAP 1-00 FIRE MAIN BUILDING CONNECTION I ■! > UIHDrafting edits JDL MH 2-13 I . Note revisions per Fire Department JDL WAP 9-97 6590STANDARD CURRENT AS OF: AUGUST 2020 COVER: Manhole frame and cover shall have a 24" clear opening and a sealed blind pick hole and no side pick hole. (Phoenix Iron works P-1090 or approved equal). Frame and cover shall be a 10.5% machined matched fit. The cover shall be lettered "SANITARY SEWER". The inside of the frame shall be grouted with non-shrink grout. ADJUSTMENT TO GRADE: Adjust to grade per Engineering Standard 6040. COLLAR: Collar shall be constructed per Engineering Standard 6040. CONE: Cone shall be concentric and conform to the requirements for risers. Eccentric cone may be used only in special cases with the prior written approval of the Utilities Department. MANHOLE RISERS: Manhole risers shall be precast concrete conforming to ASTM C-478 and shall have a 6" minimum wall thickness with minimal reinforcements. Manholes shall be 4' in diameter unless the size and/or number of inlet(s) and outlet(s) warrants the use of a 5' diameter manhole. JOINTS: Joints shall be set with butyl rubber sealant (RUB-R-NEK). Inside of joints shall be grouted with non-shrink grout. Manhole shall be sealed with an external rubber sleeve (9" Infi-Shield Gator Wrap or approved equal). The application shall form a continuous seal that applies inward pressure on the protected joint for the life of the application. BASE: Manhole base shall be precast reinforced Class 3 concrete with extended base and conform to the requirements for manhole risers. All pipe connections' size, angle, depth and quantity shall be field verified and measured prior to ordering precast base. All pipe connections shall be cored to fit flexible connectors (KOR-N-SEAL or equal) either by manufacturer or contractor using approved equipment. Gaps and holes between manhole base and pipe connections shall be filled with non-shrink grout. The precast base shall be bedded on a minimum of 6" of well graded crushed rock over native material that is either undisturbed or compacted to 95%. (See Standard Specification Section 26-1.02F for crush rock requirements. INVERT: Invert shall be completed in a single pour using Class 3 concrete with steel trowel finish. Any change in direction shall be a fixed radius curve extending from the inlet wall to the outlet wall. Inside surface of invert and area between pipe connection and channel shall be free from gaps, holes and sharp edges. All inlets shall be designed and installed such that the top of pipe elevations match as much as possible. TESTING: See Standard Specifications Section 77-3.03G for Vacuum Test Requirements. 6”4' or 5'--min. 7^ CL cCO >, E c f4/—6'<° E 4.V SECTION A-A REVISIONS BY APP DATE E Manhole Cover and Joint Sealant JDL DA 10-15 SEWER MANHOLEin nRevise Testing, delete tables SR MH 1-14 >I . g Revised BASE Note JDL BL 6-12 6610STANDARD CURRENT AS OF:AUGUST 2020 Select Backfill95% Comp.Depth varies 90% Compaction<-24'\n7IftOopi-<<l4^CNJ32”Varies-k-lift°\I SS IsIft-ft JV— COVER: Manhole frame and cover shall have a 24" clear opening and a sealed blind pickhole (Phoenix Iron works P-1090 or approved equal). Frame and cover shall be a 10.5% machined matched fit. The cover shall be lettered "SANITARY SEWER". The inside of the frame shall be grouted with non-shrink grout. . vo Q- ™ 8 ,9 ro 7TT CM CO ADJUSTMENT TO GRADE: Adjust to grade per Engineering Standard 6040. c 4'7- 7-o COLLAR: Collar shall be constructed per Engineering Standard 6040. ^ o O (13 03 Q_ CD E o f9Q) lj TXX CONE: Cone shall be concentric and conform to the requirements for risers. Eccentric cone may be used only in special cases with the prior written approval of the Utilities Department. CD c/) o 6'Provide smooth transition 037^03 > 1 min. c £rA CO MANHOLE RISERS: Manhole risers shall be precast concrete conforming to ASTM C-478 and shall have a 6" minimum wall thickness with minimal reinforcements. Manholes shall be 4' in diameter unless the size and/or number of inlet(s) and outlet(s) warrants the use of a 5' diameter manhole. / / P & l \ \ \ \ N <<_oriX °ol-'tOrMZc_o rv.2- Sack Concrete SlurryTYPE ’A’ DROP INLET JOINTS: Joints shall be set with butyl rubber sealant (RUB-R-NEK). Inside of joints shall be grouted with non-shrink grout.Pipe lengths can vary depending on amount of dropMatch tops of pipes Q BASE: Manhole base shall be precast reinforced Class 3 concrete with extended base and conform to the requirements for manhole risers. All pipe connections' size, angle, depth and quantity shall be field verified and measured prior to ordering precast base. All pipe connections shall be cored to fit flexible connectors (KOR-N-SEAL or equal) either by manufacturer or contractor using approved equipment. Gaps and holes between manhole base and pipe connections shall be filled with non-shrink grout. The precast base shall be bedded on a minimum of 6" of well graded crushed rock over native material that is either undisturbed or compacted to 95%. See Section 26-1.02 for crush rock requirements. tr c r,Q.£>. CD ' c £ A CDri- .....L A-On TYPE ’B' DROP INLET INVERT: Invert shall be completed in a single pour using Class 3 concrete with steel trowel finish. Any change in direction shall be a fixed radius curve extending from the inlet wall to the outlet wall. Inside surface of invert and area between pipe connection and channel shall be free from gaps, holes and sharp edges. All inlets shall be designed and installed such that the top of pipe elevations match as much as possible. 6"4' or 5'min. c £ Tv EH ■■I TESTING: See Section 77-3.03G for Vacuum Test Requirements. 7;6c “ E SECTION A-A TYPE "B" SHALL BE USED ONL Y WHEN APPROVED BY UTILITIES DEPARTMENT REVISIONS BY APP DATE E Notes revision KH MH 1-17 SEWER DROP MANHOLE (FOR VERTICAL DROPS GREATER THAN 30") tit nApprv by Utilities KH MH 11-17 >I . g Revise Base, Testing; Delete tables SR BL 1-14 6620STANDARD CURRENT AS OF: AUGUST 2020 DIMENSIONS DIAMETER LENGTH (in) (in) 10%8 12%10 15%12 18%15 18%18 TOP VIEW DIAMETER - 1/2'DIAMETER INTERLOCKED SEAMS INTERLOCKED SEAMS / 20 GA. GALV. SHEET METAL LENGTH CRIMPING LENGTH END VIEW SIDE VIEW . 4 SAND TRAP GENERAL NOTES: 1A.Sand traps shall be used in all manholes where manhole tops are adjusted due to street grade changes or paving operations and where sewerline is being constructed. Sand traps shall be in place throughout construction and shall be removed only after sand and all non-seweage debris have been removed from affected sewerline(s), subject to inspection of Utilities Department. Use of any other type of san trap shall have prior approval of the Utilities Department. INLET OUTLETc> B. '4 ''2T A. MANHOLE INSTALLATIONc. Sand trap to be inserted into outlet pipe of designated manhole(s), or the nearest manhole downstream from construction. REVISIONS BY APP DATE E New Border JDL WAP 9-97 SEWER MANHOLE SAND TRAP l»t uRedrawn to CAD JDL WAP 12-93 >I . g Drafting edits JDL MH 2-13 6650STANDARD CURRENT AS OF: AUGUST 2020 COLLAR: Collar shall be constructed per Engineering Standard 6040 A A k kSEWER TRAFFIC VALVE WELL and COVER: CFIRISTY G-5 for pipes 6" diameter. CHRISTY G-12 for pipes larger than 6" diameter. Cover shall be imprinted with "SEWER". Pavement 10" i T ■7T'■>' v '■ 5~lS it•■-..A ’A\ 4" min. /I10"A- A ’.A a'; '■A- 7 11" min., typ. ft SECTION A-A OPTION 2 (2)-% Bends, 12" apartOPTION 1 % Long-Radius Bend CLEANOUTS ARE NOT ALLOWED ON NEW MAIN CONSTRUCTION. REVISIONS BY APP DATE E Plug removed JDL DA 10-15 SEWER CLEANOUT & WELL l»t uRevise bottom Note SR BL 1-14 >I . g Drafting edits JDL MH 2-13 6710STANDARD CURRENT AS OF: AUGUST 2020 1 1 SIDEWALKID 7<DGUTTER CN — V-3 0CO ~7T\ 2SEWER MAIN PLAN VIEW <D1l — 4 7■ \-— 5°-45°2 0 >100' to bldg. SEWER MAIN 1 SECTIONWATER , MAIN , GENERAL NOTES: A.City Utilities Department will install all new wyes on existing sewer mainlines. Sewer lateral repair must comply with section 77-3.03F(3) of the Standard Specifications. Install backwater trap or backwater valve in compliance with municipal code section 13.08.200. B. C. INSTALLATION NOTES: ©Factory-fabricated wye in sewer main, with 1/8 bend. Bend shall point downstream and enter main at a vertical angle of not less than 5° or more than 45°. Sewer lateral pipe and fittings must comply with sections 77-3.02A(5) and 77-3.02B(5) of the Standard Specifications. Top of curb shall be marked with an "S" directly over lateral. The "S" shall be stamped in new concrete or chiseled into existing concrete and shall not be less than 3" long, 2" wide and %6" deep. When non-metallic pipe is used, magnetic tracer tape must be placed in trench over lateral from sewer main to cleanout at a depth of 12". Depth of lateral must not be less than 3' or greater than 5' deep from top of pipe to finished surface unless alternate stronger pipe material is used. Refer to Engineering Standards 6110 and 6140 for separation requirements with waterlines. A cleanout shall be installed if called for on the plans or for new laterals where the distance between the right-of-way and the building is greater than 100' or where no cleanout exists at the building. The cleanout shall consist of one-way cleanout wye, riser, and cleanout fitting with plug. Tee shall be plugged at night during construction and left plugged when backfilled if not tied to user. © © © THIS STANDARD APPLIES TO NEW AND MODIFIED LATERALS. THE ABOVE REQUIREMENTS MAYBE MODIFIED OR WAIVED ONLY WITH THE APPROVAL OF THE CITY UTILITIES DEPARTMENT. REVISIONS BY APP DATE E Revise all notes MH BL 1-14 SEWER LATERALin nRev Note 2, Plan View SR MH 3-12 >I . g Tracer tape depth JDL MH 9-12 6810STANDARD CURRENT AS OF: AUGUST 2020 RIGHT-OF-WAY CURB FACE 1 2 CUL-DE-SAC INSTALLATION NOTES: (?) Radius to curb face: Residential Areas = 40'; Commercial Areas = 45' (2) Radius to right-of-way shall conform to the ROW requirements in Engineering Standard 1010. (3) Cul-de-sac lengths shall be as restricted by Engineering Standard 1010. *DEVIATIONS FROM THESE STANDARDS MUST BE APPROVED BY THE CITY. REVISIONS BY APP DATE E New Standard JDL JDW 1-05 NEW CUL-DE-SAC REQUIREMENTS* l»t uModify Curb Radius DVB BL 10-06 >I . g Drafting edits JDL MH 2-13 7020STANDARD CURRENT AS OF: AUGUST 2020 6' 6' h— 6" WIDE CURB h"— 18" WIDE SHOULDER © ©2%— 2 INSTALLATION NOTES: ©Bicycle path shall be constructed with 4" AC over 12" Class 2 base. AC aggregate to be V2" maximum, medium gradation installed in two 2" lifts. Pavement reinforcing grid (Glasgrid 8502, STARgrid G-PS 200-100, or approved equal) to be installed full with of pathway between lifts. Pathway to contain a uniform cross slope of 2%. Thickness of shoulder to match bottom of Class 2 base under pathway. Pathway to contain a 4" dashed yellow centerline stripe and two 4" solid white stripes centered 6" from each edge of the pathway. 12' paved width is typical. 13' wide triaxial geogrid (Tensar TX 140, or approved equal) shall be installed at the bottom of the Class 2 base and the concrete flush curb. © 6" wide x 16" deep reinforced concrete flush curb. See Engineering Standard 4020 for items not shown or noted. GENERAL NOTES: Refer to Engineering Standard 1010, Section 3.1.12 for Bike Facility Design StandardsA. REVISIONS BY APP DATE Option 1 Modify Section & Add Paving GridDVB BL 1-14 CLASS I BIKEWAY (PATH) I ■! ‘ UTSSAdd Note 5 DVB MH 11-08 I . Drafting edits JDL MH 2-13 Page 1 7040STANDARD CURRENT AS OF: AUGUST 2020 EDGE OF SHOULDEREDGE OF ACPATH CENTERLINECM© Joints Notes: • Expansion joints to be placed at driveways, BCRs, and at 90' intervals. • All joints to be placed per City of SLO std. 4110. • Striping not shown for clarity. A- £ 15' O.C. weakened plane joints (typ.) • a-< •A . Ac • .4. .03 4■* •Q.4 4 ’4*<•<•'’ .4 •'4 4 "o ^ O . * 4V s-a-Sa- 4 A 5' O.C. score joints (typ.) .. 4 •4^ O - 4 • • 4 <L score joint (typ.) *■' 4 =)4 '•4* ••' a • 4 • 4- t 2' min base shou der (typ.) —I A-PLAN VIEW 2' min base shldr (see note 1) 2' min base shldr (see note 1) 12' PCC path (see note 2) U.N.O. per plan adjacent grade #4 @ 24" O.C. both waysCl) 1.5% _ T 4-»10"?x___K 6" MIN CLASS 2 BASE 12’SECTION A-A NOTES: Shoulder to be class 2 base. Thickness to match bottom of base under thickened edge. Shoulder to be sloped at 2.0% max in same direction as adjacent grade. Path to be class 3 concrete. 12' paved width is typical. See the City of San Luis Obispo bicycle transportation plan for additional design standards. Finish: slope <6% medium broom finish >6% heavy broom finish Pathway to contain a 4" dashed yellow centerline stripe (3' solid, 9' gap). Use traffic-rated paint as approved by the city engineer. All markings shall be retroreflectorized and consistent with ca muted guidance. Where white pavement legends are posted (stop, yield, etc.) a 2" black outline shall be provided to improve visibility of markings within concrete. For items not shown or noted, refer to chapter 1000 of the Caltrans Highway Design Manual, the California MUTCD, the City of San Luis Obispo 2013 bicycle transportation plan, and the City of San Luis Obispo engineering standard 4110. 1. 2. 3. 4. 5. 6. 7. REVISIONS BY APP DATE Option 2 New page KH MH 6-20 CLASS I BIKEWAYI »« u I .(PATH) Page 2 7040STANDARD CURRENT AS OF: AUGUST 2020 i— 4" min. 3" min. A.C. Pavement Base Aggregate, Class 2Thickness of cover x 5 6" Base, Class 2J/Sub-Base, Class 32.5'■ -Tj ; l: —■It, r- Basement Soil 95% Compaction Limit GENERAL NOTES: A.Total thickness of cover depends on R-value of basement soil as well as the Traffic Index assigned to the street. All street sections shall be designed according to the Cal Trans method which is outlined in Chapter 600 of the Cal Trans Highway Design Manual. Pavement design shall be based on the traffic indexes shown below, which are based on a 20-year design life for reconstruction or resurfaced streets, and a 50-year design life for new streets. For paving in new subdivisions that is placed prior to construction of buildings, the pavement will be subjected to traffic and wear associated with the on-site construction. In order to accommodate this additional usage, the A.C. thickness shall be increased from that which is derived from Cal Trans method by either: a. y2" if total section is placed prior to building construction (unphased). b. 1" if pavement construction is phased. B. C. THE FOLL O WING IS AN EXAMPLE USING AN R- VAL UE OF 5: STREET SECTION THICKNESS IN INCHES STREET CLASSIFICATION T.I.*EXISTING BUILDINGS UNPHASED CONST. PHASED CONSTRUCTION AC BASE SUBBASE AC BASE SUBBASE FINISH AC BASE SUBBASE NEW LOCAL 3X2”iy2"6.5 T 9"4' 7"9” 3”7"9” RECONSTRUCTED LOCAL 3/2'2X2"5.5 3"5'8"5"8”5"8” LOCAL W/ BUS ROUTES 4y2-iy2-3Vi7.0 4" 7'10"7"10'7"10" NEW COLLECTOR/ ARTERIAL 6}£"iy2-5/2"9.5 6"11" 12" 11 12' 11 12" RECONSTRUCTED COLLECTOR/ARTERIAL 5y2"4y2"iy2-8.5 5"10" 11" 10' 11 10' 11" The pavement section for street widening shall be based on the T.l. of a reconstructed street, and the thickness of the new A.C. shall at a minimum match the thickness of the existing A.C. New streets and road widening where asphalt surface is increased 10 feet or more shall be fog sealed no more than 60 days prior to request for final acceptance by the City. New streets shall be fog sealed the entire length and width of asphalt surface. Road widening shall be fog sealed to the centerline of the widened roadway for the entire widened length, at a minimum. Variation of these design standards may be approved by the City Engineer to meet individual circumstances. A street shall be designed as a new street when existing utilities have been constructed within the past 5 years. *Adopted by Resolution No. 9006 REVISIONS BY APP DATE E Prime coat/fog seal revision JDL MH 12-12 FLEXIBLE PAVEMENT ELEMENTS in nRevise 95% compaction depth DVB BL 10-06 >I . g Class 2 base KH MH 01-18 7110STANDARD CURRENT AS OF: AUGUST 2020 11II R=1", TYPICAL BOTH SIDES 5"3" 0.024 TON PER FOOT 6" TYPE "B" ASPHALT CONCRETE SECTION 6" 'T" />/>//>/ SIDE VIEW OF END REVISIONS BY APP DATE E New Border JDL WAP 9-97 ASPHALT BERMnDrafting edits JDL MH 2-13 >I . g 6m Type "3" to Type "B"JDL WAP 7-98 7120STANDARD CURRENT AS OF: AUGUST 2020 METAL SIGN POSTi CO 1*I <1)Class 3 PCC 2 CM CO 1 ;2i' 3CMHD2COi 1 1 - 12" —Sand backfill - 12" - PARKING METER POST INSTALLATION NOTES: 2" O.D. galvanized steel pipe Drain hole, diameter, on one side only #4 rebar, 2" long, welded to pipe 10" from bottom 15" standard setback, 22" if sign is more than 15" wide or if post is in Mission Tile sidewalk 2" galvanized metal post, FHWA (Breakaway) approved such as 14g, Qwik-Punch or equal. Posts shall be industrial powder-coated only under the following conditions: - Downtown, no street name sign located at post: Forest Green RAL 6009 or equal - Downtown, street name sign located at post: Brown RAL 8024 or equal - Railroad District: Red-Brown RAL 8016 or equal Heavy duty galvanized steel sleeve such as Pacific Products or approved equal • Steel: ASTM A500 Grade B; Galvanizing: ASTM 123 • 2%" x 2V2" x 24" one-piece anchor with pointed end, 3/ie" minimum wall thickness • %6" holes, all 4 sides at 1" below top. No holes are allowed in the underground portion of sleeve • Attach sign post to sleeve with a %" drive rivet with a 1" washer, or approved equal Brackets: 2" square, 12" length, post top mounted sign bracket, bolted to post and sign with vandal proof bolts. Safeway Sign style 812 or approved equal Side mounting bracket: Standoff bracket Safeway Sign style 1010 or approved equal When sign or parking meter is to be located in sidewalk, see Engineering Standard 7410 for "clear zone" restrictions. 5 5 CO CO<D Class 3 PCC1I 5 6 CM CM 6 Sand backfill 12’ 12' ] H 7 SIDE-MOUNT BRACKETPOST-TOP BRACKETS REVISIONS BY APP DATE E Galvanized Sleeve Specs. SR JDW 10-03 METAL SIGN & PARKING METER POSTS l»t uSleeve depth; Drafting edits JDL MH 9-12 >I . g Revise Note 6 DVB BL 11-08 7210STANDARD CURRENT AS OF: AUGUST 2020© ©©©0T - Urban 5' - rural10' min. street name signs ■d> 6 zz 3 Drive sleeve or dig out and concrete backfill METAL SIGN POST ON EXISTING SIDEWALK INSTALLATION NOTES: (7) 15" standard setback, 22" if sign is more than 15" wide or if post is in Mission Style sidewalk. (5) 2" galvanized metal post, FHWA (Breakaway) approved such as 14g, Qwik-Punch or equal. Posts shall be industrial powder-coated only under the following conditions: - Downtown, no street name sign located at post: Forest Green RAL 6009 or equal. - Downtown, street name sign located at post: Brown RAL 8024 or equal. - Railroad District: Red-Brown RAL 8016 or equal. (5) Fleavy duty galvanized steel sleeve such as Pacific Products or approved equal. • Steel: ASTM A500 Grade B; Galvanizing: ASTM 123 • 2j£" x 2j£" x 24" one-piece anchor with pointed end, Xe" minimum wall thickness • 7Ae" holes, all 4 sides at 1" below top. No holes are allowed in the underground portion of sleeve. • Attach sign post to sleeve with a %" drive rivet with a 1" washer, or approved equal. @ Brackets: 2" square, 12" length, post top mounted sign bracket, bolted to post and sign with vandal proof bolts. Safeway Sign style 812 or approved equal. Side mounting bracket: Standoff bracket Safeway Sign style 1010 or approved equal.© Cored or chipped hole. Minimize size to install sleeve. Finish - Smooth, paste worked into joint to blend. Mission - Colored and lightly salted. Standard may be used where City Engineer authorizes retrofit, in lieu of full panel removal & restoration per Eng. Std. 7210. When sign or parking meter is to be located in sidewalk, see Engineering Standard 7410 for "clear zone" restrictions. REVISIONS BY APP DATE E METAL SIGN & PARKING METER POSTS (IN EXISTING SIDEWALK) New Standard SR BL 5-14 l»t u I . g 7215STANDARD CURRENT AS OF: AUGUST 2020 POST-TOP BRACKETS SIDE-MOUNT BRACKET 4 PICM3"NiiAi „nCM7' - Urban 5' - rural10' min. street name signs V D ^RC (min.) C (min.)r rB u E T ■B St"F niQU6R^HF\1000 ►EriTACENTER OVER NUMBER AND ARROWC (min.) —1 W SIGNALIZED WITH MAST ARM MOUNTSDIMENSIONS POLE MOUNTS nA None YiB C Center name in frame D 3"2" - 3' E NA 2" F 8" 4" H 18” 8" W 30" -100" max. 30" -100" max. R 2" 1" G NA 3' NOTES: 1. Signs are single blade aluminum - 5052 H38 0.125 double-faced. 2. Mast Arm signs display street name only, one sign per travel direction. 3. Color: 3M-887I Brown background, reflective white letters and arrow. All non-internally illuminated signs to be prepared with reverse screening. Reflective white lettering shall be 700-candle power, "VIP" sheeting. All pole mounted signs shall have anti-graffiti clear coating. (Avery AL 1000 or approved equal). Street name signs for private roadways shall reverse colors, white background and brown lettering. 4. Font: Libra (letter height = tall letters / short letters) 5. Arrow on pole mount signs points in the direction that addresses increase. 6. Mounting: See Engineering Standard 7210 for mounting on poles. See Caltrans Standards ES 70 and ES 7D for mast arm mounting. 7. Sign width "W" to be 30" min. and increased as required in 6" increments to 100" max. 8. "C" is measured to top and/or bottom of tall letters. 9. Mast arm signs are additive to pole mount signs at signalized locations. 10. One set of pole mounts per intersection except two in central business district when no signal present. 11. "st", block number and arrow are deleted for mast arm mounted signs. REVISIONS BY APP DATE E Modified Table MH BL 1-09 STREET NAME SIGNin nRevised Notes MH BL 10-09 >I . g Added Note 11 MH JDW 10-04 7250STANDARD CURRENT AS OF: AUGUST 2020 •®vl*®v z GENERAL NOTES: A. Bumps shall be placed on good, sound asphalt surface. Structural section shall be repaired or replaced, as needed, prior to placing bump. B. A tack coat shall be applied prior to placing the bump paving. C. Bump shall be constructed of asphalt concrete, Type "B", with 3/s" maximum aggregate. D. For location, striping, and signs, see Engineering Standard 7321. E. Bump type shall be determined by the City Engineer. 30' A- GUTTER SECTION A-A <L A.C. BUMP(E) A.C. PAVEMENT A A 6' 6' PROFILE DEPTH OF A.C. BUMP (TYPE 1) Distance from Edge (ft)0 2 4 6 4 2 0 Depth of A.C. 1%2KZ 2K2 1%0 3 0(in) DEPTH OF A.C. BUMP (TYPE 2) Distance from Edge (ft)0 2 4 6 4 2 0 Depth of A.C. 1%2%2KZ 2%1%0 0(in) REVISIONS BY APP DATE E Drafting edits JDL MH 4-13 ROAD BUMP CONSTRUCTION DETAILS tit nMetric conversion SR WAP 12-96 >I . g Add Type 2 SR WAP 12-96 7320STANDARD CURRENT AS OF: AUGUST 2020 W37©12’ 7 N 8'SPEED HUMPS AHEAD 1 iW84 (CA) \ 30" x 30" Black on Yellow 5" Series D Letters High Intensity Reflectorized 24" 24" 10’2X3X4 24" T SPEED .HUMP/— 12" W17-1 yV 30” x 30" Y Black on Yellow 6" Series E Letters High Intensity Reflectorized 3X48'12" —- 7L\ GUTTER CURB FACE SIDEWALKW37© INSTALLATION NOTES:STRIPING & SIGNS 12" wide reflective white thermoplastic pavement markings. "SPEED HUMPS AHEAD" signs shall be located only as directed by the City Engineer. For sign post details, see Engineering Standard 7210. Signs shall conform to State Specifications. To be determined in field. One sign shall be installed in advance of a series of humps. Sign to be posted at the hump but may be posted up to 50' in advance as directed by the City Engineer. At the discretion of the City Engineer, a single "SPEED HUMPS AHEAD" sign may be used when a series of humps exist in close proximity in lieu of a "SPEED HUMP" sign at each hump. Where no curb and gutter exist, add AC berm per Engineering Standard 7120 for the length of the table. 2 3 4 5 — crosswalk fire hydrant 4^ f-\/ min. utility cover100' min.<L<L >20'10' min. min.flow•< 3 E driveway drain inlet <LLOCATION REVISIONS BY APP DATE Drafting edits JDL MH 4-13 SPEED HUMP LOCATION, STRIPING & SIGNS 11 >Revised Note 3, added Note 7 DVB BL 11-06 I . Bump to Hump KH MH 3-20 tv 7321STANDARD CURRENT AS OF: AUGUST 2020 6' 10' 6' V V SPEED HUMPS AHEAD 6 1 tn 213X4 24" 6' iW84 (CA) 30" x 30" Black on Yellow 5" Series D Letters High Intensity Reflectorized A A i14-4 % 1 ®-i1 SPEED .HUMP, ►l 3X4 B B W17-1 ]30" x 30" Black on Yellow 6" Series E Letters High Intensity Reflectorized C 8'z<D 7 3 GUTTER CURB FACE c SIDEWALK STRIPING & SIGNS INSTALLATION NOTES:ParabolicParabolic FlatFor General Construction Notes, see Engineering Standard 7320. (T) 12" wide reflective white thermoplastic pavement markings. (2) "SPEED HUMPS AHEAD" signs shall be located only as directed by the City Engineer. SFor sign post details, see Engineering Standard 7210. Signs shall conform to State Specifications or as approved by the City Traffic Engineer. (5) To be determined in field. One sign shall be installed in advance of a series of humps. Additional 12" wide reflective thermoplastic pavement markings may be installed as directed by the City Traffic Engineer. (7) Where no curb and gutter exist, add AC berm per Engineering Standard 7120 for the length of the table. (&) Exceptions may be approved by the City Traffic Engineer. —Ih— 6'10'6 8Section A LO CNJ CM CM 05■ i CM0 o d r-'T - CO 0 d o Ow Section B 2.0'rlrlrlrlrlr1.0'—H Width Varies Taper 6' Parabolic Section Curb Face Cross slope of new speed table to match existing road <LSection C Curb Detail i 15'ifire hydrant imin. i utility cover 1 10'20'driveway min.min.flow 3 E LOCATION drain inlet REVISIONS BY APP DATE bump to hump KH MH 3-20 SPEED TABLE LOCATION, STRIPING & SIGNS 1 ■! > fnfflNote 9; DW clearance DVB BL 11-06 I . Drafting edtis JDL MH 5-13 7325STANDARD CURRENT AS OF: AUGUST 2020 W31, W56 or W57 See Note D. O o o %" dia. x 5" Lag Bolt and Plain Washer, typ.PC Concrete Collar , j- 12"24" h—, j 6" t 18" dia.—H GENERAL NOTES: A. All lumber shall be Douglas Fir, surfaced four sides (DFS4S). B. All lumber shall be painted white as per Caltrans specifications. C. Treat portion of post below ground as per Caltrans specifications. D. YELLOW 'N' marker is used to warn of an abrupt turn. Background shall be high intensity yellow retro-reflective sheeting. Alternate 'N' marker with W56 (double head arrow) or W57 (single head arrow), one per section. E. RED 'N' marker is used to mark the end of a street. Background shall be high intensity red retro-reflective sheeting. Alternate 'N' marker with W31, one per section. F. Total length required varies dependent upon street width. 6" x 6" Post A 2" x 6" Stringer I I REVISIONS BY APP DATE E New Border JDL WAP 1-98 STREET BARRICADEl»t uDrafting edits JDL MH 5-13 >I . g Revised Notes MH JDW 10-04 7330STANDARD CURRENT AS OF: AUGUST 2020 24"8' O.C. max.max. 2" Red Reflector at each endi 4’ 4’ &3" O o o"N" Markero o o o oCNJCurb Face or Edge of PavementGO 4§" 0 Stainless Steel removable Bollard (see Note C)GENERAL NOTES:7~\ A.Provide Knox-box padlocks per City Fire Department. Provide 5' clear spacing between bollards (5'-3” O.C.) for bicycling facilities. For all other installations, provide 4' clear spacing between bollards (4'-3" O.C.) Reliance Foundry R-8902 or approved equal. Engineers and architects are encouraged to submit alternate designs that are consistent with these design features, and the projects where the bollards are to be used. Yellow reflective tape shall be placed on each face of bollard as directed by Engineer. For bicycling facilities, provide pathway striping that conforms to CA MUTCD. =Reflective Striping, yellow B.to CO i Embedded bollard receiver with lid Form Sleeve in concreteC.CO ]D.CM Class 3 Concrete Footing, 16'' x 16" flush with finish grade 00 i E.2" 0 Drain Hole F.Gravel Sump 8" 0 x 24" deep REVISIONS BY APP DATE Drafting edits JDL MH 5-13 REMOVABLE BOLLARD 11 ‘Revised Note 3 Alternate 1 MH BL 12-09 I . remove ait 2 & NOTE KH MH 3-20 7335STANDARD CURRENT AS OF: AUGUST 2020 R43, 12" x 24 ii (r W MPEDESTRIANS PROHIBITED R96, 18" x 18 n f 2" x Blocking, typ. 2" x 4'l 5’ [ ] 1" x 8" Rails, S4S, typ.\u ■®i m .m m 2" x 4' 2" x 4 n [ c ©j 2" x 6"- 12" - 4' GENERAL NOTES: A.Barricade construction shall be per CALTRANS STANDARD PLAN A-73C, "Type III Barricade", except as herein modified. Caltrans Type III Barricade may be used unmodified (except for addition of signs) with special approval of the City Engineer. Barricade(s) shall be placed at each end of sidewalk closure and at all other pedestrian access points. If one barricade is not wide enough to block access, additional barricades shall be used to the satisfaction of the City Engineer. Signs shall conform to the requirements of the California Traffic Control Devices Committee and shall be fastened to rails with bolts, nuts and washers. Rails shall be fastened to vertical posts with lag bolts and washers as shown. Additional or alternate signage may be required depending on situation. Entire barricade shall be painted with two coats of exterior white latex paint prior to installation of reflective bands. B. C. D. E. F. G. REVISIONS BY APP DATE E Drafting edits JDL MH 5-13 BARRICADE SIDEWALK CLOSURE l»t uAdd lumber size notes JDL JDW 5-02 >I . g Add Note G JDL JDW 5-02 7340STANDARD CURRENT AS OF: AUGUST 2020 24" White or Yellow Ladder Markings 12" White or Yellow Boundary Markings GENERAL NOTES: A. Hi-Vis Crosswalks shall include two 12" wide white or yellow boundary markings and 24" wide ladder markings equally spaced on and between vehicular travel lanes. Ladder markings shall be installed parallel to the direction of vehicular traffic. Where Hi-Vis Crosswalks are placed on local roads or streets that contain no traffic control striping, the ladder markings shall be equally spaced at 5' on center across the width of the traveled way. B. Where new installations are made, signs as required in the City's Crosswalk Policy shall also be installed. REVISIONS BY APP DATE E New Standard MH BL 11-05 HI-VIS CROSSWALKSl»t uRev. Ladder width to 24 DVB BL 10-06 >I . g Ladder Marking note JDL MH 9-12 7350STANDARD CURRENT AS OF: AUGUST 2020 DECORATIVE PAVER 7355 A A AUGUST 2020 REVISIONS BY APP DATE STANDARD CURRENT AS OF:6"12"8"INSTALLATION NOTES: Interlocking red/black Holland concrete pavers by Air-Vol Block of San Luis Obispo, 3 7 8" width by 7 3 4" length, or approved equal. Pavers shall be set in herringbone paver pattern per above plan, with flush joints. Broom polymeric sand meeting ASTM C144, Polysweep or approved equal between joints. Joint width between pavers must be 1 4" to 3 8". Pavers must have 2" minimum width if cut to fit. Crossing border shall have 2 #4 bars continuous. Concrete border must be Mission Style if crossing is within the Mission Style Sidewalk District. Crossing shall have #4 rebar @ 16" O.C., both directions and 6" of Class 2 aggregate base. Do not place rebar through weep hole. 1" concrete bedding sand vibrated into place in compliance with ASTM C33. 2" drain hole filled with class 2 aggregate base, tamped compaction, 5' O.C. Cover drain hole with geotextile separation fabric prior to placement of bedding sand. The streets of San Luis Obispo are generally paved with either AC, PCC, or a combination of the two. Unless clearly indicated on the plans, it is the Contractor's responsibility to determine the nature of the paving material. (Case 1 - AC only, Case 2 - AC over PCC) 1 2" smooth dowel, 18" long, 6" embedment @ 16" O.C. Pavement removal and repair: Sawcut, remove and replace AC Paving 18" minimum from crossing border, 6" thick (local) or 10" minimum thick (collector or arterial). See City Standard 6020 for additional information. Install 12" white roadway stripe each side of crosswalk (not pictured). Nearest edge of strip must be placed a minimum 2" and maximum 6" from exterior edge of concrete border. Roadway stripes must comply with Section 84. GENERAL NOTES: A. Decorative paver crossing may only be installed at locations specifically authorized by the City Engineer. B. All PCC shall be Class 2. 12"10'12"CASE 1CASE 2 1 4 8 SAWCUT 7 3 2 2 (E) AC PAVEMENT CLASS 2 AGGREGATE BASE, 6" MINIMUM DEPTH CROSSING (E) AC OVER PCC PAVEMENT (2) #4 2 1 3 4 5 6 7 8 99 9 5 REBAR SHOWN BEYOND WEEP HOLE r,NEW STANDARD KH MH 8-20 f,«>4 » f t >1 ►<<► 4 ►II4 »> V iomecmoiAN&rncL,*P1HU~ I>oK- -BloL.A5.no o ooo o oo o White Bike Lane Symbol with Person per Caltrans Standard White Detail 39 per Caltrans Standard White Detail 39A per Caltrans Standard through intersection extension and merge/weave areas CASE 1 AT CLASS II BIKE LANE EXTENSIONS THROUGH INTERSECTIONS, ACROSS DRIVEWAYS AND MERGE/WEAVE CONFLICT AREAS CASE 2 (ONE-WAY) AT CLASS IV BIKEWAY EXTENSIONS THROUGH INTERSECTIONS AND DEDICATED BICYCLE CROSSINGS AT ROUNDABOUTS □ □□□□□□□□□□□□□□□□□□□DO Green Bike Lane Pavement Coating □□□□□□□□□□□□□□□□□□□□□□ □□□□□□□□□□□□□□□□□□□□□□CASE 2 (TWO-WAY) AT TWO-WAY CLASS IV BIKEWAY EXTENSIONS THROUGH INTERSECTIONS □ □□□□□□□□ □ □ □ □ □□□□□□□ 16"x16" White "Elephant's Foot" Markings spaced at 16" Intervals per NACTO Design Guidance Bike Lane Symbol without Person per Caltrans Standard. Symbol spacing to be 60’ typ. in direction of travel, or as otherwise approved by the Engineer. GENERAL NOTES: A. Green bike lane pavement coating shall be Methyl Methacrylate (MMA) specifically designed for application on asphalt or concrete pavements, such as Color-Safe of STREETBOND CL or approved equal. Pavement coating to be installed by manufacturer certified installer per manufacturer's specifications. Bike lane coating shall conform to the following Federal Highway Administration (FHWA) requirements for green bike lanes: 1. The daytime chromaticity coordinates for the color used for green colored pavement shall be as follows: 2 3 4 X Y X Y X Y X Y .754 .266 .367 .500.230 .500 .444 .555 The daytime luminance factor (Y) shall be at least 7, but no more than 35. 2. The nighttime chromaticity coordinates for the color used for green colored pavement shall be as follows: 2 3 4 X Y X Y X Y X Y .230 .754 .336 .540 .450 .500 .479 .520 Prior to installation, the contractor shall submit a color sample and manufacturer specifications indicating compliance with the FHWA requirements as indicated above. City shall receive submittals of green pavement coating and approve prior to application. B. Specific placement and application of green bike lane markings to be determined by the City Engineer on a case-by-case basis. REVISIONS BY APP DATE New Standard LS MG 8-20 GREEN BIKE LANE MARKINGSI »« u » I . 7360STANDARD CURRENT AS OF:AUGUST 2020 Parking Meters with Signs 2^2 12" x20" 3" Series B Black on White3 2' l— JL JL24" INSTALLATION NOTES: (T) CLEAR ZONE: Area which shall not contain tree well, sign, bike rack, trash receptacle, mail box, street light, or other obstruction to automobile doors or driver/passenger access. (2) These clearances apply at both ends of space. (3) All other clearance requirements shall be the same as for automobiles. (4) 4" White Traffic Paint (5) Minimum of two spaces, maximum of six spaces. REVISIONS BY APP DATE New Border JDL WAP 1-98 STREET PARKING11 > [TnySMetric Conversion SR WAP 12-96 I . Drafting edits JDL MH 5-13 7410STANDARD CURRENT AS OF: AUGUST 2020 TEE TRAFFIC SIGN MOTORCYCLE SPACES © MOTOR CYCLE PARKING ONLY Back of Sidewalk or or o omDO Curb Face 15’ min. 15' min.18'-22'22'22’18'-22' SPACE LENGTH 4'-6' 30’ 5' max.12'5' max. 4 Back of Sidewalk Parking MeterDriveway Fire HydrantTor—— 24" Handicapped Ramp Clear, Zone 1 10 CDOTOTlCTCOT min. 8' max.4^12"0oCl)LLCTCco3©LO7' min.8' max.IHV)mo<73<moIHc©Ic©ICrosswalk 3 6" —H 6' 6" —H 4 5EfIi_____I FG FG •.if- 24'4* %I 86 89typ.7 GENERAL NOTES: UPS Unit shall be current ande generation MYERS POWERBACK 2000 system with single meter, (MEUG35-PB-SL and PBM-2000), or approved equal with one (1) Photoelectric cell window as follows: Breakers on Metered Side Features in addition to Standard Features Single Pole 50 amp - Signals Single Pole 20 amp - ILSNS Single Pole 15 amp - Controls 1 x 20 amp - Spare 1 x 20 amp - Video Equipment 2000VA Output Power 4 x 65Ah Batteries 12 Gauge Stainless Steel Cabinet PE Cell Test Switch, Lighting Relay 1500 Watts total power required Generator Kit Breakers on Unmetered Side 2 Pole 30 amp - Street Lights INSTALLATION NOTES: ©Stainless Steel UPS / Service Meter Panel Batteries ©(4) -18" x %" 0 Galvanized Anchor Bolts with 4" 90° Bend (E) Sidewalk or (N) 4" thick Class 3 PCC Pad, 3' x 3' at the front of the enclosure Class 3 Concrete Footing Ground Rod © © 4" Class 2 Aggregate Base Service, Lighting and Controller Conduits© REVISIONS BY APP DATE E Revise General Notes SR BL 1-14 SERVICE and UPS COMBINED ENCLOSURE l»t uRevise General Note A DVB BL 12-07 I . g Drafting edits JDL MH 5-13 7510STANDARD CURRENT AS OF: AUGUST 2020 FRONTC\J□ 4 I 2) typ. 5' max.1 3 See General Note E "1PG&E p.-O.s.L<__ PG&E Connection City P.O.S.I 2) typ. 5' max.10' max.5X6X8 15' max. See General Note E 4 SINGLE LIGHT INSTALLATION T 2) typ. 5' max.1 3 5X6X9 10 Ll~r\ l 1i $©PG£E p.-O.s. LT______ PG&E Connection CitylP.O.S.I I 2) typ. 7X8 7X8 Series Lighting Maximum Distance is 1 block or 1,000' (whichever is less) SERIES LIGHTING INSTALLATION INSTALLATION NOTES: ©PG&E point of service 2-inch conduit with bell end PG&E Connection Box: PG&E #2 box (17" x 30" x 26") marked "PG&E" Light: See Engineering Standards 7905, 7910 and 7915. Attach ground conductor to pole grounding lug with a 3/ie" or larger brass bolt. City point of service: #3!4 concrete pull box marked "STREET LIGHT" Ground rod and clamp #31/2 concrete luminaire pull box marked "STREET LIGHT" 2-amp fuse in advance of light 10-amp fuse in advance of lights (4 lights max. per 30-amp fuse) Spare 2-inch conduit with bell end © © © © GENERAL NOTES: Fuses shall be Bussmann HEB-LW-RLA or approved equal with insulating boots. Fuse holder must be installed correctly to match field wiring for line side and load side. Ground rods shall be Dottie GR5808, Calpico #CP588, Eritech #615880 or approved equal. Ground rod clamp shall be a brass acorn type clamp, Dottie GR58, Blackburn #JAB 1/2 H, Joslyn #J8591H or approved equal. Pull boxes shall be placed in sidewalk areas unless otherwise approved by the Engineer in writing. Where the light location is more than 15' from the PG&E point of service, an additional #3% pull box will be required at a location identified by the Engineer. An additional fuse is not required in this additional box. Use 10 gauge solid copper conductors with THWN solid black and solid white insulation color. A. B. C. D. E. F. REVISIONS BY APP DATE Revise Notes BL MH 1-14 LIGHTING CIRCUITI i ‘ IItHAdd spare conduit KH MH 12-18 I . Various Note revisions; Draft, edits JDL MH 4-13 7520STANDARD CURRENT AS OF: AUGUST 2020 MANUFACTURER & MODEL NO: LUMINAIRE: LUMINIS SR135-L1W30r1-R2/APA-PAA518 POLE: LUMINIS PAA518-BKT (Confirm with City the latest luminaire and pole model no. before ordering) COLOR: Jet Black Marine grade powder coat (BKT). INSTALLATION NOTES: (T) HOUSING/SHADE: Cast aluminum housing and shade. Corrosion resistant 356 aluminum alloy with 0.1% CU content. (2) LED: (SR135-L1 W30r1-R2) Light-emitting Diode, 4000K, 34W input watts, minimum 4170 delivered lumens, IES Type II distribution, full cutoff. (3) POWER SUPPLY/DRIVER: (120-277) multi-volt power supply. Verify system voltage before ordering. (4) POLE MOUNT: (APA) 1%" 0 shepherd arm aluminum side pole mount. (5) POLE: (PAA518) Luminis 5" diameter x min .125 wall. 6061-T6 aluminum alloy, 18' height, rated for min. 80 MPH wind load with reinforced cast base plate and cast aluminum base cover. Provide end cap. (¥) ANCHOR BOLTS: Galvanized steel, %" 0 x 30" with 4" leg, (4) total with galvanized nuts and washers (8) total. @ PCC FOUNDATION: Class 3 concrete (S) PULL BOX: See Engineering Standard 7520. (9) CONDUIT: 2" min. @) Install City furnished light number plaque. 4 1X2X3 5 10! 18’ / GENERAL NOTES:16'± A. Verify lighting system voltage before ordering. B. Luminaire and post shall be from same manufacturer. C. Include photo cell on each pole unless controlled by a remote photocell or as noted otherwise on plans. D. Install light/pole per manufacturer's directions and Section 86 of the Standard Specifications. E. Conductors, conduit, ground rod, and circuitry must comply with Engineering Standard 7520. 2' from edge of path Pack grout in gap between base plate and foundation after plumbing the fixture. Allow drainage from inside pole. lMMFG TIFF ® r^ 636" :4 ‘2. ■ 7 b X 97T- IU Lighting Pull Box lid flush with grade for finished surfaces, 1" above grade in other areas, at each post light. See Engineering Standard 7520.Foundation or direct burial 24" 0 REVISIONS BY APP DATE E Design / text SR BL 1-14 PATH LIGHTINGin nFixture Model; Drafting edits JDL MH 5-13 >I . g Drafting edits JDL MH 2-14 7905STANDARD CURRENT AS OF: AUGUST 2020 ARM LENGTH 13 (12)21 \/ L y2" PROTRUSION\/ ILHCD E.CNp+O------j- WIREWAY f p- f HOLE 3 OJ X x 1 x 5 PLATE 18 CN 00ONT FIG. D EMBEDDED STEEL POLE (units in inches unless otherwise noted) INSTALLATION NOTES: (T) CAP: Steel, attached with set (g) ARM: Formed tapered cylindrical arm of 11 ga. steel, 55 ksi yield strength, with a %" x 61/g" x 7%" steel mounting plate welded to arm. Hole to be made in pole shaft for YA protrusion of attachment plate. Plate to be bolted to pole, with (3) %" x 2" HHMB (all thread). (3) POLE: Formed tapered cylindrical pole of 11 ga. steel, 55 ksi yield strength, 9" x 4”. Pole shall comply with applicable requirements of EEI-NEMA standards for street lighting poles. (4) ALL PARTS: Shall be coated: Arm(s) shall be galvanized per ASTM A123 after formed and welded, all removable parts shall be galvanized per ASTM A153. Pole shall be galvanized per ASTM A123 after the holes are cut and items®,®,@,(9), and arm fixture(s) have been welded on. (5) HANDHOLE: An oblong hole, 4" x 6)2", with a welded-on reinforcing frame, minimum A-36 steel cover, and mounting hardware. @ WELDNUT: AK>" square grounding nut, or nut holder, welded to inside of pole just opposite of handhole. @ GROUND LINE SLEEVE (Embedded Pole): Cylindrical steel sleeve, 7 ga, continuously seal-welded (both ends) to the pole. ® CABLE ENTRANCE (Embedded Pole): Oval slot, 2" x 6", 180° from luminaire. (9) BEARING PLATE (Embedded Pole): Plate, or angle steel, Ya" thick, 12” long and 4” - 6" wide, continuously seal-welded (both edges) at bottom of pole. (jo) FOUNDATION MOUNTED POLE (Fig. E): Foundation mounted pole must comply with State Standards type 15 (ES-6A) or type 15D (ES-6D) for double heads. (jj) FOUNDATION (Foundation Mounted Pole): Construct a State Type 15 foundation, matching bolt placement to base plate configuration. (jj) LUMINAIRE: LED Luminaire per Standard Specifications. (13) PEU: Photoelectric unit on luminaire photocell receptacle shall be positioned such that the photoelectric unit faces north. (14) Install City furnished street number plaque, 8' from ground level. (j|) PULLBOX: See Engineering Standard 7520. screws. GENERAL NOTES: A. Street lighting construction and wiring must comply with Engineering Standard 1010 and 7520, State Standards and the provisions in Section 86 of the Standard Specifications. Locate nearest edge of pole 18-inches behind curb face. B. When using embedded steel pole, bottom of pole hole shall be well tamped before installing pole. Judgement based on experience and local soil conditions should be used to determine if "keying" and "rocking-in" of the pole are required. C. Protective Tubes: Sonoco No. EL-18 x 48 (PGE & Code: 12-8077), Yu" thick resin-impregrnated paper tubes 18" D x 48" H with entrance hole at mid height are to be used where future embedded street light poles are to be installed. Place the tube in the ground at the proposed pole location, set it to approximately finished grade and fill with native backfill. Auger down through it when setting the pole and abandon tube in place. The street light conductor should be installed on the outside of the tube and on the same side as the entrance hole that is located 24" below the top edge. REVISIONS BY APP DATE Revised Foundation Detail/Pole SR BL 1-14 STREET LIGHTING EMBEDDED & FOUNDATION MOUNTED I i > jurySClarify General Notes KH MH 11-18 l . Drafting edits JDL MH 5-13 7910STANDARD CURRENT AS OF: AUGUST 2020 257'O'm21-H4CNoCO LU2€00CD^3LL LL LL■'fern1r-NCO4^-LCDGCOCD186<915cnCD-NCOLL28' - 6'MOUNTING HEIGHT,9 INSTALLATION NOTES: (?) POLE TOP 5G CANTENNA: Attach vendor cantenna in non-obtrusive manner. Cantenna shroud to be steel and match aesthetics and color of pole. Taper cantenna to match pole. Cantenna must be cylindrical, 60" max height and 20" max diameter. ' 2 CONDUIT AND ELECTRICAL WIRE: All wiring to be "" hidden from view within pole. Provide internal divider to separate wiring. (?) ELECTRICAL CABINET: (IF REQUIRED) Attach cabinet in non-obtrusive manner, and taper to match antenna pole. Cabinet should be rounded, composed of galvanized steel and match pole aesthetics and color. Place placard or sign listing the vendor name, facility location and emergency telephone number. (4) SPLICE BOX: Utilize existing box if possible. Ensure separate wiring. £L 1 \t:l;m 4 ANTENNA So X< 1 9 <m 5 2O"0 GENERAL REQUIREMENTS:MAX 1. Small Cell Facilities may only be installed on street lighting poles (new or existing). Alternate support structures may be considered if approved by the City Engineer. 1 t Small Cell Facilities must: A. Be screened from public view B. Be architecturally compatible with the existing or proposed facility placement. C. Utilize an antenna designed to minimize its visibility from off-site locations and shall be of a "camouflaged" or "stealth" design, including concealment, screening and other approved techniques to hide or blend the antenna into the surrounding area. 2.2 FIG. B 3. A screening shroud must be provided on the underside of the small cell antenna, mounted external to the pole, to conceal cable connections from public view. The shroud shall be firmly attached and sealed to prevent birds from entering and nesting. O o4 FG 4. Small cell facilities with dimensions other than those listed above, alternate mounting locations, or mounting on facilities other than street lighting poles require City Engineer approval. 3 A structural analysis must be submitted by a licensed professional engineer stating that the proposed small cell facility does not compromise the structural integrity of the existing pole. 5. fh 6. Limit small cell facilities to one carrier per City block.1--'FIG. C Conduit fill must comply with Section 86.7. REVISIONS BY APP DATE New Standard KH MH 8-20 SMALL CELL FACILITY STREET LIGHT MOUNTING i ■! ‘ i . 7911STANDARD CURRENT AS OF: AUGUST 2020 MANUFACTURER & MODEL NO: LUMINAIRE: LUMEC [L50-003]-40W42LED4K-PC-CPD-RLE3-UNIV-SF3-FN1-[PH7-001] -SCZT311G105TX POLE: LUMEC -RTA50F-12-3/4X20-G-12 1/2-DEC-SCZT311G105TX (Confirm with City the latest model numbers for luminarie and pole before ordering) COLOR: Special order Powder Coat color with textured finish to comply with adopted Downtown color scheme (Dark Forest Green) RAL6009 -—18"—- 2 /=\1X3X4X6 38%'5 INSTALLATION NOTES: (T) ACCESS: Must have tool free access to inside of Luminaire. (5) FI OOP: Spun Aluminum Flood and Cupola with a Cast Aluminum Finial (FN1) (3) LAMP: Light-emitting Diodes (LED), Lumen output available through IES file, 42 LED package, 400K, CRI 70, (4) OPTICAL SYSTEM: (RLE3) IES Type III asymmetrical rated as semi-cutoff or better (5) GLOBE: (LL18-PC-CPD) 18" Spherical, clear, partially obscured, non-diffusing (Pond) Polycarbonate Globe (D FI EAT SINK: Cast aluminum with no moving parts DRIVER: FHigh power factor of 90% min. Electronic driver, operating range 50/60 Flz. Auto adjusting to a voltage between 120 and 277 volt AC. @ ADAPTOR / FITTER: (SF3) Top Adaptor Slip Filter (L23B/L29 type) for 4" or 4"x4" Round Pole, High Tenon (?) PHOTOCELL: (UNIV/PH7-001) Universal Photoelectric Cell, button type, 120v-227v (?) BANNER ARM: LUMEC RETRO-148718-120-RTA500F-[BANNERARM-002]VPA- SCZT311G105TX, color to match pole. (fi}) POLE: (RTA50F-12) 12' high, round tapered fluted mandrel-formed aluminum shaft with 0.125" wall thickness and welded to cast aluminum base with integral cast-in anchor plate (fj) ANCHOR BOLTS: Galvanized steel, %"0 x 17" with 3" hook at bottom of bar, (4) total @ PCC FOUNDATION: Class 3 Concrete (13) PULL BOX: See Engineering Standard 7520 (T4) CONDUIT: 2" Min. 8 m 1 24" 36’ 9 (joj 12’ GENERAL NOTES: A. Installation shall conform to the provisions in Section 86 of the Standard Specifications. B. Provide photocell on each pole unless controlled by a remote photocell. Orient photocell away from headlights and other lights. C. Refer to the Uniform Design Criteria. D. Install City furnished light number plaque on base of pole. E. Conductors, conduit, ground rods and circuitry must comply with Engineering Standard 7520. 20" 0 D — <40’ 10%" 0 Free Opening ANCHOR PLATE 22"l H l) ))(13J Bolt Circle per Manufacturer's requirements ------18"-------- £ •y mn- BASE DETAILSPack grout in gap between base plate and foundation after fixture is plumbed. Allow drainage from inside of pole. 41,c i- 20" 0 -TF 36' (14)Bolt Projection3'- 24” 0 £42J t■J 0- ■Ground Rod j . j REVISIONS BY APP DATE Move banner arm KH MH 1-20 DOWNTOWN PEDESTRIAN LIGHTING 11 > 'iiwRevise E,5 add Access & 13, F SR BL 1-14 I . Revised Note 9 KH MH 4-18 tv 7915STANDARD CURRENT AS OF: AUGUST 2020 SYMBOLS: V V Reflector -(5- Hydrant—H < or = 100' -5- I 4" j (typ) -Q- < or = 100' > 100' > 100’ A TWO WAY STREET ONE WAY STREET GENERAL NOTES: A. Reflectors shall be 2-way blue reflective markers and shall conform to the standards set forth for reflective markers by the State of California Department of Transportation. B. Reflectors shall be set on the hydrant side of the adjacent traffic stripe. Where no stripes exist, reflector should be placed in the center of the pavement. C. When hydrants are within 100' of an intersection, a marker shall be placed on the cross street as well. D. Reflectors shall be set behind the pedestrian crossing area at an intersection. E. Reflectors shall be cemented to the pavement in accordance with the requirements of Section 85, "PAVEMENT MARKERS" of the State of California Department of Transportation Standard Specifications. REVISIONS BY APP DATE E Drafting edits JDL MH 5-13 HYDRANT REFLECTORl»t uReflector locations MH JDW 10-04 >I . g Revise Note C MH JDW 10-04 7920STANDARD CURRENT AS OF: AUGUST 2020 21" -26' 2" White Reflective Tape wrapped around Pipe, typ. of 3 R = 4' 2" 0 Steel Pipe, Xe" Thick, min. 39" Base Plate, Ys" Thick, typ. 30" %" 0 Tamper Resistant Anchor, 2%" long, typ. (4) each Plate tl rn Spacing 7' Center to Center for multiple In-line Racks PROFILE 6"Center of Pipe ends in Base Plate1"£ Aao 4.25" y4" Thick Plate o 45° I 7 •-►A 1"0 Hole, typ.20" to Face of Curb SQUARE BASE PLATE SECTION A-AI GENERAL NOTES: A. Entire rack and base plate assembly shall be industrial high gloss powder-coated. Color: Dark Forest Green in Downtown area (match City Standard), black elsewhere. B. Manufactured unit may be used in lieu of fabricated rack, Viper 100 or South Bay Foundry DBL300-2239. C. Alternate rack style may be approved by the City Engineer. Peak Racks are an approved rack style (see Community Design Guidelines for further information.) D. Side by side racks shall have a minimum spacing of 3' between racks. Refer to the Community Design Guidelines for additional information regarding placement and spacing. E. When inverted "U" racks are orientated parallel to a wall, there shall be a 24" minimum clearance to the wall. When orientated perpendicular to a wall, there shall be a minumum of 36" between the wall face and the center of rack. REVISIONS BY APP DATE E Spacing, Tamper-resistant anchors JDL MH 4-13 BICYCLE RACKl»t uModified Note C MH BL 12-09 I . g Added Notes D and E DVB BL 11-08 7930STANDARD CURRENT AS OF: AUGUST 2020 Revised List List update List update August 2020 STREET TREES MASTER LIST 8010 JDL MH 6‐13 KH MH 1‐18 BL JDW 1‐12 Page 1 of 2 ALLOWABLE ZONES CHARACTERISTICS 1 - In parkway or tree well C = Fall Color D = Deciduous 2 - 3 to 7.5 feet from curb (or sidewalk if present) F = Flowering G = Suggested trees for Commemorative Grove 3 - 7.5 to 10 feet from the curb (or sidewalk if present) E = Evergreen BOTANICAL NAME COMMON NAME CHARACTERISTICS HEIGHT WIDTH ZONE Ilex opaca American Holly E 50 40 2-3 Brachychiton acerifolius Australian Flame tree E F 60 30 3 Geijera parviflora Australian Willow E 30 20 1-3 Lophostemon confertus Brisbane Box E F 45 25 3 Eriobotrya deflexa Bronze loquat E F 15 10 1-3 Melaleuca quinquenervia Cajeput tree E F 40 25 2-3 Platanus racemosa California Sycamore D G 80 50 3 Cinnamomum camphora Camphor Tree E 50 60 3 Pinus canariensis Canary Island Pine E 80 35 3 Calodendrum capense Cape Chestnut D F 40 40 3 Lyonothamnus floribundus Catalina Ironwood E 35 15 1-3 Ulmus parvifolia Chinese Evergreen Elm E 60 60 2-3 Koelreuteria bipinnata Chinese Flame Tree E C F 30 30 2 Chionanthus retusus Chinese Fringe Tree D C F 20 20 1-3 Pistacia chinensis Chinese Pistache D C G 60 40 2-3 Quercus agrifolia Coast Live Oak E G 70 70 3 Eucalyptus torquata Coral Gum E F 36 30 1-3 Quercus suber Cork Oak E G 60 60 3 Metasequoia glyptostroboides Dawn Redwood D 90 20 3 Cedrus deodara Deodar Cedar E G 80 40 3 Cercis canadensis Eastern Redbud D C F 35 35 1 Fagus sylvatica European Beech D 70 40 3 Stenocarpus sinuatus Firewheel Tree E F 30 15 1-3 Melaleuca linariifolia Flaxleaf Paperbark E F 30 25 2-3 Ceiba speciosa Floss Silk Tree Semi-E F 50 40 2-3 Cassia leptophylla Gold Medallion Tree Semi-E F 30 20 1-2 Koelreuteria paniculata Goldenrain Tree D F G 35 40 2-3 Brahea edulis Guadalupe Island Palm E F 30 10 1 Quercus ilex Holly Oak E 60 60 3 Ficus microcarpa Indian Laurel Fig E 60 70 3 Quercus tomentella Island Oak E 30 30 3 Jacaranda mimosifolia Jacaranda D F 40 30 2-3 Lagerstroemia faurei Japanese Crape Myrtle D C F 30 30 1-3 Harpephyllum caffrum Kaffir Plum E 25 15 1-2 REVISIONS BY APP DATE 3K << u K STANDARD CURRENT AS OF: Revised List List update List update August 2020 STREET TREES MASTER LIST 8010 JDL MH 6‐13 KH MH 1‐18 BL JDW 1‐12 Page 2 of 2 Magnolia grandiflora 'Little Gem' Little Gem Magnolia E F 25 15 1-3 Platanus x hispanica London Plane Tree D 80 40 2-3 Ginkgo biloba Maidenhair Tree D C 50 30 1-3 Maytenus boaria Mayten Tree E 50 20 1-3 Hesperocyparis macrocarpa Monterey cypress E 55 60 3 Metrosideros excelsus New Zealand Christmas Tree E F 30 30 1-3 Agonis flexousa Peppermint Willow E F 40 30 1-2 Quercus palustris Pin Oak D C 60 60 3 Melaleuca styphelioides Prickly-leaved Paperbark E F 70 40 3 Lagunaria patersonia Primrose Tree E C F 50 30 2-3 Bauhinia variegata Purple Orchid Tree D F 35 35 2-3 Corymbia ficifolia Red Flowering Gum E F 40 40 2-3 Aesculus x carnea Red Horse Chestnut D F 40 30 2-3 Acer rubrum Red Maple D C 60 40 1-3 Quercus rubra (Q. coccinea) Red Oak D C 60 60 3 Betula nigra River Birch D 90 60 3 Zelkova serrata Sawleaf Elm D C 60 60 2-3 Acacia stenophylla Shoestring Acacia E F 30 20 1 Albizia julibrissin Silk tree D F 40 40 2-3 Quercus virginiana Southern Live Oak E 60 60 3 Magnolia grandiflora Southern Magnolia E F 80 60 3 Arbutus 'Marina' Strawberry Tree E F G 40 40 1-3 Michelia doltsopa Sweet Michelia E F 30 25 1-2 Hymenosporum flavum Sweetshade E F 40 20 1-2 Gleditsia triacanthos 'Inermis' Thornless Honey Locust D C 70 35 1-3 Tipuana tipu Tipu Tree D C F 40 50 2-3 Heteromeles arbutifolia Toyon E F 25 25 1-3 Liriodendron tulipifera Tulip Tree D C F 70 40 3 Quercus lobata Valley Oak D C 70 70 3 Pittosporum undulatum Victorian Box E F 40 40 2-3 Crataegus phaenopyrum Washington Hawthorn D C F 25 20 1-3 Tristaniopsis laurina Water Gum E F 45 25 2-3 Callistemon viminalis Weeping Bottlebrush E F 30 20 1-2 Cercis occidentalis Western Redbud D C F 18 18 1-3 Trees not included on this list may be used only with prior approval by the City Arborist. REVISIONS BY APP DATE 3K << u K STANDARD CURRENT AS OF: Revised List Revised List New Border August 2020 STREET TREES MAJOR STREETS 8020 KH MH 1‐18 BL BL 11‐06 JDL WAP 1‐98 Page 1 of 2 Note: Percentages refer to mixture of tree types in project area DOWNTOWN DISTRICT % Ficus microcarpa 10 Quercus ilex 20 Quercus rubra (Q. coccinea) 30 Gingko biloba 'Fairmont' 30 Olea europaea 'Swan Hill'-grafted fruitless 10 Downtown Accent Trees Jacaranda mimosifolia Magnolia grandiflora 'Little Gem' Corymbia ficifolia Cassia leptophylla Metrosideros excelsa Lagerstroemia hybrid* BROAD STREET % Monterey St. to Pacific St. Lophostemon confertus 60 Gingko biloba 'Fairmont' 40 Pacific St. to High St. Platanus x hispanica 40 Pistacia chinensis 40 Ginkgo biloba 'Fairmont' 20 High St. to City Limits Platanus x hispanica 30 Quercus palustris 20 Pistacia chinensis* 20 Quercus rubra (Q. coccinea) 15 Lophostemon confertus 15 *Substitute-south of Orcutt At creek crossings Platanus x hispanica 100 CALIFORNIABLVD. % Cal Poly to Mill St. Koelreutaria bipinnata 25 Quercus rubra (Q. coccinea) 25 Cinnamomum camphora 30 Ulmus parvifolia 20 Mill St. to San Luis Dr. Ulmus parvifolia 30 Metrosideros excelsus 40 Lophostemon confertus 30 San Luis Dr. to Johnson Ave. Quercus agrifolia 60 Ulmus parvifolia 40 At creek crossings Platanus x hispanica 100 FOOTHILL BLVD. % Magnolia "Majestic Beauty" 30 Koelreutaria bipinnata 30 Platanus x hispanica 40 At creek crossings Platanus x hispanica 100 GRAND AVENUE % Magnolia 'Majestic Beauty' 50 Platanus x hispanica 50 HIGUERA STREET (east end) % California Blvd. to Santa Rosa St. Use Downtown Accent Trees HIGUERA STREET (Downtown) % Santa Rosa St. to Nipomo St. Use Downtown District HIGUERA STREET (west end) % Nipomo St. to Madonna Rd. Use Downtown Accent Trees Madonna Rd. to City Limit Pinus canariensis 30 Hesperocyparis macrocarpa 30 Hymenosporum flavum 20 Quercus (Red Oak subgenus)1 20 JOHNSON AVENUE % Hwy. 101 to SPRR underpass Magnolia 'Majestic Beauty' 20 Pistacia chinensis 30 Quercus palustris 30 Hymenosporum flavum 20 UPRR underpass to Laurel Lane Quercus agrifolia 20 Pistacia chinensis 20 Ulmus parvifolia 20 Hymenosporum flavum 20 Quercus rubra (Q. coccinea) 20 Laurel Lane to Orcutt Rd. Koelreutaria bipinnata 20 Quercus rubra (Q. coccinea) 20 Ulmus parvifolia 20 Jacaranda mimosifolia 20 Hymenosporum flavum 20 LAUREL LANE % Platanus x hispanica 50 Quercus suber 20 Jacaranda mimosifolia 15 Gingko biloba 15 LOS OSOS VALLEYROAD % Lophostemon confertus 20 Quercus tomentella 20 Fagus sylvatica 20 Quercus agrifolia 20 Pinus caneriensis 20 MADONNA ROAD % Pinus canariensis 25 Pistacia chinensis 25 Quercus agrifolia 25 Quercus rubra (Q. coccinea) 25 MARSH STREET % Use Downtown District MARGARITA AVENUE % Platanus x hispanica 30 Hymenosporum flavum 30 Quercus palustris 40 MONTEREY STREET % Use Downtown District ORCUTTROAD % Pistachia chinensis 60 Lophostemon confertus 20 Quercus agrifolia 20 At creek crossings Platanus x hispanica 100 PRADO ROAD % Platanus x hispanica 40 Pinus canariensis 30 Quercus palustris 30 SANTA ROSA STREET % Highland St. to Murray St. Quercus agrifolia 80 Pistacia chinensis 20 Murray St. to Marsh St. Pistacia chinensis 30 Koelreutaria bipinnata 20 Ficus microcarpa 10 Lophostemon confertus 30 Jacaranda mimosifolia 10 At Creek intersections Platanus x hispanica 100 SOUTH STREET % Tristaniopsis laurina 20 Jacaranda mimosifolia 20 Ginkgo biloba 'Fairmont' 20 Platanus x hispanica 20 Quercus palustris 20 TANKFARM ROAD % East of Broad St. Platanus x hispanica 50 Lophostemon confertus 20 Eucalyptus torquata 30 West of Broad St. Platanus x hispanica 25 Cinnamomum camphora 25 Quercus agrifolia 25 Quercus rubra (Q. coccinea) 25 REVISIONS BY APP DATE 3K << u K STANDARD CURRENT AS OF: 2 6" Hw Curb Face 1 • :• ’4.' < .4-' 1 '•T T12" Root Barrier INSTALLATION NOTES: (T) See Tree Grate and Frame Size Chart. See Page 2 for Sidewalk Construction Requirements. 6" •4; } 6" SECTION A-A i4" GENERAL NOTES: SECTION B-BConcrete shall be Class 1 and shall be monolithic with curb, gutter, root barrier, and sidewalk. Tree well shall have the same slope as the surrounding sidewalk. Frame shall be pre-manufactured and furnished with the cover by the same manufacturer. Inspection of tree wells is required. Prior notice of 48 hours shall be given to the City Engineer when requesting inspection. When constructing tree well around existing tree, tree shall be centered with respect to the "L" dimension. Tree well shall be square (sides parallel and corners 90°). Tree grate shall have a radial pattern with openings expandable to accommodate increasing trunk diameter. Tree grate shall be ductile cast iron and two pieces and set so that the joint is parallel to the curb. Openings in the tree grate shall be ADA compliant. See Engineering Standard 8210 for Street Tree Planting Requirements. Tree guard vertical strips shall remain vertical, not angled at the top, so as to not protrude into the walkway. Tree guard shall be bolted down to tree grate per manufacturer's recommendation. Finishes: Grate - Bare Frame - Clear Powder Coat Guard - Black Powder Coat Diameter of grate opening shall allow a minimum of 4 inches of tree expansion. A. B.2 C. D. E. A A B BF. i *i 1G. H.0o TOWI.-O =sJ.O K. L. M. PLAN (shown as Mission Style)N. TREE GRATE AND FRAME SIZE CHART Sidewalk Width Frame Size Frame Type Cover Type Tree Guard Olympic Foundry 82-3000, South Bay Foundry DTF6060, or equivalent Olympic Foundry SP60 80-3190, South Bay Foundry SP Style D0060SQ, or equivalent 10' or wider 5' x 5'Olympic Foundry GDA 84-5020, South Bay Foundry DTG-A style or equivalentOlympic Foundry 82-2000, South Bay Foundry DTF4848, or equivalent Olympic Foundry SP48 80-2180, South Bay Foundry SP Style D0048SQ, or equivalent Less than 10'4' x 4' REVISIONS BY APP DATE Revised notes KH MH 1-18 TREE WELLi j > uoHRevised Grate and Frame MH BL 11-09 I . Note H; Drafting edits JDL MH 10-12 Page 1 of 2 8130STANDARD CURRENT AS OF: AUGUST 2020 7^7.71.. Control Joint <r ■ (T) Limit of reinforced sidewalk ■A_ r ■ <7 I I 7 <7 A . \ . . .■'<!■. .■■<]■■■■■ •• h... - t —t - I. I(I) 7 : I 5'I ■ a ■>s. </■1 . -</ T3" Typ. 4 Expansion Joint PLAN GENERAL NOTES: (?) Construct reinforced sidewalk with Class 1 concrete, monolithic to curb, gutter, and root barrier. All other construction requirements of Engineering Standard 4110 or 4220 must be met. (2) Install No. 4 bars @ 24" O.C. each way within reinforced sidewalk area. (3) 12" deep root barrier monolithic to sidewalk, per Section A-A, Page 1 of 2. Construct sidewalk per Engineering Standard 4110. Sidewalks within the Mission Style Sidewalk District shall be constructed per Engineering Standard 4220. See Engineering Standard 8210 for street tree planting requirements. REVISIONS BY APP DATE E New Page Sidewalk Const. KH MH 4-18 TREE WELLit 1 n >1 . g Page 2 of 2 8130STANDARD CURRENT AS OF: AUGUST 2020 Expansion Joint 4 LOCurb face.b. 4u-LTIau4n44/-4.I IJ■4 4.UA■d.4Back of sidewalk SCORE MARK AT EACH CORNER in i i i i w A i I I I I:___ PLAN - 6" W 6" - 2 #4 REBAR HOOP1 1 "2TT Curb Face L DRAIN TO TREE WELL—r T < *:t. ■ <■ • * j. T 6"3 -a-nsnsr 6" SECTION A-A GENERAL NOTES: SECTION B-BA. See Engineering Standard 8130 for General Notes. INSTALLATION NOTES: (T) See Engineering Standard 8130 for Tree Grate and Frame Size Chart. (2) Construct sidewalk per Engineering Standard 4150. REVISIONS BY APP DATE E New Standard JDL DA 3-17 TREE WELL RAILROAD DISTRICT it 1 n >1 . g 8135STANDARD CURRENT AS OF: AUGUST 2020 mCurb face tnTreeCD O 03 >i LO Varies r 1 Curb FacePLAN 4' - 6" 4X5 l : Curb Face n ; 4 2 - 4 ;4 3 INSTALLATION NOTES: ©Sawcut and remove existing tree well base ring and sidewalk to dimension shown. Backfill well with native material to within 5" to 6" of sidewalk surface. Place 3" to 4" of granite chips (or%" - V2" aggregate rock). Cover with red brick. Final surface to be level and flush with sidewalk. SECTION •fa This method to be used only when the root growth of an existing tree will not allow the use of a standard grate and sidewalk does not need repair. Must be approved by the City Engineer. REVISIONS BY APP DATE E Drafting edits JDL MH 5-13 TREE WELL COVER ALTERNATE METHOD* lt« uRevised * Note MH BL 11-09 >I . g Revised Note 4 DVB BL 11-06 8150STANDARD CURRENT AS OF: AUGUST 2020 STREET TREE PLANTING INSTRUCTIONS AND REQUIREMENTS A. INSPECTION: Inspection of tree planting by the City Engineering Inspector or Building Inspector is required. 1. Engineering Inspector or Building Inspector shall approve the hole dimensions prior to planting. 2. City Arborist shall perform inspection of planting and tree quality after the tree planting is complete. Appointments for inspection(s) may be made by calling (805) 781-7220 at least 48 hours in advance of the inspection. TREE QUALITY:B. Tree quality must conform to the requirements of guideline specifications for nursery tree quality included in Appendix I. C.BACKFILL MATERIAL: The backfill material shall be free of construction spoils/debris and composed of: • 75% Native Soil (the soil removed from the planting hole) • 15% Compost Material • 10% Sand (see Note) Note: The sand component of the backfill may be deleted if the Arborist determines that the existing native soil will provide adequate aeration for the root system. D.PLANTING: Partially fill the bottom of the excavated hole with backfill material, while tamping and watering, to an elevation equal to the bottom of the root ball. Root crown (top of root ball) shall extend one (1) inch above finish grade when planting is completed and 4 inches below the bottom of grate. Place the tree to be planted in the center of the hole on tamped backfill. Continue adding backfill while tamping and watering. Continue adding backfill around root ball to finish grade, while tamping tightly, and add additional water to thoroughly wet root ball and backfill material. For Street Tree Well installations, finish grade shall be 4" below the sidewalk grade. E. TREE SIZE and TYPE: Standard tree size shall be #15. A larger sized 24", 36" or 48" box may be required for some installations. New trees planted in the downtown (within the boundary of the Downtown Association) shall be a minimum of a 24" box. Tree type shall be from the Master Street Tree list and (if applicable) be in accordance with the selections for major streets. F.STAKING: All newly planted street trees shall be staked. G. GUARDS: Trees planted within the Mission Style Sidewalk District shall include installation of a tree guard of the same manufacturer as the tree grate, see Engineering Standard 8130. REVISIONS BY APP DATE E Revised Notes A, D, & G MH BL 11-09 STREET TREE PLANTING NOTES tit uModified A, B, C, D KH MH 1-18 I . g Drafting edits JDL MH 5-13 8210STANDARD CURRENT AS OF: AUGUST 2020 1 Vi' Fence Staple, galv. (over, not through) or roofing nail provided with ties. L Cinch-Tie Top of stake shall not be taller than lowest tree limb. Trim stake evenly as necessary. 8'-3" Stake ITies shall be inter locked around tree 12" 24" Cinch-ties (4 ea.) shall be snug, not tight \1 24"Remove nursery stake(s) and backfill hole with soil after planting. Install (2) 8'-3" Lodgepole Pine Stakes.5' Tree Trunk Stake Top of Root Ball 1/2" above finished grade Stake m 12"f j Mulch Wood Chips, 2" deep 28" min.12" \Prevailing Wind Direction 2Li-Y, '-'f---a INSTALLATION NOTES:Root (T) Align face of tree trunk with face of stake. At Zone 1, tree grate shall be installed per Engineering Standard 8130, 4" clear from top of grate to top of backfill material. Ball 3' Backfill Material (See Eng. Std. 8210) Remove clay slick or glazing if dug by power auger 18" ZONE 1: Trees planted in tree wells or parkway ZONE 2: Trees planted within 7'-6" of curb, sidewalk, or paving ZONE 3: Trees planted more than 7'-6" of curb, sidewalk, or paving 30" REVISIONS BY APP DATE TREE PLANTING and STAKING ZONES 1,2 and 3 15 Gallon Size E Combined Stds 8830 and 8840 JDL MH 6-13 l»t uDrafting edits JDL MH 6-13 >I . g Remove crossbrace & tubes KH MH 01-16 8220STANDARD CURRENT AS OF: AUGUST 2020 !1 Vi' Fence Staple, galv. (over, not through) or roofing nails provided with ties. L Cinch-Tie Top of stake shall not be taller than lowest tree limb. Trim stake as necessary.10'-O" Stake Ties shall be inter locked around tree 12" © T24" Cinch-ties (4 ea.) shall be snug, not tight 1 \Remove nursery stake(s) and backfill hole remaining after planting. Install (2) 10’-0"Lodgepole Pine Stakes. A Tree Trunk B Stake Stake m 5a 18" Prevailing Wind Direction 18" TREE DIMENSIONS (in)BOX SIZE (in)A B C D E Roots243684 24 18 40 36 24 72 36 24 48 C 48 18 66 42 30 60 Backfill Material (See Eng. Std. 8210) INSTALLATION NOTES: (T) Align face of tree trunk with face of stake.12" iRemove clay slick or glazing if dug by power auger D ZONE 1: Trees planted in tree wells or parkway ZONE 2: Trees planted within 7’-6" of curb, sidewalk, or paving E REVISIONS BY APP DATE TREE PLANTING and STAKING ZONES 1 and 2 24" Box and Larger E Removed crossbrace KH MH 01-18 tit nRevised Tube Length MH BL 11-09 >I . g Drafting edits JDL MH 6-13 8250STANDARD CURRENT AS OF: AUGUST 2020 4 Set crown %" above grade.{ '*■2k. FG #1 and #5 = 2" #15 and larger = 4'Root Ball 1 2 1/2 Y 13 1/2 XX NOTES: ©Backfill per Standard Specifications. Fertilizer tablets per Standard Specifications. Place tablet halfway up root ball and approximately 1 inch from root tips, equally spaced around the root ball. Plant pit to have vertical sides. Pit shall be twice the width of root ball or container and one and a half times the height of the root ball or container. Sides and bottom of plant pit are to be scarified to remove shined surfaces. Place plant in pit so that it is plumb and straight with best side facing the most viewed angle. © REVISIONS BY APP DATE E New Standard BL JDW 1-04 SHRUB PLANTINGl»t uRevise Note 2; Add Notes 3 and 4 JDL BL 5-12 >I . g Drafting edits JDL MH 5-13 8410STANDARD CURRENT AS OF: AUGUST 2020 Concrete Curb, Walkway, Mow Curb or Building .25 X I .5 X OC Spacing (X).5 X —H Plant (type per plans) GENERAL NOTE: A. Ground cover on center (OC) spacing shall be per plans or Special Provisions by plant type. If not specified, OC spacing shall be 24". REVISIONS BY APP DATE E New Standard BL JDW 1-04 GROUND COVER PLANTING PATTERN l»t uRemove chart; Drafting edits JDL MH 6-13 >I . g 8420STANDARD CURRENT AS OF: AUGUST 2020 1 2 k: 2 c O 24" min.3 3441 5'4 11 t 66" ea. side —1—81"24" min.E--V 10"M FG8FG 9mrvi 24" f £ 95 7510 18" — CONTROLLER PEDESTAL MOUNT CONTROLLER GROUND MOUNT GENERAL NOTES: A.All exposed conduit shall be Schedule 80. Install Controller and Telemetry equipment required for the site as specified by the City Parks Maintenance Division. Attach Recycled Water adhesive warning decal per Engineering Standard 8810 to inside and outside of cabinet door when used to control recycled water. B. C. NOTES: ©%" 0 x 4" Lag Bolts. Connect to building wall or, where wall is not available, mount to 4" x 6" Pressure Treated Douglas Fir post. Controller / Stainless Steel Enclosure 2" 0 PVC Conduit w/ Irrigation Control Wires %" 0 PVC Conduit w/120 volt Power Source PVC Sweep Ells for Conduit %2" - %" 0 Anchor Bolts Class 3 PCC Footing 4" Class 3 PCC Pad 4" Class 2 Aggregate Base Class 3 PCC Post Footing when Post Mount is used Ground Rod © © © © REVISIONS BY APP DATE E Drafting edits JDL MH 6-13 IRRIGATION CONTROLLER l»t uAdd Note 12 SR BL 3-06 i . | Delete Note 12 DVB BL 11-06 8520STANDARD CURRENT AS OF: AUGUST 2020 12 42 3) typ.12 6) typ. COL*l)typ. FG T 8) typ.- 8' C\B 1 a EIflow *CO t CM i .lx© bJ7rq 90 typ.10) typ.11 6 GENERAL NOTES: Locate valves in shrub areas whenever possible. Valve boxes shall be a maximum of 12" from walkways or curbs. Valve boxes shall be set parallel to walkways or curbs. Flow meter size and pipe size must be equal. No splices are allowed in wiring except at connectors shown (in box.) A. B. C. D. E. INSTALLATION NOTES: ©PVC Union Master Valve - normally open PVC Male Adapter Flow Sensor Specialized Shielded Cable (EV-CAB-SEN) (1-Flow Meter, 1-Common) - Mazimum distance between meter and controller is 2000' - 14 gauge Master Valve Controller Wires (1-Valve, 1-Common) Plastic Valve Box with bolt down lid. Bolts to be stainless steel. Carson Industries 1419-3B (Purple) for Recycled Water Valves up to 2" Carson Industries 1324-3B (Purple) for Recycled Water Valve 2y2" and larger Irrigation Pressure Mainline Galvanized Cloth set under box-1/2" Grid Gravel - %" to V/2" in size Cement Blocks or Brick continuous for box support Flow Sensor - RainMaster Attach Recycled Water Warning Tab per Engineering Standard 8810 when used in recycled water system. U/S distance equals ten (10) times the Flow Meter size. D/S distance equals five (5) times the Flow Meter size. © © © © © 9 10 © REVISIONS BY APP DATE E Edit Note 11, add PVC Union JDL BL 6-12 MASTER VALVE & FLOW SENSOR in nRevise Notes 2 and 11 MH BL 11-09 >I . g Update Note s 4 and 5 SR BL 8-11 8550STANDARD CURRENT AS OF: AUGUST 2020 ©2 8 10 Wrap with Rebar and 3 mil Blanket, typ. 9 9 GENERAL NOTES: All pipe shall be schedule copper or brass unless otherwise specified. Dissimilar metals shall be separated by an approved dielectric coupling. Service assembly shall be installed as the first assembly after the meter. Device shall be located within 10' of water meter and no connection or tees are allowed between the meter and the assembly. INSTALLATION NOTES: WYE STRAINER: Barrel position 45° from horizontal for below ground installations BALL VALVE: Brass FOR POTABLE SERVICE: Backflow Assembly (reduced pressure type), FEBCO/WILKINS FOR RECYCLED SERVICE: Pressure Regulator. Where there is no backflow assembly, place wye strainer and regulator in paired boxes installed per Engineering Standard 8550. LOCKING ENCLOSURE: Secure to pad per manufacturer's direction. Enclosure shall not be field-painted. All coatings shall be completed by manufacturer. Model: Strongbox #SBBC Series, expanded metal, dark green powder-coated, low profile, smooth touch, vandal resistant ELBOW UNION: Brass CONCRETE PAD: Class 3, 60" x 24" x 4" on 14" Class 3 Base, with 2% cross-slope for drainage SUPPLY LINE THRUST BLOCK IRRIGATION PRESSURE LINE RECYCLED WATER WARNING TAG: Attach per Engineering Standard 8810 when used for recycled water. •k-k BACKFLOW DEVICES SHALL BE INSPECTED BY THE LOCAL DEPARTMENT OF HEALTH SERVICES AND THE CITY OF SAN LUIS OBISPO UTILITIES DEPARTMENT kk 4 2 31 REVISIONS BY APP DATE E Revised Note 1 MH BL 11-09 IRRIGATION SERVICE ASSEMBLY in nRevised title; Drafting edits JDL MH 10-12 >I . g Revised Notes 3, 4 & 5 DVB BL 10-07 8560STANDARD CURRENT AS OF: AUGUST 2020(D(i)©©©©© © ©®0< cd O QQbJLLLOL■>N3>JCD12" min.18" max.£>*CDIts-- IfKmp~i, f FG FG FG T i12'18"iXI ©t I2—[ ©D"I 12"r~4" —1 typ. LATERAL LINEPRESSURE LINE & CONTROL WIRES CONTROL WIRES & COMPUTER CONTROL CABLE X = 18" for sizes 2" and smaller in planter areas X = 24" for sizes over 2" and conduit under pavement X = 24" for conduit for high voltage wiring TRENCH DETAILS l°Tet.■» Ie 5* 1e4 toJ 43 typ.typ. THRUST BLOCKS GENERAL NOTES: A.Pressure lines shall be per the Standard Specifications unless otherwise noted. Lateral lines shall be Class 200 unless otherwise noted. Control wires shall be taped together at 5' intervals. Where control wires share a trench with pressure lines, they shall be placed below the 4 o'clock and 8 o'clock position under the pressure line. Thrust blocks shall be installed at mainline turns, elbows, tees, caps, plugs, changes in direction, at terminal points of all rubber gasket piping and at any other additional points shown on the plans. B. C. D. INSTALLATION NOTES: ©Select backfill compacted to 90%, with native above to grade compacted to 85%. Native material to be fine earth material free from clods, rocks, and other large matter. If existing soil is not acceptable, the Contractor shall import soil as backfill. 3" Detectable Marker Tape marked "WATER" or "NON-POTABLE WATER" depending on the irrigation supply source. Thor Enterprises (distributed by T. Christy Enterprises) Direction of flow Class 3 PCC Thrust Block, sized as needed for pressure.© REVISIONS BY APP DATE E New Standard BL JDW 1-04 TRENCH DETAIL & THRUST BLOCKS l»t uRevise Lateral Line detail DVB BL 11-08 I . g Revise Installation Note 1 JDL BL 5-12 8610STANDARD CURRENT AS OF: AUGUST 2020 11 3 1 2 13 5/8' 4EIFG t 4' *CP 10 [3" - 8'H \AK T, 12'E_0.Mm,.im±© /\ 5 967 8GENERAL NOTES: A.Locate valves in shrub areas whenever possible. Valve boxes shall be a maximum of 12" from walkways or curbs. Valve boxes shall be set parallel to walkways or curbs. One valve per box. B. C. D. INSTALLATION NOTES: Connector: King One Step Model 70-566 30 Volt Rain Bird Snaptite with sealer #ST-03 Grey PT-S5 14 gauge Direct Burial Wire with 12" expansion coil (1- valve, 1- common) Plastic Valve Box with bolt-down lid, bolts to be stainless steel: Carson Industries 1419-3B (purple) for Recycled Water Valves up to 2" Carson Industries 1324-3B (purple) for Recycled Water Valves 2)2" and larger 2" diameter aluminum or plastic Valve Tag, attach with non-ferrous wire, engrave with valve station number. © © © © ©Cement Block (4 total) under each box corner Irrigation Lateral Line ©PVC Union Gravel - 3/4" to 1K2" in size Irrigation Pressure Line Galvanized Cloth set under box - E" grid Control Valve: Irritrol 100 Series© PVC Ball Valve Attach Recycled Water Warning Tag per Engineering Standard 8810 when used for recycled water. REVISIONS BY APP DATE Edit Note 11, add PVC Union JDL BL 6-12 ELECTRIC CONTROL VALVE & BOX I i ‘ TitHAdd note 12 KH MH 6-20 I . Revise Note 2 SR BL 8-11 8620STANDARD CURRENT AS OF: AUGUST 2020 1 5/8'2ri FG31 I l)typ. 5)typ. 9 typ.108"I 4" { % \ 12"JA ih^sb.i 5 typ. 8 7i)typ.6 GENERAL NOTES: Locate valves in shrub areas whenever possible. Valve boxes shall be a maximum of 12" from walkways or curbs. Valve boxes shall be set parallel to walkways or curbs. One valve per box. Areas where recycled water may be used shall have purple box covers. Pipe shall be Schedule 40 PVC unless otherwise noted. A. B. C. D. E. F. INSTALLATION NOTES: (T) Round Plastic Valve Box: Carson #910-12B (2) Quick Coupler Valve: Rain Bird #44, use #44NP for Recycled Water (3) Stainless Steel Clamp (4) Schedule 80 Nipple (5) Cement Block (4 total) under each box corner when box is located in turf area (?) Tee connected to irrigation pressure line ©y4"x 1"x30" Angle Iron ® Gravel: %" to 1V2" in size © Schedule 80 Ell @) Galvanized Cloth set under box, Vi' grid REVISIONS BY APP DATE E New Standard BL JDW 1-04 QUICK COUPLER VALVE and BOX lt« uRevise Notes E and 2 SR BL 3-06 I . g Drafting edits JDL MH 6-13 8630STANDARD CURRENT AS OF: AUGUST 2020 1 5/8"f FGtI Single Irrigation Valve 3 1025 4 typ. 8" -Water MainigCT5FLOW£LJ.OR 31' f^rL6’t 12' i 6 87Multiple Irrigation Valves in one area 9 typ. GENERAL NOTES: Isolation valves shall be installed for all irrigation valves. Locate valves in shrub areas whenever possible. Valve boxes shall be a maximum of 12" from walkways or curbs. Valve boxes shall be set parallel to walkways or curbs. Valve size and pipe size must be equal. A. B. C. D. E. INSTALLATION NOTES: ©Plastic Valve Box with bolt-down lid. Bolts to be stainless steel: Carson Industries 1419-3B (purple) for Recycled Water Valves up to 2" Carson Industries 1324-3B (purple) for Recycled Water Valves 2)2" and larger PVC Union© ©Brass Ball Valve ©Schedule 40 Pressure Line ©Galvanized Cloth set under box: V2 grid Concrete block below valve, extending 6" beyond outside dimensions of valve #10 Reinforcing Bar looped over valve - Only for valves 2%" and larger Gravel: 3/4" to 1j£" in size Cement Blocks or Brick continuous for box support Attach Recycled Water Warning Tag per Engineering Standard 8610 when used for recycled water. © REVISIONS BY APP DATE E Add PVC Union; drafting edits JDL BL 6-12 ISOLATION VALVEin nRevised Notes and Detail MH BL 10-05 I . g Revise Note 1; Add Note 10 SR BL 3-06 8640STANDARD CURRENT AS OF: AUGUST 2020 5 I—I 1 MMeH FGCurb, Paving or Walkway I 12' i 4 2 2&3 3 2 GENERAL NOTES: A. Where system is or has the potential to hook up to non-potable water, rotor head shall have a Reclaimed Water cover. B. Pipe material shall be Class 200 PVC unless otherwise noted. INSTALLATION NOTES: (T) Rotor or Spray Pop-up or Hi-pop Body, set even with finished grade. (2) Triple Swing Joint, Marlex (3) (3) Irrigation Lateral Line (4) Schedule 80 Nipple (5) Pop-up height to be above matured plant material height. © Distance must be 2 feet but may be reduced to 2 inches where overspray to adjacent impervious surface runs off to vegetated area. REVISIONS BY APP DATE E Added note 6 MH BL 1-14 POP-UP HEADin nRevise offset from curb DVB BL 11-07 I . g Pop-up height (Note 5)JDL BL 6-12 8650STANDARD CURRENT AS OF: AUGUST 2020 Plant Spacing© "^h ji 12 > 50'< 50'< 150' 2 12 typ. each endDRIP LAYOUT GENERAL NOTES: Lateral lines shall be class 200 unless otherwise noted. All drip irrigation lines and emitters shall be installed below mulch layer. Total length of drip tubing not to exceed 150’. Ends of drip tube shall be no more than 3' from edge of hardscape in valve box as shown. In areas where recycled water will or could be used, all tubing shall be purple for use with recycled water. INSTALLATION NOTES: Drip Tee Drip Tubing - %" Drip Thread / Slip Adapter PVC Slip / Thread Adapter (D PVC Ell (6) PVC Irrigation Lateral Line - %" @ Drip Ell (?) Emitter - Pressure compensating, Self-flushing (?) 12" Staple @ 5' O.C. - Soil Saver (To) Center of Plant (Pi) Pressure Line Valve (12) Manual Flush Valve REVISIONS BY APP DATE E New Standard BL JDW 1-04 DRIP IRRIGATIONl»t uAdded Note E SR BL 3-06 >I . g Drafting edits JDL MH 6-13 8660STANDARD CURRENT AS OF: AUGUST 2020 1 2 7 Sidewalk CZ£3 £FG 3 4 6 5 r r 33 RISER DETAILS 8 slO) typ.8 typ.2 T XTreeFG#5 1.k 1-Gallon or 4" ®<1 8%'g ■* b ----L?- 12" |—T 2 Tree Size xim) 15-Gallon 24" Box 40" Box 18 24 40EMITTERS @@@@< CD d Q LU a 0^v V 1 5I-18' i 4'-±sy- -/-A r©^FG TRoot Ball 4 ____2£3 6 2 32 GENERAL NOTES: Where system is or has the potential to hook up to non-potable water, rotor head shall have a Reclaimed Water cover. Pipe material shall be Class 200 PCV. See Engineering Standards for tree planting. Minimum of one (1) bubbler per tree or as specified on the plans. A. B. C. D. INSTALLATION NOTES: ©Bubbler Pop-up, set even with finished grade: Rain Bird Triple Swing Joint: Marlex (3) Irrigation Lateral Line Schedule 80 PVC Nipple 4" deep Mulch 5 gallon tree: 36" diameter around tree 15 gallon tree: 48" diameter around tree 24" box: 72" diameter around tree Backfill per Standard Specifications © REVISIONS BY APP DATE E New Standard BL JDW 1-04 TREE BUBBLERlt« uDrafting edits JDL MH 6-13 I . g Delete Note 7 SR BL 8670STANDARD CURRENT AS OF: AUGUST 2020 y2" Abutting hardscape 1" in turf or other landscape areas 1 6" R = y2" A-A -rt4 4 CD • -4- ■ 4/ '24'a;-: t po 3 ; ; SECTION GENERAL NOTES: A. yA" Felt expansion joints at 20' intervals, at change in direction, at beginnings/ends of curves, and where mow strip abuts other structures. INSTALLATION NOTES: (T) Class 3 Concrete, light broom finish. No color unless specified in contract documents. (2) #3 Reinforcing bar continuous at center. 18" overlap at splice. (3) Class 3 base. No recycled AC base allowed. REVISIONS BY APP DATE E New Standard BL BL 5-12 CONCRETE EDGINGin nDrafting edits JDL MH 10-12 >I . g 8710STANDARD CURRENT AS OF: AUGUST 2020 o o RECYCLED WATER WARNING TAGS: • Shall be high durability polyurethane. • The tag shall be 3" x 4" in size with attachment neck and reinforced attachment hole. • All lettering shall be hot stamped in black on a purple tag. • Tags shall be attached with non-ferrous wire. • Christy's ID-MAX-P2-RC-009 or approved equal, attached as shown in Engineering Standards. * Warning: Recycled Water Do Not Drink Back RECYCLED WATER WARNING TAGS Front PLASTIC WARNING PLATES: RECYCLED WATER DO NOT DRINK - NO TOMAR • Shall be Christy's #3800 or equal. • Warning Plates shall be made of purple UV resistant co-polymer plastic, and installed with tamper-proof rivets. o o PLASTIC WARNING PLATE RECYCLED WATER ! DO NOT DRINK NO TOME EL AGUA^ ADHESIVE DECALS: • Warning Decals shall be Christy's #ID-4200 or equal. • Warning Decals shall be made on a 3.5 mil flexible vinyl base, with permanent acrylic adhesive backing on a 90# stay-flat liner. • Riser Decals shall be Christy's #5100 or equal. • Riser Decals shall be approximately 2%" x 3' and capable of being wrapped around and attached to a sprinkler riser. • Background shall be printed with a purple UV cured vinyl ink. Legend printing shall be in black with a UV cured vinyl ink. • The entire decal shall be clear flood over-printed for superior weathering and UV protection. ADHESIVE WARNING DECAL RECYCLED WATER DO NOT DRINK AVISO NO TOME EL AGUA RECICLADA RECYCLED WATER DO NOT DRINK AVISO NO TOME EL AGUA RECICLADA RECYCLED WATER DO NOT DRINK AVISO NO TOME EL AGUA RECICLADA ADHESIVE RISER DECAL REVISIONS BY APP DATE E RECYCLED WATER WARNING TAGS, LABELS and DECALS New Standard SR BL 3-06 tit uDrafting edits JDL MH 6-13 I . g 8810STANDARD CURRENT AS OF: AUGUST 2020 GENERAL NOTES: A.All signs shall be sign grade aluminum, .080" thick, with white letters on a purple background. Signs shall include language stating that "Recycled Water" is used for irrigation, shall contain the the warning "DO NOT DRINK", and shall include the industry standard symbol:€> The small signs shall be a minimum of 8" wide and 10" high.B. Small signs shall be mounted to U-channel, 2 lbs. hot rolled high tensile rail or billet steel with galvanized finish per ASTM A-123. Sign post shall extend 4'3" below grade. C. D.Large signs shall be a minimum of 18" high and 24" wide. Large signs shall be mounted to chain link fence in accordance with manufacturer's recommendations. E. All mounting hardware shall be stainless steel.F. G. Height of signs will depend on location and surrounding landscape plant types (min. height shall be 3'). In all cases, sign shall be visible to the public. H.Sign letters shall be reflective material. I. Signs shall be located as shown on the plans. As a minimum, signs shall be placed at each entrance to the area where recycled water will be used. Signs must be placed where they can be easily seen, and no further than 1000' apart unless approved by the Water Reuse Coordinator. For unfenced areas, signs shall be placed at sidewalks and crosswalks, driveway entrances, corners, outdoor eating areas, and as otherwise required. For medians, a sign shall be placed at the beginning and end of the median. Longer medians may require an additional sign be placed near the middle, equidistant from the ends of the median. For fenced areas, signs must be placed at each fence opening. Post shall be installed per Engineering Standard 7210 mounting height.J. REVISIONS BY APP DATE E New Standard SR BL 3-06 RECYCLED WATER WARNING SIGNS tit uRevise Notes for standard signs DVB BL 10-07 I . g Drafting edits JDL MH 6-13 8820STANDARD CURRENT AS OF: AUGUST 2020 ft 6" min. , ^ / 5' Varies A ' • •A‘■1- '4 '4 DETACHED SIDEWALK 6" min. Varies Varies ■ 3. ■3 - jL ■■' 4 ■4 INTEGRAL SIDEWALK Municipal Code Section 12.40.040 (a) In a residential zone, it is unlawful for any person to install or maintain or to direct, authorize or permit the installation or maintenance of a mail box, a receptacle for newspaper delivery, or any other container to be used for delivery purposed in, upon or over an portion of the space or area between a street curb and the back edge of an improved sidewalk. REVISIONS BY APP DATE E New border JDL WAP 1-98 MAIL BOX LOCATIONlt« uRevise Code Section JDL WAP 10-93 > I . g Drafting edits JDL MH 6-13 9010STANDARD CURRENT AS OF: AUGUST 2020 A A L AMONUMENT COLLAR: Collar shall be constructed per Engineering Standard 6040TRAFFIC VALVE BOX and COVER: CHRISTY G-5 or approved equal. Cover shall be imprinted with "MONUMENT". -— 10" Pavement if if /4<3 %" min. -*— clearance all around 'A 10"A.. 12" min. 4- '.4y4"• -r •r 4 r T 3" min. max. •4 R.E. Tag PIN: Brazing rod, 0.125" - 0.200 0, with numbered brass tag. Pin shall be set by Surveyor or Civil Engineer and the point permanently marked with registration number. R.E. Tag 18" T T I <A 4 4' 4 4':a BASE: Class 3 PCC. Top surface shall be smooth, bottom shall be flared as shown. .4 14"A1 SECTION A - A ALTERNATE METHODS A1 - Base may be cast with a cylindrical recess which shall later be filled with expansive grout (min. 2500 psi) when pin is set. A2 - A brass cap may be set with the base pour so that center of cap is within %" of the monument point. Point shall be marked with a cross, etched a minimum of Ke" deep into the brass. The cap shall be marked with the License information or a tag with the information shall be attached. REVISIONS BY APP DATE E New border JDL WAP 1-98 MONUMENT and WELLin nAdded Alternate A2 BL JDW 4-02 >I . g Drafting edits JDL MH 6-13 9020STANDARD CURRENT AS OF: AUGUST 2020 Cover shall be lettered "CITY COMM" A A L ACITY COMM• -• :• PLAN Manhole Collar shall be constructed per Engineering Standard 6040 Manhole Cover and Frame shall be PHOENIX P-1090, S.B. FOUNDRIES 1900 or equal. * Y2" Grout at bottom (top of Rock Bedding) '4' ■..-4-.Grade Rings per Eng. Standard 604018" min.3’1®i Sand\/ 6"K~-~Class 2 concrete—T 6' New or (E) Conduit 1" PVC Drain %" Rock Bedding, 6" min. thickness SECTION A - A * In sidewalk applications, install ring and cover per Engineering Standard 3350. REVISIONS BY APP DATE E MANHOLE COVER & ACCESS BOX CITY COMMUNICATIONS New Standard JDL WAP 8-99 lt« uDrafting edits JDL MH 6-13 >I . g Revise Class 2 Note SR BL 1-14 9030STANDARD CURRENT AS OF: AUGUST 2020 (?) 88 Series PL DuMor, Inc. with back or equivalent (g) 139 Series DuMor, Inc. without back or equivalent “I 12" ] ] [i—mm 12" 12" 12" 1 4' /\2%iXITe-.• - ,/ I Class 3 PCC, 2"-4" Slump, Broom Finish, 12" wider than bench on all sidesClass 2 Aggregate Base or Class 3 Aggregate Base compacted to 95%Z2" x 3" Wedge-all Bolt, (4) per bench OPEN SPACE BENCH NOTES: (?) Style for Damon-Garcia and Laguna Lake Parks (2) Style for Open Space (3) Style for all other parks (3) Renaissance Memorial Bench, 2806-6-MP Green for all other parks “I 12" 12" 12" 12" i \/2%iJ.4"'•k%nr T Class 3 PCC, 2"-4" Slump, Broom Finish, 12" wider than bench on all sidesClass 2 Aggregate Base or Class 3 Aggregate Base compacted to 95%5/ie" x 3" Wedge-all Bolt, (4) per bench PARKS and PUBLIC RIGHT OF WAY BENCH REVISIONS BY APP DATE E New Standard SR BL 11-08 CITY BENCHin nDrafting edits JDL MH 6-13 >I . g 9040STANDARD CURRENT AS OF: AUGUST 2020 INSTALLATION NOTES: 6" x 6" Pressure Treated Douglas Fir Post, re-treat all cuts 2" x6" (12 ft length) Pressure Treated Douglas Fir, re-treat all cuts Class 3 PCC Footing, slope top 2% in all directions 1 y2" 0 Round Rock %" Carriage Bolt w/ 3" Torque Washer at front and 2" Timber Washer at rear Nail board ends with (2)- 4" Galvanized Nails. Finish Grade Wrap post, within limits of concrete, with 15 lb Felt Paper. 5 72" O.C. Y2" max.r o Alternate rail ends 16' TSTJ-6O r® \mih_ ELEVATION 2 1" Chamfer 1 <s>42ii UZ ( -2% 1 - .’ 'A/ • < A ■ A- ''4 24"A. 8</ -■- 3A A as 4 10ii gQ3r i 14n SECTION REVISIONS BY APP DATE E New Standard JDL BL 1-10 RAIL FENCElt« uDrafting edits JDL MH 6-13 >I . g 9050STANDARD CURRENT AS OF: AUGUST 2020© © ©©© ©©© 2' - 2" DIA. GENERAL NOTES:r-3" DIA. MAX. Trash containers shall be TimberForm® Renaissance™ series Model No. 2816-ST-M "SLO Litter Container", manufactured by Columbia Cascade Company, or approved equal. A. MATERIALS and DESIGN Frame shall be fabricated from 1 inch ID Schedule 40 mild steel seamless pipe. Side slats shall be 0.188 inch thick x 1-1/2 inch wide formed mild steel. Container shall have a side-opening door that locks in place with a thumb latch locking mechanism. Litter container shall include a separate matching sorting top for recycling bottles and cans and a 32-gallon recycled plastic liner with two hand holds for easy removal and emptying. Sorting top shall be fabricated from 11 gauge steel plate and shall have two side openings for trash, top opening for recyclable materials and a stainless steel sliding trap door. Top at opposite sides shall have applied clear adhesive graphics with white lettering designating separate openings for bottles/cans and trash and a large recycling logo. Sorting top shall remain locked in place until released by opening of the side-opening latch locking mechanism that utilizes a removable handle or Allen wrench for unlocking. Overall dimensions shall be approximately 26” diameter and 45” in height. Container shall be surface mounted flush with the sidewalk surface and will have built in leveling capability in accordance with manufactures recommendations. /\OPENING TO LITTER CONTAINER (BELOW SORTING TOP) / i o I\/\/ SORTING TOP ASSEMBLY RECYCLE SYMBOLBOTTLES AND CANS (TRASH ONLiT 1B. CONSTRUCTION Entire litter container body, except for separate liner, and sorting top shall be assembled and welded into single units. Welds shall be smooth and continuous with no gaps or pin holes. Final product shall be free of weld spatters and burrs. CLEANOUT ASSEMBLY WITH SLIDING DOORrfTYYYYYYYT¥H C. FINISH Steel and cast iron parts shall be coated with UV resistant exterior grade polyester powder coating applied to a minimum thickness of 6 mils. Color shall be Dark Forest Green (RAL6009) to match City standard colors for downtown and black in all other locations. Liquid, epoxy or lead-containing powder coatings are not acceptable. LITTER CONTAINER WITH DOOR AND HEX KEYED LOCK, ASSEMBLY 16111-A01h- CM 9"POWDER-COATED STEEL, COLOR RAL6009t ' 1L FINISH GRADE j j o> o8" 9/16" DIA. HOLE FOR y2" x 3" WEDGE-ALL BOLT, TYP. o o CLEAN OUT ASSEMBLY REVISIONS BY APP DATE E Opening to Utter container JDL DA 10-15 TRASH CONTAINER STANDARD tit hDrafting edits JDL MH 3-13 >I . g Revise Note C SR BL 1-14 9060STANDARD CURRENT AS OF: AUGUST 2020 APPENDICES A. STATE STANDARD CURB RAMP DETAILS B. MISSION STYLE SIDEWALK DISTRICT C. RAILROAD DISTRICT PLAN D. LIST OF ARTERIAL AND COLLECTOR STREETS E. SAMPLE NOTICE OF STREET MAINTENANCE (DOOR HANGER) F. PLAN DEVELOPMENT STANDARDS G. GUIDELINES FOR CONSTRUCTION ZONES H. SLO COUNTY APCD: PERMIT TO OPERATE NO. 1850-2 I. GUIDELINE SPECIFICATIONS FOR NURSERY TREE QUALITY J. QUALITY ASSURANCE PROGRAM K. TEMPORARY INDUSTRIAL WASTE DISCHARGE PERMIT APPLICATION L. ENCROACHMENT PERMIT / CIP HOLIDAY RESTRICTION AREA Appendix APOST MILES TOTAL PROJECTSHEETTOTALSHEETSDist COUNTY ROUTE-9—'B)0.45" Min AND 0.47" MaxRETAINING CURB IF NECESSARY AT EDGE OF SIDEWALK-RETAINING CURB IF NECESSARY AT EDGE OF SIDEWALK6" Min HIGH RETAINING CURBGutter not showni6" Min HIGH RETAINING CURB-TOP Dia1 .57rxI I5'-0Q.Max*0.9" Mi AND 0.92" MaxREGISTERED CIVIL EN5'~0"Mini//£ f Rebecca/£ / Lynn Mowry \ S-\S L C54415 ) Sr Vxp 12-31 -19/ ”1VL\/ CIVIL / *//BASE DiaSIDEWALKMinGINEERoI5% Max^I;1 I7.57.. J ,7.57.fSEE NOTE 10Max Max0May 31 , 2018SIDEWALK1 .57. Max2cSIDEWALKRAISED TRLJNCATFD DOMFPLANS APPROVAL DATEin| -27,57, 7.57:LFTHE STATE OF CALIFORNIA OR ITS OFFICERS OR AGENTS SHALL NOT BE RESPONSIBLE FOR THE ACCURACT OR COMPLETENESS OF SCANNED COPIES OF THIS PLAN SHEET.-3-ISMaxFRONT EDGE OF SIDEWALK-Maxux: -22.3" Min AND 2.4" Max CENTER TO CENTER SPACINGRAISFD TRLJNCATFD DOME PATTERN (IN-LINF)DETECTABLE WARNING SURFACESi30000J)1000000>i49.07. Maxi§§g§£ AT CURB2 ooooqFRONT EDGE OF SIDEWALK9.07. Ma> AT CURBLCURB TO MATCH RAMP SLOPE -SEE NOTE 10aFRONT EDGE OF SIDEWALK1 .57 Max»- 3000000■;-i xxxxx;^v£)NOTES:See Note 101 . As site conditions dictate; Case A through Case G curb ramps may be used for corner installations similar to those shown in Detail A and Detail B.The case of curb ramps used in Detail A do not have to be the same. Case A through Case G curb ramps also may be used at mid block locations, as site conditions dictate. For specific site condition configuration, including the conform to existing sidewalk, see Project Plans.2. If distance from curb to back of sidewalk is too short to accommodate ramp and 4'-2" platform (landing) as shown in Case A, the sidewalk may be depressed longitudinally as in Case B or C or may be widened as in Case D.3. When ramp Is located in center of curb return, crosswalk configuration must be similar to that shown for Detail B.1 .57|Max9.07. Max AT CURBCASE C9.07 Max- AT CURB-SEE1.57 Max~^vl)NOTE 10L* J|, t 1 .57 I ,~|4'-2"1 .57SIDEWALKSIDEWALKMinMaxMaxI'3FRONT EDGE OF SIDEWALKCASE ACASE B9.07 Max AT CURBk1rJ4iFRONT EDGE OF SIDEWALK-6"6"7.71%%Typ21 .57Typ-L +1-57.1 J^ Max ^Max<SIDEWALKI 3SIDEWALKO 0000c% 2 0000c3000000 ooo^gc...5 00000c•RETAINING CURB (BOTH SIDES OF RAMP)—c y SEE NOTE 10<O 0000ck24. As site conditions dictate, the retaining curb side and the flared side of the Case G ramp shall be constructed in reversed position.5. The ramp portion of the curb ramp is a typical rectangle, unless modified in the Project Plans.6. Side slope of ramp flares vary uniformly from a maximum of 9.07 at curb to conform with longitudinal sidewalk slope adjacent to top of the ramp, except in Case C and Case F.7. The adjacent surfaces at transitions at curb ramps to walks, gutters, and streets shall be at the same level.i42■j%3000000 ooo^^looooooc9.07 Max AT CURBFRONT EDGE OF SIDEWALK9.07 Max AT CURBRETAINING CURB----7■SEE NOTE 101 .57 Max 4,-2" Min.-SEE NOTE 101.57 Max 4'-2" MinFRONT EDGE OF SIDEWALKJZ............... c -PLANTING AREA2CASE F9.07 Max AT CURB9.07 Max' AT CURB30000 [k 23000000 oooxooclXX ;oooooooc0000000oooooocCASE GCJ1See Note 4RETAINING CURB (BOTH SIDES OF RAMP)o8. Counter slopes of adjoining gutters and road surfaces immediately adjacent to and within 24 inches of the curb ramp shall not be steeper than 1V:20H (5.07). Gutter pan slope shall not exceed 1" of depth for each 2'-0" of width.SEE NOTE 101.57 MaxGUTTERFLOWLINE1.57 Max , 4'-2"TOP OF RAMP ROUNDED-4'-2" MiniiMin 1" Typ9. Transition gutter pan slope from 1" of depth for each 2'-0" of width to match typical gutter pan slope per Standard Plan A87A.10. The detectable warning surface will be a rectangle as shown at back of curb, unless modified in the Project Plans. Curb ramps shall have a detectable warning surface that extends the full width and 3'-0" depth of the ramp. Detectable warning surfaces shall extend the full width of the ramp excepta maximum gap of 1 inch is allowed on each side of the ramp. Detectable warning surfaces shall conform to the requirements in the Standard Specifications.11. Sidewalk and ramp thickness, "T", shall be Z/2" minimum.12. Utility pull boxes, manholes, vaults and all other utility facilities within the boundaries of the curb ramp will be relocated or adjusted to grade by the owner prior to, or in conjunction with, curb ramp construction.13. Detectable warning surface may have to be cut to all covers while maintaining detectable warning width and depth.TYPICAL GUTTER PAN APPLIES TO ALL CASESnSEE NOTE 84'-2" Min,1 .57 Max-7.57 MaxCASE DCASE ESECTION A-AWHERE A FLARED SIDE OCCURS PROVIDE 2'-0 1 Min OF CURB —.sGUTTER FLOWLINE \ TOP OF RAMR \ ROUNDEDRETAINING CURB IF NECESSARY^42" Mino2IF)■-Ck-so%-0:aToXuacftAlypxotXtj00O'1 .57. Max ^xa-7.57 Maxo:-0*''P Or OX X 0'SEE NOTE 8Xt;removal of utilitySECTION B-Br.SIDEWALK<;-xs'IDepress entire sidewalk as requiredsSr/X'SRETAINING CURB IF NECESSARYxSCURBIF)GUTTERFLOWLINE■x-cGUTTER IN FRONT OF DETECTABLE-XoSIDEWALKTRANSITION TRANSITION04Xu on-WARNING3'-Q"1 .57 Max-3'-0" Typ%PAVEMENT-■'fU -SEESI ISEENOTE 8 NOTE 9 NOTE 9NOTE 8SECTION C-CWHERE A FLARED- SIDE OCCURS PROVIDE 2'-0" Min OF CURBGUTTER PAN TRANSITIONCROSSWALK IF PROVIDEDCROSSWALK IF PROVIDEDSTATE OF CALIFORNIA DEPARTMENT OF TRANSPORTATIONDETAIL BDETAIL ATYPICAL ONE-RAMP CORNER INSTALLATIONCURB RAMP DETAILSNO SCALETYPICAL TWO-RAMP CORNER INSTALLATIONSee Notes 1 and 3A88 ASee Note 12013 STANDARD PLAN A88A Appendix APOST MILES TOTAL PROJECTSHEETTOTALSHEETSDist COUNTY ROUTENOTES:Gutter not shown1 . Sidewalk, ramp and passageway thickness, "T", shall be 3/2" minimum.2. For details of detectable warning surfaces, see Standard Plan A88A.IF NECESSARY, CONSTRUCT RETAINING CURB AT EDGE OF SIDEWALKREGISTERED CIV IL EN//£f Rebecca a,/£ / Lynn Mowry \ S-\ S L C54415 ) Sr Vxp 12-31 -19/ ”1V \ ' CIVIL / *//GINEER(aWIF NECESSARY, CONSTRUCT RETAINING CURB AT EDGE OF SIDEWALKMay 31, 20183. Where an island passageway length is greater than or equal to 6'-0", but less than 8'-0", each detectable warning surface shall extend the full width and 2'-0" depth of the passageway length.Where an island passageway length is greater than or equal to 8'-0", each detectable warning surface shall extend the full width and 3'-0" depth of the passageway length. Detectable warning surfaces shall extend the full width of the island passageway except a maximum gap of 1 inch is allowed on each side of the passageway.4. The adjacent surfaces at transitions at curb ramps to walks, gutters, and streets shall be at the same level.5. Utility pull boxes, manholes, vaults and all other utility facilities within the boundaries of the curb ramp will relocated or adjusted to grade by the owner prior to, or in conjunction with, curb ramp construction.6. Detectable warning surface may have to be cut to all removal of utility covers while maintaining detectable warning width and depth.7. For additional curb ramp details, see Standard Plan A88A.8. The detectable warning surface will be a rectangle as shown at the face of curb, unless modified in the Project Plans.(aW6" Min HIGH RETAINING CURBa6" Min HIGH RETAINING CURB-PLANS APPROVAL DATE5'-Q"THE STATE OF CALIFORNIA OR ITS OFFICERS OR AGENTS SHALL NOT BE RESPONSIBLE FOR THE ACCURACY OR COMPLETENESS OF SCANNED COPIES OF THIS PLAN SHEET.MinTT5'-0" MinIF CROSSWALK PROVIDED 1.5% MaxREQUIRED CURB1.5% Max07.5%-SIDEWALKsaMaxo7.5% SIDEWALK5cx>Max-Ac1pirnooTRANSITION --FROM FULL HEIGHT TO ZERO HEIGHT CURB: -.5% Max beCURB TO MATCH RAMP SLOPEBCR ADETECTABLE WARNING SURFACE, SEE NOTE 2CURB TO MATCH RAMP SLOPEDETECTABLE WARNING SURFACE, SEE NOTE 2CROSSWALK1.5% MaxIF PROVIDEDCROSSWALKIF PROVIDEDCASE CH CURB RAMPCASE CM CURB RAMPRAISED ISLANDRAISED ISLAND4'-2"SLOPE PASSAGEWAY TO DRAIN 1.5% MaxSEE NOTE 3£DETECTABLEWARNINGSURFACE,SEE NOTES 2 AND 8----DETECTABLEWARNINGSURFACE,SEE NOTES 2 AND 8 —MinSLOPEPASSAGEWAY TO DRAIN 1.5% MaxCURB RAMP, SEE NOTE 7RAISED ISLANDBCURB RAMP, SEE NOTE 7\j£T-TCURB RAMP, SEE NOTE 7cSEE NOTE 3SEE NOTE 3cnSEE NOTE 3■£.£■:2*A■%/CURB RAMP, SEE NOTE 7A.%/£c-■j£ecS>2<vSEE NOTE 31.SEE NOTE 3><*-<£SEE NOTE 3DETECTABLEWARNINGSURFACE,SEE NOTES 2 AND 8CURB RAMP, SEE NOTE 7SLOPE PASSAGEWAY TO DRAIN 1.5% Max><<;%s<QCURB RAMP, SEE NOTE 70-6'-Q"ssQsMinoQs-1cc<sQQRAISED ISLANDTYPE A PASSAGEWAYTYPE B PASSAGEWAYTYPE C PASSAGEWAYCLEAR PASSAGEWAY4-2"6"SURFACE OF RAISED ISLANDRETAINING CURB IF NECESSARYGUTTERFLOWLINESTATE OF CALIFORNIA DEPARTMENT OF TRANSPORTATION□££CURB RAMP AND ISLAND PASSAGEWAY DETAILST1 .5% MaxRETAINING CURBSEE NOTE 7SECTION A-ASECTION B-BNO SCALEA88B2013 STANDARD PLAN A38B IPOMO A, <3 0 CALIF IARCHI WALKER SANTA ROSA OSOS :RO U3 01 ui Vr 2 O2 NIPOMO BROAD GARDEN CHORRO COURT MORRO OSOS MISSION STYLE SIDEWALK DISTRICT - RESOLUTION 9114 (2000 SERIES) Appendix BPALMIMILLPE AC IWALNUTISLAY0mlPISMOOO7JOCflPACIFICQ!HIGUE±LBUCHONMARSH<QCCDMILL nO%73CD7R7355<CL(HILCRES;&>2to,PHILLIPS!SLAYIoIPISMO<DCm<CQOpacific!MARSHHIGUERAMONTEREYDANAO7373OPALMMONTE5§XPALMCLmCLMILLC/3oX0?O73X3■=LPEACH<wZ/6A'07/ />/x,o! RAILROAD DISTRICT PLAN -RESOLUTION 8817 (1998) SERIES) BUCHON C/3 m> zj ISLAY O 33X73Oa& LEFFoo > o 73 73 3 S—J 1 —1——1 rn BREC $ CHURCH RIS XZ UPHAM mizj GEORGE § ELLA A'<</'X 6 r<^//&?/& $Zc6s %AAu O '4c %B\SVAO^ ALPl %'NSO c V. &73 o.73 64°o Z<\ * Q O4?x zzcZo 73 <</ >X/ X FRANCIS <5 ©<y (H umbert L awrence S 33 PERKIN,IMUT! 4*5CDo. 3) SVVEENlYg % D33 N/i oo Z3C V •0?< m §I j V %c 0/&o O 3C Appendix C List of Arterial and Collector Streets For Pavement Restoration Purposes Only Appendix D Arterial, Collector, & Bus Route Streets (for pavement restoration purposes): Street From To Augusta Street Bishop Street Laurel Lane Bishop Street Bushnell Street Johnson Ave Broad Street Higuera Street south city limit Broad Street Foothill Blvd Lincoln Street Buchon Street High Street Toro Street California Blvd (all) Capitolio Way Broad Street Sacramento Chorro Street Highland Drive Pismo Street Dalidio Drive (all) Del Rio Ave Descanso Street Prefumo Canyon Road Descanso Street Los Osos Valley Road Del Rio Ave El Mercado Madonna Road south end Elks Lane (all) Foothill Blvd west city limit California Blvd Fredericks Street (all) Grand Ave Slack Street Monterey Street Hathway Ave California Blvd Fredericks Street High Street Higuera Street Broad Street Highland Drive Patricia Drive Santa Rosa Street Higuera Street south city limit Johnson Ave Industrial Way Broad Street Sacramento Drive Johnson Ave Phillips Lane Mill Street Johnson Ave Monterey Street Orcutt Road La Entrada Foothill Blvd Ramona Drive Laurel Lane Johnson Ave Orcutt Road Lincoln Ave Broad Street Chorro Street Los Osos Valley Road (all) Madonna Road Los Osos Valley Road Higuera Street Margarita Ave (all) Marsh Street 101 freeway California Blvd Mill Street Chorro Street Grand Ave Monterey Street Chorro Street 101 freeway Nipomo Street Palm Street Pismo Street Oceanaire Drive Los Osos Valley Road Madonna Road Orcutt Road (all) Osos Street Higuera Street Santa Barbara Ave Osos Street Peach Street Palm Street Osos Street Pismo Street Railroad Ave Palm Street Broad Street Santa Rosa Street Patricia Drive Highland Drive Foothill Blvd Peach Street Santa Rosa Street Osos Street Pepper Street Phillips Lane Mill Street Phillips Lane Johnson Ave Pepper Street List of Arterial and Collector Streets For Pavement Restoration Purposes Only Appendix D Arterial, Collector, & Bus Route Streets (for pavement restoration purposes): Street From To Pismo Street Higuera Street Johnson Ave Prado Road (all) Prefumo Canyon Road west city limit Los Osos Valley Road Railroad Ave Santa Rosa Street Osos Street Ramona Drive La Entrada Ave Broad Street Sacramento (all) San Luis Drive California Blvd Johnson Ave Santa Barbara Ave Osos Street Broad Street Santa Rosa Street north city limit Railroad Ave South Street Higuera Street Broad Street Southwood Drive Laurel Lane Johnson Ave Tank Farm Road (all) Tassajara Drive Foothill Blvd Ramona Drive Sample Notice of Street Maintenance (Door Hanger) Appendix E CITY OF SAN LUIS OBISPO NOTICE OF STREET MAINTENANCE TO AREA BUSINESSES AND RESIDENCES Please be advised that, on the dates listed below, ________________________, ACTING AS CONTRACTOR FOR THE City of San Luis Obispo, will be Slurry Sealing your street. Other streets in your neighborhood may be scheduled for other dates. The general order of work will be as follows: 1. Positing of “No Parking” Signs 72 hours in advance of the work. 2. Partial or full closure of the roadway. 3. Placement of slurry seal and four-hour cure time. 4. Reopen the road to public traffic. 5. Replacement of traffic striping and markings will occur at a later date. The work on your street will be performed on the following dates: Monday Tuesday Wednesday Thursday Friday Prior to 8:00 am on the day of work, please park your vehicle on a nearby street that is not posted with parking restrictions. Driving on a slurry seal prior to completion of the cure time may cause damage to the slurry seal and your vehicle. DELIVERIES AND APPOINTMENTS In an effort to expedite the slurry process and avoid drive-thru’s which would require closing the street again, please schedule any kind of delivery or appointment the day before or the day after the street is to be slurry sealed. Unfavorable weather conditions may cause delays to the work without additional notice. If you should have any questions please contact the following: ___________________________________________________ Contractor’s name Telephone number Appendix F PLAN DEVELOPMENT STANDARDS REQUIRED USE OF STANDARD Use of this standard is required for use on: All projects, including mapping, that are City funded All projects which will be turned over to the City for adoption or maintenance All Final (Tract) and Parcel Maps (this standard supplements provisions of the Subdivision Map Act) DATUM Drawings and maps shall be set into real world coordinates and elevations using the City’s horizontal and vertical control networks. The Datum used shall be referenced on the cover sheet. Plans based on information furnished by the City, from old plans or survey data, shall include references to the City Plan number, file number, field book number, etc. Any new bench marks and monuments should be shown on the plans with the associated coordinates and / or elevation. Horizontal Control The City has established a horizontal control network relative to the California Coordinate System Zone Five, which is defined in Section 8801 through 8819 of the California Public Resources Code. For all projects and maps, two different exterior points or corners shall be tied to at least two different points of the City's horizontal control network for direct import into the Geographic Information System (GIS) database and AutoCAD. The Horizontal Control Network is available from the Public Works Department. Vertical Control The City has established a vertical control network. All projects shall be tied to the nearest bench mark elevation. The Bench Mark System is available from the Public Works Department. Grading Plans Finish and existing grades shall be shown by use of contours on grading plans. Where grades are too flat for contours to be meaningful, grades shall be called out showing existing and final elevations for a number of points reasonable to represent critical grades and drainage. All contours and elevations shall reflect current City Datum. UNITS OF MEASUREMENT All project plans and maps shall be prepared in English units unless written permission has been obtained from the Director of Public Works Appendix F DRAWINGS Software Drawings are to be produced using AutoCAD or Civil 3D compatible with the current version in use by the City. Other programs which produce an AutoCAD drawing may be acceptable; however, if there are incompatibility problems, the project will be rejected until compatible files are produced. Drawing Sheets Drawing sheet borders shall be fully contained on a 22” x 34” sheet. The border should reduce 50% to fit completely on an 11” x 17” sheet. Drawings shall be plotted on sheets no larger than 24” x 36”. The City recommends use of the electronic files available from the City. These files have already been sized for ease of reduction, contain blocks, typical layers, line types and color assignments. In lieu of the profile sheet, grids generated by design software may be substituted. Improvement Plans submitted to the City shall have the standard title block shown in the plan and cover sheets available electronically from the City for privately funded projects. Map Sheets Map sheet shall be 18” x 26” with a border 1 inch inside the edge of the sheet in accordance with the Map Act. Naming Conventions The following naming convention shall be used to identify the drawings: For projects developed in ACAD 2000 or higher version: Complete the drawing in model space and use the layout tabs for sheet layout in paper space: City Specification No. (Tract No.,MS No., Parcel Map No.)_01.dwg Cover Sheet Drawing City Specification No. (Tract No.,MS No., Parcel Map No.)_00.dwg Model and Layout Drawing Ex: Tract 452_01.dwg If desired, the cover sheet may be incorporated in the main drawing using the _00 extension for the entire project. For projects developed in earlier versions (without layout tabs): City Specification No. (Tract No., MS No., Parcel Map No.)_00.dwg for model space drawing City Specification No. (Tract No., MS No., Parcel Map No.)_01.dwg for Cover Sheet City Specification No. (Tract No., MS No., Parcel Map No.)_02.dwg for Sheet 2 (XXXX_00.dwg is to be bound to the sheet drawing.) Continue numbering (xxxx_xx.dwg) for required number of sheets If drawing sheets are modified during construction and new sheets are printed, they shall use the sheet number and a letter following to designate the change. Ex. Tract 400_05A.dwg Appendix F The preferred practice is for page numbers to be sequential for the entire plan set. Where the project contains multiple disciplines, landscaping, electrical, etc., the City will accept multiple drawings named as shown above. Ex: Tract 452_E00 for the electrical drawing Tract 452_M00 for the mechanical drawing Tract 452_L00 for the landscape plan, etc. Model Space and Paper Space Drawings are to be generated in model space and then plotted with borders in paper space. Refer to the software manual for additional information. Drawings shall be done in full scale (one drawing unit = 1 foot,) actual dimensions in model space. All borders and titles shall be done in paper space. Scaling of model space drawing to fit paper size shall be done using viewports and model view scaling. General Drawing Content Drawings shall contain the following minimum elements: Title Block North Arrow Creek & Street Names Vicinity Map Bar Scale Centerline Monuments Dimensions Date Lot lines & numbers Stationing Legends Tract Name & number Bench Marks Easements Bearings, radii, etc. Topography Elevations Existing Utilites Datum Reference Trees & Driplines Engineering Standard with numbers referenced Tree diameter shall be accurately represented. Drip lines shall be shown for any tree not permitted for removal. Grading, utility and landscape plans shall not be combined on the same sheet. Curves shall show radius, delta, curve length and control for BC and EC to allow construction. External References (xrefs) Xrefs shall be bound to or inserted in the drawing in which they are needed for printing. Xrefs used during design, but not displayed for printing shall be detached. User Coordinate System (UCS) When rotation is necessary for plotting, a UCS shall be used in lieu of rotating the drawing out of the original orientation. Stationing Stationing shall be north to south or west to east running left to right on the paper. Beginning stationing shall be tied to an existing centerline intersection. Coordinates for the beginning station and ending station shall be shown on the plans. Alignments and stationing should be on a street centerline when work will occur within a street. Profiles can be generated either on the centerline or offset, as long as their location is clearly defined on the profile. Appendix F On City funded projects (Capital Improvement Program) stationing for different streets in the same project shall not have duplicate stationing numbers. Ex: A Street Waterline – Sta 1+00 to Sta 3+58, B Street Paving – Sta 4+00 to Sta 6+97 North Arrows and Bar Scales North arrows and bar scales shall be inserted in model space such that a north arrow and bar scale appear in each plan view when plotted. Blocks shall not be so ornate as to obscure their content. Scales Plotting scale shall be appropriate to the type of project allowing adequate detail clarity. Bar scales shall be inserted in model space such that a bar scale appears in each plan view when plotted. Scale should appear in the lower right hand corner whenever possible. For sheets containing both plan and profile information, a ratio of the Horizontal to the Vertical scale shall be shown in the title block. Example of typical scales: Utility, Grading and Street Improvements Plan 1” = 20’ Paving and Traffic Control Plan 1” = 100’ Signal Plan 1” = 10’ or 1” = 20’ Blocks Blocks shall be created on layer 0 at scale 1:1 with line type and color by layer. Layering Drawings shall provide separate layers for the various items shown in the drawings using appropriate layer prefixes to group related layers. See Appendix B for additional information. Where allowed by the program, layer “state” or settings for printing shall be saved and named print_sheet#. Civil 3D defaults may be used for layer naming. Alignment names should be selected to mimic the layering conventions set forth in the appendix to the degree possible, and layer names shall be generated using the alignment prefix option such that all layers related to the alignment begin with the alignment name. Color and Line Types All colors and line types shall be By Layer. Layer colors and line pen designations shall be those shown in the City prototype drawings. See Appendix C for additional information. Pen weights shall be those designated in the plot file for those colors associated with standard layers. Polylines shall not have an assigned width, but rather be given weight through pen designation. Generally, abandoned and existing facilities are shown with a fine line weight or at half tone, with abandoned facilities using hidden or dashed line types, in lieu of the standard Appendix F continuous line type. New facilities are shown in bolder line types. Line scale shall be set so that line types, other than continuous, repeat frequently enough to be clearly differentiated. Dimensions Dimensions shall have characteristics by layer. The dimensions shall appear on the text layer or a new layer specifically for dimensions. Dimensioning text shall be per this standard. Text Accepted fonts are limited to those native to the Windows operating system or furnished with AutoCAD or Civil 3D. Where new text styles are created, they should have the same name as the font used for that style. The use of AutoCAD’s predefined “Standard” text style, which defaults to the txt font type, is not encouraged. Text shall always be on a separate layer. Line labels shall be above the line and not cut into the line. Plotting Whenever possible, use the plot file furnished by the City. If this is not possible, save a plot file for the project and submit it with the drawing files. Plot file shall be named using the same naming convention as for drawings, with the default file name extension. RECORD DRAWINGS When construction is complete, a record drawing of the project shall be completed as set forth below. Record drawing layers may be added as need to provide proper printing for each sheet. Save the file using the naming convention as for drawings followed by R. Ex: Tract 452_E00R Record drawing for electrical sheets Create a new layer and name it Record_Drawing Set color to 200 and line type to continuous. Colors 201 & 202 may also be used as needed to address different line weights. Record all record drawing information on the Record Drawing layer Each sheet is to be “stamped” to note record drawings have been completed for that sheet. If no changes were made, a note to that effect is to be included adjacent to the stamp. Each sheet is to be numbered with an “R” after the sheet number. Ex. 2R of 13 Set all pen colors but pen 200, 201, and 202 to color 253 or use the City standard plot file for record drawings. Complete plotting of record drawing set SUBMITTALS Drawing files must be completely compatible with the current City AutoCAD standard program. Bond used for submittals shall be a minimum of 20lb. City funded projects All electronic files shall be submitted to the City. For projects developed using design software, the entire project folder shall be submitted, including all the sub folders with Appendix F drawings and supporting data. The electronic folder shall be submitted in the configuration generated by the software. Drawing file shall be purged of all unused layers, text, etc. Written specifications shall also be submitted in electronic format. Submit one original, stamped and signed, ink on bond, set of plans and one original stamped and signed set of specifications along with the electronic files prior to the start of construction. Submittal shall also include a complete Acrobat Adobe file bid package (Specifications and Plans.) Record drawings are to be submitted within 4 weeks of completion of construction and shall include a signed scan (.tif) or adobe file in addition to the drawing files. Files shall be submitted to the designated Project Manager for Capital Improvement projects. Privately funded projects Submit the electronic drawing files (.dwg) and any associated plot files along with one original, stamped and signed, ink on bond, set of plans prior to the start of construction or Map recording. Record drawings are to be submitted within 4 weeks of completion of construction and prior to City acceptance of the public improvements. Record drawing submittal shall include a hard copy original, stamped and signed, ink on bond; an electronic image copy (.tif or .pdf) of the original approved plans and record drawings interlaced, i.t. page 1, 1R, 2, 2R etc.; and the drawing file (.dwg). Submit this data either via email (for small projects) or on a CD containing the required data. Files shall be submitted to the Development Review Division Engineer. CITY DOCUMENTS ON LINE The following files are available from the City web site slocity.org: Standard Cover Sheet for City funded projects Standard Cover Sheet for private funded projects Standard Plan Sheet for City funded projects Standard Plan Sheet for private funded projects Standard Profile Sheet for private funded projects Standard plot file for draft construction plans –17” x 11” Standard plot file for original construction plans –34” x 22” Standard plot file for Record Drawings Horizontal Control Network Bench Mark System Appendix F LAYER COLOR AND LINE TYPE CONVENTIONS Layer Prefixes: F Layers showing future facilities. X Layers showing existing information and facilities. XABD Layers showing abandoned facilities such as water lines, sewer lines, etc. N Layers showing new or proposed information and facilities. 0 (zero) Layers that are in Paper Space, such as borders and border titles. ADRS Layers showing site addresses BLDG Layers showing buildings and other structures CCOM Layers showing City owned communication facilities CL Layers showing centerline information CTL Layers showing monuments, bench marks or other control points CLM Layers showing City Limit lines EASE Layers showing easements or other rights of entry ELEC Layers showing electric facilities and joint electric and phone/cable poles EP Layers showing edge of pavement GAS Layers showing gas facilities HATCH Layers showing hatching LTG Layers showing lighting OIL Layers showing oil facilities PL Layers showing property lines / parcel lines PNT Layers showing survey points and associated data ROW Layers showing right of way lines S Layers showing sanitary sewer facilities SD Layers showing storm drain systems including large culverts and bridges. SW Layers showing sidewalks, curbs and gutter TEL Layers showing telephone & telecommunication facilities TC Layers showing traffic control, including signs and striping TS Layers showing traffic signal facilities TV Layers showing television / cable facilities TXT Layers showing text VEG Layers showing vegetation W Layers showing potable water facilities 3W Layers showing non-potable water facilities including tertiary treated water Layer prefixes should be combined as appropriate and additional description added as needed. Ex: XABD-W-TXT A layer showing abandoned water facilities text X-SD-County A layer showing existing storm drain facilities under County jurisdiction N-S A layer showing new sewer facilities Appendix F LAYER COLOR AND LINE TYPE CONVENTIONS Facility Type Color Line Type Model Space Abandoned & Future All facilities 210 Hidden2 Text 210 Continuous Existing Addressing 12 Continuous Buildings / Structures 100 Continuous Cable TV 30 Continuous City Limits 21 Continuous Centerlines 1 Center2 City Communication Conduits 20 Dashdot2 Contours – Major 38 Dashed Contours – Minor 33 Dashed Curb, gutter & sidewalks 8 Continuous Easement 44 Continuous Edge of Pavement 8 Continuous Electric 11 Phantom Gas 50 Continuous Hatch 253 Continuous Lighting 52 Continuous Miscellaneous 4 Continuous Oil 51 Continuous Parcel lines 30 Continuous Points for Control – monuments & benchmarks 1 Continuous Points – other Any Continuous Right of Way 2 Continuous Railroad 41 Continuous Sanitary Sewer 3 Continuous Storm drains 74 Continuous Telephone & Other Communication Lines 23 Phantom2 Television 30 Continuous Text 5 Continuous Traffic Control 10 Continuous Traffic signals 10 Divide2 Vegetation 72 Continuous Water 5 Continuous Water – Reclaimed 212 Continuous Appendix F Facility Type Color Line Type Model Space New All facilities – main plan - heavier line weight 7 Continuous All facilities – details- lesser line weight 14 Continuous Text 6 Continuous Dimensions 105 Continuous Grid lines – Major 38 Continuous Grid lines – Minor 33 Continuous Contours – Major 16 Dashed Contours – Minor 13 Dashed Hatch 15 Continuous North arrow & scale 170 Continuous Record Drawings Record Drawing – heavy line weight 200 Continuous Record Drawing – medium line weight 203 Continuous Record Drawing – light line weight 201 Continuous Paper Space Border 174 Continuous Border Titles & Engineering Stamp 170 Continuous Viewports 255 Continuous Appendix F SORT BY COLOR NUMBER Facility ColorLine Type Centerlines, Points for Control 1 Center2, Continous Right of Way, Railroad 2 Continuous Sanitary Sewer 3 Continuous Miscellaneous 4 Continuous Text, Water 5 Continuous (N) Text 6 Continuous (N) All facilities – main plan - heavier line weight 7 Continuous Curb, gutter & sidewalks, Edge of Pavement 8 Continuous Traffic Control, Traffic signals 10 Continuous, Divide2 Electric 11 Phantom Addressing 12 Continuous (N) Contours - minor 13 Dashed (N) All facilities – details- lesser line weight 14 Continuous (N) Hatch 15 Continuous (N) Contours major 16 Dashed City Communication Conduits 20 Dashdot2 City Limits 21 Continuous Telephone & Other Communication Lines 23 Phantom2 Cable TV, Parcel lines, 30 Continuous (N) Grid lines – Minor, (E) Contours –Minor 35 Continuous (N) Grid lines – Major, (E) Contours –Major 38 Continuous Easement 44 Continuous Gas 50 Continuous Oil 51 Continuous Lighting 52 Continuous Vegetation 72 Continuous Storm drains 74 Continuous Buildings / Structures 100 Continuous (N) Dimensions 105 Continuous Variable Layers & Line Weights * 110-169 Border Titles & Engineering Stamp 170 Continuous North arrow & scale, Border 174 Continuous Variable Layers & Line Weights * 180-199 Record Drawing – heavy line weight 200 Continuous Record Drawing – light line weight 201 Continuous Record Drawing – medium line weight 203 Continuous Future, (XA) All facilities, (XA) text 210 Hidden2, Continuous Water – Reclaimed 212 Continuous Variable Layers & Line Weights * 220-249 Hatch 253 Continuous Viewports 255 Continuous * see next page for line weights Appendix F Line Weight (mm) Unassigned Colors 0.00 110 111 164 165 0.05 112 113 166 167 0.09 114 115 168 169 0.10 116 117 180 181 250 - 255 0.13 118 119 182 183 0.15 120 121 184 185 0.18 122 123 186 187 0.20 124 125 188 189 0.25 126 127 190 191 0.30 128 129 192 193 0.35 130 131 194 195 0.40 132 133 196 197 0.45 134 135 198 199 0.50 136 137 220 221 0.53 138 139 222 223 0.60 140 141 224 225 248 (color250) 0.65 142 143 226 227 0.70 144 145 228 229 0.80 146 147 230 231 0.90 148 149 232 233 1.00 150 151 234 235 1.06 152 153 236 237 1.20 154 155 238 239 249 (color 250) 1.40 156 157 240 241 1.58 158 159 242 243 2.00 160 161 244 245 2.11 162 163 246 247 GUIDELINES FOR CONSTRUCTION ZONES Engineering Standards - Appendix G APPROVED BY: <8-/0ACco LU .m rt 33 No. 1907* * PUBLIC WORKS DEPARTMENT TRAFFIC ENGINEERING DIVISION 919 Palm Street San Luis Obispo, CA 93401 (805) 781-7200 GENERAL NOTES: A.These distances are guidelines only. Actual distances will be determined on an individual basis by the City. Before any work may be started in the street area: 1. A traffic control plan shall be submitted to, and then approved by the City Engineer. 2. Signs and delineation shall be in place, inspected and approved by a Public Works Inspector. During construction: 1. A copy of the approved traffic control plan shall be kept on the job site at all times. 2. All workers in the street area shall wear ANSI Class III safety apparel. 3. Flaggers shall be used as required. 4. All traffic control and devices shall comply with the Caltrans Traffic Manual / MUTCD. B. FIGURE NOTES: All signs and traffic control devices shall conform to the MUTCD and CALTRANS Standards. All cones shall be 18" or higher. Cones used for night work shall be 28" or higher and reflectorized by a 6" band located 3" to 4" from the top of the cone and an additional 4" band located 2" below the 6" band. Speeds on advisory plate to be determined by the City Engineer. Temporary parking sign(s) must be placed a minimum of 30 hours in advance of work when parking removal is required to maintain a 10' minimum travel lane. Contact City of San Luis Obispo Police Department at 781-7312 for verification. Use flashing arrow sign on roadways with three lanes or more in speed zones of 35 MPH or greater, or when required in approved Traffic Control Plan. Use high level warning device in speed zones of less than 35 MPH. A single flashing arrow sign (for each direction of travel) may be used in place of flashing beacons. Flashing arrow sign (FAS) shall be Type I per Sec. 12-3.03 of the current Caltrans Standard Specifications. Operate FAS in Sequential arrow mode. A G20-2 (C14) "END ROAD WORK" sign, as appropriate, shall be placed at the end of the work zone. All warning signs for night lane closure shall be illuminated or reflectorized. All advance warning signs shall be supplemented with flashing beacons during night lane closures. Provide access for all driveways. Where signalized intersections are affected, provide notice to City Traffic Signal Maintenance Technician. 11. When construction signage is placed in a open bike lane, a 4' minimum lane for bicycle usage shall be maintained. If 4' minimum is unobtainable, signage shall be pole mounted. 1. 2. 3. 4. 5. 6. 7. 8. 9. 10, FIGURE LEGEND (PAGES 2-17)CHART A (All Figures) MINIMUM DELINEATOR AND SIGN PLACEMENTTraffic Cone or Delineator |- Sign (shown facing left)DELINEATOR SPACING SIGN SPACING (S) (Advance of Taper) TRAFFIC SPEED TAPER LENGTH (L) BUFFER SPACE (B)(Taper)*(Tangent)Flashing Arrow Sign High Level Warning Device (Flag Tree)25 MPH 125'26’ 53'100' 155'Y 30 MPH 190'33'66' 100'200' *Portable Flashing Beacon (Night Work) Direction of Travel (Not a Pavement Marking) q Manhole K] Maintenance Vehicle w/ Flashing Lights P Flagger Type II Barricade esss Type III Barricade mum Longitudinal Channelizing Device 35 MPH 276’39’ 79' 100'250' 40 MPH 328' 43' 85'100'305' 45 MPH 525'46' 92'328'360'MH 50 MPH 600'53'105'328' 425' 55 MPH 663' 59' 118’328'495' *12' STANDARD LANE WIDTH FOR CALCULATION PURPOSES. WIDER LANES REQUIRE ADDITIONAL LENGTH REVISIONS BY APP DATE GUIDELINES FOR CONSTRUCTION ZONESFigure Notes and Legend; Drafting JDL MH 4-13 Engineering Standards - Appendix G page 1Added Note 13 MH BL 11-09 FIGURE ATWO-LANEWORK IN CENTER OF ROADWAYIndicate North with an "N"Optional Flasher or Vehicle---------Dividing Line or CenterlinenInstall temporary No Parking signsR4-7 R4-7■>ROADWORKAHEAD0(R7)0(R7)(if required) See Note 4ENDY °r *iROAD WORKG20-2(C14)10' min.*0W20-1(C23)\/•-*—• •YH*sh Y• •10' min.*ROADWORKAHEADENDK^1- *YROAD WORKorInstall temporary No Parking signsG20-2(C14)W20-1(C23)0<■(if required) See Note 4Taper L Taper LS SSee Chart "A"See Chart "A"Alternative Barricaded Work ZoneSIGN PANEL SIZE (min.)0 36" x 36'36" x 18'[c] 24" x 18'* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.REVISIONS BY APP DATE GUIDELINES FOR CONSTRUCTION ZONESNew Figure MH JDW 11-04 Engineering Standards - Appendix G page 2Drafting edits JDL MH 4-13 FIGURE BTWO-LANEONE WAY CLOSURE WITH FLAGGERSIndicate North with an "N"ROADWORKAHEAD't■>TW20-1(C23)W20-7a(C9A)!fcPREPARE00TOSTOPENDW20-7a 0 (C9A)W20-7a 0 (C9A)PREPAREW3-4(C36)LU0ROAD WORKTOO'SBSTOP0G20-2(C14)COW3-4(C36)0Q0 R1-1See Chart "A" See Chart "A"CO(R1)1s s s53'-rt**or YJ\Cones or Dejkneatorss 23' max. spacing■9-----9------9Butter tsChajJ "A"LYIIWORK AREAiR94—@------«-------97th*°Y *91h100'Optional VehicleS S SENDROADWORKAHEADmax.ROADWORKSee Chart "A''See Chart "A"0G20-2(C14)Dividing Line or CenterlineW20-1(C23)LANE0ROADWORKAHEADCLOSEDW20-5(C30)0\ / W20-1 0 (C23)SIGN PANEL SIZE (min.)0 36" X 36”0 30" X 30”0 36" X 18"* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.REVISIONS BY APP DATE GUIDELINES FOR CONSTRUCTION ZONESNew Figure MH JDW 11-04 Engineering Standards - Appendix G page 3Add Type III Barricade; Taper dist. JDL MH 4-13 FIGURE CMULTI-LANEOUTSIDE LANE CLOSURE BEYOND INTERSECTIONIndicate North with an "N"W20-1(C23)ROADWORKAHEADENDROAD WORKTaper L See Chart "A'0G20-2(C14)SSee Note 5aWithin 125' Varies50' min. between delineatorsSee Chart "A"*°r'H*• H4Y♦ry * or YhhInstall temporary No Parking signsSS S(if required) See Note 4ENDROAD WORKSee Chart ''A'G20-2(C14)RIGHT LANEMUSTLANELANETURN RIGHTCLOSEDCLOSEDROADWORKAHEADRIGHT LANE CLOSEDW20-5 m (C30)\s\ R3-7 rtW20-5 0 (C30)(R18 rt)AHEADXX W20-1 0 (C23)W9-3 rt 0 (C20 rt)SIGN PANEL SIZE (min.)ROADWORKAHEAD0 36" X 36'W20-1 0 (C23)30" x 30'[C] 36" x 18'* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.REVISIONS BY APP DATE GUIDELINES FOR CONSTRUCTION ZONESNew Figure MH JDW 11-04 Engineering Standards - Appendix G page 4Add W20-1, work area dimension JDL MH 4-13 FIGURE DMULTI-LANE ONE WAY MULTI-LANE CLOSURE(LEFT AND RIGHT SIDE CLOSURE TO BE SIMILAR)Indicate North with an "N"LANEOverlay (as appropriate)CLOSEDW20-5(C30)RIGHT LANE CLOSED v AHEADvROADWORKAHEAD0W9-3 rt (C20 rt)Cones or Delineators 23' maximum spacingCones or Delineators 26' maximum spacing0W20-1(C23)— One flashing arrow sign for each lane closed —Median or Dividing Linerhr----V/////WORK AREA-29HY* °r YVaries Median or Dividing LineSee Note 5—H 200' min. ——150' min. Buffer ZoneTaper L—1/2 L —Taper LS SSENDSee Chart "A"ROAD WORK0G20-2(C14)Overlay (as appropriate)ROADWORKAHEADRIGHT LANE CLOSED vAHEADxSIGN PANEL SIZE (min.)00W20-1(C23)W9-3 rt (C20 rt)036" x 36"30"x 30"[c] 36" x 18”* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.REVISIONS BY APP DATE GUIDELINES FOR CONSTRUCTION ZONESNew Figure MH JDW 11-04 Engineering Standards - Appendix G page 5Drafting edits JDL MH 4-13 FIGURE EMULTI-LANEOUTSIDE LANE CLOSUREIndicate North with an "N"See Chart ''A'150' min. Buffer ZoneTaper LSSWORK AREA®hhInstall temporary No Parking Signs<■(if required) See Note 4See Note 5ENDROADWORKAHEADROAD WORKRIGHT LANE CLOSED v AHEAD yLANE0G20-2(C14)CLOSED0W20-5(C30)0 0W20-1(C23)W9-3 rt (C20 rt)SIGN PANEL SIZE (min.)0 36" x 36'30" x 30'[c] 36" x 18'* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.REVISIONS BY APP DATE GUIDELINES FOR CONSTRUCTION ZONESNew Figure MH JDW 11-04 Engineering Standards - Appendix G page 6Drafting edits JDL MH 2-13 FIGURE FMULTI-LANELEFT LANE CLOSURE BEYOND INTERSECTIONIndicate North with an "N"0LEFTROADWORKAHEADuTURN LANE CLOSEDiHEAD.W20-1(C23)0 0END00R3-2W21-1a(C22B)W9-3LV (C20 modified)ROADWORK(R17)R3-2G20-2(C14)(R17)See Chart ''A'SSi■u* or Y H• •M ^ & S3|1 | WORK AREA |For Striped MedianFor Raised Median♦«----•* or Yh€&s s<s>0See Chart "A”0W21-1a(C22B)R3-2LEFTR3-2(R17)ENDROADWORKAHEAD.TURN LANE CLOSED YAHEAD/0(R17)ROAD WORKG20-2(C14)0W20-1(C23)S/W9-3L (C20 modified)0SIGN PANEL SIZE (min.)0 36" x 36'30" x 30'[c] 36" x 18' [D] 24" x 24'* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.REVISIONS BY APP DATE GUIDELINES FOR CONSTRUCTION ZONESNew Figure MH JDW 11-04 Engineering Standards - Appendix G page 7Drafting edits JDL MH 2-13 FIGURE GMULTI-LANE INSIDE LANE CLOSUREIndicate North with an "N"ROADWORKAHEAD.W20-1(C23)EENDLANE0ROAD WORKCLOSEDTaper L See Chart "A"VariesG20-2(C14)W20-5(C30)See Note 5HY °r * Hth YWORK AREA-10' min.|- * or YrENDTaper LS S 150' min.ROADWORKSee Chart ''A'[c] G20-2(C14)Install temporary No Parking Signs(if required) See Note 4SIGN PANEL SIZE (min.)LEFT LANE CLOSED v AHEAD yROADWORKAHEAD0 36” X 36”30"x 30" 0 36"x 18"W9-3L (C20 It)W20-1 0(C23)0* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.REVISIONS BY APP DATE GUIDELINES FOR CONSTRUCTION ZONESNew Figure MH JDW 11-04 Engineering Standards - Appendix G page 810' minimum lane; Drafting edits JDL MH 4-13 FIGURE HMULTI-LANEWORK WITHIN SHOULDERIndicate North with an "N"ENDM*0rYKShoulderROAD WORKfORK AREA;0 G20-2 (C14)1/3 Taper L100’ ±100’±-----Cones or Dellineators 23' maximum spacingCones or Delineators 23' maximum spacingROADWORKAHEADW20-1(C23)0SIGN PANEL SIZE (min.)0 36" x 36' 0 36" x 18'* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.REVISIONS BY APP DATE GUIDELINES FOR CONSTRUCTION ZONESNew Figure MH JDW 11-04 Engineering Standards - Appendix G page 9Drafting edits JDL MH 3-13 FIGURE IMULTI-LANEINSIDE LANE CLOSURE BEYOND INTERSECTIONIndicate North with an "N"ROADWORKAHEADENDW20-1(C23)mROADWORKTaper L See Chart ''A'0G20-2(C14)SSee Chart "A"— See Note 5*orYH@H1•—i.KYWORK AREA'10' min.'• M* or Y• LV50' min. between delineatorsS SSee Chart "A"LANEENDLANECLOSEDROADWORKW20-5(C30)CLOSED[c] G20-2 (C14)mW20-5(C30)LEFT LANE CLOSED v AHEAD yROADWORKAHEAD0W9-3 It (C20 It)W20-1(C23)0SIGN PANEL SIZE (min.)0 36" x 36'® 30" x 30'[C] 36" x 18'* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.REVISIONS BY APP DATE GUIDELINES FOR CONSTRUCTION ZONESNew Figure MH JDW 11-04 Engineering Standards - Appendix G page 10Add Type III Barricade; drafting JDL MH 4-13 See Note 7 10' max.r k END ROAD WORKHR9-3a (R96)0 G20-2 (C14) <&> USE =#■ CROSSWALK R9-3b (R96B) 0 * SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS. REVISIONS BY APP DATE GUIDELINES FOR CONSTRUCTION ZONESNew Figure MH JDW 11-04 Engineering Standards - Appendix G page 11Drafting edits JDL MH 4-13 LEFT LANE CLOSED vAHEADj< W9-3 It (C20 It) -c03CO i1 >-o 0 0OCO * IEND»ROAD WORK ROAD WORK AHEADl'» ft0G20-2 (C14)0 W20-1 (C23) I I ROAD WORK AHEAD, 0 W20-1 (C23) See Figure C for Right Lane Closure r SIGN PANEL SIZE (min.) 0 36" x36' 1] 30” x 30' [c] 36” x 18' [d] 24" x 24" 0 18"x18” 0 18" x 12” t'l END ROAD WORK Indicate North with an "N"0 G20-2 (C14) ROAD WORK AHEAD, W20-1 (C23) 0 S See Chart "A" k *orY H® FIGURE J MULTI-LANE INSIDE LANE CLOSURE AT INTERSECTION Install temporary No Parking signs (if req'd)Taper L ________See Chart "A"See Chart "A'S30' min. between Delineators•r®WORK AREhY.l\j\4 ^Ul073 %CD Cp O) 1 q-73 3CD iOCO00COLU C/5 C/5 OID ^ ° °c~>CNJ00Qm mcoO >o0See Chart "A"S FIGURE KMULTI-LANECLOSING OF HALF ROADW1-3L / W1-4L (W2 It / W1 It) \See Note 7Indicate North with an "N"t,LEFT LANE CLOSED vAHEADy^9-31. (C20 It)END0ROADWORKAHEADXX0ROAD WORKW13-100MPH(W6)G20-2(C14)W20-1(C23)ONE0See Note 8LANESee Chart "A"ROADX2LTaper L Taper LS Sy2 L,150'min.Taper L Taper LW20-4See Note 5*°Y .t 2a4H\: Wt.O/V©HY!ORK area;7^•l-•l- h1* or YSee/Note 5W1-3R / W1-4R (W2 rt / W1 rt) See Note 7S S S SLANESee Chart "A"ENDCLOSED0rROAD WORKW20-5(C30)G20-2(C14)LANECLOSED0W20-5(C30)0 XXRIGHT LANE CLOSED N.AHEAD/W13-1MPH(W6)0SIGN PANEL SIZE (min.)See Note 8ROADWORKAHEAD.W20-5R0 36" x 36'30" x 30'W20-1(C23)[c] 36" x 18' [D] 24" x 24'* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.REVISIONS BY APP DATE GUIDELINES FOR CONSTRUCTION ZONESNew Figure MH JDW 11-04 Engineering Standards - Appendix G page 12Right Lane Closed sign; drafting JDL MH 4-13 See Chart "A" Taper L S S ! I, I* II 2 o05 CM !g o Q£3 < O O' I 0 n n-a See Note 5 Taper LS S See Chart "A" I I o I I C/) 7 HY(K I * SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS. REVISIONS BY APP DATE GUIDELINES FOR CONSTRUCTION ZONESNew Figure MH JDW 11-04 Engineering Standards - Appendix G page 13Type III Barricade instead of cones JDL MH 4-13 <r W20-1(C23)ROADWORK.AHEAD.0W21-1a(C22B)aKG20-2(C14)ROAD WORKaENDI!W9-3L(C20 It)b0TURN LANE CLOSED \AHEAILLEFTI!W21-1a(C22B)*.L■<LO!CDOCDSee Chart "A"CD!(f)Taper LSSRSee Note 5•tr<WORK-'AREAlxXW9-3L (C20 It)W21-1a(C22B)0TURN LANE CLOSED \AHEAIL0KLEFT(8) Total0®(R17)R3-2W20-1(C23)0ROADWORKAHEADHeNSee Note 5Taper LSSSee Chart "A"W21-1a(C22B)KW9-3L (C20 It)0TURN LANE CLOSED OLHEAI^LEFTG20-2(C14)0W20-1(C23)0ROADWORKAHEAD•hKG20-2(C14)ROAD WORK0ENDG20-2(C14)ROADWORK0ENDW20-1(C23)ROADWORKAHEADIndicate North with an "N"30" x 30” 0 36"x18”0 24"x 24"036" x 36"SIGN PANEL SIZE (min.)ROAD WORKENDFIGURE LMULTI-LANEWORK WITHIN INTERSECTION FIGURE MBICYCLE LANE CLOSUREIndicate North with an "N"W11-10BIKESHAREW16-10THE0LANEROADCLOSEDG20-2 ROADWORK (C14)END0BIKE LANE CLOSED v AHEADr W20-5 (C30 Bike)ROADWORKAHEAD/ W9-3a (C20 Bike)0Install temporary No Parking signsSee Chart "A”<■W20-1(C23)0(if required) See Note 4- SS -PARKING LANEBIKE LANE/\Y/&WORK AREBIKE LANE- ss s -ROADWORKAHEADEND G20-2 ROAD WORK (C14)0See Chart "A'BIKE LANE CLOSED vAHEADInstall temporary No Parking signsW20-1(C23)<•SIGN PANEL SIZE (min.)(if required) See Note 4BIKEr W9-3a (C20 Bike)0LANE0 36” X 36'0 30” X 30'0 36” x 18'0 18” x 24'0CLOSED/ W20-5 (C30 Bike)0W11-1SHARE0W16-1THEROAD* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.REVISIONS BY APP DATE GUIDELINES FOR CONSTRUCTION ZONESNew Figure MH JDW 11-04 Engineering Standards - Appendix G page 14Drafting edits JDL MH 4-13 FIGURE NTWO-LANE TWO WAY LEFT TURN LANE ONE WAY CLOSUREIndicate North with an "N"ROADWORKAHEADROADWORKAHEADRIGHT LANE CLOSED V AHEAD/LLILUcc0W20-1(C23)CO00W20-1(C23)W20-5RENDQCOROAD WORKSee Chart "A Taper , Taper0G20-2(C14)Cones or Delineatons, 23' max. spacingS0LLR3-2I(R17)/ \-I• • • •Butter BSee Chart "A"08l-YmWORK AREA♦T*1- * °r YVSee Note 5Optional VehicleTaper LS SSee Chart "A"ENDROAD WORKLANEROADWORKAHEAD.0G20-2(C14)CLOSED\/ W20-5 0 (C30)0W20-1(C23)SIGN PANEL SIZE (min.)0 36" X 36”0 30" X 30”[c] 36" X 18”[D] 24" X 24"* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.REVISIONS BY APP DATE GUIDELINES FOR CONSTRUCTION ZONESNew Figure MH JDW 11-04 Engineering Standards - Appendix G page 15Drafting edits JDL MH 4-13 FIGURE OMULTI-LANE TWO WAY LEFT TURN LANE CLOSING OF HALF ROAD0.W20-4Indicate North with an "N"ONELANEW1-3L / W1-4L (W2 It / W1 It) \See Note 7ROAD0*1G20-2(014)ROADWORKAHEADENDG20-2(C23)0ROAD WORKXX 0W13-1(W6)See Note 8See Chart "A” See Chart "A'V2\-0IMPHTaper L Taper L Taper L Taper LS Sy2i150'See Note 5* °r Y -IHc«r33>KitWORK ARE/♦7?* orYrAV0LANEs s s sW1-3R / W1-4R (W2 rt/W1 rt)< See Note 7rENDCLOSEDSee Note 5See Chart "A"ROAD WORKW20-5(C30)G20-2(C14)XX0W13-1 (W6) See Note 8ROADWORKAHEADMPHRIGHT LANE CLOSED VAHEADJLANECLOSED0SIGN PANEL SIZE (min.)W20-1(C23)0W20-5(C30)W20-5R0 36" X 36'0 30" X 30'0 36" X 18'0 24" X 24'* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.REVISIONS BY APP DATE GUIDELINES FOR CONSTRUCTION ZONESNew Figure MH JDW 11-04 Engineering Standards - Appendix G page 16W20-5R sign; Drafting edits JDL MH 4-13 FIGURE P SIDEWALK CLOSURE Indicate North with an "N" I =1 3d3Hssoao 4 N3d0 S3SS3NISn9 QV3HV Q3SO"IO M1VM3QIS t < LUa:SIDEWALK CLOSED H<vcr 48’min.R11-2 (Sidewalk)s I¥0SIDEWALK CLOSED AHEAD BUSINESSES OPEN ROAD WORK AHEAD 4 CROSS HERE W20-1 (C23) 0 ROAD WORK AHEAD W20-1 (C23) Optional I It t SIGN PANEL SIZE (min.) 0 36" X 36”■30" X 30" [C] 36" X 18" [d] 10" X 24"SIDEWALK DETOUR DETAIL 1 SIDEWALK DIVERSION DETAIL 2 NOTE: TEMPORARY PEDESTRIAN ACCESS PATHWAYS SHALL COMPLY WITH ADA AND SHALL INCLUDE RAMPS AND HANDRAILS AS PER THE CALIFORNIA UNIFORM BUILDING CODE REQUIREMENT.California MUTCD REVISIONS BY APP DATE GUIDELINES FOR CONSTRUCTION ZONESAdd Detail Note MH BL 11-09 Engineering Standards - Appendix G page 17Drafting edits JDL MH 4-13 Appendix H 100% Post Consumer Recycled Paper m !Air Pollution Control District San Luis Obispo County SLO COUNTY July 11,2013 Matt Horn, Project Engineer City of San Luis Obispo 919 Palm Street San Luis Obispo, CA 93401 Issuance of a Revised Air Pollution Control District Permit to Operate for Excavation of Contaminated Soils at Various Locations within the City of San Luis Obispo SUBJECT: Dear Mr. Horn: The California Health and Safety Code Section 42301(e) requires the District permit system to include a review of permits during renewal to determine that permit conditions are adequate to ensure compliance with and the enforceability of District Rules and Regulations applicable to the equipment for which the permit was issued. During the annual renewal it was noted that the equipment location description on Permit to Operate Number 1850-1 dated July 20, 2012, should now reference various locations with the City of San Luis Obispo. Enclosed you will find a revised Air Pollution Control District Permit to Operate 1850-2 which better serves the City by having a permit condition set pre-approved. This copy replaces the previous version which may now be recycled. Future renewals are scheduled every year during the month of July to determine if the equipment continues to comply with District Rules and Regulations. Also enclosed is Invoice Number 15484 for the annual renewal fees for Permit Number 1850-2. You will note that conditions have been placed upon your Permit to Operate. The described equipment must comply with all District Rules and the stated conditions to be deemed in compliance. Appeals to District actions on permits must be made in writing to the Hearing Board within thirty (30) days of receipt of the permit, per District Rule 208. If you have any questions, please contact Tim Fuhs at (805) 781-5912. Very truly yours, LARRY R. ALLEN Air Pollution Control Officer V C^fKY E. WILLEY // Manager, Engineering Division GEW/TJF/lmg Enclosure H:\PERMITS\PO\LETTERS\5949POLTJF.docx t 805781.5912 f 805.781.1002 wslocleanair.org 3433 Roberto Court, San Luis Obispo, CA 93401 Appendix H 100% Post Consumer Recycled Paper ■ Air Pollution Control District San Luis Obispo County SLO COUNTY Iaped PERMIT TO OPERATE Number 1850-2 EQUIPMENT OWNER-OPERATOR: City of San Luis Obispo 919 Palm Street San Luis Obispo, CA 93401 EQUIPMENT LOCATION: Various Locations within the City of San Luis Obispo EQUIPMENT DESCRIPTION: This permit authorizes soil excavation in accordance with an approved San Luis Obispo City Dust Control Plan and excavation of contaminated soil only after: The contamination has been characterized, The District has been given notice of the project in accordance with Condition 1 of this permit, Required Naturally Occurring Asbestos and NESHAP requirements have been met, and Monitoring, recordkeeping, and District notification procedures are in place for the specific project as described in the project notice. a. b. c. d. CONDITIONS: At least two (2) weeks prior to starting any planned excavation project, the permit holder shall submit notice and obtain approval for the project from the Air Pollution Control Officer (APCO) except for emergency repairs lasting less than 48 hours and other exceptions allowed by the APCO. Emergency repairs shall be reported to the APCO within 24 hours of initiation and include the volume of soil excavated and any known contamination levels. 1. At a minimum, the notice shall include: a. An assessment of the soil contamination levels and volumes or a statement that the project work zone contains no known contamination. b. Where contamination is present, a project description including: 1. Specific work zone boundary where public access is restricted during the project, 2. Estimated volume to be excavated, 3. Location of nearest residence, business, and schools, 4. A project specific Site Health and Safety Plan, 5. Starting date, projected finishing date, and operating hours, 3433 Roberto Court, San Luis Obispo, CA 93401slocleanair.orgr 805.781.5912 f 805.781.1002 Appendix H City of San Luis Obispo Revised Permit to Operate Number 1850-2 July 11, 2013 Page 2 of 4 6. A project specific Monitoring, Recordkeeping, and Reporting Plan, and 7. A screening risk assessment for toxic air contaminants or proof of insignificant emissions. The City of San Luis Obispo, or their contractors, shall notify the District immediately if any soil is discovered that contains contamination previously unidentified including but not limited to: asbestos, hydrocarbons, or metals or if the size or contamination levels of the project described in the initial notice changes. District phone number: (805) 781-5912, fax number (805) 781-1002 2. Any excavation work, including emergency repairs, shall be done in accordance with: The APCO approved San Luis Obispo City Dust Control Plan, A Site Health and Safety Plan, Information presented in the project notice, if applicable, Best operating practices for minimizing odors, dust, and soil track out, and An APCO approved project specific Monitoring, Recordkeeping, and Reporting Plan. 3. a. b. c. d. e. All site workers shall receive training and notification of the potential for discovery of naturally occurring asbestos and man-made asbestos material prior to initial site disturbance. Training shall include visual examples of naturally occurring asbestos and man-made asbestos material and proper procedures for reporting to a supervisor of any discovery. 4. If after project approval the City of San Luis Obispo or their contractors subsequently discover any man-made asbestos materials in the project zone, then: All work shall cease in the immediate project area where the discovery was made. The District shall be immediately notified. Sampling of suspect Regulated Asbestos Containing Materials (RACM) by a Certified Asbestos Contractor (CAC) shall immediately occur, with results submitted to the District. The discovery area shall be wetted and covered immediately. The material shall be analyzed by Polarized Light Microscopy (PLM) by bulk EPA Method 600/R-93-116, Visual Area Estimation. Confirmed quantities of RACM equal to or greater than 35 cubic feet will require the submission of an asbestos notification to the District, and handling and disposal pursuantto 40CFR61.145 and 61.150. All RACM shall be handled and disposed of according to Local, State, and Federal regulations. 5. a. b. c. d. e. f. g- All projects shall comply with Federal and State regulations including the: Asbestos Airborne Toxic Control Measure For Construction, Grading, Quarrying, And Surface Mining Operations, Title 17 California Code of Regulations, Section 93105 (17CCR93105) shall be demonstrated to the APCO prior to initial site disturbance. National Emission Standard for Asbestos, Title 40, Code of Federal Regulations, Part 61, Subpart M (40CFR61.145, Asbestos NESHAP) shall be demonstrated to the APCO for all aspects of the project. 6. a. b. Appendix H City of San Luis Obispo Revised Permit to Operate Number 1850-2 July 11, 2013 Page 3 of 4 Expiration of the Geologic Exemption: If City of San Luis Obispo, or their contractors subsequently discover any naturally occurring asbestos, serpentine, or ultramafic rock in the area to be disturbed, then: City of San Luis Obispo or their contractors must comply with the requirements of 17CCR93105; City of San Luis Obispo, or their contractors must report the discovery of the naturally-occurring asbestos, serpentine, or ultramafic rock to the APCO no later than the next business day; and The exemption under 17CCR93105 Subsection (c)(1) shall expire and cease to be effective. 7. a. b. c. Monitoring shall include the following unless otherwise allowed by the APCO: During excavation activities, the work zone shall be observed for dust, odors, hydrocarbon and H2S concentrations by a properly trained technician following the methods in the APCO approved project specific Monitoring, Recordkeeping, and Reporting Plan. VOC monitoring shall use a Flame Ionization Detector (FID) instrument maintained at the site at all times during excavation and handling. The FID shall be calibrated appropriate to the range being monitored with certified hexane gas or an alternative gas approved by the APCO in either the range of one hundred (100) parts per million by volume (ppmv) or ten-thousand (10,000) ppmv. The FID shall be in good working order and calibrated using certified calibration gas at the beginning and end of each work day using the procedures specified by the manufacturer An instrument capable of measuring hydrogen sulfide gas at 1 ppmv shall be on-site at all times during excavation and handling. Air monitoring of stock piled contaminated shall be conducted at a distance of no more than three (3) inches above the soil surface or edge of the covering monitored. All air monitoring of the active work zone shall be conducted in the breathing zone, at the work zone downwind boundary. Monitoring of the stock piles and work zone boundary shall occur at (1) hour intervals during excavation and soil handling activates unless otherwise allowed by the APCO. 8. a. b. c. d. e. f. 9.Recordkeeping and Reporting shall include the following unless otherwise allowed by the APCO: Hourly observations of wind speed and direction, Records of the quantity contaminated soil excavated shall be maintained on a daily basis when activities under this permit are underway and shall include the date and the volume transferred. A daily calibration log shall be maintained for each monitor device described in the APCO approved project specific Monitoring, Recordkeeping, and Reporting Plan. All monitoring and recordkeeping results shall be recorded at the within fifteen (15) minutes of the observation. A record of all complaints and follow-up procedures shall be made during the day of the complaint and include: date and time, location of odor, name and phone # of the person reporting the odor, if available, facility responders name, odor type and strength, and remedial actions taken. a. b. c. d. e. Appendix H City of San Luis Obispo Revised Permit to Operate Number 1850-2 July 11,2013 Page 4 of 4 f. All records shall be maintained on-site and made available to the APCO upon request. The City of San Luis Obispo Public Works Department may be charged on an hourly basis to determine a projects compliance with these conditions. 10. If the APCO determines that this operation is causing a public nuisance by virtue of odor, dust, or health risk, the City of San Luis Obispo and its contractors shall take immediate action and eliminate the nuisance. 11. Nuisance odors or dust complaints shall be directed to the on-site representative of City of San Luis Obispo. All complaints and breakdowns shall be reported to the APCO within four (4) hours of receipt or event. Equipment or process breakdowns and upsets shall be reported according to the criteria required under District Rule 107. 12. No visible dust shall leave the work zone boundary.13. Hydrocarbon concentrations at the edge of the covered stock piled soils, and at the boundary of the active work zone shall not to exceed 100 ppmv as hexane. 14. Contaminated soil stock piles shall be completely covered with an impermeable covering that has a minimum thickness of 10 mils or another APCO-approved barrier. Contaminated soil stock piles shall be completely covered whenever soil is not actively being added or removed. 15. Containment or coverage of contaminated soil in the wall of the excavation shall occur as soon as feasible. All excavation sites with contamination shall be covered daily, unless otherwise allowed by the APCO. Contaminated soil, as defined for this permit, shall be soil that must be removed according to plans approved by the San Luis Obispo Certified Unified Program Agency. 16. All haul trucks shall be completely covered with tarps or other suitable materials prior to leaving the site. 17. All information needed to estimate air pollution emissions shall be provided to the District upon request. 18. A copy of this permit shall be in the possession of the on-site representative of the City of San Luis Obispo. 19. lulv (Annually) ANNIVERSARY lulv 11.2013 (Revised) ISSUANCE DATE LARRY R. ALLEN Air Pollution Control Officer GARY E. WILLEY Manager, Engineering Division Application Number: 5949 H:\PERMITS\PO\5949PO.docx i Appendix H 100% Past Consumer Recycled Paper 4r INVOICE 15484*Air Pollution Control District San Luis Obispo County SLO COUNTY Iaped MAKE ALL CHECKS PAYABLE TO SAN LUIS OBISPO AIR POLLUTION CONTROL DISTRICT DATE: 7/11/13TO: City of San Luis Obispo Public Works 919 Palm St. San Luis Obispo CA 93401 Payment due in 30 days. ATTN:Account: 4683Matt Horn NOTE: Fees not paid by due date are subject to a 50% penalty fee along with any applicable late payment processing fees. TO ENSURE PROPER CREDIT PLEASE REFERENCE INVOICE NUMBER ON CHECK. Description AmountAction Date A/R#App # 07/09/13 Renewal of Equipment Under Permit #1850-2 Operating Fee to July 2014 Miscellaneous Equipment 5772 32531 S824.00 Equipment Location: Various Locations within the City of San Luis Obispo County $824.00TOTAL DUE slocleanair.orgt 805.781.5912 3433 Roberto Court, San Luis Obispo, CA 93401f 805.781.1002 Appendix H TO:BARBARA LYNCH CITY OF SAN LUIS OBISPO 919 PALM STREET SAN LUIS OBISPO CA 93401 The Air Pollution Control District has received payment of your permit renewal fees. Attached below is your permit renewal. Please detach the bottom portion of this page and affix to your Permit to Operate. fr*Var Air Pollution Control District San Luis Obispo County COUNTY PERMIT RENEWAL DATE: August 4,2015 Permit Number:1850-2 A permit renewal inspection was recently conducted at your facility and it has been determined from the inspection that the subject equipment is operated in compliance with the rules and regulations of the Air Pollution Control District. This is a renewal of the permit operating license until July 2016. Pleasfe also consider this a receipt for your fees in the amount of $824.00. Equipment Location: Various Locations within the City of San Luis Obispo San Luis Obispo County Air Pollution Control District Please affix this note to your Permit to Operate. Guideline Specifications for Nursery Tree Quality Selecting Quality Nursery Stock A committee comprised of municipal arborists, urban foresters, nurserymen, U.C. Coopera- tive Extension horticultural advisors, landscape architects, non–profit tree groups, horticul- tural consultants, etc., developed the attached specifications to ensure high quality landscape trees. After more than a year of work, they succeeded in drafting a document entitled Specifi- cation Guidelines for Container–grown Trees for California. This document will be published and the guidelines promoted throughout the nursery and landscape industry. Its intent is to help landscape professionals develop their own comprehensive and detailed specifications to ensure that they obtain high quality container–grown nursery trees. The document is also intended to help nursery professionals in their efforts to improve the quality of trees grown in California. These specifications can be modified for specific simulations. The following people worked on the Guideline Specifications for Nursery Tree Quality: David Burger UC Davis, Department of Environmental Horticulture, Davis Barrie Coate Consulting Arborist, Los Gatos Larry Costello UC Cooperative Extension, Half Moon Bay Robert Crudup Valley Crest Tree Company, Sunol Jim Geiger Center for Urban Forest Research UC Davis, Davis Bruce Hagen California Dept. of Forestry & Fire Protection, Santa Rosa Richard Harris UC Davis Department of Environmental Horticulture, Davis Brian Kempf Urban Tree Foundation, Visalia Jerry Koch City of Berkeley Division of Urban Forestry, Berkeley Bob Ludekens L. E. Cooke Company, Visalia Greg McPherson Center for Urban Forest Research, UC Davis, Davis Martha Ozonoff California ReLeaf, Sacramento Ed Perry UC Cooperative Extension, Stanislaus County Markio Roberts Caltrans, LDA Maintenance Division, Oakland Illustrations: Front page, c) temporary branches C. Trunk Taper Illustration by Edward F. Gilman, Professor, Environmental Horticulture Department, IFAS, University of Florida. All other Illustrations adapted from Integrated Management of Landscape Trees, Shrubs and Vines, Fourth Edition, 2003, Harris, Clark, Matheny Photos: Brian Kempf For more information contact Brian Kempf 559–713–0631 or brian@urbantree.org Appendix I 344 C A L I F O K ;s A d ?e ■>T1 FORESTRY \ J I T mi m FIREI INTERNATIONAL SOCI ElY OF ARBORICULTUREUrban Tree Foundation Guideline Specifications for Nursery Tree Quality I. PROPER IDENTIFICATION All trees shall be true to name as ordered or shown on the planting plans and shall be labeled individually or in groups by species and cultivar (where appropriate). II. COMPLIANCE All trees shall comply with federal and state laws and regulations requiring inspection for plant disease, pests and weeds. Inspection certificates required by law shall accompany each shipment of plants. Clearance from the County Agricultural Commissioner, if required, shall be obtained before planting trees originating outside the county in which they are to be planted. Even though trees may conform to county, state, and federal laws, the buyer may impose additional requirements.Illustration by Edward F. Gilman, Professor, Environmental Horticulture Department, IFAS, University of Florida. III. TREE CHARACTERISTICS AT THE TIME OF SALE OR DELIVERY A. TREE HEALTH As typical for the species/cultivar, trees shall be healthy and vigorous, as indicated by an inspection for the following: 1. Trees shall be relatively free of pests (insects, pathogens, nematodes or other injurious organisms). 2. An inspection of the crown, trunk, and roots shall find the following characteristics: a. Crown Form: The form or shape of the crown is typical for a young specimen of the spe- cies/cultivar. The crown is not significantly deformed by wind, pruning practices, pests or other factors. b. Leaves: The size, color and appearance of leaves are typical for the time of year and stage of growth of the species/cultivar. Leaves are not stunted, misshapen, tattered, discolored (chlorotic or necrotic) or otherwise atypical. c. Branches: Shoot growth (length and diameter) throughout the crown is typical for the age/ size of the species/cultivar. Trees do not have dead, diseased, broken, distorted or other serious branch injuries. d. Trunk: The tree trunk should be fairly straight, vertical and free of wounds (except prop- erly–made pruning cuts), sunburned areas, conks (fungal fruiting bodies), wood cracks, bleeding areas, signs of boring insects, galls, cankers/lesions and girdling ties. e. Tree height and trunk diameter are typical for the age, species/cultivar and container size. f. Roots: The root system is free of injury from biotic (insects, pathogens, etc.) and abiotic agents (herbicide toxicity, salt injury, excess irrigation, etc.). Root distribution is uniform throughout the soil mix or growth media and growth is typical for the species/cultivar. Appendix I B. CROWN 1. Central Leader: Trees shall have a single, relatively straight central leader and tapered trunk, free of codominant stems and vigorous, upright branches that compete with the central leader. If the original leader has been headed, a new leader at least ½ (one–half) the diameter of the original leader shall be present. Maintaining a single, centeral leader is preferable. Heading and retaining a leader is acceptable. Heading without retaining a leader is unacceptable. Appendix I •< d i\ ,ii a^Jr \*o«••• i L A \\ //■ J w •/1*\\ W \N /\) / ^ ri V ■ -L f ).' tj> => ",s y / / /"■i jfl if / /d,.■LJ 2. Main Branches (scaffolds): Branches should be distributed radially around and vertically along the trunk, forming a generally symmetrical crown typical for the species. a) Main branches, for the most part, shall be well spaced. preferable unacceptable preferable unacceptable b) Branch diameter shall be no greater than 2/3 (two thirds) the diameter of the trunk, measured 1" (one inch) above the branch. preferable unacceptable preferable unacceptable c) The attachment of scaffold branches shall be free of included bark. preferable unacceptable preferable unacceptable Appendix I \J % 1 M>i ,1 k vVt ft I Vw1 '/i \ *A t, *»v i; i y. 1;jjf4-fi1 -- jy 1j/.mvijy: ■■/b/y y illE.,u . 'iE'tt LA A 'tse ..1] ‘ ,1 ^it/ 'llA'f/SjI1 1 ir i kI . /(r « i : W m v ww < >1 >• Nsrifi7l\1 7l!» 1 Sr!'V />,<teoill V h y? 'I /iI I lf I J&r.ii ii ♦♦/ _ 3. Temporary branches: Temporary branches should be present along the lower trunk, particularly for trees less than 1–1/2" (one and one–half inches) in trunk diameter. They should be no greater than 3/8" (three–eighths inch) in diameter. Heading of temporary branches is often necessary to limit their growth. Good Not as Good C. TRUNK 1. Trunk diameter and taper shall be sufficient so that the tree will remain vertical without the support of a nursery stake. 2. The trunk shall be free of wounds (except properly–made pruning cuts), sunburned areas, conks (fungal fruiting–bodies), wood cracks, bleeding areas, signs of boring insects, galls, cankers and/or lesions. 3. Trunk diameter at 6" (six inches) above the soil surface shall be within the diameter range shown for each container size below: Container Size Trunk Diameter (inches) # 5 (gallon) ....................... 0.5" to 0.75" # 15 (gallon) .................... 0.75" to 1.5" 24 inch box ....................... 1.5" to 2.5" # 15 (gallon) ............0.75" to 1.5" 24 inch box .............1.5" to 2.5" 36 inch box .............2.5" to 3.5" 48 inch box .............3.5" to 4.5" Appendix I aw X ‘' ir i .i3 ?vA *’: -& * jfi< D. ROOTS 1. The trunk, root collar (root crown) and large roots shall be free of circling and/or kinked roots. Soil removal near the root collar may be necessary to inspect for circling and/or kinked roots. 2. The tree shall be well rooted in the soil mix. When the container is removed, the rootball shall remain intact. When the trunk is carefully lifted both the trunk and root system shall move as one. preferable preferable unacceptable 3. The upper–most roots or root collar shall be within 1" (one inch) above or below the soil surface. preferable unacceptable unacceptable Appendix I •a?7 _>4p*J3k „ vl L tf 11+ v J 7+Jm £• c ln ag P-5 C-2. *f '/C.SR y*f\i-4*jgSkp "**958 n l K s \< _im r a.!TS'■■■.. y»5«M R.VEl .^. f, .-* fe.r\l ■w>*r* /■?!.>•-. i ./■ J *»'4 . • *m *6 1 a 3 W. J?mmu BgEfj •H-a “ ivn*..■/;, JLi ,J.<esk£ -v. Efi Vogg <1 V*! A 4. The rootball periphery should be free of large circling and bottom–matted roots. The acceptable diameter of circling peripheral roots depends on species and size of rootball. The maximum acceptable size should be indicated for the species (if necessary). preferable unacceptable E. MOISTURE STATUS At time of inspection and delivery, the rootball shall be moist throughout. The crown shall show no signs of moisture stress as indicated by wilted, shriveled or dead leaves or branch dieback. The roots shall show no signs of excess soil moisture conditions as indicated by poor root growth, root discoloration, distortion, death or foul odor. V. INSPECTION The buyer reserves the right to reject trees that do not meet specifications as set forth in these guidelines or as specified by the buyer. If a particular defect or substandard element or characteristic can be easily corrected, appropriate remedies shall be re- quired. If destructive inspection of a rootball(s) is to be done, the buyer and seller should have a prior agreement as to the time and place of inspection, minimum num- ber of trees or percentage of a species or cultivar to be inspected and financial respon- sibility for the inspected trees. DELIVERY The buyer should stipulate how many days prior to delivery that notification is needed. Appendix I a"f ■ i : n ••••• kil;-14 r £1 1 .f.i*V'fv ':' ><•>,is GLOSSARY: Codominant – Two or more vigorous and upright branches of relatively equal size that originate from a common point, usually where the leader has been lost or removed. Crown – The aboveground part of the tree including the trunk. Cultivar – A named plant selection from which identical or nearly identical plants can be produced, usually by vegetative propagation or cloning. Girdling root – A root that partially or entirely encircles the trunk and/or buttress roots, which could restrict growth and downward movement of photo- synthate and/or water and nutrients up. Included bark – Bark embedded within the crotch between a branch and the trunk or between two or more stems that prevents the formation of a normal branch bark ridge. This often occurs in branches with narrow-angled attach- ments or branches resulting from the loss of the leader. Such attachments are weakly attached and subject to splitting out. Kinked root – A primary root(s), which is sharply bent, causing a restriction to water, nutrient, and photosynthate movement. Kinked roots may compro- mise the structural stability of root systems. Leader – The dominant stem which usually develops into the main trunk. Photosynthate – Pertains to sugar and other carbohydrates that are produced by the foliage during photosynthesis, an energy trapping process. Root collar – The flared area at the base of a tree where the roots and trunk merge. Also referred to as the "root crown" or "root flare". Shall – Used to denote a practice that is mandatory. Should – Used to denote a practice that is recommended. Scaffold branches – Large, main branches that form the main structure of the tree. Temporary branch – A small branch that is retained temporarily along the lower trunk of young trees. Temporary branches provide photosynthate to increase trunk caliper and taper and help protect it from sunburn damage and mechanical injury. Such branches should be kept small and gradually removed as the trunk develops. Trunk – The main stem or axis of a tree that is supported and nourished by the roots and to which branches are attached. Appendix I CITY OF SAN LUIS OBISPO PUBLIC WORKS QUALITY ASSURANCE PROGRAM Approved By: Date: ___________________________________ _March 16, 2018____________________ Appendix J \lToc o<77* 104m % QUALITY ASSURANCE PROGRAM City of San Luis Obispo Quality Assurance Program for Construction 1. GENERAL The City of San Luis Obispo’s (City) Quality Assurance Program (QAP) has been developed by the City to provide guidelines for testing of construction materials and assurance that the materials incorporated into the construction projects are in conformance with the contract specifications. The City’s QAP is updated approximately every five years to address changes to project specifications, materials, and updates to the testing methods. The City’s QAP will be used on all City projects off of the National Highway System including those projects which receive federal funds. Regardless of project funding, City projects on the National Highway System will use the QAP developed by the California Department of Transportation (Caltrans). 2. ACCEPTANCE TESTING PROGRAM City staff will typically perform inspection duties on a project. Those duties include verification of compliance with the project’s plans, special provisions, City Standard Specifications and Engineering Standards, and State Standard Specifications and Standard Plans. When testing of construction materials is required, a materials testing consultant is typically used to perform acceptance testing on City projects. 2.1 Materials Laboratory The consultant’s materials laboratory is required to be under the responsibility of a California-registered Civil Engineer with experience in sampling, inspection and testing of construction materials. The laboratory shall certify the results of all tests performed by its personnel under the Engineer’s supervision. The laboratory is required to contain certified test equipment capable of performing the tests conforming to the provisions of this Quality Assurance Program (QAP). The materials laboratory is required to provide documentation that it complies with the following procedures: Correlation Testing Program – The materials laboratory shall be a participant in one or more of the following testing programs: a. AASHTO Materials Reference Laboratory b. Cement and Concrete Reference Laboratory c. Caltrans’ Reference Samples Program Certification of Personnel – The materials laboratory shall employ personnel who are certified by one or more of the following: a. Caltrans District Materials Engineer and/or Caltrans METS IA Representative b. Nationally recognized non-Caltrans organizations such as the American Concrete Institute, National Institute of Certification of Engineering Technologies, etc. c. Other recognized organizations approved by the State of California and/or Recognized by local governments or private associations. Appendix J Laboratory and Testing Equipment – The materials laboratory shall only use laboratory and testing equipment that is in good working order. All such equipment shall be calibrated at least once each year. All testing equipment must be calibrated by impartial means using devices of accuracy traceable to the National Institute of Standards and Technology. A decal shall be firmly affixed to each piece of equipment showing the date of the last calibration. Testing equipment calibration decals shall be checked as part of the Independent Assurance Program (IAP). 2.2 Acceptance Testing Acceptance Testing will be performed by certified materials testing personnel utilizing an accredited materials laboratory. The certifications and accreditations shall be specific to the tests being performed. The test results will be used to ensure that all materials incorporated into the project are in compliance with the contract specifications. The City requires compliance with its Standard Specifications on all projects located within the City right-of-way, or on City-owned property. Testing must be in accordance with the Caltrans test methods whenever applicable. When Caltrans test methods are not feasible for a certain test, a national recognized standard (i.e., AASHTO, ASTM, etc.) test method may be utilized. Testing frequencies are to be in accordance with the contract specifications. If not specified in the contract specifications, samples shall be taken at the frequencies specified in the following table: Material Test for:Sample Frequency CTM ASTM Location PCC-Major structures Slump/Penetration 533 C143/C360 Site 1 per day Cylinders 539/540/521 C31 Site 1 set of 3 per day PCC-Curb, Gutter, Slump/Penetration 533 C143/C360 Site 1 per day Sidewalk & Pavement Cylinders 539/540/521 C31 Site 1 set of 3 per project Asphalt Concrete Sieve 202 C136 Site or Plant 1 per project Compaction 375 D2950 Site 1 per 1500 tons Aggregate Base Sieve 202 C136 Site or Plant 1 per project Sand Equivalent 217 - Site or Plant 1 per project Maximum Density 216 D1557 Site or Plant 1 per project Compaction 231 D2922 Site 1 per 500 cu. yds. Disturbed Basement Maximum Density 216 D1557 Site 1 per project Soil or Embankment Compaction 231 D2922 Site 1 per 500 cu. yds. Structure Backfill Sieve 202 C136 Site or Plant 1 per project Maximum Density 216 D1557 Site or Plant 1 per project Compaction 231 D2922 Site 1 per 500 cu. yds. Chain Link Fencing Compliance with gage check -Site 300 feet Specifications Bridge Profilograph Compliance with 547 -Site 1 per bridge Specifications Repeat until pass Test Note: All tests must be performed at a minimum of one test per project, unless otherwise addressed in the in the “Acceptance of Minor Quantities of Materials” sections of this QAP. The following are time periods for reporting material test results to the Resident Engineer: o When the aggregate is sampled at material plants, test results for Sieve Analysis, Sand Equivalent and Cleanness Value should be submitted to the Resident Engineer within 24 hours after sampling. o When materials are sampled at the job site, test results for compaction and maximum density should be submitted to the Resident Engineer within 24 hours after sampling. o When soils and aggregates are sampled at the job site: Appendix J 1. Test results for Sieve Analysis, Sand Equivalent and Cleanness Value should be submitted to the Resident Engineer within 72 hours after sampling. 2. Test results for “R” Value and asphalt concrete extraction should be submitted to the Resident Engineer within 96 hours after sampling. When sampling products such as Portland Cement Concrete (PCC), cement-treated base (CTB), hot mix asphalt (HMA), and other such materials; the time of such sampling will be varied with respect to the time of the day insofar as possible, in order to avoid a predictable sampling routine. The reporting of Acceptance Testing results, if not performed by the Resident Engineer’s staff, shall be done on an expedited basis such as by email or telephone. 2.3 Certificates of Compliance A Certificate of Compliance will also be accepted in lieu of sampling and testing for the following materials, regardless of the quantity of material used on a project. Aluminum Pipe Asphalt Oil Asphaltic Emulsion Concrete Admixtures and Curing Compounds Corrugated Steel Pipe Arches Culvert and Drainage Pipe Joints Electrical Conductors/components Engineering Fabric Epoxy Epoxy Coated Rebar Fiber Lime Lumber and Timber Metal Target Plates Minor Concrete Mulch Paint used for Traffic Striping Pavement Reinforcing Grid Perforated Steel Pipe Plastic Pipe and Tubing Portland Cement PCC Admixtures & Curing Compounds Prefabricated Bridges Preformed Elastomeric Joint Seal Reinforced Concrete Pipe Reinforcing Steel Roofing Shingles Soil Amendments Stabilizing Emulsion Steel Piles Structural Steel Structural Timber and Lumber Temporary Railing (Type K) Timber and Lumber Traffic Signs Treated Timber and Lumber Structural Metal Plate Pipe and Pipe Arches Steel Entrance Tapers, Pipe Down Drains, Reducers, and Coupling Bands Water Valves & Stops Certificates of Compliance shall conform to the requirements of the contract specifications, and shall include the following information: Project number Lot number, mill marking, or other identifying information which can trace the material to the precise location of manufacturing. Statement that the material complies with the contract specification Signature of the Manufacturer 2.4 Acceptance of Minor Quantities of Materials Minor quantities of construction materials may be accepted based on visual inspection by the Engineer if the source of the material has recently furnished similar materials found to be satisfactory using normal sampling and testing requirements, or if the supplier provided a Certificate of Compliance indicating conformance with the project specifications. The following list provides maximum quantities of materials that may be accepted under these conditions: Appendix J o Aggregates other than for use in Portland Cement Concrete, not to exceed 100 tons per day nor more than 500 tons per project o Bituminous mixtures, not to exceed 50 tons per day nor more than 500 tons per project. o Paint, not to exceed 50 gallons per project. o Masonry items, based on verification of dimensions and uniformity of manufacture. o Grout, not to exceed 1 cubic yard per project. o Mortar, not to exceed 1 cubic yard per project. o Portland Cement Concrete, not to exceed: o 8 cubic yards per project when concrete is provided by batch plant. o 2 cubic yards per day when concrete is provided by volumetric mixer. o Asphalt Concrete, not to exceed 50 tons per project. 2.5 Testing of Manufactured Materials For those materials manufactured and prefabricated at locations other than the jobsite (generally at the manufacturer’s location) that require testing or inspection, City staff or the City’s materials consultant will perform Source Inspection on such materials. 2.6 City-Owned Testing Equipment The City maintains the following testing equipment for use by City staff: Equipment Maintenance Frequency Slump Cone Visual Check for Damage Annually Kelly Ball Visual Check for Damage Annually 3. PROJECT CLOSEOUT 3.1 Project Certification Upon completion of a Federal-aid project, a “Materials Certificate" will be completed and signed by the Resident Engineer utilizing Exhibit 17-G in the Local Assistance Procedures Manual. The Agency will include this “Materials Certificate” in the Report of Expenditures submitted to the Caltrans District Director, Attention: District Local Assistance Engineer. A copy of the “Materials Certificate” shall also be included in the City’s project files. All materials incorporated into the work which did not conform to specifications must be explained and justified on the “Materials Certification”. 3.2 Records Project construction files shall be organized and indexed, and will include the following items: 1. Copy of Quality Assurance Plan 2. Independent Assurance Certs. of Proficiency-Testers and Samplers (Ex. 16-D TL-0111) Cert. of Accreditation of Testing Lab (TL-0113) Equipment Calibration Verifications (Nuclear Gauge, etc…) 3. Notice of Material to be Used (Ex. 16-I) 4. Acceptance Testing Results and Initial Tests: (Make a Category for each material) Summary Log of Acceptance Testing Test Results/Reports 5. Certificates of Compliance 6. Records for Source Inspection of structural pre-manufactured material. (collected inspection tags) 7. Buy America Certifications 8. Materials Certification (Ex. 17-G) The project files shall be available for at least three years following the date of final project voucher. Appendix J The use of a “Testing Summary Log” facilitates reviews of material sampling and testing by Caltrans and FHWA, and assists the Resident Engineer in tracking the frequency of testing. Appendix J City of San Luis Obispo, Public Utilities, 879 Morro Street, San Luis Obispo, CA, 93401-2710, 805.781.7215, slocity.org Revised January 1, 2017 Temporary Industrial Waste Discharge Permit Application SITE INFORMATION Site Name (DBA) Site Address Site Owner/Contact Phone PROPERTY OWNER Property Owner Phone CONTRACTOR/CONSULTANT INFORMATION Contractor/Consultant Mailing Address Contact Title Phone Office Fax Cell Address (if different than above) Emergency contact Emergency Phone DISCHARGE INFORMATION Discharge Description Location/Description of point of Discharge Appendix K B Public Utilitiest a * 879 Morro Street, San Luis Obispo, CA 93401-2710 805.781.7215 slocity.orgS Revised January 1, 2017 DISCHARGE INFORMATION (Continued) Estimated Discharge Amount (gallons per hour) Total Daily Note: If daily discharge is over 10,000 gallons, a Significant Industrial User Permit will be required. This permit may have Federal requirements. Contact this office for more information. Flow Rate Method of Flow Regulation Time of Discharge Days of Operation Hours PRETREATMENT Description of Pretreatment (attach diagram of pretreatment unit) Pollutants of Concern (attach additional sheets as needed) Batch Treatment or Continuous Required attachments Site map (show all buildings, streets, pretreatment unit, discharge location). Diagram of pretreatment unit. Lab analysis of wastewater to be treated and discharged may be required. Signature Date Appendix K Revised January 1, 2017 CONSTITUENT LIMIT (mg/L) Ammonia 32 Biochemical Oxygen Demand (BOD)226 Chloride 1523 Sodium 1200 Total Dissolved Solids (TDS) 2215 Total Suspended Solids (TSS) 2346 Copper 0.14 Zinc 0.17 Appendix K Encroachment Permit/CIP Holiday Restriction Area Per City Council Resolution 9487 (2003 Series) Appendix L city of san Luis OBispo PUBLIC WORKS DEPARTMENT 91 9 PALM ST. 93401-3208 b;\>X■. \ y sfiiifflkms'X .s'\s's s's's'■W\'s'■■A\\ A o ffi s's^ \ \ \ ■< s'jjpnsfS SV'<To/V-y\<■A///SI ,S> \. ■.V>■■■j 9jy -a. \\y>a A-■-L ^ S //,A' ■. ■. ■.K pp ^Sifl -r ■X,sl7 ■-.s •s'hS■■£24 \ \ jV&ss Aar ., r'',■■■■■ I >1 ■■■ &'<SSs\\s7,S'■. ■y y =L^fn=:=: yiiyA sV ,sS■ iS\so.y\ V y'■■ ■-■ \■■X-■\ V-s'\■-i: '- ■='A A ■■\\,A\yyw /■. ■.f\ -.i a' \ \A\$7:A (\<V \■.-.y..V'^ V11,y"■Xs.\ ssm.<:■ ss XX- s V \>y \\V :*:'>■■oISv ■■■■,,y.S ■'A W'\\WoAS, x rOA'O ■. ■'\;<V■ >■■.A y ;ijijij|iif!$i#!?0! / ■■ ro ■■ ■■.1 ;.-aS ■■ aA-A.XA !; V if XX s-.■- ■. ■■S's ■■\■. .-■■■■s'\ s Vo s\s'sVf2?■■ .■■■ S-Jf's\s A a ■ s s vA.A dpir %w Ziw i a■.>s ■< rOJ>x I ■■>v >■V yX\S s \ \ s s< X . ■■s As'y s- mtf ]S\.s s>s'Sr XA XX Appendix L l RESOLUTION NO. 9487 (2003 SERIES) A RESOLUTION OF THE COUNCIL OF THE CITY OF SAN LUIS OBISPO APPROVING POLICY REGARDING CITY CAPITAL IMPROVEMENT PROJECTS AND RIGHT OF WAY ENCROACHMENT IN THE DOWNTOWN AREA WHEREAS, it is essential to maintain and upgrade City infrastructure in order to provide reliable municipal services and to maintain a healthy local economy; and WHEREAS, construction impacts associated with vehicular lane closures, traffic detours, or materials delivery can be disruptive to the flow of traffic in the downtown area and affect access for consumers to the downtown retail core, and WHEREAS, most businesses and residents are willing to accept a level of inconvenience, provided that projects are coordinated and managed carefully, and that the need for a project is understood; and WHEREAS, the Downtown Association (DA) has requested certain enhancements in the coordination of capital projects in the downtown core, and in the level of communication between the City and the DA regarding project purpose and status; and WHEREAS, there exists a time period between Thanksgiving and New Year’s Day that is critical to the success of Downtown merchants and businesses; and WHEREAS, the City Council for the City of San Luis Obispo adopted City Council Resolution 7068 (1992 Series), titled: POLICY FOR THE IMPROVED COORDINATION AND COMMUNICATION IN THE COMPLETION OF CITY CAPITAL IMPROVEMENT PROJECTS. NOW, THEREFORE, BE IT RESOLVED, that the City Council of the City of San Luis Obispo does hereby rescind Resolution 7068 (1992 Series) and sets forth the following policy to be followed in the completion of capital improvement projects and the issuance of Encroachment Permits in the downtown area and, as appropriate, elsewhere in the community: 1) Unless necessary for emergency access or maintenance, construction activities which affects City Streets in the Downtown area shall not occur between Thanksgiving and New Year’s Day and shall be restricted by the Public Works Department through the project specifications and through the Encroachment Permit Process. 2) For purposes of this policy the Downtown area shall be defined as the area defined by the Downtown Association boundary. R 9487 Appendix L u Resolution No. 9487 (2003 Series) Page 2 3) The Public Works Director shall have discretion in allowing long-term permanent construction equipment to remain during this period (such as pedestrian barricades or long-term lane closures as part of large scale projects) when it is not feasible to remove such equipment or its removal is considered more disruptive than allowance in the public right-of-way. 4) Capital Improvement Projects Specific Requirements: The City will provide ample notification to businesses and residents, either directly or through its contractors, regarding planned capital improvement projects, particularly those planned in the downtown area; and a) All reasonable steps will be taken by the City staff to ensure ample communication and coordination relative to planned City projects (non—emergency) in the downtown, including: b) A minimum of 30 day notification to the DA prior to construction;i) The preparation of project “fact sheets” for the DA to fully explain project purpose and other important information; ii) Participation in quarterly “project coordination meetings” with the DA and the utility companies; iii) Attending or conducting community meetings and/or forums and making presentations for larger complex projects when requested by the DA, or as determined by staff; iv) Assurance that project specifications require adequate contractor responsibility for notification, signage, and procedures to minimize impacts on affected businesses to the extent feasible; and v) DA shall be responsible for communicating with its membership regarding project plans and status following receipt of project information from the City; and c) The City staff will make every effort to ensure that:d) i) All involved staff members share and communicate accurate information; and ii) That projects managed by different departments are properly coordinated. Appendix L 1 ■ ■ Resolution No. 9487 (2003 Series) Page 3 On motion of Council Member Settle, seconded by Vice Mayor Mulholland and on the following roll call vote: Council Members Ewan, Schwartz and Settle, Vice Mayor Mulholland and Mayor Romero None None AYES: NOES: ABSENT: the foregoing Resolution was passed and adopted this 7th day of October, 2003. Mayor David F. Romero ATTEST: Lee Price, C.M.C. City Clerk APPROVED AS TO FORM: i-----Cja. Jonl P. Lowell, City Attorney