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2088 ROYAL_BLDG-1708-2022_redacted
Building & Safety DMslon • 919 Palm Street• San Luis Obispo, CA 93401-3218 BUILDING PERMIT Alt/Addition -Single Family BLDG-1708-2022 Issuance Date: 9/12/2022 Project Address: 2088 Royal Wy Assessor's Parcel Number: 053-116-006 Unit or Suite(s): Square Footage: 216.00 Project Description: NON-CONDITIONED GARAGE ADDITION Legal Description: Contractor: Owner: Stalwork, Inc. Ben Kulick Business: (805) 400-5983 Other: (805) 542-0033 License Type: California State Contractor License License Number: 948012 License Type: Califomia State Contractor License License Number: 948012 License Type: Callfomia State Contractor License License Number: 948012 Ventilating, AC License Type: Callfomia State Contractor License License Number: 948012 License Type: Worker's Compensation License Number: STWC140439 PAUL COUSIN Mobile: ( Classification: A -General Engineering Contractor Classification: B -General Building Contractor Classification: C20 -Warm-Air Heating, Classification: C36 -Plumbing Contractor Fire Sprinklers: Not Provided Stories 1.00 Code Year: 2019 Dwelling Units: Motel Rooms: Census: Occupancy: Residential, 1 and 2 family dwellings (R-3) Valuation Group Type Manual Fees Fee Name SMIP (Residential) IT Surcharge Final Inspection -SF Residential -PW Green Building Fee Stonnwater -Minor Project -BLDG Post Construction Req / Stonnwater SF res -ENG Building Plan Rev -Residential -Minor Single Family Residential -ENG Consolidated Plan Check Fees Consolidated Inspection Fees Single Family Residential Final Inspection -ENG C&D Recycling -UTIL Total Fees: Sq. Ft Fee Amount $4.00 $96.53 $247.47 $2.00 $313.36 $156.39 $197.68 $312.80 $530.98 $1,169.00 $166.06 $71.11 $3,267.38 Factor Construction Type: V-B Valuation $28,672.00 Date 9/12/22 9/12/22 Payments Receipt# 36, 771-09-12-2022 36, 772-09-12-2022 Total Paid: Amount $843.78 $2,423.60 $3,287.38 Plan Check Account Payment by Contact Contact Name Account Name Status Total Credits Total Debits Account Balance __ Sta_lw_o_rk_,-,n-c.-----'"'"B--LD .... G--11""""oa--20"'""22 _______________ in use $843.78 $843.78 $0.00 Total Account Balance: $843.78 $843.78 $0.00 Balance Due: $0.00 Legal Declarations n. IDENTIFY WHO WILL PERFORM THE WORK 2a -CALIFORNIA LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 commencing with Section 7000 of Division 3 of the Business and Professions Code, and my license is in full force and effect. #3 IDENTIFY WORKERS' COMPENSTATION COVERAGE AND LENDING AGENCY WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to $100,000, In addition to the cost of compensation, damages as provided for in section 3706 of the labor code, Interest, and attorney's fees. . . I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. #4 DECLARATION BY CONSTRUCTION PERMIT APPLICANT By my signature below, I certify each of the following: I am a CA Licensed Contractor. Signatu September 121 2022 Date Contact Accounts Summary BLDG-1708-2022 Alt/Addition -Single Family Project Address : 2088 Royal Wy Project Description: NON-CONDITIONED GARAGE ADDmON Parcel Number: 053-116--006 Contractor: Stalworl<, Inc. Ben Kulick Owner: PAUL COUSIN Fees FEE SMIP (Residential) IT Surcharge Green Building Fee Recycled Water Services -UTIL Water Service or Trash Enc or Landscape -UTIL Bu ilding Plan Rev -Residential -Minor Consolidated Plan Check Fees Consolidated Inspection Fees C&D Recycling -UTIL TOTAL FEES: Related Contact Accounts AMOUNT $4.00 $107.74 $2.00 $568.85 $568.85 $197.68 $843.78 $1 ,282.28 $71 .11 --sa,u1 a Payments DATE 1406ZT June 27, 2022 RECEIPT AMOUNT $0.00 TOTAL PAID: $0.00 .;;.CO=NT.;;.;..;...;AC.;;;..T;...._ _______ '-"AC=C;;.;;O..;;.U;.;;.NT;...._ __________ STATUS TOTAL CREDITS TOTAL DEBITS BALANCE ACCOUNT TOTALS: INTAKE DEPOSIT ONLY FEE ESTIMATE PENDING Balance Due: '$3,646.29 ~?t-t37~ • Building & Safety Division Community Development 919 Palm Street, San Luis Obispo, CA 93401-3218 #1 IDENTIFY YOUR BUILDING PROJECT Property Address: 2088 Royal Way Dr. San Luis Obispo 93405 Property Owner: Kimi and Paul Cousins Owner's Mailing Address: 2088 Royal Way Dr. San Luis Obispo 93405 Construction Permit Application T 805.781 .7180 F 805.781 .7182 Assessors Parcel#~-~-~ Phone: [Z]Ucensed Design Professional In Responsible Charge or □Non-Licensed Designer (when allowed by statutes): Name: Stalwork Inc. License No. 948012 -------- Address : PO Box 391 San Luis Obispo, CA 93406 Phone: 805-542-0033 Description of work: Non-conditioned garage addition (216 sf). Dwelling Units: __ Occupancy Group: R-3 Const Type VB Fire Sprinklers ~Project Value $ _2_8_,6_7_2 __ _ Floor Area (Sq. Ft): Living 1,922 Garage 661 Deck N/A Other 171 (Breezeway) Permit Types Required: [Z]Building □Mechanical [Z]Electrical □Plumbing []Grading-C.Y __ [Z]Demolition Select Plan Check Consultant: □ccc 0VVILLDAN □BUREAU VERIT AS n_ IDENTIFY WHO WILL PERFORM THE WORK (Select and Complete either 2a or 2b) l{J 2a -CALIFORNIA LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am li censed under provisions of Chapter 9 commencing with Section 7000 of Division 3 of the Business and Professions Code, and my license is in full force and effect. Contractor Name: Stalwork Inc. License Class _____ License No. 948012 n 2b -OWNER-8UlLDER'S DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors'_,S,....tat_e_U_c_en_s_e_L_a_w-for- ifie reason(s ) Indicated below by the checkmark(s) I have placed next to the applicable item(s) (Section 703 1.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish , or repair any structure , prior to its issuance, also requi res the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractors' State License Law (Chapter 9 (commencing with Section 7000) of Divi sion 3 of the Business and Professions Code) or that he or she Is exempt from licensure and the basis for the alleged exemption. An~iolation of Section 7031 .5 by any appli cant for a permit subjects the applicant to a civil penalty of not more than fi~hundred dollars ($500).): Ii.JI, as owner of the property, or my employees with wages as their sole compensation , will do [Z)all of orLJportlons of the work, and the structure is not intended or offered for sale. (Section 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who, through employees' or personal effort, bu ilds or improves the property, provided that the improvements are not Intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the Owner-Builder will have the burden of proving that ~as not built or improved for the purpose of sale) LJ I, as owner of the property, am exclusively contracting with licensed Contractors to construct the project (Section 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who bu ilds or Improves thereon , and who contracts for the projects with a licensed Contractor pursuant to the Contractors' State License Law). DI am exempt from llcensure under the Contractors' State License Law for the following reason : _____________ _ By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the Improvements covered by this permit, I can not legally sell a structure that I have bulft as an owner-builder if it has not been constructed in its entirety by licensed contractors. I understand that a copy of the applicable law Is available upon request or at http:l/www.leglnfo.ca.goy/calaw.html. #3 IDENTIFY WORKERS' COMPENSTATION COVERAGE AND LENDING AGENCY (Complete 3a and 3b) WARNING: Failure to secure workers' compensation coverage Is unlawful, and shall subject an employer to criminal penalties and civil fines up to $100,000, in addition to the cost of compensation, damages as provided for in section 3706 of the labor code, interest, and attorney's fees . I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self-Insure for workers' compensation, Issued by the Director of Industrial Relations ~ vided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. Polley No. I have and will maintain workers' compensation Insurance, as requ ired by Section 3700 of the Labor Code, for the performance of the work for ch this permit is issued. My workers' compe nsation Insurance carrier and policy number are : Carrier Travelers Property Casualty Company of America Policy No UB3T310832 Expiration Date 5/21 /23 Phone 866-522-1338 DI certify that, In the perfonnance of the work for which this pennlt Is Issued, I shall not employ any person In any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. 3b -CONSTRUCTION LENDf NG AGENCY DECLARATION I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Section 3097, Civil Code) as follows : Lender's Name and Address. ______________________________________ _ #4 DECLARATION BY CONSTRUCTION PERMIT APPLICANT By my signature below, I certify each of the following: I am D a California licensed contractor orD the property owner* orD authorized to act on the property owner's behalf"*. I have read this permit application and the information I have provided is correct . I agree to comply with appl icable city and county ordinances and state laws relating to building construction . I authorize ,.[!!presentatives of this city Oj:..!q>Unty to enter the above-identified property for inspection purposes. This pennlt Is to be Issued In the name of theLJLlcensed Contractor orLJthe Property Owner as the pennlt holder of record who will be responsible and liable for the construction. Print Name S talwork Inc. Signature yf: Date b/ l>/-z--i.. * requires separate verification form **requires separate authorization form .. I _A_P_P_L_Ic_A_T_Io_N_# ________ _. Revised 2014 09/12/2022 City of San Luis Obispo 919 Palm Street San Luis Obispo, CA 93401 STALWORK~5 CONSTRUCTION + DESIGN I PO BOX 391 I SAN LUIS OBISPO CA 934061805.542.0033 Permit ick up for Stalwork, Inc./ Ben Kulick Dear City of San Luis Obispo, Zack Pasma is authorized to act as my agent and sign on my behalf under my contractor's license #948012. Thank you, Ben Kulick Stalwork Inc. 1135 Santa Rosa Street, Suite 100 San Luis Obispo, CA 93401 Office: 805-542-0033 Water Pollution Control ltlECRF rn RECEIVED CITY OF SAN LUIS OBISPO Community Development JUN 3 0 , u•i 2 JUN 1 5 2022 Build.Ina and Safetv Division Z '· 919 Palm Street, San (uis Obispo, CA 93401-3218 (For Select Building ~c9'&.§l#JJ~f CCOMMUN11Y DEVELOPMENT T 805.781 .7180 F 805.781.7173 www.slocity.org PURPOSE: This plan can on/y be used for minor building projects (SFR -new, remodels, additions; and/ or commmial remodels). Newly constructed commercial buildings under 2019 CalGreen Codes require the development and implementation of a WPCP similar to the standards of a State submitted SWPPP. This plan is only to serve as a guide, if the applicant elects t~f:.~-\1,17 ~:rvrr>S p~e ~d • be consider~d just the "Minimum BMPs" and during the course of the pro~g_qtfi9'!12l.BMl's :wl:dss '°"-"••■-~ may be required to protect water quality. Please note that an in-fill nerin;lerf~y hp!'1y-N<N_ejfRJ-f r;q w-r • 1 plan elements. This plan shall be used in accordance with CGP 2009-~~~PJ¥Q, iCijy ~WJ>lmi.Wf l(J( Building Codes. GEl''f!UJ.Mi iHN~F_O~J:H~-,v OF SAN LUIS OBISPO ProJ}cll~lfclres~: '2osa.'Royj{_~}:@NisffliEfc>J0B3M A I I JIM ES DesGlpbbtf of Work: r C Tl ~r)!('flriP -S!f'. f!f~WORKI NG ,. ;:_ ,\Q\/A NCE 805-781-7180 Estimate total disturbed soil areas in square feet: 200 sf ** Erosion & Sediment Control Measures are required. ApplJ2~Bd'l;'-Name: Kir,,iani:IJ&4!;~ed or altered withoutA pplicant's Tele No.(~) ~- Em~f 1Corttict: ·: rr the Bui ld i ng and Safety Oiyisfekl: (_) __ -__ Cell:(_) __ -__ colti'Rrni¥~ N~me: • Sfalw6'/Ki1~c f10t be construed to be a permit:ontractor's Tel No. (~ ~-_00_33 __ _ Contra!t~I·s ~i.Addr~ls":1 1PS ~00¥s¥~ ruruiQ~. e..t !iffl~ Cit"j u f l1i , lnC € Or Sfafe ,~Add,w) (GEY) (Stall) (Zip) Type of Project -Check One Commercial/ Industrial: 0 Alternations I!! New Con. D Site-work cS'~~p 0 Other:-------------------------~~~= o Other: -~.l~U~N~3_O_2_0Z_Z __ Residential: I!!!!! Additions O New Con. 0 SCHEDULE: A nticipated Project Schedule Calendar days: _____ _J::U~J.-l_t;;.l}}.\t.l:..1.L _____ ___.:Ini~t~i~al~: ==========- Hours: (From ) ______________ _ BEST MANAGEMENT PRACTIC PS" are procedures that help prevent pollutants from entering the City's stormwater conveyance em and creeks. Indicate by checking ALL ANTICIPATED BMPS that must be incorporated into the project to ensure the ,e£otection of waterways and stormwater conveyance system s (i.e. gutters, streets, storm drain 5,b\l!~iQ l\k}JblhJ-I'>Js, creeks, culverts and seasonal streams). Informational brochures on various project types ~A~~lJl&OB'~f> on the City web site listed herein. For detailed information on the Best Management Pr'a cnces listed herein refer to: Ca General Construction Permit Ca Green Building Codes Ca State Water Resources Control Board Ca Stormwater Quality Association* Caltrans Stormwater Pollution Templates Caltran s Supplement to Traffic Control Guide City of San Luis Obispo BMP Guides* City of San Luis Obispo Municipal Code City of SLO Stormwater Management Plan City of SLO Waterway Management - Plan I City of SLO Stream Management & -Plan II City of SLO Drainage D esign Man. -P lan III City of SLO WPCP Guide* City Specifications Construction Industry Compliance Asst Center State Specifications -DOT http://www.waterboards.ca.gov/ water _issues/ programs/ stormwater http:/ I www.bsc.ca.gov/ CALGreen/ default.him http://www.swrcb.ca.gov/ water_issues/ programs/ stormwater http://www.casqa.o,g/ http://www.dot.ca.gov/ hq/ construe/ stormwater/ templates1.htm http://www.dot.ca.gov/ hq/ traffops/ signtech/ mutcdsupp https:/ I bit.fj/ JrWDzAa http://www.codepublishing.com/ ca/ sanluisobispo/ http;:// bit.!J/ 3sIS3m9 https:/ I bit.!J/ 3oX9vlR https:/ I bit.!J/ JsfBE0V https:/ / bit.!J/ JuWmice http;:/ I bit.!J/ JGYl\.fpRY https:/ I bit.fy/ 3t8NNOc http:/ I www.cicacenter.o,g/ ;wt/ ;wt2.cfm?st=CA http:/ I www.dot.ca.gov/ hq/ esc/ oe/ standards.php D Proximity to Storm Drains, Creeks & Known Underground Springs or Seeps: If the project site is within close proximity (< 150) to a creek, storm drain inlet down gradient of the site and/ or includes underground springs or seeps on site, the site plan may n eed to include the locations of each and additional specific BMPs may be required throughout the course of the project. Please consult with a Qualified Professional and/ or Building Staff for guidance. 1 of 4 Water Pollution Control Plan (WPCP) Community Development Building and Safetv Division 919 Palm Street, San Cuis Obispo, CA 93401-3218 T 805.781.7180 F 805.781.7173 www.slocity.org ANTICIPATED BMPS NOTE: A "181" indicates mandatory BMPs for all projects. Good Housekeeping: Keep site clean & organized at all times. D Pre-inventory BMPs: Develop a list all materials to be used on site to determine proper storage to avoid exposure to the elements as appropriate. D Material stockpile BMPs D Chemical storage BMPs D Inclement weather -materials storage BMPs 181 Impervious surface sweeping BMPs 181 Spill management & reporting BMPs. Waste Management Plan: All waste products must be containerized & covered at all times. !&I Waste management BMPs D Concrete, paint, plaster residue BMPs (lined washout pit, cover dtfring rain events) D Hazardous spill management BMPs D Landscape materials BMPs !&I Potential pollutant source list: Detailed list of chemicals, solvents, paints & fertilizers to be used on the site. D Painting BMPs (lined washout pit, cover daz!Y) !&I Completed City C&D Plan D Portable toilet BMPs D Equipment / vehicle BMPs Erosion Control Measures -to prevent sediment from becoming dislodged due to rain & wind event. D Riparian protection BMPs D Temporary soil stabilization BMPs D Temporary curb access BMPs D Vegetation preservation BMPs D Slope stabilization BMPs D Wind erosion BMP_s D Dust control BMPs □ Permanent soil stabilization BMPs D Phased construction BMPs D Steep slope BMPs D Post storm erosion control BMPs Sediment Control Measures -to control & detain dislodged sediment from leaving the site. D Creek protection BMPs D Site perimeter BMPs D Sediment basin BMPs D Stabilized construction exit(s) / entrance(s) D Storm drain inlet protection BMPs D Waterway & stabilized drainage way BMPs D Rapid soil stabilization BMPs D Advanced settling devices D Post storm event sediment control BMPs WPCP Plan for Minor Bui/drng Projects Run-on & Run-off Control Measures: Overland flow of storm water both on and off-site must be effectively managed. D Stormwater run-on BMPs D Stormwater run-offBMPs Non-Stormwater Management: For work performed in the street, or to temporarily store materials in the street or on the sidewalk you must secure an encroachment permit. D Equipment tool washout BMPs D Encroachment permits D Potential non-stormwater discharge BMPs D Saw-cutting BMPs 181 Scheduling BMPs Site Schematic: To reflect the location of all BMPs to be used on site. For example, depict the location of all perimeter control measures, such as silt fencing or straw wattles on a schematic. 181 For all construction projects with outside activities. Water Efficient Landscape Plans Submittal: For new construction sites a water efficient landscape plan may be required. D Refer to Utilities Conservation Post Construction Stormwater Devices D Pre & post stormwater run-off calculation D A post construction maintenance plan D A private stormwater conveyance system agreement, and D A post construction site schematic required Inspect, Maintain, Clean, Repair & Report -all site BMP's on active and inactive construction sites weekly. Repairs must be made as necessary. Document all activities in a log. 181 Weekly inspect:ion schedule - 181 Pre & post storm event inspections 181 BMP cleaning schedule ~ BMP maintenance schedule 181 BMP repair protocol 181 Documentation & records management protocol 181 Reporting protocol Project Specific BMPs □ □ □ □ □ □ 2of-l- Water Pollution Control Plan (WPCP) Community Development Build.Ina and Safetv Division 919 Palm Street, San Cuis Obispo, CA 93401-3218 SITE SCHEMATIC T 805.781.7180 F 805.781.7173 www.slocity.org Required for all projects that include grading activities include a reasonable sketch depicting where all required and necessary BMPs shall be placed on and off site. Be sure to include: a directional arrow, slope directions reflecting after grading is complete, scale used, the location of all structures on site, the location of all waterways on and / or abutting the site, location of closest storm drain inlet, frontage and side streets and wild lands. Note additional requirements (i.e. erosion and grading plans, post construction stormwater device elements) may be required, so please refer to City Building staff for direction. WPCP Plan far Minor Building Projects 3 of4 Water Pollution Control Plan (WPCP) Community Development Bulldin1 and Safetv Division 919 Palm Street, San Cuis Obispo, CA 93401-3218 T 805.781.7180 F 805.781.7173 www.slocity.org WPCP PLAN FOR BUILDING PROJECTS LESS THAN 1 ACRE The following sections of the City Municipal Code, City Standard Specifications, Storm Water Management Regulations, 2019 Green Building Codes and Fish & Game Regulations shall be reviewed by the permittee, and the permittee shall receive approval of this Minor WPCP prior to the commencement of work on the site. Plan BMPs shall be implemented on site at all times and verified for compliance. Permittee is required to maintain a log of all routine inspections, cleanings, maintenance and repairs made to all BMPs on site at all times for review by any representative of the City upon request. Failure to adhere to the WPCP, State and Federal Regulations may result in a Notice of Violation and/or an Administrative Citation and/or a Stop Work Order issued until the site is in conformance with the requirements of this plan. APPLICABLE SPECIFICATIONS; San Luis Obispo Municipal Code • 8.04 Solid Waste Disposal • Title 12 Streets, Sidewalks and Public Places • 12.08 Urban Storm Water Quality Management and Discharge Control • 12.23 Creek Protection Ordinance • 13.08.130 Stormwater & unpolluted drainage • 15.04.010 All disturbed surfaces • 17.17.05 Neighborhood preservation Cin, Specifications • Section 3-1.03A, Encroachment Permit • 4-1.07 Work Site Maintenance • 6-1.03 Storage of Materials • Section 7-1.0lG Water Pollution Building Regulations • J 103.1 & J 103.2 -Grading permits required Cin, Specifications (Continued) • Section 1010B, Uniform Design Criteria - Drainage and Erosion Control • 19-1.07 Sawcutting • 20.3 Erosion Control Storm Water Regulations • Federal Water Pollution Control Act (CWA) • California Construction Stormwater Permit • California Porter Cologne Act of 2002 • California Green Building Codes ( Chp 4 & 5) • City of SLO WPCP Guide • City of SLO Construction BMP Guide • Fish and Game Regulations: 1600, 1602, 5650, 5651 & 5652 I agree to follow the requirements as set forth in this Guide (\VPCP), the City of San Luis Obispo's Stormwater Management Plan, the State of California's General Construction Permit, 2019 California Green Building Codes (Chapters 4 & 5) the Federal Clean Water Act and all applicable specifications. In addition, I understand and agree to the following: (1) Dynamic Plan: additional BMPs, both temporary and permanent may be required during the course of the project at the discretion of the City lnspector(s) in order to ensure the protection of local water quality, (2) it is permittee's obligation to take additional corrective actions when required to protect local water quality, (3) failure to comply with all the requirements could cause the permit to be revoked; the issuance of a stop work order~-a notice-to comply, a notice of vtolatiori arid/ or a-citation; (4) the doing of any work under this permit shall constitute an acceptance of the provisions of this permit and all attachments and documents referenced herein, (5) a copy of this signed approved Guide shall remain at the job site at all times available for review by any public official, and (6) overland flow storm water run-off & run-on has been adequately designed for & managed. Applicant: Stalwork Inc. Permit#: Check One: D Owner Iii Contractor D Design Professional D Legal Representative Signature: Date: If you require assistance in completing this "Plan" please contact Notes: .An * indicates a construction reference source specific to Stormwater BMPs. Please refer to the City's website for ''BMP Descriptions for :Minor Building Projects" handout. Use of this template plan is at the discretion of City personnel. OFFICE USE ONLY: Received By: ______ Date: ___ _ Approved By: _____ _ Date: ____ _ Denied: By: ______ Date: Comments: ___________________ _ PROJECT FEE: WPrP Pl~n fn,,. '/\,,f;,,,n,. R11i!Ji,,n Pm1Prtr 4 oj4 Building & Safety Division Community Development 919 Palm Street. San Luis ObisllO. CA 9340 1-32 18 RECEIVED CITYOF SAN LUIS OBISPO JUN 16 i'.'.022 T 80 5.781.7 180 COMMUNITY DEVELOPMENT APPLICATION FOR W AIYER OF SOILS TEST FOR MINOR ADDITIONS TO ONE AND TWO-FAMIL y DWELLING UNITS 1ID rn@rn~Wmfrn GENERAL INFORMATION: 1fil JUN 3 Q 2022 111J POLICY STATEMENT: Where a soils test has not been previously provided in accordance with the 2019 CRC Section R401.4; one and two family d~lµ.2 ~ ~it residential additions of 500 square feet or less, up to two stories (addition footprint area), ma~~\}FJ~rR ided the applicant agrees to the following checked statements by signing and dating this apj;ric!'aKcAt:iU he appropriate location at the bottom of this application : SEP O 8 2022 @ An on-site investigation has revealed no foundation failure of the existing residence. @ The type of construction proposed ~IJU..taiN@ee:J1;,~· imum provisions for wall and roof-ceiling construction in accordancSAhh l!.~/~lj pters 6 and 8. @ The foundation system proposed meets or exceeds t e 1 • um requirements in accordance with the 2019 City of San Luis Obispo Construction and Fire Code Amendments Table 1809.7. @ A minimum allowable soil bearing pr~uJ:1.. oi_ L.i~been utilized for the design of foundation systems as shown in the 20 ~~1t"\cff'.".(.'f".' @ The proposed area of work on the site does noJ CT~c3effi\)~imum 20% slope. Print Name: Ian Shoebridge Licensed Architect or Engineer / ;/ Jnltiai; Signature: ______ /_fat __ ~_~ __________ Date: 06/16/2022 Office Use Only: Approval Signature: Date: ---------------------- Revised Dec. 2019 Design Professiona/'s stamp ~ ~!~~!1,~~,!!Ce 0 REVISE & RESUBMIT ~O EXCEPTIONS TAKEN Job: 6141 M Invoice: 0 REJECTED O MAKE CORRECTIONS NOTED -DO NOT RESUBMIT Design Date: 08/24/2022 Review is only for general conformance with the design concept of the project and general compliancawitb the information included in the Contract Documents. Any action shown is subject to the Revise Date: requirements of the drawings and .specificatm t:i;ctit/4:~it I\ I E D f QR responsible for correlating anp confirming di~Mtltlla.joV ~e • choice of fabrication processes and tEEi elEli~ • . coordination. of all work 0~ this Submi~ th ~~~~ M p LI ~Me (:'te. and oerformma the work ma safe an Q.-~Qa41iia,-~-~ ... -111.--=---....... --""'------------ By: ~~ ~~11k~~~~~~ CALL FOR INSPECTIO LEAST ONE WORKING DAY IN ADVA 05-781-7180 Plans shall not authorization f Approval of for, ltered without fety Division . ea permit ny 695 Obispo Street/ P.0.3Mtkl &SIIS OBISPO Guadalupe, CA 93434 Phone {805)343-2555 Fax (805)343-2377 www.TrusPro.com Project name: Royal Way Garage Addition Address: 2088 Royal Way city/state: San Luis Obispo Customer: Stalwork, Inc. Version 2.2 Revised 21JIB-l-l9 TIMBER PRODUCTS INSPECTION, INC. dba GENERAL TESTING AND INSPECTION AGENCY 105 SE 124th AVENUE VANCOUVER WA 98684 Timber Products Inspection (TP) and General Testing and Inspection (GTI) are code recognized by the International Conference of Building Officials (ICBO E.S.) which as of January 1, 2003 became the International Accreditation Service, Inc. (IAS) with the new assigned number of AA-664. • This is to verify that: TRUSPRO GUADALUPE CA #7728 Is currently an active member in good·standing in the TP Third Party Truss Auditing Program and has been since --lo:~. OCTOBER, 2012 Brian Hensley L ~ Truss Manager-Western Division Office: 360.449.3840 Cell: 208.818.77869 July 30, 2014 • TIMBER PRODUCTS We Deliver Confidence. March 6, 2020 Truspro 695 Obispo Street Guadalupe, CA 93434 To Whom It May Concern, Timber Products Inspection, Inc. is proud to announce that the following truss manufacturing facility, Truspro is a subscriber to our nationally accredited "Truss Quality Auditing Program". The TP Truss Quality Auditing Program is accredited under the IAS AA696 Evaluation Report and conforms to requirements for independent inspection of trusses under the International Building Code and International Residential Code. The TP program involves daily in-plant quality control checks by plant personnel and periodic unannounced inspections by TP personnel for conformance to engineering and industry standards for fabricators. The TP quality stamp on each truss bearing the registered GTI log is your assurance that the trusses were fabricated in accordance with the TP Truss Quality Auditing Program and applicable sections of the IBC and IRC. Specific design loads and installation requirements are not covered by the TP Auditing Program. Please note that the quality programs are automatically renewed unless requested otherwise. Any questions about this program, the facilities status in the program or the use of the TP registered quality stamps should be directed to Timber Products Inspection, Inc. at (770) 922-8000. Sincerely, Timber Pr~ducts Inspection ~ Patrick C. Edwards, P.E. Director of Engineering P.O. Box 919 • 1641 Sigman Road• Conyers, Georgia 30012 • 770/922-8000 • FAX: 770/922-1290 ICC EVALUATION SERVICEe II . I . www.icc-es.org I (800) 423-6587 I (562) 699-0543 ICC-ES Evaluation Report ESR-1082 DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: EAGLE METAL PRODUCTS EVALUATION SUBJECT: EAGLE METAL PRODUCTS EAGLE 20, EAGLE 18, EAGLE20HS,EAGLE18HS,EAGLE18HSX,AND EAGLE 18 HINGE PLATE CONNECTOR TRUSS METAL CONNECTOR PLATES 1.0 EVALUATION SCOPE Compliance with the following codes: _ 2021, 2018, 2015, 2012, 2009 and 2006 International Building Code® (IBC) _ 2021, 2018, 2015, 2012, 2009 and 2006 International Residential Code® (IRC) For evaluation for compliance with codes adopted by the Los Angeles Department of Building and Safety (LADBS), see ESR-1082 LABC and LARC Supplement. Property evaluated: Structural 2.0 USES The Eagle Metal Products Eagle 20, Eagle 18, Eagle 20HS, Eagle 18HS, Eagle 18HSX, and Eagle 18 Hinge Plate Connector truss metal connector plates are used as joint connectors of light-framed wood roof and floor trusses. 3.0 DESCRIPTION 3.1 Eagle 20: Eagle 20 truss metal connector plates are manufactured from minimum No. 20 gage (0.0356 inch (0.904 mm) total thickness], ASTM A653, SS designation, Grade 40, structural steel with a G60 galvanization coating (0.0005 inch (0.013 mm) thickness each side] with base- • Compliance with lntematlonal Codes • Compllance to StateJReglonal Codes A Subsidiary of the International Code Council® Reissued February 2022 Revised March 2022 This report is subject to renewal February 2023. metal thickness of 0.0346 inch (0.878 mm). Each plate has nominally 1/a-inch-wide (3.2 mm), 1/2-inch-long (12.7 mm) teeth that are stamped in pairs and bent at right angles from the face of the plate. The teeth are nominally spaced 1 inch (25.4 mm) on center along the length, and ¼ inch (6.4 mm) on center along the width, and are staggered 3'32 inch (2.38 mm) off center. Each plate has eight teeth per square inch (1.24 teeth/cm2). See Figure 1 for details. 3.2 Eagle 18: Eagle 18 truss metal connector plates are manufactured from minimum No.18 gage (0.0466 inch (1.184 mm) total thickness), ASTM A653, SS designation, Grade 40, structural steel with a minimum G60 galvanization coating (0.0005 inch (0.013 mm) thickness each side) with base- metal thickness of 0.0456 inch (1.158 mm). Eagle 18 truss metal connector plates are stamped identically to the Eagle 20 truss metal connector plates. See Figure 1 for details. 3.3 Eagle 20HS: Eagle 20HS truss metal connector plates are manufactured from minimum No. 20 gage (0.0356 inch (0.904 mm) total thickness], ASTM A653, HSLAS designation, Grade 60, structural steel with a G60 galvanization coating (0.0005 inch (0.013 mm) thickness each side] with base-metal thickness of 0.0346 inch (0.878 mm). Each plate has nominally 1/s-inch-wide (3.2 mm), -½-inch-long (12.7 mm) teeth that are stamped in pairs and bent at right angles from the face of the plate. The teeth are nominally spaced 1 inch (25.4 mm) on center along the length, and ¼ inch (6.4 mm) on center along the width, and are staggered 3132 inch (2.4 mm) off center. Each plate has six teeth per square inch (1.24 teethlcm 2), and every fourth row is removed. See Figure 2 for details. 3.4 Eagle 18HS: Eagle 18HS truss metal connector plates are manufactured from minimum No. 18 gage (0.0466 inch (1.184 mm) total thickness]. ASTM A653, HSLAS designation, Grade 60, structural steel with a G60 galvanization coating (0.0005 inch (0.013 mm) thickness each side] with base-metal thickness of 0.0456 inch (1.158 mm). Eagle 18HS truss metal connector plates are stamped identically to the Eagle 20 truss metal connector plates. See Figure 1 for details. ICC-HS Hvaluallon Reports are not to be construed as representmg aesthetics or any other atmhutes not spec!fical~v addressed nor are they 10 be construed as an endorsement of the sub1ect of the report or a recommendation for its ZL,e There is no warranty by ICC r-:valual/on Serwce, LLC. express or 1mphed, as to anyfindmg or other matter m this report, or as to any product covered hy the report. ~±i _,.:;:---- Copynght © 2022 ICC Evaluation Service, LLC. All rights reserved. Page 1 of8 i HOlfflNG AND PLACEMENT OF TRUSS BUNDLES RECOMENDAClONES PARA U!VANTAR PAQUETES DE TRUSSES (S) D0NT,overioad the crane. I ~ 1hlsses are· not marked In any way to Identify !he Las lnJsses rro f!5fAn mirradas de nlrlglin modo que ttequenc.y or locallon of temporary lateral restralnt flfentl1/qrielafrecuetidaolocalizat:l6ndetestrf«lr/nla!ffill and diagonal bradng; Follow Ille recommendations y al1/tistre diagan;JI ll!mpolales. Use las~ l'or handling. lnstlllllng and tempma,y restraining de malie'A /mta/addn,· teStJltxl6n y anfmtJe tempo,aJ de NO soblecargue la g111a. and bradng of ~ Refer to l.t$1 _; Gulde tn las lnJsse$. Vea el /iJ/1elo BCSl Gula de 8ul!na Pt;ldlca Jt-. ; ~ Gqqd P@dl<;e (pr HandUng, Instamng R§tralnlng jlil(i! et Ma,a:(e tmtafa(81n. Beld«fdn v Aatn,tn, le tps \JJ NEVER use banding to lift a bundle. ~'7\l;t/ • & Btadng pf Metal Plate Connected WIIQd Tll&J'$ d&Pfadwii 0/tWtiidas cpn f'/araS d• /lletJIU$ ~•• ror more detailed lnformallon. pe,a ·1nfomrad6n mh delallada. _ 0 Thlss Design Drawings o,ay specify locatlons of La; diiu}o5 de diselio de las trusses pualen especJ/it:ar , permanent lateral restraint or retnrarternent fDr las /ocallzaciones de restt/CCitin lam/ petll1lJ/IIMfB o i lndlvldual truss members. Refer to the BCSI-refverzo ell las mJem/ll05 Tndltllduales de/ lross. Vea I.! - 83••• for more 1nrannation. All other pennanent ho]iJ resumen BCSl-83~~,. pe,a mis 1/1/onnadon. El bracing· design Is the responsJbflily of the bulldlng rem, de las d1senos de arrtosues permatrffltes son la NUNCA use 18$ atllduros para levantar un paquete, A Single Rft point may be used for bundles of designer. responsabllidad de/ d!selladoT de/ edifldo. • WARIUNGI Tlle consequences of Improper handling, erecting, lnstalllng, restraining and btaclng can result In a aillapse of the struttute, or worse, serious personal lnJury ordealh, - IAJJll21"1!NClAI B resullildo de un manefO, /ewantamlentD, lnstaladan, rrzstn«i6n Y anisolle /nctJrreclo puede ser la cafda de la estnldura o a4il pea,; herldos o muerlDS . . A-~ Exerd5e care when iemoving a& tiaiidinjj arid handling trusses to avoid - top chord pitch trusses up to 45' (13.7 m) and parallel chord trusses up to 3IY (9.1 m). Use at least two Rft points ror bundles of top chord pttch trusses up to 60' {18.3m) and paral· lei thoid trusses up to 45' (13.7m). Use at feast three Hit Points for bundles or tDp chord pltdl trusses >60' (18.Jm) and parallel chord trusses >45' (13.7m) . Puede usar un solo /ugar de lev..ntar para pa- quetes de trusses de la cuerda superior hasta 45' y lroSSl'S de cuerws panilelas de 30' o menos. Ure par Jo menos dos puntos de levantar am grupos de lrusses de cuerrla superior lncfmarla hasta 60' y trus5eS tle'cuenf8s ~le/as hasla A WAlUnNm Oo not over load supporting structure With truss bundle, • iAO\IERTf"/1/CJIII No sobrec:argue la estrucrura apoyada C1J11 el paqu~ de tn,sses. 0 Place uuss bundles In stable posltion. Puse paquetes de trusses en una posfc/dn estable. • 45'. l.l5e por lo inenos dos punlJJ5 de levantar am !1llll}OS de trusses de cuerda superior inc/in/Ida ma de 611" y trusses de cuenias pam/e/as mas de 45'. MECHANICAL HOISTING RECOMMENDATIONS FOR SJNGLE TRUSSES RECOMENDACIONES PARA LEVANTAR TRUSSES lNDIVIDUALES darriaglng bUsses and prayent Injury. Wear m· personal protl!C11ve equipment for the eyes, • feet, hands and head when WDllclng With , i«•ii@j 1 ";Ing a slngle pldl-pofnt at !he peak can damage the truss. trusses. , fi;f~>,;;,!i!llJ.~U/fllcecaU!elaalquJtartasat.,du,as ::. -· -'· -- o /os per/oms de metal de sraetar pan, evltar daiio 11 /05 lru55es y /llfMNIIT la herlda personal, Lte,,e e:::;:;::vo~:,~i:=: A ~cWulJ;;,;11 Use special care In windy weather or near power llnes and airports. IHIANDl.XNG - MANEJO U•d/\vold lateral bencfmg. Evtm la Rex/tin lareral. -IMM "lie contractor Is respons,1Jla for • properly receiving, unload"!llg and stmtng the lrU55l!S at the jabstte. Unload lrus'5l!!l lo smooth surface lo prevent damage. El amlratlstll trene la respor,sat,/lldad de reabl,; descargar y almaamar ad«uadamente IDs trosse5 en la obra. Dl!st:argue las lnl5SeS en . la liBmJ IT.so para prr,venir el dllflo. , 0 Trusses may be unloaded dlmctly on the ground -at lhe lime of delivery or stored temporarOy in • cxintact with the grouncl after Clellvay. If trusses are lo be slDn!d fOr more lllan one week, place blocklng of sufficient height beneath the stack of IJUSSeS at 8' (2.4 m) lo ur (l m)_on-mitet (o.c.). @ USe proper rig- ging and hoisting equipment. © DO NOT store • unbraced bundles uprtgl)t. [i;;;.~UIJilt:e cufdado especial en dfas \"l!nlo.!05 o cerr:a de cables elktrlcos o de .-,pue,tos. use equtpo aproplado para tevantar e /mptovisllr. • NOatmacene Yel1fcalmente tos trusses svellos. TagBna E1 uso de IRI solo tugar en el pla, para lev.intar puede hacer dallo al lruss. 1-Sp,aadarbu ll'llo -1· I r--213 lruU l,mglh 11tl.lSS1!$ UP TO 60" (lU m) -- TJWSSel HA5TA GO pm; Tu.gllrm Taghrm J-----J -,-1:_ ~!~:"' _J I 1lWSS£S UP TO AND OVER GO' (18.3 m) TRUSSlSHASTIIYSOORIGOPIU - 0 Hold each tJuss In position WIii! Ille erection equipment unlll tDp chord temporary lateral restraint is Installed and the truss Is fastened to the bearl119 polnts. SOSll'/nga cada truss en pD5ld6n con equJpo de gnja hasta que la rest1ia:fon /Brem/ temporal de la cuerda superior es~ instB/lldo y el truss esta asegunldo en las sopo,res. INSTALLATION OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES PORLAMANO 0 Trusses 20' (6.1 m)or less, support near peak. Sopo1!e am:aa/pia, /os lruSSt'S de20pieso menos. . ~ ·\~ _ 1:·71 ........ --,-;'t ... --..... . ___ --~✓---="•,,.-ILi Trusses30' ~--,, •, -- -. -:~.,..:·;;--~~ , (9.1 m) or ----• -:I less, support at g?iJ , quarter points. l;i ' SOJJQ(tede . -!ll -los Clliltfos I ♦ lhlsses up to 20' + I de tramo los I ♦ ltusses up to 30' ♦, (6.1 m) trossesdeJO (9.1 m) itusses hast.I 20 pies pies o menos. lhrssl!s hasta 30 pies TIEMPORAR'( RESTRAINT & BRACING RESTRICCXON Y ARIUOSTRE TEMPORAL i4•11@fll Rllfer to BCSl ·82 .. • for more Information, ~ e1 resumen scs1-s2•"'" pa,a mas lirror- mact6n. LD5 misses pi,eden serdesaupados dhe:Umenle en el sue/a en aquel momento de entrf!ga o almaa!nadas lmlporalmente en ain!adtl '1111 el suero tJespues de entrega. SI los tnisses estaran gwrdados para mas de una semana, ponga 11/i,quBando de allina sum:ilm/J! cletras de la pi/a I 0 Locate ground brateS rar Hrst b'u!IS cllredfy In fine With all rows of top thord temporary laieral restraint (see table In the next column). delostrussesaBlrala tOpsenoenltO(o.c). © 'DO NOT store on Ii!! A:lr trusses slDn!d rm-more than one week, c:vver uneven ground. bundles ID piotect from the environment. Patt11rWSeS/1UlldadOSpormdsde una- cvbnt IDs pequet5 pan, pllJlegetlos deJ amblen/e, Refer to BCSI• .. for more detailed Information pertaining bi handling ard )obsfta storage or tnmes. lt-.1 el lollBta BCSI' .. pa,a lnfon'o8d6n mMdetal- -1811a sot»eeJinanefo yalmaa!lladode /os !l'USSl!s en area de lr.!baJD. NOalma!S1een.tierra , desigua}. , • Co/oque los arrlosl1es de lferra para el primer truss dll'l!damente en linea am c:ada urill de las titas de reslrlcc16n /aleral lffllpor11I de-fa cuerrla superiar (vea la ti1bla en /a pr6xima columna). -,© DO NOT walk on unbrocsd trusses. NO camlne en t/USl5es sue/lOs. "STEPS TO SETI'ING TRUSSES _, LAS MEDIDAS DE LA IIVSTALACION DE LOS TRUSSES 0 1) lnstaH ground bracing. 2) Set ftrst truss and attach securely to_ ground bradng. 3) Set next 4 trusses with short inember temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) lns!all web member plane diagonal bracing to stabmze the ftrst five trusses (see below). 6) lnstaU bottom chord temporary lateral restraint and dlagonal bracing (see below). n ~t process with gfOUps o1 rour trusses 1111111 a11 trusses are ser. • 1) Instate los arrfll5lles de Uerra. 2) lnstale el ptfmero l1IJ5s y all? Sfl!IUJ'illlletlU? al anlostie de lterra. 3) -lnSlale /os prdxlrnos 4 trusses CD11 teSt1iccidn lalPral ll!mparal de mlembro CO/to (vea - abaJo). 4) lnstale el arrtostre diagtJnal de la ruerda superior (vea abajo). SJ Instate an1oslre dJagondl para IDS pianos de IDs mil!mbros secundarios para estabi/lce las pr/meros dna> tmsses ("!'eil •Jo). 6} lnm/e la restricdtm laleral temporal y arr/ostre diagonal para la cuerria Inferior (\IE8 abajo). 7) Rep/ta i!ste procedimJentD en grupci& de cuatro trusses hasta que trxlos fas tnJsses esttin lnstalados. •d•Wfj 'lefer to BCSI•B2••• for more Information. M>a el resrimm BCSl·B2_,,,. para mils lnformaddn. RESTRAINT /BRACING FOR All PlANES OF TRUSSES RESTRlCCI6'1/ARRIOSTRE PARA TODOS PLANOS DE TRUSSES 0 This restraint & briidng method Is f1lr an IM5eS except 3112 and 4x2 parallel chord lrusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. • Este metodo de restJiccl6n y arrios/Je es para todo trusses exaplD trusses de amdas para/elas (PCrs) 3x2 y 4,r2. Vea la parte superior de la columm1 para la restrlcc/6n y arrioslTe temporal de l'C1s. 1) TOP CHORD -CUERDA SUPERIOR Upm 30' . lm 30' (9.l m)- 45' (13.7 m) 45' (13.7 m)- 60' (18.3 m 60' (18.3 m) - 80' 4.4 m * 10' (l m) o.c. max . 8' (2.4 m) D.C. max. 6' (1.8 m) o.c. max. 4• (1.2 m) 11.c. max. -Consult a Registered Design Professional f1lr trusses longer than 60' ( 18.3 m). •omsu/te a un Profess/anal Reglstrado de Diseoo para de60ples. @ See BCSl•B2••• for TCTlR options. 141a el BCSl-82,.• /11l1a las opc/anes tie 1t11.R. -~--14•M 'tefer to BCSl·BJ•H -----• for Gable End Frame re- straint/bracing/ relnfon:ement Information. Para informacidn sabre resllic• Cf6n/artlos~relilel2o par,3 Amwones Hasttstes 11Sa el restime11BCSl·B3••• Note: Ground bracing not shown for darlty. lO"or~. lluss attachment required at support s) @ Repeat diagonal braces for each set of 4 trusses. 5edion /,,,A Reprta I0/1 arrlso!Fes diagonales para cada 9rupo de 4 trusses. 2) WEB MEMBER PLANE -PLANO DE LOS MIEMBROS SECUNDARlOS .•. ,. : LATERAL RESTRAINT . & DIAGONAL BRACING ""ARE VERY IMPORTANT . ILA RESTRICCION -LATERAL VEL ARRlOSTRE DIAGONAL· SOIVMUY IMPORTANTESI Olagonal Ing onal braces _ 10 truss spaces 20' (&:1 m) max. Nat.e: Some chord and web members not shown for ctantv. 3) BOTTOM CHORD -CUEROA INFER • lateral Restramls • 2x4x12' D n,,,::a.-=i>I • greall!r lapped 10 6.lm)mu. RESTIUCCl6N Y ARRlOSTRE P. .,~,u,, 'tefer to BCSI·B7••• ror rri01e Information. \al el resumen BCSI·B1•,. para mils lnfrmnacldn. 10' 15' -- J1 Apply d!agonal • wetis al and of cantilcYer and a1 boaring locations. All llderal lapped al •Top clwrd temporary lateral re1tralnl spacing shan be and 15• {4.B m) o.c. for 4X2 chords. @ Tolerances f1lr Out-of-Plane. 'li>/enllldas para Fuela-de-P/arnJ. ~nglh -Maw. Bow u-;::-::· e:: ~d17 □--~ .............. ..G:~:_j] { i [j.;::= Length ;!') ,!I: : r @ Tolerances for Out-of-Plumb. Talerdndas para Fuera-de-l'lomada. DJso max='::::;!'H=L CONSTRUCTION LOADING CARGA DE CONSTRUCCl6N (S) DO NOT proceed with rnnstructlon untll all lateral ~:.="-'..l;;;..a"""° '-'------------- restraint and bracing is Sl!Cl.ltcly and properly In place. NO prrxeda con Is construcddn hast. que todas las resl1ic· dones laterales y los arliastres esten coJocddos en fonna aproplada y segura. (S) DO NDT_exaed maXimum stack heighls. Refer to BCSI·B4 .. • for more informallon. NO exceda lss a/twas milxlmas de montdn. VN el resumen BCSl·B4"* p;1ra mifs lnformaddn. © NEVl!R staclc materials near a peak or at mid-span. NUNCA amoiitone las mater/a/es= de un pico. (S) 00 NOT overload small groups or single trusses. NO -sobrecargue pequeiios grupos o trusses Individuates. 0 Place loads a,,er as many lrusses as possible. Gypsum Boal<! Pl,wood or OSB Aaphall Shlnglel Caloque las cargas sabre tanlDs trusses coma .sea poslble. 0 POsltlon loads over load bearing walls. .~::tfl::r:a.:tt, Coloque las cargas sabre las paredes soportantcs. ALTERATIONS-ALTERACIONES @•11@1 'lefer to BCSI•BS.* .. IN el resuinen BCSl •BS . .-., I~~ . L~ lruss bm:lng rni1 sl!0\:111 ll)f cllffly, DO NOT cut, alter, or drlR any stnn:tural member of a b'IJSS unless ~-?22:: specfficaUy permitted bv the truss design drawing. - NO a!i1P, • aitere a perfute ningun miembro eslmctural de un tlUS3; 8 menos que'eslP especflicamente pemlltldo en el dlbuJo de/ dlseno ~ deJ truss. @•ij@ Trusses tllat have been overloaded during constructlOn OI' altered without the Truss ManufacluJer's prior approval may render lhe TMS Manufacturer's Rmlted warranty rwll and void. »usses que se han sobiecargado duranl!! la construcd6n o han sido alletarJos sin la autori1acton prev/8 def Fabrlcanl!! de 11vsses, pueden hilcer nulo y sin et'ecto la gmant{a HmitadiJ del Fabrl- canle de TlllSses. •"Qnloet tlloQ,mpoaantNanufadulor,-...-m°"'_or_1ull a Regll11redD<Slgn Pro!oss-laraldslP<2. To...,,.•~PJ;)rofthlsdaament,mit,w.,mdndudnu;wlbt. AwARNING oisregarding pe~~ent restramtlbraeing ,s a major-~uee of truss field ~rformance . problems and has been known to lead to roof or floor system coDal)S8. IADVERTENCIAI Descuidar el amoslre/reslricc/6n pe,manente es une cause pnndpal de prob- lemas de rend,miento def truss en camw y habla conoada a 11e,ar al derrumbam,ento de/ sistema de/ techo o pisa. hinoit4 ~lCbon 2303.4.1 3 of Iha lnternat,onal Bulld,ng Code (IBC) requires the permanent • • • individual truss member restraint/bracing for all trusses With clear spans 60 feet (18.3 m) or greater to be designed by a registered design professional. Secc,6n 2303.4.1.3 de/ lnlematlonsl Budding Cods (IBC) requiere que /a 1nstalaci6n temporal de reslriCCl6n/arriostre para todos armszones con lapso 1/bre de 60 p,es (18.3 m} o ,n,is se disella por un profes/onal de/ dlseilo reglstrado .!~~~\~~ 0 Commonly used restrainVbracmg materials include wood structural panels, gypsum board sheathing, stress-graded lumber, propnelery metal products, and metal purllns and straps. Materiales comunes de arriostrar/ restnngir mcluyen psneles eslJUc/UIIJ/es de maderB. entBbledo dB yeso. madara grBduadB par esfuelza, productos dB metal pstentados, y 1/fgas de soporte 2x4SlreSS1jladed 2x8st185S11111ded 10d (0.128x31 12d (0. 12813 251 18d (0.131"3 5") y bras de metal. ' OU..alla:llmant......,,,."6fbeopac,ladby0,,bullluvdls,neror-das,gner ' Theg_,..and allal:lmlm lor lndng mallriabsuch •-slrucll.'lal panels, s-m boaRl lhealllitlg. proprielary ""!al ll!lllailftraong pnxiuell, and""'"' purins and SlrapS ara pa,IOod by Iha buldmg designer. -~~~~'t,,~,,:~:;=~:n~ ltl Permanent bracing Is important because it, a) prevents out-of-plane buckling of truss membere, b) helps maintain proper truss spacing, and c) resists and transfere lateral loads from wind and seismic forces. El amost"' permanente es ,mportantfl porque, a) impide el tores, fuera-de-plano de tos miem- bros de/ truss. b) ayuda en menlaner 9Spaclamiento aprop,ado de las trusses. y c} resisle y pass las C8111BS /atere/as de viento y fue12Bs slsmicas aplicadss Bl sistema det truss Top chord plane 0 Trusses require permanent bracing within ALL Trusses requ,eren Brriostre permsnente dentto of the following planes: de TODOS los sigulentes pianos. 1. Top chord plane 1. Plano dB la cuerda supenor 2. Bottom chord plane 2. PIBno dB la cuerda infanor 3 Web member plane 3. Plano del miembro secundario A ~rn>l The truss, ore portion of ,ts membere, will buckle (1.e., fail) at loads far less than design without permanent bracing. ~!.wY~ Sin et srriostre permanente, de/ truss, o un parts de los mtembros, torcanln (ej. fallanln) de CBIJIBS muchas menos que las carr,as que el truss es diseilado a 1/evsr ti~~$~1,f':~u::~~:; 0 Uee plywood, oriented ~trend board (0S8), or wood or malal structural purfins that are properly braced. Altech to each truss. Use contrschapado, panel de ffbres orientsdo (OSB), o ,igas de·saporte-ds·madera o metal que esrt!n amosllados apropladamente. Sujetfl a cads truss. 0 The Truss Design Drawing (TOO) provides information· on the assumed support for the top chord El Dibujo de/ Diseilo de Truss (TDD) pmw,e lnformaci6n sabre el soporte supuesto para la cuerda superior. ill Fastener size and spaang requirements and grade for the sheathing, purlina and bracing ara provided in the buHdlng code and/or by the build- Ing designer. El lama/lo de cierre y reqwsitos de espac,am,en- lo y grado pare el entab/ado, 1/fgas de soporte y aniostre son prollistos en el cdd/go dal eddicio y/o por el dise/lador de/ ediflclo i1ii5~i~;i~ .. 0 Uee rows of continuous lateral restraint with diagonal bracing, gypsum board sheathing or some other celling material capable of functioning as a diaphragm. Use Ii/as de reslricci6n IBteral continua con arriostre disgonal, entebledo de yeso o cualqu,er otto ma181ia/ para !echo que pueds funcionar como un dia(regma. D egcnal 'X" 1iraang in the top chord plane at mtaMls specified by Iha building deBIQnar -0 The TOO provides information on the assumed support for the boftom chord El TDD proves infonnaci6n sabre el sapat1e supuesto pare la cuerda inferiot: 0 inslall bottom chard pennanent lateml restraint at the spacing Indicated on the TDD and/or by the building designer with a maximum ol 10' (3 m) on center. tnsta/a restnccl6n lateral pennanente ds la cuerda Inferior Bl espaclam/anto lndlcado en o/ TDD y/o por el dlS&nador de/ edfflc/o con un mllximo ds 10 pies en el cantro. Diagonal braang raquued at each end of !he building, belween each row of lateral reslra,nl, and at Intervals of s20' (6 1 m). .. Attach diagonal breclng to each truss. . <~ •.• -~~:~~ ·-> ' (& l 2x4x12' :_.· _... or greeter --·-{l!II . ... Nots: Some lapped over -.. • · • l /, chord and two trusses "-,J/ web member,; er CLR splice Lateral restraint and diagonal bracing used not shown lor reinlon:ement to brace the bottom chard plane. clarity. ~~===~.:=~ .. ~~=-=r=~ Minimum l 2x_ Scab blodl -ovarClRspllce. AllachlDCUllllttlmmium 8-18d (0.13Sx3.51 nails eall Sldaofspllcaara,spodliod ty Ibo Butllllng Designer SECTION A-A Web member permanent bracing collecis and transfere buckling restraint forces and/or laterai loads from wind and seismic forces. The same bracing can often be used for both functions. Arriostre permanents de tos m,ambros secundBrios recogen y pasan fuelzas de reslricci6n de torcar ylo carr,as latera/es de ,lento y fuerzas slsm,cas. A menudo el mismo antostra puade ser usado para smbos funciones. ,.............,. WR Me......,, .............,;,e -•Int Ill< lillrad119 ~ v AnfillSllnl PenDanemu de lllllembrosi 5eamdarfos ~ 51'.i Check Iha TOO to determine which web members (if any) require restraint to reslSt buckling. Rewsa el TOD para determiner cuales m,embros secundarios ...,.,.,....,,.,..,.,....... One n,st,ar,t requll8d (s: algunos) requieren restriecltJn para resisUrel forcer. r;,--~ ,,... <>, oneachollllasa-. @ Restra,~ and brace with, •• • :::;I~L!':"~,111e A. Continuous lateral restraint & diagonal bracing, or olMember B Individual member web nelnforcement Resttinja y arriostre con, A. Reslrlcc/6n lateral a,nt1nua y aniostre diagonal. o B Ref.J9'20 de m,embros secundsrios 1nd1V1dUBIBs. A. Cantlnaous Lateral llllllltralllt (CUI) Sr. Dlagona.lBradng ._ ___________ _, llealllfccfdn &.aeeraJ C'ontinaa (CUI},"""'--Olagoaal ·,A~~~~~;;~~1ii.=::s~&osen -•...•• ::::=:~~;:~ •.. ,:/<-:. ONTINUDUS _ • • < \_, -~"'i>,, Nala: Some chord snd web members not shown lor darity. Struclural sheathing Diagonal Lste~ braces ?4,1~.:iil~::E:!!IB rastra!nt Lateral ieslraint 0 Lateral restraint & diagonal bracing can also be used wi!h sman groups of trusees (I.e., three or less) Attach the lateral restraint and diagonal brace to each web member Reslricci6n lateral y smostre diagonal tsmbi6n puede ser usado con grupos pequellos de trusses (ej. tres o menos}. Sujete la reslricci6n lstera/ y el amostte d,agonal a cada mlBmbro. .IIU.WAYS l!IIIAGOfilAU.'f IIRACIE ntE CON'TIIIIUOUS LATERAL RUTRAIN"I'! smEMIP'fflE ARRIOSflllll!' .I.JI RD'r'RKOM UIT'EIML CONTffi!WI l:W&«imVAf.MS¥'1'"1,f II. llncllwlduall Web Memller Rel~ ~ do ll!Jlam..,_ Semndafflllll lfflllllfdDBJes T•. L·. Scab. i•, U-Relnforcement. proprietary metal reinforcement and stacked web products provide an a;temat!llo for resIsMg web bucl<iing. T-. L-, costnl, 1-. U-Refuerzo. refu91ZO ds metal patentando y produc/os de m,smbros sscundano.~ amontonados prov8"11 una sltematlva para res/stir el lorcer de los miemtm,s secund11rios. ~ ~ ~§JfSJ ~Tr.:ssM!!mocttyp L•-R81~nt [-✓-1 The !ollow,ng table may be used unless mcru specific information Is prov;dod La s,gurente talJ/a puec!e ser usads a rr,enos qus inlbtmscr6n ,mis especl!ica esllt provrsta 2 Rows 2xli 2x8 'Ma,imt:nowabl,rlglhi, ;41a1 !4:Jn, 16dI0.131,,u·1 na.lH\l 6' J150 lllll1l or;centar ~Ar.act: Sr.ab RemfDrterne!lt towebwllh2rowsuf r,nrnum 1C'li 10 l21'&r) naibat6. i1&1 rmij 111 ::eritw G:1 Some truss manufacturers p,ovide additional assistance by using tags to mark !he web members that require lateral restrain! or re,r1forcament Algunos fabncanles de trusses marcan en 91 truss /es ubicBCJOnes de refuerzo o rettlriccion lateral de mismbros secundarios con efiquetas s,mi/ates II ias smba :=r:;:,::•mwnt Bulldmg Stallffltr_ Bradlii',o::~ ~-lliisfallidad ~ dtitl Wdo .. ,,,_.. ----~ p,wa llespfaur Filll!Das ds·WenCl&t, ,,_-~ [ii The web member restrain! or re11lfc1-ce11'8et spec,iied on a TDD Is required to resist buekling due lo lllC1&I forces caused by the in-plane loads applied to the truss. l\ddrnonal restraint and bracing within !he web member pier.a may also be reqwred to transfer laterul forces due to wind and/or seismic ioaas appi.ea perpencIcular to the plane of the trusses Tots restraint and bracing Is typically speci- fied by lhe buiiding designer. La res!rlcc,on o refuerzo de miembros secundarios especifioada en un mo es requerido para r11siSlir la deformaci6n ba,io fuerzas axis/es musadas por cargas vert!cales ap/icadas al truss Re- striccl6n adiclonal y el aparato ort~ioo denlro dei piano miembro de banda lsmbh!m puede ser n8C8S&n11 para transfenr fuerzas /alerales de/>lt:tss a! vi<Jr,lo y Io cargss slsmictls aplicadas perpen- dicular ai piano da las cercl!Bs Esta restr-cci6n y amos/Je es !lp!camente provis/o por el diseflador dal edlliclo Note Topct.ord sheathing oot shown rorclarity !lia.ior.al bm-::e !o n,af diaphragm blocking Gable end/wail permanent d,agonal bracing locale in line with bottom cho1tl permar,ent CLR or as spealiad by !he building designer E?l Some truss designers provide general design tables and delaols to ass,sl the budding designer In detarrrnning the bracing required to transfer lateral loads dua to wind and/or seismic forces from the gable end frame Into the rr,of and/or ceiling diaphragm A/g1.mos d""'iladores de trusses proveer, tablas y delal/es de diseilo genera/es pare asisVr el diseflsdor de! edilicio e.~ del9rminar el srriostra mquerido para paser cargas laterales deb1dss a fue,zas de viento ylo fuerzas slsmicas de/ annazon hsshal al diefragms de/ t&cho Galllle ll!m!I F,_ sad~ lllllllt Siepecl htlam Clonbl Ar.-Haetleles vn--ama.er.&m~Plliml,.,,,._ 0 The gab!e end frame •hould always match the profile of the adjacent tr~sse• to er,sure the top of the end wait aligns with, and can be braced by, the ceIIIng diaphragm. El srmaztm hastJal siempre debs er.cs1ar el perfil de tos trusses ront,guous para perrmbr ia msta• !scion de restricci6n y arrioslle epropiada de la cuerda inferior a menos que amcstre especral es dissnada para soportar la pared de extrema. ~ ,,,,,_Jl•\"'.•i!it, Using a flat bottom chord gable end frame with adjacent trust.es that have sloped bot- tom cMrda ls prohibited by some bu,;ding codes as adequate bracing oflhis condrtion Is difficult and sometimes 1mposslb!e. Speciai entl wall bracing design considera-.ion• are required by !he bu;l<iir.g design~, ~ the gable end frame pr.>fiJe does not match the adjacent trusses tf:!,:\'(·•~h'\ifii El uso de un armazon hasliai de la cverde mfenor co,, lruS$6s co,,i,g.,os CUB/es tienen cuerdas inferiorr.s pendientes es prohibldo por aigunos C<ldigos de edific,os po1riue ar- nostre sdecusdo de esta cor,dici6n es dtfldl y a veces impostbie Cons1deraaones Etspecsales de dlSe;fc; pars el amostre de la pared de extrema son requendos pore! dlse!lador dBi edi!ic,o si ei perlil dei armazon .~as&al r,o /lace juego con los trusses contiguos. Permmfflllt ~ for Speclal Comlftlom .. Arri..,.~ hN ~~ Swa, lllradne-~. -..a.," ta ·sway-bracing ·Is installed al the di'scretion of the building designer to hefp stab1hze L"le tmss system and minimize the lateral rnovernent due to wind and seismic toads Arriostre de ·sway· aste ,nstsiado per la dlscreclon del dissi'.ador de/ ed1/ic,o para aj"Jder en estab;/,zar el s,s/eme de trusses y para minimlZar el movimiento isteral deb:do a ca,gas de viento y CBrpas slsm,cas L?! Sway bracmg ,nsta!led co,,tnuously across the building also serves to distribute gra\"lly loads between trusses or varymg stiffness Amostte de ·sway• que es mstalads conf.nusdamente al tr.aves def edificio tam/Ji(,n es usado para distrib<1ir las ca,ges de gravedad en/re /r'Jsses de ng,dez variando ---IDWraciDE1fmlfle11Dp a.o.d l111 a II~ A&NmblJ Rutal 'd1111'~-,...... ... ~~--~•.._._,. G'.'.l Prov,de restraint and bracing by ~diagonal • using rows of minimum 4x2 slres&ijraded bracing (1.0l'l) al 10'. lamber CLR and chagcna! bracing. or (h1}tnlfflals, or a • connecting the CLR 1nlo the roof diaphragm, apecllll!ld. or • adding structural sheall,.-.g or bracing frames. or • some other equrva!ent means Provee resttlccion y amostre Por • usando F.!as de 41<2 CLR de madera grad- uads par esfue.7.o y srriostre diagonai, o • conectsndo el CLR al diafragma del echo, o • !li!Bd1t1ndo entail/ado estruclural o am, r.anes de erriostre. o • 11/gunas otros metodos equwalentes. [,21 Refer to the 1UD for !he maxirnum essumed spacing between rQW$ cf lateral restraint (e g. purt1ns) ett.ached to the top chord of the supporting truss Consu/te 11/ 1/J/J para el espac,am1ento m.!<1mo supuesto para su;etar la restriccion lateral (p eJ .. vlgas) e la cuerda supenor de! truss Cap soportante / trusses i [-2} The TDD provides the assumed L~ickness of the restraint and mimmum connection require1nents between the cap and the supporting truss or restraint Ei TDD pruvee ei gn,so,· supuesta ds Is resrric- CJ6n y las requ1s1tos de oone,oon mlmmos entre la cape y el tross soportante o ia 1estiioc.:it1. ed~'i,a,a~~/r el/Iris CLR(s}. repita en lnllHVa!os de.10 ptos o come ospe¢/cado ®'m dOCim!ell!as''ile, · ., ..... constiuiic:ionJ:..c.,,,·,.,, SBCAtiJI· 5300 Enterprise La~.e • MadESOO. WI 53719 808-27,...849 • .Wndusily com J>.. ~ TRUSS !'!.ATE INSTITUTE 216 N. L°" Sl. Sta 312 • Alexandria, VA 22314 703-e83,,1010 • lptr.slorg TrusPro Structural Components Inc P.O. Box 850 Guadalupe, CA. 93434 Phone: (805) 343-2555 Fax: (805) 343-2377 Steve@TrusPro.com www.TrusPro.com Customer: Stalwork, Inc. Job Name: 6141M Contact: Ben Name: Address: City, State, Zip: Bill To Stalwork, Inc. POBox391 San Luis Obispo, CA 93406 Job Description: Royal Way Garage Addition Phone: L)_-__ Fax: Ship To Name: Address: 2088 Royal Way City, State, Zip: San Luis Obispo, CA 93405 --- Order#: 6141M Salesperson: Mark Herring Designer: Mark Herring Company Code: Stalwork Invoice#: 6141M Bill Of Lading L)_-_ Phone: (805) 542-0033 Fax: (805) 542-0837 Phone: LJ_-_ Fax: LJ_-__ Overhanas Heel Heiahts 1 'r---'Otvt.:.L-+--T.:..:rc=u=ss=-=ID=-----+---'P:...:ro:.=..:fi:.:..:le=-----1---=Sp"".a=-=n-=-----.'-'-P..:..citc=h+--'W;.;:.r"'"'alh"'t."'--½____;;Le=ft=--l---'-R=-ia""lh:.:..:t=--+---=Lc=;eft=--J-Ri9ht_; ___ ....:H=e=ia,..;lh=t=-------1 Total Board Feet Total Lineal Feet Total Trusses 336 514 7 WARRANTIES PROVISIONS: Max Span 21-0-0 0-0-4 Total Truss Weight 6031bs Max Truss Height 5-6-5 Supplier warrants for one year from date of delivery that its manufactured Products shall be new and of industry standard quality in the trade and within the description set forth in this Agreement. Any items not manufactured by Supplier are warranted only as warranted by the manufacturer of such items, otherwise all such items are sold on an "AS IS" basis. THE FOREGOING WARRANTIES ARE EXCLUSIVE, AND ARE IN UEU OF ALL OTHER WARRANTIES (WHETHER WRITTEN, ORAL, OR IMPLIED AND INCLUDING ANY REGARDING THE MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE) NOT SPECIFIED HEREIN, RESPECTING THIS CONTRACT. Supplier's warranty shall exclude losses caused by improper operating, storing, handling, installation, and bracing. Supplier's obligations and liabilities under this Contract are expressly and exclusively limited to repair or replacement of defective Products or, at the option of the Supplier, to the refund of the purchase price. IN NO EVENT SHALL THE CONTRACTOR BE ENTITLED TO RECOVER FOR INCIDENTAL, CONSEQUENTIAL, OR SPECIAL DAMAGE, INCLUDING THE LOSS OF PROFITS, OR OTHER COMMERCIAL LOSS. DEFAULT AND TERMINATION PROVISIONS: In case of a good faith daim against Supplier for any defect or non-conformity with respect to the Products sold, written notice setting forth such defect or non- conformity must be submitted to Supplier within 30 days of truss delivery. Supplier shall have no less than 7 business days from date of receipt of such notice to either accept such daim or commence any necessary repair or replacement of Product. Upon termination for convenience, Supplier shall be paid for all Products manufactured and delivered. By signing below, it is agreed that at least one set of bracing and installation instructions have been received with this order. Accepted By: ________________ _ Date: ______ _ 8/24/2022 11:05:48 AM Eagle Metal Products -TrueBuild® Report Engine v5.5.30.2 Job# 6141M 1 of 1 ,_____ __ ··-·-·-----------------------< 21' O" -----···--·-... -----. - 1AO ! .-----., ..... . 'I""" d 'I""" !te i 6141M Royal Way Garage Addition E X I S T I N G I I I ~ EAGLE METAL 12300 F<Y-d Pc, S•c te , • 0 The truss designs referenced below have been prepared by me or under my direct supervision based on the truss design criteria and requirements ("design criteria"} provided by TrusPro Structural Components Inc. These truss designs are intended for the fabrication of individual building components that will perform to the design criteria provided. Any variance from the design criteria will render the affected truss designs inapplicable. Listed below are the truss designs included in this package and covered by this seal. Job: 6141 M -1171679 1A0, 1A1 Any location identification is for file reference only. No determination of the appropriateness of design criteria for any specific project has been made in preparing the truss designs. Please refer to individual truss designs for specific design criteria. Arturo A. Hernandez (CA, (72517} My license renewal date for the state of CA is 06/30/2024. IMPORTANT NOTE: The responsibility of the engineer sealing this package, as a Truss Engineer, is solely for design of individual trusses as individual building components based upon design criteria provided by others and set forth in the referenced truss drawings. The truss design criteria for the components have not been verified as appropriate for any particular building, project or use. Adequacy and suitability of design criteria and requirements for the truss designs for any specific project are the responsibility of the building designer, not the Truss Engineer, per ANSI/TPl-1, Chapter 2. 1171679 0001/0004 ~ EAGLE METAL DESIGN NOTES I. The Truss Design Drawing(s) provided with these Design Notes have been prepared under and are subject to ANSI/ TPI 1 published by the Truss Plate Institute, www.tpinst.org. Capitalized terms have the meanings provided m ANSI/ TPI 1. 2. Copies of each Truss Design Drawing shall be furnished to the installation contractor, Building Designer, Owner and all persons fabricating, handling, installing, bracing, or erecting the trusses. DESIGN LIMITATIONS 3. The Truss Design Drawing is based upon specifications provided by the Building Designer in accordance with ANS1 / TPI 1. Neither the Truss Designer, Eagle, nor an engineer who seals this design (if any) assumes any responsibility for the adequacy or accuracy of specifications provided by the Building Designer. 4. The Building Designer 1s solely responsible for the suitability based upon the Truss Design Drawing and shall be responsible for reviewing and verifying that the information shown is in general conformance with the design of the Building. 5. Each Truss Design Drawing is for the individual building component (a truss). A seal on the Truss Design Drawing indicates acceptance of professional engineering responsibility solely for the individual truss. 6. Each Truss Design Drawing assumes trusses will be suitably protected from the environment. HANDLING, INSTALLING, & BRACING 7. Refer to Building Component Safety Information (BCSI) for handling, installing, restraining and bracing trusses. Copies can be obtained from the Structural Building Components AssocIatIon, www.sbcindustry.com. s. Bracing shown on each Truss Design Drawing is for lateral support of individual truss components only to reduce buckling lengths. All temporary and permanent bracing, including lateral load and diagonal or cross bracing, are the respons1b1lity, respectively, of the erector and Building Designer. 9. Eagle is not responsible for improper truss fabrication, handling, erection or bracing. 10. Compression chords shall be laterally braced by the roof or floor sheathing, directly attached, or have purlins provided at spacing shown, unless noted otherwise. Lt WARNING: Failure to follow may result in property damage or personal injury. 11. Bottom chord required braong shall be at 1 Oft spacing or less, if no structural rated ceiling Is installed, unless noted otherwise. 12. Strongbacking shall be installed on all parallel chord trusses, including flooring systems, to limit deflection and reduce vibration. Refer to BCSI-B7. 13. Never exceed the design loading shown. Never stack building or other materials on inadequately braced truss; refer to BCSI. 14. Concentration of construction loads greater than the design loads shall not be applied to the trusses at any time; refer to BCSI. 15. Trusses shall be handled with care prior to erection to avoid damage. Refer to BCSI for recommended truss handling and erection. MATERIALS & FABRICATION 16. Lumber moisture content shall be 19% or less at the time of fabrication unless noted otherwise. 1 i. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 18. Unless expressly noted, the truss designs are not applicable for use with fire retardant or preservative treated lumber. 19. Plates shall be applied on both faces of truss at each joint and embedded fully. Knots and wane at Joint locations shall be regulated m accordance with ANSI / TPI 1. 211. For a specified plate gauge and grade, the spec1f1ed size 1s a minimum. 21. Connections not shown are the respons1bihty of others. 22. Adequate support shall be provided to resist gravity, lateral and uplift loads. 2j. For 4X2 truss orientation, locate plates 0 -1 /16" from outside the edge of the truss. 24. Fabrication of truss shall be in accordance with ANSI / TPI 1. OTHER NOTES 25. Camber is a non-structural consideration and Is the responsibility of truss fabricator. 26. Do not cut or alter any truss member or plate without prior approval from a professional engineer. 27 Lumber design values are in accordance with ANSI / TPI 1; lumber design values are by others. 28. Install specified hangers per manufacturer recommendations. SYMBOLS PLATE SIZE 3X4 -The first dimension is the width perpendicular to slots. Second dimension is the length parallel to slots. -, I, I, Indicates required direction of slots; Reference "Joint Details" for more information. 20 Ga Gr40 connectors required 3Xl0-20HS -20 Ga Gr60 connectors required 8Xl0-18HS -18 Ga Gr60 connectors required LATERAL BRACING When this symbol shown, ~ continuous lateral bracing Is ~ required on the member of the truss. BEARING ~; Indicates location where bearings ~ (supports) occur. PLATE LOCATION & ORIENTATION The plate shall be centered on joint and/or placed m accordance with the design drawing/QC full scale details. REFERENCES •ANSI/ TPI 1: National Design Standard for Metal Plate Connected Wood Trusses •BCSI: Building Component & Safety Information -Guide to Good Practice for Handling, Installing, Restraining, & Bracing of Metal Plate Connected Wood Trusses. •NOS: National Design Specification for Wood Construction •ESR: 1082 published by the International Code Council. www.1cc-es.org 1171679 ooc9tm4 SPAN 21-0-0 PITCH 5/12 2-1-6 0-0-0 1--- QTY I All plates shown to be Eagle 20 unless otheiwise noted Loading (pst) General TCLL: 20 BklgCode: TCDL: 15(rakc) BCLL: 0 BCDL: 10 CBC2019/ TPI 1-2014 Rq>Mbr: No LumbcrD.O.L: 125% Reaction Btg Combo Btg \\ldth Max.React I Material TC: DFI.#2 2x 4 BC: DFL#22x4 \1\1:1,: DFI.#2 2x 3 Loads 332lbs Ave React 123 plf TrusPro Inc. 695 Obispo Street Guadalupe, CA 93434 Ph: (805)343-2555 Fax: (805)343-2377 OHL 2-0-0 10-6-0 10-6-0 CSI TC: 036(16-17) BC: 0.03 (17-18) \1\1:1,: 0.02 (6-28) OHR 2-0-0 25-2-11 21-0-0 21-0-0 CANTL 0-0-0 DeDection Vc:rtlL: 0in Vc:rt LL: 0in HmzlL: 0in CANTR 0-0-0 u L/999 L/999 10-6-0 21-0-0 (Joe) 17 17 Max Grav Uplift Max MWFRS Uplift Max C&C Uphfl Max Upbfl Max Horiz -2lbs -54lbs -180lbs -180lbs -176lbs Bracing TC: Sheathed or Purlins at 6-3-0, Purlin design by Othas. BC: Sheathed or Purlins at I 0-0-0, Purlin design by Othas. PLYS I Truss:lAO Job: 6141M Date: 0&'24122 12:01 :55 Page: ]of] Notes: All connector plates to be Eagle 20 gauge unless otherwise noted SPACING 24in 2-1-6 0-0-0 WGT/PLY 1231bs I) This truss has been dcs1gnedforthccffccts of wind loads inacoordancewithASCE7 -16with thefoDowing user defined input: 110 mph (Factored), Exposure C, Enclosed, Gable, Risk Category IL h=B=L= 10 ft, Not End:Z.One Truss, Both end \\d,s considered. DOL= 1.60 2)A movinwspnnklerpoint load of300 lbs to the TC and 300 lbs to the BC has been applied conCUJTent with other dead loads. Member Fore es TiiJic iruhatcs. !\,bmr ID. = CSI. nm axud fi>rce, (nm"°""' bee If drllmnt liormmx ""'al m, Only tims gi,,ia-than 300Ibs are shown in 1h1s table TC BC v.1,1, Notes I) Unless noted othefwise, do not rut or aha any truss member or plate without prior approval from a Professional Enginca: 2) Upper top chord notching is permitted beyond hori2D11tal dimension of30.00" from the left heel 3) Upper top chord notching is permitted beyond hori2Dlltal dimension of30.00"from the right heel 4) Gable n:quirtS continuous bottom chord bearing. 5)Gablewd>splaaxial 16"0C,UN.O. 6)Attac:h gable wd!s with l 5x3 20ga plates, UN.O. 7)Stitch top chords togethirwith3x420Gaplatcs al 24 inocmaximwn, UN.O. 8) Bracing shown is for in-plane n'l!uirements. For out-of-plane n:quirements, refir to BCSI-B3 publishal by the SBCA 9) This truss has been designed using the gnx:n savioc reduction fuctms. I 0) The filbrication tok:ranoc for this roof truss is 20 f.i-s (Cq = 0.80). 11 )Aaa:p fuctor of2.00 has been applied for this truss analysis. 12) Ducto negativen:achons in gravity load cases, special connections to the bearing surface al joints 1, 17 may ncal to bcconsidatxl. 13) Lista! wind uplift reactions based on MWFRS & C&C loading. AfL PfRSCNi FABRICATING, HANDUNG. ERECTING OR INSTAU..IN'.J ANYIRUSS BASEDUPCNlHIS lRUSS DESIGNLRAWlr-GARE INSlROCJIDTO REFER TOAfL TrueBuild®Truss Software vS.6398 OF lHEINSlRLCTICNi, UMIWlCNiANDQUALIFICATICNi SEf FORIH !NlHEEAGlEMETALPRODI.D'S DE51GNN'.JJES ISSUfDWllH1HIS DESIGN AND Eagle Metal Products A\l'Jl.ABIE FROVIFAGIE UPCN~T DESIGN WIDOOLYWHENEAGlEMETALCONNECIORS ARE USED. 1171679 0003/0004 SPAN PITOI QTY 21-0-0 5/12 6 I 2-0-0 I 5-3-0 5-3-0 n "' cc ,<, ..J-- Ilt 0-0-0 7-0-0 7-0-0 All plates shown to be Eagle 20unless otherwise ncted. TrusPro Inc. 695 Obispo Street Guadalupe, CA 93434 Ph: (805)343-2555 Fax: (805)343-2377 Qffi, 2-0-0 5-3-0 10-6-0 OHR 2-0-0 25-0-0 7-0-0 14-0-0 CANTL 0-0-0 5-3-0 15-9-0 CANTR 0-0-0 PLYS I 5-3-0 21-0-0 7-0-0 21-0-0 Trus.5:lAl Job: 6141M Date: 0&'24/22 12:01 :58 Page: lofl Notes: All cormector plates to be Eagle 20 gauge unless othetwise noted SPACING 24in I 2-0-0 I 0-0-0 WGT/PLY 80lbs l.nading (psi) General CSI Deflection u (loc) Allowed TCLL: 20 TCDL: 15(rake) BCLL: 0 BCDL: 10 Material TC: DFl.#2 2x 4 BC: DFl.#2 2x 4 Vitt>: SPF Stud 2 x 4 Loads BklgCode: CBC2019/ 1PI 1-2014 Rq,Mbr: Yes Lumba-D.OL. : 125 % TC: 035(5-9) VatlL: 026in L/925 (6-7) BC: 0.54(5-6) Vat LL: 0.08in L/999 (6-7) Vitt> : 022 (3-6) HmzlL: 0.07in 5 M8l<Rcact M8l< Grav lift M8l< MWFRS M8l<U lift 1,1171bs 1,1171bs -84 lbs -149 lbs -84 lbs -149 lbs Bracing TC: Sheathed or Purlins at 4-5--0, Purlin design by Othfl'S. BC: SheathedorPurlinsat 10--0--0, Purlindesign byOthfl'S. 1) This truss has been designed fur the effects due to 10 psfbottom chmd live load plus dead loads. L/240 L/360 2)This truss has been designed fur the effects of wind loads m acrordancewithASCE7-16 with thefullowmgusadcfincxlinput: 110 mph(Factorm), Exposure C, Enclosed, Gablc,RiskCategory 11,h=B=L=IO ft, Not EndZ.OneTruss,Bothend ~ amsidered. OOL= 1.60 3) Minimwn storage attic loading has been applied in acrordancewith me 1607.1 4)A movmg/sprinklfrpoint loadof3001bs to the TC and300 lbs to the BC has been appliedoonammt with other dead loads. Member Forces Tableindiares: MmixrID, l1IIX Ci!, l1IIX ax,a1 mr. (nm a,rqr. bcelf diflmnt iiomm,x ax,a1 im:} Onlylimx>i giam-than JOOibs me shown m t1us lable. TC 1'2 0 343 -1,920 lbs 3-4 0.311 -1,681 lbs 2-3 0.311 -1 681 lbs 4-5 0 343 -1,920 lbs BC S-0 0540 I 718lbs '21 lbs 6-7 0467 l,155lbs 7-1 0540 l,718lbs v.1b 2-7 0095 -374lbs '!,,7 0216 545lbs 3-6 0.216 545lbs 46 0095 -374lbs Notes 1) Unless noted othawise, do not cut or aher any truss member or plate without prior approval from a Professional Engim:u 2) This truss has been designed using the green service nxluction fuctms. 3) The fitbrication tolerance for tlus roof truss is 20 f-i-1; (Cq = 0.80). 4) Brace bottom chmd with approved sheathing orpmtins pa Bracing Summary. 5)Aaeepfuctorof2.00 has been applied for this truss analysis. 6) Listed wind uplift reactions based on MWFRS & C&C loading. AIL PERSONS FABRICATING, HANIIlNG, sm::TINGCR IN,'JAWM}ANYlRUSS BASIDUPCNlHIS lRUiS DFSIGN DRAWJJl()ARE!NilRUCIIDlOREFER lOAlL TrueBuil@Truss Software vS.6398 OFTIIEINilRUCilONS,UMITAllONSANDQUAUFICMIONSSErFOKIHINTIIEEAGlEMEIN..PRClDLCI'SDESIGN!'OIESISSUEDWilHlHISDESIGNAND Eagle Metal Products AWIABlEFRCMEAGlEUPCN~T.DESIGNWIDCJIILYWHENEAGlEMEIN..{X)NIIIE'CIOOSAREUSB>. 1171679 0004/0004 1413 Monterey Street San Luis Obispo, CA 93401 (805) 545-0010 S T R U C T U RA L CA L C U LA T I O N S: PROJECT NO.: 22536 PROJECT NAME: Cousins Residence PROJECT TYPE: Addition and Remodel Single-Story, Residential Building PROJECT ADDRESS: 2088 Royal Way San Luis Obispo, CA 93401 ARCHITECT: Steele Associates Architects LLC 686 York Drive, Suite 150 Bend , OR 97703 PROJECT ENGINEER: R. Stier DATE: June 7 , 2022 REVIEWED FOR CODE COMPLIANCE BlJILDING DIVISION -CITY OF SAN LUIS OBISPO THIS PLAN IS TO BE KEPT ON THE JOB AT ALL TIMES CALL FOR INSPECTIONS AT LEAST ONE WORKING DAY IN ADVANCE 805-781-7180 Plans shall not be changed or altered w ithout authorization from the Building and Safety Division. Approval of plans shall not be construed to be a permit for, or an approval of, any violation of any city ordinance or state law REV\EWED SEP O 8 2022 BUILDING DIVISION ISPO RECEIVED CITY OF SAN LUIS OBISPO AUG O 2 2022 COMMUNITY DEVELOPMENT TABLE OF CONTENTS DESIGN PARAMETERS A.1 -A.2 Loading Information A.1 Design Parameters A.2 ROOF FRAMING 1.1 -1.2 Roof Framing Layout 1.1 Beam Calculations 1.2 LATERAL ANALYSIS 2.1 -2.9 Lateral Cover Sheet 2.1 Seismic Forces 2.2 Wind Forces 2.4 Shearwall Layouts 2.5 Shearwall Forces 2.6 Redundancy Factor 2.7 Overturning Forces 2.8 FOUNDATIONS 3.1 -3.3 Foundation Layout 3.1 Conventional Footing Calculations 3.2 Point Load on Foundation Calculations 3.3 Ashlev&Vance ENGINEERING,INC Job: 22536 -Cousins Residence -Stalwork ROOF LOADS Typical Roof Live Loads Typical Roof Dead Loads Concrete Tile 1/2" Plywood Wood Framing 10" Batt Insulation 5/8" Gyp. Board Ceiling Misc. Mechanical / Solar Total Dead Load Wall Dead Weight 20.0 psf 16.0 psf 1.7 psf 2.8 psf 0.8 psf 2.8 psf 3.9 psf 28.0 psf 10 psf Page A.1 of Page A.2 Load Sheet Note: AshllV1:lance ENGINEERING, INC DESIGN PARAMETERS Code: 2019 CBC (based upon the 2018 IBC) Design Materials : ( Please refer to General Notes & Specifications for more detailed information) Wood: Foundations: Concrete Rebar Douglas Fir-Larch 2500 psi 60 ksi Page A.2 of Page A.2 The intent of lateral design is to prevent structural failures, in the event of seismic activities or high-winds, but not to prevent the damage of architectural finishes or systems. The lateral calculations herein conform to the specifications of the current California Building Code (CBC). Ashley & Vance Engineering Inc. provides no guarantees, expressed or implied, as to the adequacy of the CBC provisions. These calculations, specifications, details and drawings are instruments of service and are the property of Ashley & Vance Engineering Inc. The information contained herein is for use on the specific project referenced above and shall not be used otherwise without the written authorization of Ashley & Vance Engineering Inc. ---·---- Cousins Residence Job No.: 22536 -~'. / j .... , / / 2088 Royal Way, San Luis Obispo, CA 93401 I I I I I I I I I r- Roof Framing Layout I I I I r.====r====il _J I L--f-+-16-__ ~--~ I I --------------,-----------------> Ashlev&Vance ENGINEERING,INC Job: 22536 -Cousins Residence -Stalwork Description: D LR L s 1r= 1 ftofrooftrib Roof 28 20 0 0 psf 2f = 2 ft of floor trib Floor 0 0 0 0 psf 3g = 3 ft of garage trib Garage 0 0 0 0 psf 4d = 4 ft of deck trib Deck 0 0 0 0 psf 5w = 5 ft of wall trib Wall 10 0 0 0 psf ROOF BEAMS Member Trlb SPAN INFO O LR L S Span/Load (ft) L/Xe(ft)I Lu/Xb(ft) (plf) I (plf) I (plf) (plf) Type RB 1 13.0 r o.o f 0.0 g 0.0 d 1.0 w !Spans - 8.0 I Additional Loads ''/'.·. RB 2 4.0 r 0.0 f 0.0 g 0.0 d 5.0 w !Spans 8.0 6.0 6.0 1.0 IAdi:liilonal Loads ,,-,',: >· ' 364! 260 Qi 0 o: 0 o: 0 o: o oi o o! o o: o ·-wr· 0 at·-···· 0 374 260 112: 80 o' o ··········· §I o oi o ---sor---o·· 162 80 i f. ' O' 0 Simple Span 0 .. q: 0 o: 0 oi o -or· o 0' .. O Simple Span Page 1.2 of Page 1.2 Beam/Joist Input Data SDs" 0.534 Oo"' 2.5 adVanceBeam 2.0 BEAM DESIGN Force : Loc111i %Max :I Bending I -5?1 kftl 4.01 • 83% ShearL~2 536#( REACTIONS LOC(lt) I Mlk"III I Rrnin I Rrnu Roller 1 . Roller 2 o: 8 ··-786#1, 2,536# 786# i 2,536# DEFLECTIONS I / X I Defl11n1 I LOClltl I %Max Max(ASD) ........ >~'.15• 4.~ ....... ·. L: 360' 1572 -006 40' • 23% ... El:!~' ;:~ ::,•·:.:;~;; .:;;]'.~:: • .. -:;:¾::;~~;~;: -·-.. -.. i;t\,l< ·/ • :,,,/4x8tD::F:.\:'#1iI:f/~?X: ',.·_· Force ' Loc111i : %Max Bending I ':°',Ukftl 3.or·:-, ··•.·· 27% t· shearl ),726#1 • or·::</_19% REACTIONS LOC(ltl I Mlk"ftl I Rrn,n I Rma1. DEFLECTIONS I / x I Defl11n1 I Loc111J I %Max . ------E.l;i;r 1~~) ·: 58~r'Ii:~;-v !::1:::i}ii&~ D+L; 240 1928'. ')f,.;O·io4:_. 3.0· -~ ... f2°io RB 3 !Spans 2.0 r 0.0 f 0.0 g 0.0 d 5.0 w 4.0 4.0 40 0 o o' o O Oi 0 50; ~· ~r-·~ 106 40 0 Simple_ ~p_a~. ; ..... i I ·······················-·f . j .. .. --·------L I ------.... ······ Force , Loc111i %Max Bending! ·.:.292#ft(. 2.01 .·'· /(14% REACTIONS LOC(lt) I Mlk"ftl I Rrnln I Rrnu Roller 1 • 0. . }_';_::: Roller 2 ·•· 4 DEFLECTIONS I / x I Defl11n1 I Loc1111 I %Max Max(ASD) .. ,ji:0,:01: 2.0; . . ... El:!~.!--:~:-· :r~;iiif };;f :-ii-__ .--········::~:~~~~(~ -........ . LATERAL ANALYSIS SEISMIC= 0.126W (R = 6.5) Max. Ht. of Roof b I CIC) Cousins Residence 0 I s;f" ..- 2088 Royal Way, San Luis Obispo, CA 93401 Roof: Dead Load: Partition Load: 28 psf 10 psf Job No.: 22536 Job: 22536 -Cousins Residence -Stalwork SEISMIC DESIGN BASE SHEAR (STA TIC) Risk Category: 11 le= 1.00 R= 6.5 (CBC Table 1604.5) (ASCE Table 1.5-2) (ASCE Table 12.2-1) (ASCE Table 12.2-1) SEISMIC GROUND MOTION VALUES Page 2.2 of Page 2.9 ASD Lateral Force Analysis 2019 CBC (ASCE Table 12.2-1) Reduced by 1/2 for flexible diaphragms per ASCE Table 12 2-1 footnote b Latitude: 35.2571001 Longitude: -120.702728 Site Classification = D Short Period Ss = 1.200 Soils Report? No Fa Min= 1.2 per 1613.2.3 Long Period Fa= 1.200 SMs = 1.440 Sos= 0.534 (CBC Table 1613.2.3(1)) (CBC Eq. 16-36) (CBC Eq. 16-38) APPROXIMATE FUNDAMENTAL PERIOD Buildin!l Type: All Other Structural Systems Maximum Height = 14.0 ft S1 = 0.534 Fv = 1.766 SM1 = 0.943 So1 = 0.534 (CBC Table 1613.2.3(2)) (CBC Eq. 16-37) (CBC Eq. 16-39) Ta= 0.14 sec To= 0.20 sec Ts= 1.00 sec (ASCE Eq. 12.8-7) (ASCE 11.3) (ASCE 11.3) TL= 8 sec (ASCE Figure 22-14) SEISMIC DESIGN CATEGORY SDC= D SEISMIC BASE SHEAR Cs= 0.0822 Cs MAX= 0.5675 Cs MIN= 0.0235 Cs= 0.0822 V=!0.082*W Govs (ASCE 11.6) (ASCE Eq. 12.8-2) (ASCE Eq. 12.8-3 & Eq. 12.8-4) (ASCE Eq. 12.8-5 & Eq. 12.8-6) Page 2.3 of Page 2.9 AshlevaVance ENGINEERING,INC Job: 22536 -Cousins Residence -Stalwork ASD Lateral Force Analysis 2019 CBC Cs: 0.082 k = 1.00 (ASCE Eq. 12.8-12) Level Height (ft) Roof 12.5 Level DL (psf) Roof 28 DL (psf) 28.0 PL (psf} 10 (ASCE 12.6.3) PL Floor Area Weight whk Cv Story Shear % Total (psf) (sq.ft.) (lbs) (k-ft) (12.8-12) (lbs) (psf) 10.0 3480 132240 1653.0 1.000 10864 3.1 100.0% Totals: 132240 1653.0 1.0 10864 3.1 DIAPHRAGM LOAD5 (ASCE 12.10) NORTH-SOUTH DIRECTION EAST-WEST DIRECTION (12.10-1) Max Min Gov PL (12.10-1) Max Min (psf} (psf) (psf} (psf} (psf} (psf} (psf} (psf} 3.1218 8.1 4.1 4.1 10 3.1 8.1 4.1 Gov (psf) 4.1 Page 2.4 of Page 2.9 Job: 22536 -Cousins Residence -Stalwork ASCE 7 CHAPTER 27 MWFRS DIRECTIONAL PROCEDURE PART 1: ENCLOSED, PART/ALLY ENCLOSED & OPEN BLDGS OF ALL HEIGHTS Building Type and Wind Parameters: # of Stories Risk Category = Exposure Category = II B Enclosure: Enclosed NA (26 7.3) (26 13-1) w. 0% differential opening Building Dimensions Governing Wind Calculations: Max. Min. Mean Roof Height (h)= 14 fl 8 fl 11 ft Dist. Btwn hmin & hmax = Roof Pitch= 5.0 :12 or 22.6 ° Major Dim H/L LIB Plan N-S Dimension: 76 fl 0.14 0.89 Plan E-W Dimension: 68 fl 0.16 1.12 Main Wind Force: Vu11 = 92 mph v •• d = 71 mph Kzt = 1.00 Site Elevation = O fl K0 = 1.00 (Figure 1609 3(1)) (26.8) Zero 1s conservative lw = 1.00 Table 1.5-2 Analysis Type = Main Wind Force Resisting Sytem Kd = 0.85 Table 2· Kh= 0.57 Table 26.10-1 Leeward Pressure qh = 11 psf Cp,z = 0.8 Building Character: Lateral Force Resisting System = Light Framed Bldg Structure Type = Rigid Diaphragm Type = Flexible (26.10-1) (Figure 27.3-1) (C26.2) (26.2) G = 0.85 (26 11 1) WNO DISTRIBUTION ON WALLS ORIENTED NORTH-SOUTH Torsion Inc.= 0% Roof Type = Gable End/Flat (26.10-1) (27 3-1) hparapet= 0.0 fl 0,6 x Total Height Trib K, Qz Cp,h Pz Ph.honz Pp, l:p Parapets Pp l:p £p*(1+T :Epr Roof 11 fl 0 fl 0.6 11 psf 0.0 0 psf 0 psf 0 psf 112 plf 112 plf 67 plf UprWall 8 fl 7 fl 0.6 11 psf -0.5 7 psf -4 psf 0 psf 16 psf None -- NA 0 fl 4 fl 0.6 11 psf -0.5 7 psf -4 psf 0 psf 16 psf None --64 plf 64 plf 38 plf G = 0.85 (26.11.1) WNO DISTRIBUTION ON WALLS ORIENTED EAST-WEST Torsion Inc.= 0% Roof Type = Pitched (26.10-1) (27 .3-1) hparapet= 0.0 fl Height Trib K, Qz Cp.h Pz Ph,horiz Pp1 l:p Parapets Pp l:p £p*(1+T l:Pr Roof 11 fl 6 fl 0.6 11 psf -0.8 -3 psf 0 psf 8 psf 112 plf 112 plf 67 plf UprWall 8 fl 4 fl 0.6 11 psf -0.5 7 psf -4 psf O psf 16 psf None -- NA 0 fl 4 fl 0.6 11 psf -0.5 7 psf -4 psf o psf 16 psf None --64 plf 64 plf 38 plf I I Cousins Residence 2088 Royal Way, San Luis Obispo, CA 93401 I I I I 1<- Job No.: 22536 Upper Shearwall Layout AshlevaVance ENGINEERING,INC Job: 22536 -Cousins Residence -Stalwork Building Forces All H. Level Seis. Wind (psf) (plf) Roof 2.2 67.2 Totals: 2.2 67.2 TYPE 6 4 3 2 44 33 Materials Sides 3/8" cdx 8d @ 6" 1 3/8" cdx 8d@ 4" 1 3/8" cdx 8d @ 3" 1 3/8" cdx 8d @ 2" 1 3/8" cdx 8d @ 4" 2 3/8" cdx 8d @ 3" 2 Total Force = Trib Shear+ Add'I Shear Total Shear= Total Force I Wall Length Page 2.6 of Page 2.9 ASD Lateral Force Analysis 2019 CBC EQ /Wind* 220 1308 plf 320 /448 plf 410 / 574 plf 530 / 742 plf 640 / 896 plf 820 /1148 plf *Per 2015 SDPWS Table 4.3A, shearwa/1 capacities have been increased by 40% when walls are governed by wind loading. Wall Wall Wall % of Seismic Trib Wind Shear Add'I Wall Gov. Wall ID Ht. Line Width Seis Wind Seis Wind H/L Force Shear Gov ft Load ft lbs lbs lbs lbs Ratio lbs I S-2.2 Roof Framing Plan NS SW1 11.00 8.00 100% 13.6 25.0 25.0 745 1680 0 0 5/7:1 1680 153 Wind 6 SW2 3.00 8.00 29% 68.9 10.5 10.5 1581 706 0 0 2 2/3:1 452 151 Seis (E)3 SW3 3.50 8.00 33% 68.9 10.5 10.5 1581 706 0 0 2 217:1 527 151 Seis (E) 3 SW4 2.00 8.00 19% 68.9 10.5 10.5 1581 706 0 0 NIA 301 151 Seis (E) 3 SW5 2.00 8.00 19% 68.9 10.5 10.5 1581 706 0 0 NIA 301 151 Seis (E) 3 EW SW 11 8.50 8.00 50% 25.0 7.7 7.7 419 515 0 0 1 :1 210 25 Seis 6 SW12 8.50 8.00 50% 25.0 7.7 7.7 419 515 0 0 1 :1 210 25 Seis 6 SW13 5.50 8.00 39% 25.0 15.9 15.9 866 1065 0 0 1 1/2:1 340 62 Seis (E) 6 SW14 8.50 8.00 61% 25.0 15.9 15.9 866 1065 0 0 1 :1 526 62 Seis (E) 6 Ashlev,vance ENGINEERING,INC Job: 22536 -Cousins Residence -Stalwork REDUNDANCY FACTOR CALCULATION ASCE 12.3.4.2 a >35% Wall Wall H/L Base ID Capacity Shear? (lbs) YES Roof Framing Plan Page 2.7 of Page 2.9 ASD Lateral Force Analysis 2019 CBC Is the structure regular in plan at all levels? YES Is the structure light framed construction? YES SDC D % p p Capacity at Level per wall NS 6238 (Total Story Strength) I 1.0 SW1 2420 0.73 N/A 1.0 SW2 923 2.67 15% 1.0 SW3 1256 2.29 20% 1.0 SW4 820 3.56 13% 1.0 SW5 820 3.56 13% 1.0 EW 6820 Story Strength) I 1.0 SW11 1870 0.94 N/A 1.0 SW12 1870 0.94 N/A 1.0 SW13 1210 1.45 18% 1.0 SW14 1870 0.94 NIA 1.0 Page 2.8 of Page 2.9 Job: 22536 -Cousins Residence -Stalwork ASD Lateral Force Analysis 2019 CBC Descri12tion L Length of wall Pl Left point load of Variables: H Height of wall Px Point load at Xp V Unit shear on wall Pr Right point load Wt Unit weight of wall Xp Location of Px Wdl Dead load on wall Wx Location of Wall Above Seismic: HD= (p0.7M0 r -(0.6-0."(CBC 1605.3.2) (ASCE 12.4.2.3) Wind: HD= (0.6MOT -0.6MR) (CBC 1605.3.2) (ASCE 2.4.1) Wall L H V Wt Wdl Pl Px Pr Xp Wall Aligned Gov. ID (ft) (ft) (lbs) (psf) (plf) (lbs) (lbs) (lbs) (ft) Above Sides Case S-2.2 Roof Framing Plan NS SW1 10.50 8.00 1680 10 350 0 0 0 0.00 0 NIA Wind SW2 2.50 9.00 452 10 350 0 0 0 0.00 0 NIA Seis SW3 3.00 9.00 527 10 350 0 0 0 0.00 0 NIA Seis SW4 1.50 9.00 301 10 350 0 0 0 0.00 0 NIA Seis SW5 1.50 9.00 301 10 350 0 0 0 0.00 0 NIA Seis EW SW11 8.00 8.00 258 10 30 0 0 0 0.00 0 NIA Wind SW12 8.00 8.00 258 10 30 0 0 0 0.00 0 NIA Wind SW13 5.00 8.00 419 10 30 0 0 0 0.00 0 NIA Wind SW14 8.00 8.00 647 10 30 0 0 0 0.00 0 NIA Wind Page 2.9 of Page 2.9 Job: 22536 -Cousins Residence -Stalwork ASD Lateral Force Analysis 2019 CBC ID Descri12tion Mot Overturning Moment of Variables: Mr Left Resisting Moment about the Left side of the wall (lb-ft) Mr Right Resisting Moment about the Right side of the wall HD Left Hold down force on the left side of the wall HD Right Hold down force on the right side of the wall Seismic: HD= (p0.7M 0 r -(0.6-0.14*S 05)MR) / L (ASCE 12.4.2.3) (ASCE 2.4.1) Wind: HD = (0.6MOT -0.6MR) / L ov. Use Left (lb-ft) (lb-ft) (lb) S-2.2 Roof Framing Plan NS SW1 22400 24833 24833 -139 -139 Wind OK SW2 5809 1650 1650 1280 1280 Seis (E) HD5A SW3 6777 2310 2310 1177 1177 Seis (E) HD5A SW4 3873 660 660 1576 1576 Seis (E) HD5A SW5 3873 660 660 1576 1576 Seis (E) HD5A EW SW 11 3435 3740 3740 -23 -23 Wind OK SW12 3435 3740 3740 -23 -23 Wind OK SW13 5581 1513 1513 488 488 Wind OK SW14 8624 3740 3740 366 366 Wind OK Use Right OK (E) HD5A (E) HD5A (E) HD5A (E) HD5A OK OK OK OK .,. ___ ") 1 _£ .,. ___ ") 3 ---,_ ---- Cousins Residence Job No.: 22536 2088 Royal Way, San Luis Obispo, CA 93401 Foundation Layout ENGINEERING,INC Job: 22536 -Cousins Residence -Stalwork Footing Width Calculation Description of Variables: 1 r = 1 ft of roof trib 2f = 2 ft of floor trib 3g = 3 ft of garage bib 4d = 4 ft of deck trib 5w = 5 ft of wall trib Conventional Footing Design Parameters: Allowable Bearing Pressure 1500 psf FT TRIB Wdl WII (ft) (plf) (plf) .-------, I F1 I 12.5 r 350 250 L___J 0.0 f 0 0 0.0 g 0 0 0.0 d 0 0 8.0 w 80 0 TL 430 250 0>101 680 plf Try Footing Width, w = 12 inches qbear 680 psf qallow 1500 psf qanov/qbear 2.21 Footing OK Page 3.2 of Page 3.3 DL LL Roof 28 20 psf Floor 0 0 psf Garage 0 0 psf Deck 0 0 psf Wall 10 0 psf Per Table 1806.2 q all Ashlev,vance ENGINEERING,INC Job: 22536 -Cousins Residence -Stalwork Reactions on Footing Pt Load from RB1 Total Required Strength: U = 1 .2D + 1 .6L U = 1.2D + 1.6L + 0.5W U = 1.2D + 1.6W + 0.5L U = 1.2D + 1.0E + 1.0L D L 1.5 1.0 1.5 1.0 ASD: P=D+L P = D + 0.6W P=D+0.7E Conventional Footing Design Parameters: 0 Point Load on Footing Calculation E 0.0 U= P= w kips 0.0 kips 3.5 kips 2.5 kips P = D + 0.75[L+0.6W] P = D + 0.75[L+0.7E] p q all Allowable Bearing Pressure Seismic or Wind Loading? N ---> 1500 psf 1500 psf From Table 1806.2 Calculated Bearing Pressure Footing Width Areq Lreq 12 inches 1.7 fr 1.7 ft Model Foundation as Fixed/Fixed Member Eqn. 1: Mu= PL/8 Mu= 0.7 k-ft F?ot ' ' ' Page 3.3 of Page 3.3 Steel Reinforcing Design: ~: ~r: '.n------------ ~M) ' Steel Depth Bar size(#) # of bars 0Mn= Mu= 0Mn/Mu = L 15 in 4 bar 2 25.7 kip-ft (Design Cap.) 0.7 kip-ft (From Eqn. 1) 35.1 OK Therefore use 12 inch x 18 inch footing, with (2) #4 bar top and bottom. See Details. ~ .. AUG o 'J 2022 ,SGCONS~TANTSINC BUIL DINc2 :·;;r _ ~PLIANCE OWNER S STATEMENT THIS PLA ~-IS T~.,Pfi~N=:.f~WBISPO we:. THE' UNOEl'ISIGNED. HEREBY STATE THAT WE ~~~s-• ·1: ~ ~N e:Ili.ETJQB,,AJ AL.kIIMES OF ANO ALL RECOROl<OI..Oe:1'15 OF SECURITY INTER! tLL • •, I ! OSISfO, Tlf!'>I(«; iq,< CAL"fF,p¥-';t. ~'11'\&t~B!l PARTIES HAVING ANY RECORD TITLE IN THE REAL " • ClT·Y 1l#,lroR,l ll,C)rfiA!\ l FteQ~.fTV INCLUDED WITHIN THE SUBDIVISION ANO PRO.JECT SHOHN ON THIJ ~. I OF ~-APPROVE THE HA A ~ HG HAP, ANO THAT EACH OF us DOES HcRESY CONSENT TO THE u d I ' SHO . eR.fa:#qitz A-,lllr_~OffOTM TO THE FILING ANO/OR RECOROATIOH OF THIS HAP . RECORDS ct:J ~ 'AA,! l'fd tl>EtM-U.SSESSHENTS J,,1£ 1-EREBY DEOICA TE TO THE PUBLIC FOR PUBLIC USE ALL STREETS SHOWN ON THIS HAP . WE ALSO DEDICATE TO-,.,.,, n s PUBLIC THE EASEMENTS FOR OPf!N SPACE, STREET rlilEet'P CREEK ACCESS AS SHOHN ON THIS t,,IAP ANO ALL tr.j{S th INCIDENT THERETO . dU or1 za t,()• .,. HERESY DEDICATE To THE PUBLIC FDR PUSL1c1J.Jt11ir1fl9\ va 1 0 , THE BENEFIT OF THE SEV~AL PUBLIC UTILITY c:QNff!1:~ , WHICH ARE AUTHORIZED TO SERVE IN SAID SUSOIVISIOlj- EASEHENTS FOR PUBLIC l/TILITY PURPOSES, DEl.INEATEQ @,( SAID HAP A.S "PUBLIC UTILITY EA.SEHENT • OR •p . U . E. • ' WE A.LSO RESERVE TO OURSELVES, OUR HEIRS ANO ASSIGNS. CERTAIN PRIVATE ACCESS. PRIVATE DRAINAGE, PR IVA TE LANDSCAPE, PRIVATE AND PUBUC UTILITY EASEMENTS FOR THE USE ANO BENEFIT OF THE PRESENT OR FIITURE <YWNERS OF THE LOTS ?,<;TED BY SUCH EASE.MENTS AS DESIGNATED ON THIS MAP. ~~-£&-~~ NOTARIAL STATE OF CALIFORNIA COUNTY OF SAN LUIS OBISPO ON THIS~ DAY OF. 1Ji1~ 198' BEFORE IE, 2 . ALL OPEN SPACE EASEHENT AREAS ARE LIHITED TO RECREATIONAL USES AS APPROVED BY THE CITY COUNCIL . 3. DEVELOPtifENT OH AL L LOTS ARE SUBJECT TO REVIEW BY THE ARCHITECTUAL REVIEW COHHISSIDH. 4. DEVELOPHENT OF LOT 13 SHALL BE SUBJECT TO APPROVAL OF A PLANNING COMHISSION USE PERHIT , 6 . AFTER THE COMPLETION OF GRADING OF THE SITE DESIGNATED ON THIS MAP, AN UPDATED SOILS REPORT SHAU BE PREPARED MAKING SPECIFIC BUILDING FOUNDATIOH RECONME.NOATIONS FOR EACH LOT. THE LWOERSIGNEO, A HOTARPUBLIC IN AND FOR SAID STATE, PE.RSONALL Y APPEARED t<ltUi'TH 11-811.l!Jt.l AHO ~ ;J: ~IM KNOWN TO HE TO BE THE PERSONS HHOSE NAHES ARE SUBSCRIBEDR E V I E w E D SUSSCRIBEO TO THE HITHIN INSTRIJHENT, ANO ACKNOWLEDGED TO ME THAT Tf-EY EXECUTED THE SA>E. . F;;~ OfflQAL ,.yg,,,,q~,I ,\ :~~~el\ ~JlY -~ . 217 ,,.,":..~fl!t ~~-~; ... TR USTEE'S STATEMENT M . 6. e>. P'P,.(;:IP'elp,TIIIS<S , rt.iC.. , 4S TRUSTEE UNOER STATE OF CALIFORNIA A DEED OF TRtJS.T RECORDED :r\JWS !5, 1qe,q IN BOOK ~ COUNTY OF SAN LUIS OBISPO AT PAGE qsq. OF OFFICIAL REzs. ,, u I ' D I"' I /"" f"HA /~ • ,. .<> , ~ U L. bN 'tilrs l..Xl/, J9S!I, BEFORE HE. THE \JI v= ,e • ~ ,...._ A N IJNOP!§IGNEO. ;. NO A rc 1N AND FOR sAzo sTATe:. ~~,-. ·' ,9,.,,-~ '-. L ~Al.0\~1¥1P1-"i\ 1nwtt • • ;,-' -~,Id ~~ .... ~ .... .,...-.. ~~-6--,-.,.~-,,-KNOltN TO NE THE SOIL REPORT NOTE A SOIL REPORT Ho. G.3133 WAS PREPARED ON JUL. Y 23. 1987 BY DENNIS SHALLENBERGER RCE 39909 OF PACIFIC GEOSCIENCE. INC . ff~';" £'P.0'91LTl85> ,~HO"S.t-Jrzt_,1~CALI~ORN~A OF CORPORATION, THE CORPORATION THAT EXECUTED THE WITHIN INSTRUMENT A,.,, KNOWN TO HE TO BE THE PERSONS WHO EXECUTEO THE HITHIN INSTRUHENT ON BEHALF OF THE CORPORTION HEREIN HAHED ANO ACKNOHLOGED TO HE TH.AT SI.JCU COF1PORATION EXECUTED THE SAHE. 1 Jtl K'IAP C4Ul£1'1wJ """4-DCU03gt' O.R , Se~ MA.f>t:'fil<f'J/:/eAffl V01-a a.#til!' '21 /6 o. 54 ENGINEER'S STA TEMENT 1, BEN HAOOALENA, HERESY STATE TH.AT 1 AH .A REGISTERED CIVIL ENGINEER OF THE ST.ATE OF C.ALIFORNI.A ANO THAT THIS "11AP CONSISTING OF 2 SHEETS IS A TRUE ANO COHPLETE REPRESENTATION OF A SURVEY HAO£ BY HE OR UNOE~ HY DIRECTION IN AUGUST, 19B8, ANO THAT ALL HONf.J1'ENTS OCCUPY THE POSITIONS INDICATED. OR "'ILL BE SET IH SUCH POSITIONS WITHIN ONE YEAR OF APPROVAL OF THIS HAP AND ARE SUFFICIENT TO ENABLE 1HE ~UR .V.C...~ TO SE RETRACED , ~~-r.•;:i~~ a,._-J., loP_,,.0....._ 1u.,.,;1 & _,~\ BEH L . HAODALENA FlCE 12545 OA TE I~" .r-.._U\4e.i _... j EXP. S/31/89 .,._ /'; ~,,a,~.._~f,/ CITY ENGINEER'S CERTIFI CA RECORDER'S CERTIFICATE FILED THIS :I!!._ DA Y OF Z>r~,,.,,eg 198q, AT {;Jlil ~. H .. IN BOOK _iL OF HAPS AT PAGE ~ AT THE REQUEST OF BEN L. :go~~~AHoRC_E 1z;:~~, FEE"'~p.__0..2. _____ _ £b....,_c4.£h.do_ ' c:Z;~::;_~:;J=fi' BY DEPUTY ~• - TRACT No . 1438 BEING A SUBIDIVSION OF PARCEL "A " OF PARCEL HAP SL B5-206 AS SHOWN IN BOOK 39 OF PARCEL HAPS AT PAGE 36 IN THE CITY OF SAN LUIS OBISPO, COUNTY OF SAN LUIS OBISPO, STATE OF CAL IFORNIA . CENTRAL COAST ENGINEERING 396 BUCKLEY ROAD SAN LUIS OBISPO. CALIFORNIA 9340 1 (805) ~4-3278 .AJHE t""" TITLE POLICY: ' ca <( n.. 8A616 OP 88/IIZIN96 /IBll/6 ll1nWliBN FWNl1 IIONI/JIBNTIR£t»IS1ffll Mlmllll,-( --01"1'111'C81,'A' Dt'<II-H•fD/,-119 ;,,.·ri"ti'rt l~•J. . - · Tl8P811.eNC8t? ,. l'lllt,(IJI. N,,fDl,J 11,rM fB(#I. .,,, •• ,., ec111,e, 11-1,0• i-.. .. lfD - VICINITY MIIP ND (JCJlr,o TRACT N°. /438 8BIN6 II eueow1e10H OP FA/t.CBI, 'II• OP l'llllCer, MRI' 91, H• IOI, M <IHOWN IN 8001' ,ti OF l'llltCBl, URl"6 AT /11168 II, IN THB Cm' OP 111N W!6.0BII~ COUNrlOF MN W/4 OBttll'O, '111119 Ql'(AUf"OllN/11, CB,.,,.RI, COMr BN91NBB1"1N9 Hf, 11/CJQH( IIGl'IO WIN W/9 Cllll8"0, CIIUl'CJRN/11 IHOI JIIH8 IHI) IIH8"f i 0,, 2 _,. /ll/l/lllCIIN 11718 <Dl,/WINf """°" 54