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BRES2014-1135
55775 Medallist Dr BRES2014-1135 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: BRES2014-1135 Property Address: 55775 MEDALLIST DR APN: 767500001 Application Description: 336 ROOM ADDITION Property Zoning: Application Valuation: $40,000.00 Applicant: JORGE CONTRERAS 74-818 VELIE WAY #3 PALM DESERT, CA 92260 D VOICE (760) 777-7125 FAX (760) 777-7011 COMMUNITY DEVELOPMENT DEPARTMENT INSPECTIONS (760) 777-7153 BUILDING PERMIT Date: 12/22/2014 Owner: EDWARD CUNNINGTON 55-775 MEDALLIST DRIVE LA QUINTA, CA 92253 2014 ►()( Contractor: C `C SC CONSTRUCTION 43402 CEDAR STREET GITJ OF LAQUINTAPALM DESERT, CA 92260 COMMUNITY DEVELOPMEM DEPARTMENT (760)776-6085 LIC. No.: 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 Licenji in full force and a ect c License Class: O License No.: X -Date: Contractor: 1 IJc V 14 i WY 1 OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031.5, 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 requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of DivisioN? of the Business and Professions Code) or that he or she is exempt therefrom and the f// basis for the alleged exemption. Any violation of Section 7031.5 by any applicant fo a permit,subjects the applicant to a civil penalty of not.more than five hundred dollars ($500).: (_) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, 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 he or she did not build or improve for the purpose of sale.). (_) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). (_),I am exempt under Sec. B.&P.C. for this reason Date Owner: CONSTRUCTION LENDING AGENCY 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 (Sec. 3097, Civ. C.). Lender's Name: Lender's Addre: WORKER'S COMPENSATION DECLARATION 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, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. _ 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. My workers' compensation insurance carrier and policy number are: Carrier: Policy Number: _ 1 certify that in the performance of the work for which this permit 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. A.bA Date: d Applicant: UT(O WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($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. APPLICANT ACKNOWLEDGEMENT IMPORTANT: Application is hereby made to the Building Official for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit, issued as a result of this application , the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter upon the above• mentioned property for inspection purposes. Date: 2 ) Signature (Applicant or Agent): • _ PAIDa :• 4AIDDATE :DESCRIPTION z. `" FINANCIAL •R •t;�„`'” ACCOUNT �;:QTY NIOUNTf'L ADDITION, EA ADDITIONAL 500 SF 101-0000-42400 0 $62.36 $0.00 '� PAID'BY ' _ ' '{ x •, - ` ^•METHOD.>" ",w r RECEIP,T g; # a CHECK #� ;CLTD BY " ,,` DESCRIPTION' M- ;"_ ,� ACC., NTr^ -` QTY AMOUNT •. wwx •PAID PAID DATE. ADDITION, EA ADDITIONAL 500 SF PC 101-0000-42600 0 $17.40 $0.00 PAID BY "'{ �'• xaM ETHOD :r'' *� r ' ,RECEIPT.# " CHECK # CLTD BY r?� DESCRIPTION , a.., ACCOUNT ;- = QTY x�TAMOUNTrt PAID DATE ADDITION, FIRST 100 SF 101-0000-42400 0 $120.83 $0.00 PAID-BY"METHOD'wx` RECEIPT # CHECK # r CLTD BY DESCRIPTION' . , ; '. , ACCOUNT QTY ' AMOUNT -'J PAID PAID.DATE ADDITION, FIRST 100 SF PC 101-0000-42600 0 $171.14 $0.00 PAID BY,f "~ z ` " -'METHOD i f' RECEIPT'#' :,-` :CHECK #; _CLTD BY` Total Paid forADDITION: $371.73 $0.00 tACCOUNT QTY "`_ AMOUNT PAID PAID DATE' HOURLY PLAN CHECK - YES 101-0000-42600 1.75 $122.50 $0.00 lit, „METHODS °' "RECEIPT:# �` =CHECK # '.CLTD BY Total Paid for BLDG CITY STAFF - PER HOUR: $122.50 $0.00 "., ACC -TwF PAID,_ PAID:DATEDESCRIPTION BSAS SB1473 FEE 101-0000-20306 0 $2.00 $0.00 PAID BY A »� ' ,', METHOD+ a RECEIPT # "' CHECK # {'' PCLTD BY Total Paid forBUILDING STANDARDS ADMINISTRATION BSA $2.00 $0.00 x M p r DESCRIPTION F: t » z . r, ACCOUNT R QTY F AMOUNT' + ' .,.; PAID PAIf) DATE. DEVICES, FIRST2 0 101-0000-42403 0 $24.17 $0.00 z. IPAID BY y , .Y �r "'METHOD A RECEIPT,# CHECK'# CLTD;BY":; DESCRIPTION-' '•' t, r ,'. ACCOUNT` AMOUNT `� PAID, '" PAIDDATE; DEVICES, FIRST 20 PC 101-0000-42600 0 $24.17 $0.00 s .:3 :,.. •PAID BY -Fwd •.+.' METHOD , r. mit RECEIPT # , s` 3 -d CHECK #CLTD BY; Total Paid for ELECTRICAL: $48.34 $0.00 DESCRIPTION ; '' s;" `.+ ,'ACCOUNTStLF., , i . QTY fi S AMOUNT .• ut;`� PAID a .a. (�� PAID DATE M •,p'. APPLIANCE REPAIR/ALTERATION 101-0000-42402 0 $12.09 $0.00 _ . .PAID BY, t` a i rIkTHOD r • r t ;RECEIPT # lA� �.7 ;CHECK:# -r ^_ -cs, CLTD BY + ' 3r'DESCRIPTION}`r.y,+rY'' x ' ACCOUNT QTYAMOUNT,i' 1 PAID DATE x . k c'PAID APPLIANCE REPAIR/ALTERATION PC 101-0000-42600 0 $4.83 $0.00 TIF +3k ' _ '': r.METIiODi i e f c '. 'tYj RECEIPT CHECK # Kk CLTD BY.+. ,{PAID'BY # •.4. Total Paid for MECHANICAL: $16.92 $0.00 '- " 'ACCOUNT Y' Y uAM OIINT r PAIDy ` i '' PAID DATE 4DESCRIPTION r • tQTY Y SMI - RESIDENTIAL , 101-000040308 0 $5.20 $0.00 x `PAID BY ' ° r 'wMETHOD r ' ' ,'RECEIPT# $'`' 'CHECK'4 41 1 CLTDBY Total Paid forSTRONG MOTION INSTRUMENTATION SMt $5.20 $0.00 Ta rDESCRIPTION ACCOUNT QTY r AMOUNT Y``' 'a , ' PAID DATEi F .PAID* DOOR/WINDOW, NEW, EA ADDITION 1 101-0000-42400 0 $50.75 $0.00 =METHODr ` !'` ,.RECEIP;T # '"'- "HECK °C # CLTD.'BY a h a DESCRIPTION x $ ACCOUNT z `; QTY' r' " ` AMOUNTS : PAID_ " ' PAID' DATE ,.... , s.... ,.., ,s DOOR/WINDOW, NEW, FIRST 1 101-0000-42400 0 $60.91 $0.00 "I# PAID BY t, '.w METHOD x ;> y RECEIPT, # ` t ;CHECK # E CL•TD BY ,] , * ., .. 4 SCRIPTION ACCOUNT QTYd AMOUNT PAID* PAID DATE DOOR/WINDOW, NEW, FIRST 1 PC 101-0000-42600 0 $59.46 $0.00 RECEIRT#Ix +'; F ' ."CHECK# CLTD:B,Y`•= Total Paid for WINDOW/SLIDING GLASS DOOR/FENESTRATION: $171.12 $0.00 TOTALS:00 1 . Y Description: 336 ROOM ADDITION Type: BUILDING, RESIDENTIAL Subtype: ADDITION Status: APPROVED Applied: 10/10/2014 SKH Approved: Parcel No: 767500001 Site Address: 55775 MEDALLIST DR LA QUINTA,CA 92253 Subdivision: TR 29657 Block:. Lot: 15 Issued: Lot Sq Ft: 0 Building Sq Ft:.O Zoning: Finaled: Valuation: $40,000.00 Occupancy Type: Construction Type: Expired: No. Buildings: 0 No. Stories: 0 No. Unites: 0 PLAN CHECK COMMENTS Details: 336 SQ -FT. ROOM ADDITION PER 2013 CRC CODES. _ Printed: Monday, December 22, 2014 11:42:01 AM 1 of 4 C SYSTEMS ADDITIONAL CHRONOLOGY .w.Y-'v -y-:s_w•.s9 v#" CHTY RONOLOGY PE ._'i+t..i-r .wM '-•iE rvrr• uy. —.+: ; NAME ..p""' . -q. :. .ayEi: y:'!M' -.ro.. ^F': ^! .c-----rr 3i- _•:- e's _ yx... COMPLETION DATE -_ _ _ e -y •r^'ii.•uu . +'€ V.. .'_ 'ru M +.. "' "S"'.: - _ ♦`NOTES , '> ,STAFF, : ,.;....,..,....,Lw;.....:,- Wim,.; : •_-** ..........:,.._:._ ,.. ...... .x. , _ a_.-_, _- : „_ - . .- : _ .. - _ _,.. . .. =c._ ;..... s 1 .. c .: PLAN CHECK COMMENTS _ FROM CONSULTANT KAY HENSEL 10/24/2014 10/24/2014 STRUC RFC 10/23/14 ` RECEIVED PLAN CHECK COMMENTS FROM CONSULTANT PHILIP JUAREZ 12/16/2014 RECIEVED FROM YOUNG ENG. NOT APPROVED. RECEIVED PLAN CHECK PICKED UP KAY HENSEL 10/27/2014 10/27/2014 RESUBMITTAL PHILIP JUAREZ . 11/26/2014 i PLANS RESUBMITTED. BY RAMIRO. - APPLICANT SPOKE TO AJ IN. REGARDS TO TURNAROUND TIME. AJ WILL SPEAK TO ARMEN WITH APPLICANT RESUBMITTAL PHILIP JUAREZ 12/17/2014 } CONCERNS. PUT PLANS ON ARMENS DESK SO HE CAN SPEAK WITH AJ. SENT TO PLAN CHECK KAY HENSEL 10/10/2014 10/10/2014 STRUC TO YOUNG DUE 10/24/14 CONSULTANT Printed: Monday, December 22, 2014 11:42:01 AM 1 of 4 C SYSTEMS SENT TO PLAN CHECK CONSULTANT KAY HENSEL 12/1/2014 12/1/2014 STRUC TO YOUNG - DUE 12 1 /15/14 TELEPHONE CALL ARMEN ALTOUNIAN 10/27/2014 10/27/2014 FINANCIAL READY FOR CORRECTIONS TELEPHONE CALL ARMEN ALTOUNIAN 12/16/2014 12/16/2014 'ACCOUNT'vp PLANS READY FOR PICK UP. RFC. TELEPHONE CALL ARMEN ALTOUNIAN 12/18/2014 12/18/2014 g- PAID BY. CLT i;'tDESCRIPT10N1 .7 QTY; FAIL) DATE- -tRECEIPT,#` 77—t ,,CHECk'# .' 4 -':By CONDITIONS ADDITION, EA 101-0000-42400 0 $62.36 $0.00 CONTACTS ;—'' AME -' E TMAME70i }STATE APPLICANT JORGE CONTRERAS 74-818 VELIE WAY #3 PALM DESERT CA 92260 (790)238-7574 $0.00 CONTRACTOR SC CONSTRUCTION 43402 CEDAR STREET PALM DESERT CA 92260 (790)238-7574 OWNER EDWARD CUNNINGTON 55-775 MEDALLIST DRIVE LA QU I NTA I CA 92253 (790)238-7574 101-0000-42400 0 Printed: Monday, December 22, 2014 11:42:01 AM 2 of 4 CRwlysTEMS FINANCIAL INFORMATION 'ACCOUNT'vp 'AMxa OUNTz*"-. D METH06 g- PAID BY. CLT i;'tDESCRIPT10N1 .7 QTY; FAIL) DATE- -tRECEIPT,#` 77—t ,,CHECk'# .' 4 -':By ADDITION, EA 101-0000-42400 0 $62.36 $0.00 ADDITIONAL 500 SF ADDITION, EA 101-0000-42600 0 $17.40 $0.00 ADDITIONAL 500 SF PC ADDITION, FIRST 100 SF 101-0000-42400 0 $120.83 $0.00 ADDITION, FIRST 100 SF 101-0000-42600 0 $171.14 $0.00 ti PC Total Paid forADDITION: $371.73 $0.00 HOURLY PLAN CHECK - 101-0000-42600 1.75 $122.50 $0.00 YES Total Paid for BLDG CITY STAFF -PER HOUR: $122.50 $0.00 Printed: Monday, December 22, 2014 11:42:01 AM 2 of 4 CRwlysTEMS DESCRIPTION' `; ;n.`A000UNT °' -QTY w F£ AMOUNT '' PAID' ` ', PAID DATE RECEIPT # %CHECK,#;, i METHOD ;PAID BY a ' <`I r' BSAS SB1473 FEE 101-0000-20306 0 $2.00 $0.00 Total Paid forBUILDING STANDARDS ADMINISTRATION $2.00 $0.00 BSA: DEVICES, FIRST 20 101-0000-42403 0 $24.17 $0.00 DEVICES, FIRST 20 PC 101-0000-42600 0 $24.17 $0.00 Total Paid forELECTRICAL: $48.34 $0.00 APPLIANCE 101-0000-42402 0 $12.09 $0.00 REPAIR/ALTERATION APPLIANCE 101-0000-42600 0 $4.83 $0.00 REPAIR/ALTERATION PC Total Paid forMECHANICAL: $16.92 $0.00 SMI -RESIDENTIAL 101-0000-20308 0 $5.20 $0.00 Total Paid for STRONG MOTION INSTRUMENTATION SMI: $5.20 $0.00 DOOR/WINDOW, NEW, 101-0000-42400 0 $50.75 $0.00 EA ADDITION 1 DOOR/WINDOW, NEW, 101-0000-42400 0 $60.91 $0.00 'FIRST 1 DOOR/WINDOW, NEW, , 101-0000-42600 0 $0.00 FIRST 1 PC ,$59.46 Total Paid for WINDOW/SLIDING GLASS $171.12 $0.00 DOOR/FENESTRATION: TOTALS:00 INSPECTIONS .f '. '. K. n _: —' f,;.:. SEQID INS?ECTION,TYPE t _ 'INSP.ECTORa .: < RSCHEDULED: "`COMP-LETED. RESULT "' REMARKS+ r' . r NOTES* d y p..°:.. ' v , ,., "A %.i.tja-y,,, "s by ` A £'s: _ ,-Fr 'vtd'+..., ad z - 4 : , + a` its ' ' ', `•. it 'S Y ` e ret .", . LR DATEDATE .Y a..* FINAL" PROJECTSPARENT Printed: Monday, December 22, 2014 11:42:01 AM 3 of 4 OT , SYSTEMS BOND INFORMATION ATTACHMENTS REVIEWS RE DA ARMEN 10/10/2014 10/24/2014 10/13/2014 REVISIONS REQUIRED 1ST REVIEW DOC NON-STRUCTURAL ARMEN ALTOUNIAN 0 RFC ALTOUNIAN BUILDING TO YOUNG DUE STRUCTURAL 10/10/2014 10/24/2014 10/23/2014 REVISIONS REQUIRED RFC BUCKET 10/24/14 ARMEN 12/l/2014 12/15/2014 12/9/2014 APPROVED 2ND REVIEW NOWSTRUCTURAL APPROVED ALTOUNIAN STRUC TO YOUNG - DUE 12/15/14 KATHRYN STRUCTURAL 12/l/2014 12/15/2014 12/18/2014 APPROVED 2ND REVIEW RFC SAMUELS APPROVED I BOND INFORMATION ATTACHMENTS N/S 2ND REVIEW 55-77S MEDALIST DOC 12/16/2014 ARMEN ALTOUNIAN 0 Bin # Cray of La QUinta 21 Building 8r Safety Division Permit #P.O. Box 1504, 78-495 Calle Tampico . _ La Quinta, CA 92253 - (760) 777-7012. Building Permit Application and Tracking Sheet Project Address: 56 ^3-.5 MvC)kL J • Dz. Owner's Namv-PNwD A . Quow%9,6-rw A. P. Number: .. 5b j Address: 55 —04'45 Lu M Legal Description: L,!vt is to 2 t{ / (! ' City, ST, Zip: v&)&gA A Contractor: nn1 Tele h ne: NA ... Address: ¢ Project Description: 00 -Tvv City, ST, Zip: Item Telephone: O a Il3 Structural Calcs. State Lie. # 604355,City Lie. #; Revicwe ready for corrections Arch., Engr., Designer 'X• S Address: . g 8 3 r ^ City, ST, Zip: w " `'' r CJS' crZ20 ) Called Contact Person telephone: Construction Type: Occupancy: .. .2 ne : New Add'n Alter Repair Project type circ 0 Demo 0 'tate Lie. #: Mame of Contact Person: ^ a 1 Sq. Ft.:?)?ro #Stories: 1 # Units: kelephone #,of Contact Person: b 5C Estimated Value of Project: APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Rcq'd Rcc'd TRACKING PERMIT FEES. Plan Sets 3 Plan Check submitted 1 `1 d Item Amount Structural Calcs. Revicwe ready for corrections Plan Check Deposit Truss Cala. Called Contact Person 2 Plan Check Balance. ' Title 24 Cala. Plans picked up 1ul t Z? Construction Flood plain plan Plans resubmitted t► 111,710 HZcchanical Grading plan 2°d Rcvicw, ready for corrcctionslissue f y Electrical Subcontactor List Called Contact'Person Plumbing Grant Deed Plans picked up S.M.I. H.O.A. Approval Plans resubmitted Grading IN IiOUSE:- '`d Reyiew, ready for corrections / Developer Impact Fee Planning Approval Called Contact Person ! A.I.P.P. Pub. Wks. Appr Date of permit issue School Fees 7 - Total Permit Fees /Olw NPAW,Ci --q 6t44 -c—' !C1l#2y APM W/ss. 12ft NIS Iq per, l l -✓ N 5 L 10 / 16 Z-7 (2-ec I (Z7 Coachella Valle Unif e'd School District y This Box For District Use Only - 83-7.33 Avenue 55, Thermal, .CA 92274 DEVELOPER FEES PAID . (760) 398-5909 — Fax (760) 398-1224. AREA: .. . AMOUNT .. LEVEL ONE AMOUNT: - - LEVEL TWO AMOUNT: MITIGATION AMOUNT: COMMAND: AMOUNT: DATE: - .RECEIPT: - CHECK#: - - INITIALS CERTIFICATE OF COMPLIANCE- (California Education Code 17620) Project Name: . Cu 'i ningtorl Date: October 28, 2014 Owner's Name:..Phone No. Project Address: 55-775 Medalist Drive, La Quinta, CA 92253 Project Description: Room Addition APN: 767-500-001 Tract #: Lot #'s: Type of Development: Residential CommercialX! Industrial Total Square Feet of Building Area: . 336SQ. Ft... Certification.of-Applicant/Owners: The person signing certifies t Bove information is correct and makes this statement under penalty of perjury and further represents that he/she is.authoriz o si o e f of the owner/developer.: Dated: ° °' Signature: SCHOOL DISTRICT'S REQUIREMENTS FOR THE ABOVE PROJECT HAVE BEEN OR WILL BE SATISFIED IN' - ACCORDANCE WITH ONE OF THE FOLLOWING: (CIRCLE ONE) Education Code Gov. Code Project: Agreement Existing Not Subject to Fee 17620 65995 Approval Prior to 1/1/87. Requirement Pursuant to AB -181 any room additions of 500 square feet or Number of Sq.Ft. 336 less are exempt.from developer fees. Amount per:Sq.Ft. EXEMP T Amount Collected $0.00 Building Permit Application Completed: Yes/No By: Elsa F. Esqueda, Director of Facilities and Maintenance Certificate issued -by': Leticia Torres, Facilities Analyst Signa e: _ NOTICE OF 90 DAY PERIOD FOR PROTEST OF E AN S AT ENT OF FEES Section 66020 of the. Government Code asserted by Assembly Bill 3081, effective January 1, 1997, requires this District provide (1) a written notice to the _:_project appellant, at._the.time.of-payment_of_school fees, mitigation payment. or:other.exactions ("Fees"), of the 90 -day period to. protest the imposition of these =-Fees-and (2) :the amount of the fees. Therefore, in accordance with section 66020 of the Government code and other applicable law, this Notice shall serve to advise you that the 90 -day protest period in regard to such Fees or the validity thereof, commences with the payment of the fees or performance of any other requirements as described in section 66020 of the Government code. Additionally, the amount'ofthe fees imposed is as herein set forth, whether payable at this time :or' in whole or in part prior to issuance -of a Certificate of Occupancy. :As in the latter, the 90 days starts on the date hereof. This Certificate of -Compliance _is valid fo *-thirty. (30) -days from the date-ofissuance. Extension will be granted only for good cause, as determined by the School District, and up to three (3) such extensions may be granted. MV:c/ntydocsldevfees/certificateofcomplian- form updated 3=2007 11/2010 PGA WEST® r FAIRWAYS ASSOCIATION October 9, 2014 Edward & Karayn Cunnington 2300 Fox St Orono, MN 55356 . Re: Architectural Application — 55775 Medallist Dear Homeowner. ` The Architectural Committee has reviewed your request for the room addition at your residence. I am pleased to inform you that the Architectural Committee has approved the application as submitted subject to the receipt of the final plans for final approval. The Committee also requested that you contact your contractor and ask for an updated insurance as the insurancesubmitted is about to expire. Enclosed is Exhibit C — the Compliance Review Request form. Please complete this form after the work is completed and return it by mail or fax to the address below so the completed project can be inspected. If you have any questions, please contact Pam Lombard, Executive Assistant at 760-776-5100 or email Pam.Lombard@managementtrust.com. Sincerely, For the Architectural Committee GA WEST Fairways Association f e Mc onald, CCAM, PCAM Gen ral anager „ C _ 3 Enc osure: Exhibit C —Compliance Review Request o ; z cc: Lot File Architectural Committee O S; o N _O m o Post Office Box 1690 • La Quinta, California 92247 • Phone (760) 776-5100 • Fax (760) 776-5111 • www.pgawestfairways.com '- - • y./COP - BUILDING ENERGY ANALYSIS REPORT PROJECT:] CUNNINGTON RESIDENCE's addition 55775 MEDALIST DR LA QUINTA , CA 92253 ' x Project Designer:, r CONTRERAS DESIGN ASSOCIATES 747818 Velie Way suite # 3 r -Palm Desert, Ca'92260 y 4 760 851.0562 Report Prepared by:. Armando Chavez r ` - TITLE 24 OF THE •DESERT,, , 44890 seeley dr, -" La Quinta, Ca 92253 • _ 1760 278.1840 _• `4 I11MTZ^" C ITYA QlJI 1TA AFETY DEPT. y. OVED R EC` E IV E ® Job Number:TRUCTION 2014 -CDA -008-1 R NOV 2 6 2014 CITY OF LA QUINTA Date: ^ COMMUNITY DEVELOPMENT 11/22/2014 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2013 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC — www.energysoft.com. Energ Pro 6.3 by Energ Soft User Number. 20648 ID: 2014 -CDA -008-1R .. z ., F y + . ti CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: CUNNINGTON ADDITION Calculation Date/Time: 21:44, Sat, Nov 22, 2014 Calculation Description: Title 24 Analysis Input File Name: 008-CUNNINGTON ADDITION.xml , CF1 R -PRF -01 Page 1 of 8 GENERAL INFORMATION 01 Project Name CUNNINGTON ADDITION 02 Calculation Description Title 24 Analysis 03 Project Location 55775 MEDALIST DR 04 CA City LA QUINTA 05 Standards Version Compliance 2014 06 Zip code 92253 07 Compliance Manager Version BEMCmpMgr 2013-3 (651) 08 Climate Zone CZ15 09 Software Version EnergyPro 6.3 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 90 12 Project Scope Addition and/or Alteration 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (FT2) 3695 15 Number of Zones 2 16 Slab Area (FT2) 3359 17 Number of Stories 1 18 Addition Cond. Floor Area 336 19 Natural Gas Available Yes 20 Addition Slab Area (FT2) 336 21 1 Glazing Percentage (%) 113.2% COMPLIANCE RESULTS 01 Building Complies with Computer Performance 02 This building DOES NOT require HERS Verification 03 This building incorporates one or more Special Features shown below ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 2.50 2.59 -0.09 -3.6% Space Cooling 233.32 233.09 0.23 0.1% IAQ Ventilation 0.00 0.00 0.00 0.0% Water Heating 7.34 7.34 0.00 0.0% Photovoltaic Offset ---- 0.00 0.00 TOTAL 243.16 243.02 0.14 0.1% Registration Number: CA Building Energy Efficiency Standards - 2013 Residential Compliance Registration Date/Time: Report Version - CF1R-10172014-651 C1W OF LA QUIN 1 A BUILDING & SAFETY DEPT. APPROVE® FOR CONSTRUCTION DABS Provider: BY 21 i CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: CUNNINGTON ADDITION Calculation Date/Time: 21:44, Sat, Nov 22, 2014 Calculation Description: Title 24 Analysis Input File Name: 008-CUNNINGTON ADDITION.xml REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Raised heel truss • Window overhangs and/or fins CF1 R -PRF -01 Page 2 of 8 PROJECT HERS FEATURES The following are project -level features that must be field -verified as a condition for meeting the modeled energy performance for this computer analysis. These, plus any additional HERS features listed in the building components tables below, reciure field verification by a certified HERS Rater. Building -level Verifications: • -- None -- Cooling System Verifications: • -- None -- HVAC Distribution System Verifications: • -- None -- Domestic Hot Water System Verifications: • -- None -- ENERGY DESIGN RATING This is the sum of the annual TDV energy consumption for energy use components included in the performance compliance approach for the Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components not regulated by Title 24, Part 6 (such as domestic appliances and consumer electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system. 02 Reference Energy Use Energy Design Rating Margin Percent Improvement Total Energy (kTDV/f2)' 282.67 282.53 0.14 0.0% includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING FEATURE INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (sft) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems CUNNINGTON ADDITION 3695 1 6 2 0 1 ZONE INFORMATION 01 02 03 04 05 O6 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 (ZONE A) Conditioned (AC -1)1 3359 10 DHW Sys 1 ` (ZONE B) Conditioned (AC -2)2 336 10 DHW Sys 1 Registration Number: CA Building Energy Efficiency Standards - 2013 Residential Compliance Registration Date/Time: Report Version - CF1R-10172014-651 HERS Provider: Report Generated at 2014-11-22 21:46:06 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: CLINNINGTON ADDITION Calculation Date/Time: 21:44, Sat, Nov 22, 2014 Calculation Description: Title 24 Analysis Input File Name: 008-CUNNINGTON ADDITION.xml CF1 R -PRF -01 Page 3 of 8 OPAQUE SURFACES 01 02 03 04 05 06 07 08 09 10 Name Zone Construction Azimuth Orientation Gross Area (1t2). Window and Door Area (ft2) Tilt(deg ) Status Verified Existing Condition N-720 (ZONE A) Default Wall 1992 to Pres 0 Right 720 85.5 90 Existing No E-525 (ZONE A) Default Wall 1992 to Pres 90 Front 525 57 90 Existing No S-873 (ZONE A) Default Wall 1992 to Pres 180 Left 873 44.5 90 Existing No W-720 (ZONE A) Default Wall 1992 to Pres 270 Back 720 246 90 Existing No 3359 (ZONE A) Default Roof 1978 to Pres 3359 Existing No N-201 (ZONE B) R-21 Wall 0 Right 201 22.5 90 New N/A - E-201 (ZONE B) R-21 Wall 90 front 201 31.8 90 New N/A S-60 (ZONE B) R-21 Wall 180 Left 60 90 New N/A 336 (ZONE B) R-38 Roof Attic 336 New N/A ATTIC 01 02 03 04 05 06 09 10 11 NameConstruction - Roof Rise Roof Reflectance Roof Emittance Radiant - Barrier Cool Roof , Status Verified Existing Condifion Attic Attic Roof Cons 0 0.1 0.85 No No Existing No CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: CUNNINGTON ADDITION Calculation Date/Time: 21:44, Sat, Nov 22, 2014 Calculation Description: Title 24 Analysis Input File Name: 008-CUNNINGTON ADDITION.xml CF1 R -PRF -01 Page 4 of 8 WINDOWS 01 02 03 04 05 06 07 08 09 10 11 Name Side of Building Width(ft ) Height (ft) Multiplie r Area (ft2) U -factor SHGC Exterior Shading Status Verified Existing Condition 2050 N-720 ---- ---- 1 10.0 0.71 0.73 Insect Screen (default) Existing No 20502 N-720 ---- ---- 1 10.0 0.71 0.73 Insect Screen (default) Existing No 3050 N-720 ---- ---- 1 15.0 0.71 0.73 Insect Screen (default) Existing No 2680 N-720 ---- ---- 1 20.0 0.71 0.73 Insect Screen (default) Existing No 2046 N-720 ---- ---- 1 9.0 0.71 0.73 Insect Screen (default) Existing No 20462 N-720 ---- ---- 1 9.0. 0.71 0.73 Insect Screen (default) Existing No 2650 N-720 ---- ---- 1 12.5 0.71 0.73 Insect Screen (default) Existing No 1030 E-525 ---- - ---- 1 3.0 0.35 0.30 Insect Screen (default) New N/A 2076 E-525 ---- ---- 1 15.0 0.71 0.73 Insect Screen (default) Existing No 20762 E-525 ---- ---- 1 15.0 0.71 0.73 Insect Screen (default) Existing No 3080 E-525 ---- - 1 24.0 0.71 0.73 Insect Screen (default) Existing No 6020 S-873 ---- ---- 1 12.0 0.71 0.73 Insect Screen (default) Existing ' No 26802 S-873 ---- ---- 1 20.0 0.71 0.73 Insect Screen (default) Existing No 26502 S-873 ---- 1 12.5 0.71 0.73 Insect Screen (default) Existing No 6080 W-720 ---- ---- 1 48.0 0.71 0.73 Insect Screen (default) Existing No . 60802 W-720 6.0 8.0 1 48.0 0.71 0.73 Insect Screen (default) Existing No 60803 W-720 6.0 8.0 1 48.0 0.71 0.73 Insect Screen (default) Existing No 60804 W-720 6.0 8.0 . 1 48.0 0.71 0.73 Insect Screen (default) Existing No 60805 W-720 ---- ---- 1 48.0 0.71 0.73 Insect Screen (default) Existing No 2030 W-720 1 6.0 0.71 0.73 Insect Screen (default) Existing No 5016 N-201 1 7.5 0.35 0.30 Insect Screen (default) New 'N/A 50162 N-201 ---- ---- 1 7.5 0.35 0.30 Insect Screen (default) New N/A 50163 N-201 ---- ---- 1 7.5 0.35 0.30 Insect Screen (default) New N/A 2646 E-201 ---- ---- 1 10.6 0.35 0.30 Insect Screen (default) New N/A 26462 E-201 ---- ---- 1 10.6 0.350.30 Insect Screen (default) New N/A 26463 E-201 --- ---- 1 10.6 0.35 0.30 Insect Screen (default) New N/A Registration Number: Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-10172014-651 Report Generated at 2014-11-22 21:46:06 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: CUNNINGTON ADDITION Calculation Daterrime: 21:44, Sat, Nov 22, 2014 Calculation Description: Title 24 Analysis Input File Name: 008-CUNNINGTON ADDITION.xml CF1 R -PRF -01 Page 5 of 8 DOORS 01 02 03 04 05 06 07 08 09 10 11 12 13 T 14 05 01 02 03 04 05 06 Name Side of Building Area (ft2) U -factor Status Verified Existing Condition 30802 E-525 24.0 0.50 Existing No 2880 E-525 21.3 0.50 Existing No OVERHANGS AND FINS 01 02 03 04 05 06 07 08 09 10 11 12 13 T 14 05 Overhang Left Fin Right Fin Window Depth Dist Up Left Extent Right Extent Flap Ht. Depth Top Up DistL Bot Up Depth Top Up Dist R Bot Up 60802 10 0.1 10 10 0 0 0 0 0 0 0 0 0 60803 10 0.1 10 10 0 0 0 0 0 0 0 0 0 60804 10 0.1 10 10 0 0 0 0 0 0 0 0 0 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 Construction Name Surface Type Framing Total Cavity R -value Assembly Layers 2x4 Top Chord of Roof Cavity/Frame: no insul. /2x4 Top Chrd Attic Roof Cons Attic Roofs Truss @ 24 in. O.C. no insulation - Roof Deck: Wood Siding/sheathing/decking • Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board Default Wall 1992 to Pres Exterior Walls 2x4 @ 16 in. O.C. R 13 Cavity/ Frame: R -13/2x4 • Exterior Finish: Wood Siding/sheathing/decking • Inside Finish: Gypsum Board Default Roof 1978 to Pres Ceilings (below attic) 2x4 @ 16 in. O.C. R19 Cavity / Frame: R-9.1 /2x4 • Over Floor Joists: R-9.9 insul. • Inside Finish: Gypsum Board R-21 Wall Exterior Walls 2x6 @ 24 in. O.C. R 21 Cavity/ Frame: R-21 /2x6 • Exterior Finish: Wood Siding/sheathing/decking • Inside Finish: Gypsum Board R-38 Roof Attic Ceilings (below attic) 2x4 @ 24 in. O.C. R 38 Cavity/Frame: R-9.1 /2x4 • Over Floor Joists: R-28.9 insul. Registration Number: Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-10172014-651 Report Generated at 2014-11-22 21:46:06 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: CUNNINGTON ADDITION Calculation Date/Time: 21:44, Sat, Nov 22, 2014 Calculation Description: Title 24 Analysis ' Input File Name: 008-CUNNINGTON ADDITION.xml 41 r CF1 R -PRF -01 " Page 6 of 8 SLAB FLOORS 01 02 03 04 05 06 07 08 09 Verified Perimeter Carpeted Existing Name Zone Area (ft2) (ft) Edge Insul. R -value Fraction Heated Status Condition 33592 s (ZONE A) 3359 0.1 none - 0.8 No Existing No 3362 (ZONE B) 336 0.1 none - 0.8 No New No BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage ACH @ 50 Pa Not Required Not Required Not Required 01 02 03 c 04 05 ; 06 07 08 Name Distribution Type Number of Heaters Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value Standby Loss (Fraction) • DHW Heater 1 Natural Gas Small Storage 50 0.575 EF 40000-Btu/hr 0 0 BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage ACH @ 50 Pa Not Required Not Required Not Required WATER HEATING SYSTEMS ' 01 02 03 04 05 06 t Verified Existing Solar Fraction (%) • .. Status Condition. DHW Sys 1 ;Standard - 1 Annual Existing No,. WATER HEATERS - 01 02 03 c 04 05 ; 06 07 08 Name Distribution Type Number of Heaters Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value Standby Loss (Fraction) • DHW Heater 1 Natural Gas Small Storage 50 WATER HEATERS - 01 02 03 c 04 05 ; 06 07 08 Name 4 Heater Element Type Tank Type Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value Standby Loss (Fraction) • DHW Heater 1 Natural Gas Small Storage 50 0.575 EF 40000-Btu/hr 0 0 WATER HEATING - HERS VERIFICATION 01 02 03 04 0.5 06 '07 - Name }. Pipe Insulation, Parallel Piping Compact Distribution Point -of Use Recirculation with Manual Control Recirculation with Sensor Control • DHW Sys 1 n/a n/a n/a" _ n/a n/a n/a ' •.^ •• •- ` rte+ , ,• -' - . •. Registration Number: Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-10172014-651 Report Generated at 2014-11-22 21:46:06 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: CUNNINGTON ADDITION Calculation Daterrime: 21:44, Sat, Nov 22, 2014 Calculation Description: Title 24 Analysis Input File Name: 008-CUNNINGTON ADDITION.xml CF1 R -PRF -01 Page 7 of 8 HVAC SYSTEMS 01 02 01 02 03 04 05 06 07 08 09 Heating Component 2 CntrlFurnace - Fuel -fired central furnace Heating System Cooling System Zonally Controlled Compressor HERS Verification Cooling Component 1 SplitAirCond - Split air conditioning 8.488 9.7 No No Distribution Fan Floor Area Location Verified Existing Name System Type Name Ducted Name Ducted System System Served Status Condition (AC -1)1 Other Heating and Heating Yes Cooling ` Yes Air Distribution HVAC Fan 3359 Existing No Cooling System Component 1 Component 1 Ducts located in attic System 1 1 Attic Attic None (AC 2)2 Other Heating and Heating , Yes Cooling Yes Air Distribution HVAC Fan 336 Existing No Cooling System Component 2 Component 2 System 2 2 HVAC - HEATING SYSTEMS 01 02 01 02 03 Name Type Efficiency Heating Component 1 CntrlFurnace - Fuel -fired central furnace 78 AFUE Heating Component 2 CntrlFurnace - Fuel -fired central furnace 78 AFUE HVAC - COOLING SYSTEMS 01 02 03 04 05 06 07 04 05 Efficiency 07 Multi -speed r 'i Name System Type y U EER, SEER Zonally Controlled Compressor HERS Verification Cooling Component 1 SplitAirCond - Split air conditioning 8.488 9.7 No No N/A Duct Leakage system Location Location Bypass Duct, • Condition Cooling Component 2 SplitAirCond - Split air conditioning 8.488 9.7 No No N/A None system No N/A System 1 specified) HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 08 •09 08 Insulation Supply Duct Return Duct Verify Existing HERS Name Type Duct Leakage R -value - Location Location Bypass Duct, Status Condition Verification Air Distribution Ducts located in attic Existing (not 2.1 Attic Attic None Existing No N/A System 1 specified) Air Distribution Ducts located in attic Existing (not 2.1 Attic Attic None ' ' Existing No N/A System 2 specified) Registration Number: Registration Date/Time: CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-10172014-651 V HERS Provider: - , Report Generated at 2014-11-22 21:46:06 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: CUNNINGTON ADDITION Calculation Date/Time: 21:44, Sat, Nov 22, 2014 Calculation Description: Title 24 Analysis _ Input File Name: 008-CUNNINGTON ADDITION.xml + CF1 R -PRF -01 Page 8 of 8 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Armando Chavez / Company: Signature Date: TITLE 24 OF THE DESERT 11/22/2014 Address: CEA/HERS Certification Identification (If applicable): 44890 Seeley dr city/state/ a Quinta, Ca 92253 Phone: 1760 278.1840 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of. Regulations. ' 3. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. Responsible Designer Name: Responsible Designer Signature: _ -JORGE CONTRERAS µ Company: Date Signed: CONTRERAS DESIGN ASSOCIATES ' Address: License: 74-818 Velie Way suite # 3 ' City/State/Zip: Phone: , - Palm Desert, Ca 92260 760 851.0562 Registration Number: Registration Date/Time: CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-10172014-651 HERS Provider: Report Generated at 2014-11-22 21:46:06 RESIDENTIAL MEASURES SUMMARY RMS -1 Project Name CUNNING TON RESIDENCE'S addition Building Type 63 Single Family ❑ Addition Alone ❑ Multi Family m Existing+ Addition/Alteration Date 11/2212014 Project Address 55775 MEDALIST DR LA QUINTA California Energy Climate Zone CA Climate Zone 15 Total Cond. Floor Area 3,695 Addition 336 # of Units 1 INSULATION Construction Type Area Cavity (ft) Special Features Status Wall Wood Framed R 13 2,360 Existing Door Opaque Door - no insulation 45 Existing Slab Unheated Slab -on -Grade - no insulation 3,359 Perim = 0' Existing Roof Wood Framed Attic R 19 3,359 Existing Demising Wood Framed - no insulation 150 Existing Wall Wood Framed R 21 408 New Roof Wood Framed Attic R 38 336 New Slab Unheated Slab -on -Grade - no insulation 336 Perim = 0' New FENESTRATION Total Area: 487 Glazing Percentage: 13.2 % New/Altered Average U -Factor: Orientation Area ft2 U -Fac SHGC Overhang Sidefins Exterior Shades 0.67 Status Right (N) 85.5 0.710 0.73 none none Bug Screen Existing Front (E) 34.8 0.350 0.30 none none Bug Screen New Front (E) 54.0 0.710 0.73 none none Bug Screen Existing Left (S) 44.5 0.710 0.73 none none Bug Screen Existing Rear (W) 102.0 0.710 0.73 none none Bug Screen Existing Rear (W) 144.0 0.710 0.73 10.0 none Bug Screen Existing Right (N) 22.5 0.350 0.30 none none Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Central Furnace 78% AFUE Split Air Conditioner 9.7 SEER Setback Existing 1 Central Furnace 78% AFUE Split Air Conditioner 9.7 SEER Setback Existing HVAC DISTRIBUTION Location Heating Duct Cooling Duct Location R -Value Status (AC -1) Ducted Ducted Attic 2.1 Existing (AC -2) Ducted Ducted Attic 2.1 Existing WATER HEATING Qty. Type Gallons Min. Eff Distribution Status Ene Pro 6.3 by Ener Soft User Number., 20648 RunCode: 2014-11-22721:47:09 ID: 2014 -CDA -008-1R Pae 11 of 14 MANDATORY MEASURES SUMMARY: Residential (Page 1 of 3 MF -1R Project Name Date CUNNING TON RES/DENCE's addition 11/22/2014 NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used. More stringent energy measures listed on the Certificate of Compliance (CF -1 R, CF -1 R -ADD, or CF - 1 R -ALT Form) shall supersede the items marked with an asterisk (*) below. This Mandatory Measures Summary shall be incorporated into the permit documents, and the applicable features shall be considered by all parties as minimum component performance specifications whether they are shown elsewhere in the documents or in this summary. Submit all applicable sections of the MF -1 R Form with plans. Building Envelope Measures: 110.6(a)l: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. §110.6(a)4: Fenestration products (except field -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain Coefficient SHGC , and infiltration that meets the requirements of 10-111 (a). 110.7: Exterior doors and windows are weather-stripped; all joints and penetrations are caulked and sealed. 110.8(a): Insulationspecified or installed meets Standards for Insulating Material. Indicate type and include on CF -2R Form. §110.8(i): The thermal emittance and solar reflectance values of the cool roofing material meets the requirements of §110.8(i) when the installation of a Cool Roof is specified on the CF -1 R Form. *§1 50.0 a : Minimum R-30 R-19 for Alterations insulation in wood -frame ceiling orequivalent U -factor. 150.0(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -Value. *§1 50.0 c : Minimum R-13 insulation in 2x4 wood -frame wall R-19 in 2x6 orequivalent U -factor. *§1 50.0 d : Minimum R-19 insulation in raised wood -frame floor orequivalent U -factor. §150.0(f): Air retarding wrap is tested, labeled, and installed according to ASTM E1677-95(2000) when specified on the CF -1R Form. 150.0 : Mandatory Vapor barrier installed in Climate Zones 14 or 16. §150.0(1): Water absorption rate for slab edge insulation material alone without facings is no greater than 0.3%; water vapor permeance rate is no qreater than 2.0perm/inch and shall be protected from physical damage and UV light deterioration. §150.0(q) Fenestration Products. Fenestration separating conditioned space from unconditioned space or outdoors shall meet the requirements of either Item 1 or 2 below: 1. Fenestration, including skylight products, must have a maximum U -factor of 0.58. 2. The weighted average U -factor of all fenestration, including skylight products, shall not exceed 0.58. EXCEPTION to Section 150.0(q)1: Up to 10 square feet of fenestration area or 0.5 percent of the Conditioned Floor Area, whichever is greater, is exempt from the maximum U -factor requirement. 150.0 r Solar Ready Buildings. Shall meet the requirements of Section 110.10 applicable to the building project. Fireplaces, Decorative Gas Appliances and Gas Log Measures: 150.0 e 1 A: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §150.0(e)1 B: Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a with a readily accessible, operable, and tight -fitting damper and or a combustion -air control device. §150.0(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: §110.0-§110.3: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified by the Energy Commission. §110.3(c)5: Water heating recirculation loops serving multiple dwelling units and High -Rise residential occupancies meet the air release valve, backflow, prevention, pump isolation valve, and recirculation loop connection requirements of §110.3(c)5. §110.5: Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appliances with an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa heaters. 150.0(h): Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA. 150.0(i): Heating systems are equipped with thermostats that meet the setback requirements of Section 11 0.2 c . §150.00)1 A: Storage gas water heaters rated with an Energy Factor no greater than the federal minimal standard are externally wrap ed with insulation having an installed thermal resistance of R-12 or greater. §150.00)1 B: Unfired storage tanks, such as storage tanks or backup tanks for solar water -heating system, or other indirect hot water tanks have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. EnergyPro 6.3 by EnergySoft User Number: 20648 ID: 2014 -CDA -008 -IR Page 12 of 14 MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3MF-1 R Project Name Date CUNNINGTON RESIDENCE's addition 11/2212014 §150.00)2A: All domestic hot water system piping conditions listed below, whether buried or unburied, must be insulated per TABLE 120.3-A. i. The first 5 feet (1.5 meters) of hot and cold water pipes from the storage tank. ii. All piping with a nominal diameter of 3/4 inch (19 millimeter) or larger. iii. All piping associated with a domestic hot water recirculation system regardless of the pipe diameter. iv. Piping from the heating source to storage tank or between tanks. v. Piping buried below grade. vi. All hot water pipes from the heating source to the kitchen fixtures. §150.00)2: Pipe insulation for steam hydronic heating systems or hot water systems >15 psi, meets the requirements of Standards Table 120.3-A. 150.06)3A: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. §150.00)4: Solar water -heating systems and/or collectors are certified by the Solar Rating and Certification Corporation. §150.0(m)l: All air -distribution system ducts and plenums installed, are sealed and insulated to meet the requirements of CMC Sections 601, 602, 603, 604, 605 and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-6 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings reater than 1/4 inch, the combination of mastic and either mesh or tape shall be used §150.0(m)1: Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. §150.0(m)2D: Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. 150.0(m)7: Exhaust fans stems have back draft or automatic dampers. §150.0(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. §150.0(m)9: Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. 150.0 m 10: Flexible ducts cannot have porous inner cores. §150.0(n)l : Systems using gas or propane water heaters, whether tank or on -demand, to serve individual dwelling units shall include all the following components : A. A 120V electrical receptacle that is within 3 feet from the water heater and accessible to the water heater with no obstructions; B. A Category III or IV vent, or a Type B vent with straight pipe between the outside termination and the space where the water heater is installed; C. A condensate drain that is no more than 2 inches higher than the base of the installed water heater, and allows natural draining without pump assist, D. A gas supply line with a capacity of at least 200,000 Btu/hr. §150.0(o): All dwelling units shall meet the requirements of ANSI/ASHRAE Standard 62.2 Ventilation and Acceptable Indoor Air Quality in Low -Rise Residential Buildings. Window operation is not a permissible method of providing the Whole Building Ventilation required in Section 4 of that Standard. Pool and Spa Heating Systems and Equipment Measures: §110.4(a): Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating ora pilot light. §110.4(b)1: Any pool or spa heating equipment shall be installed with at least 36" of pipe between filter and heater, or dedicated suction and return lines, or built-up connections for future solar heating. 110.4(b)2: Outdoor pools ors as that have a heat pump or gas heater shall have a cover. §110.4(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. 150.0 : Residential pool systems orequipment meet the pump sizing, flow rate, piping, filters, and valve requirements of §150.0 Residential Lighting Measures: §150.0(k)1A: Installed luminaires shall be classified as high -efficacy or low -efficacy for compliance with Section 150.0(k) in accordance with TABLE 150.0-A or TABLE 150.0-B, as applicable. 150.0 k 1C: The wattage of permanently installed luminaires shall be determined asspecified by §130.0(c). 150.0 k 1 D: Ballasts for fluorescent lamps rated 13 Watts or greater shall be electronic and shall have an output frequency <= 20 kHz. §150.0(k)1 E: Permanently installed night lights and night lights integral to installed luminaires or exhaust fans shall be rated to consume no more than five watts of power per luminaire or exhaust fan as determined in accordance with Section 130.0(c). Night lights shall not be required to be controlled by vacancy sensors. EnergyPro 6.3 by EnergySoft User Number: 20648 ID: 2014 -CDA -008 -IR Page 13 of 14 MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3'_F-1 R Project Name Date CUNNINGTON RESIDENCE's addition 11/22/2014 150.0 k 1 F: Lighting integral to exhaust fans, in rooms other than kitchens, shall meet the applicable requirements of §150.0(k). 150.0(k)2: All switching devices and controls shall meet the requirements of §150.0(k)2. §150.0(k)3: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. EXCEPTION: Up to 50 watts for dwelling units less than or equal to 2,500 ft2 or 100 watts for dwelling units larger than 2,500 ft2 may be exempt from the 50 percent high efficacy requirement when all lighting in the kitchen is controlled in accordance with the applicable provisions in Section 150.0(k)2, and is also controlled by vacancy sensors or dimmers. §150.0(k)4: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. §150.0(k)5: Lighting installed in bathrooms shall meet the following requirements: A. A minimum of one high efficacy luminaire shall be installed in each bathroom; and B. All other lighting installed in each bathroom shall be high efficacy or controlled by vacancy sensors. §150.0(k)6: Lighting installed in attached and detached garages, laundry rooms, and utility rooms shall be high efficacy luminaires and controlled by vacancy sensors. §150.0(k)7: Lighting installed in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy, or shall be controlled by either dimmers or vacancy sensors. EXCEPTION 1: Luminaires in closets less than 70 square feet. EXCEPTION 2: Lighting in detached storage building less than 1000 square feet located on a residential site. §150.0(k)8: Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; and have a label that certifies the luminaire is airtight with air leakage less than 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; and be sealed with a gasket or caulk between the luminaire housing and ceiling. §150.0(k)9A: For single-family residential buildings, outdoor lighting permanently mounted to a residential building or other buildings on the same lot shall be high efficacy, or may be low efficacy if it meets all of the following requirements: i. Controlled by a manual ON and OFF switch that does not override to ON the automatic actions of items ii or iii below; and ii. Controlled by a motion sensor not having an override or bypass switch that disables the motion sensor, or controlled by a motion sensor having a temporary override switch which temporarily bypasses the motion sensing function and automatically reactivates the motion sensor within 6 hours iii. Controlled by one of the following methods: a. Photocontrol not having an override or bypass switch that disables the photocontrol; or b. Astronomical time clock not having an override or bypass switch that disables the astronomical time clock, and which is programmed to automatically turn the outdoor lighting OFF during daylight hours; or c. Energy management control system which meets all of the following requirements: At a minimum provides the functionality of an astronomical time clock in accordance with Section 110.9; meets the Installation Certification requirements in Section 130.4; meets the requirements for an EMCS in Section 130.5; does not have an override or bypass switch that allows the luminaire to be always ON; and, is programmed to automatically turn the outdoor lighting OFF during daylight hours. §150.0(k)9A: For low-rise multi -family residential buildings, outdoor lighting for private patios, entrances, balconies, and porches; and outdoor lighting for residential parking lots and residential carports with less than eight vehicles per site shall comply with one of the following requirements: i. Shall comply with Section 150.0(k)9A; or ii. Shall comply with the applicable requirements in Sections 110.9, 130.0, 130.2, 130.4, 140.7, and 141.0. §150.0(k)9: For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by Section 150.0(k)9B or Section 150.0(k)9D shall comply with the applicable requirements in Sections 110.9, 130.0, 130.2, 130.4, 140.7, and 141.0. §150.0(k)9D: Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per site shall comply with the applicable requirements in Sections 110.9, 130.0, 130.2, 130.4, 140.7, and 141.0. §150.0(k)10: Internally illuminated address signs shall comply with Section 140.8; OR not contain a screw -base socket, and consume no more than five watts of power as determined according to §130.0(d). §150.0(k)11: Lighting for residential parking garages for eight or more vehicles shall comply with the applicable requirements for nonresidential garages in Sections 110.9, 130.0, 130. 1, 130.4, 140.6, and 141.0. §150.0(k)12A. In a low-rise multi -family residential building where the total interior corr mm ama in a sjl3.qle budWrip a lS rcent or less of the floor area, permanently installed lighting for the interior common areas in thm irtgl# LZe tdjgigd .ynJOai _ EA es or controlled by an occupant sensor. i ii L,dU I ! /i §150.0(k)12B. In a low-rise multi -family residential building where the total interior corr msn y $j` s( n j65djfda( ' gd Es[m ice than 20 percent of the floor area, permanently installed lighting in that building shall: g ® ` ` i. Comply with the applicable requirements in Sections 110.9, 130.0, 130.1, 1 0.6, an a ii. Lighting installed in corridors and stairwells shall be controlled by occupant sensorF(5c$ylj iglir gQ yver in ach space by at least 50 percent. The occupant sensors shall be capable of turning the ligl it fully On and Off from all designed paths I f in res and egress. EnergyPro 6.3 by EnergySoft User Number: 20648 ID: 2014 -CDA -008 -IR Page 14 of 14 A Sladden Engineering 45090 Golf Center Parkway, Suite F, Indio, CA. 92201 (760) 863-0713 Fax (760) 863-0847 6782 Stanton Avenue, Suite. C, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 ' 800 E. Florida Avenue, Hemet, CA 92543 (951) 766-8777 Fax (951) 766-8778 ' November 17; 2014 Project No. 544-14281 14-11-426 Mr. Edward Cunnington '2300 Fox Street Orono, Minnesota 55356-94123 Project: Proposed Residential Addition , 55-775 Medallist Drive La Quinta, California , Subject: Soluble Sulfate Content As requested, we have sampled the surface soil on the subject lot located at 55-775 Medallist Drive within the PGA West Greg Norman Course development to determine the soluble sulfate content as it relates to selecting appropriate concrete mix designs for the proposed residential ' addition. Laboratory testing indicated soluble sulfate content of 300 ppm (0.030 percent) that corresponds with the "negligible" exposure category m accordance with Table 3 of ACI 318-08 Chapter 9. In accordance with ACI 318-08, special sulfate resistant concrete mix designs will not be required for structural concrete on this project. Test results are attached. , If you have questions regarding this letter, please contact the undersigned: Respectfully submitted, FESSIO - SLADDEN ENGINEERING Q�0�F CITY OF LA QUINTA (0 140.C453g9 0116 913BUILDING & SAFETY DEPT. Brett L. Anderso d ExP 1EER�NGAP ROVED Principal Engineer EtyG1N ` i0 s� FoQ`� 'FOR CONSTRUCTION qTE OF CP�� Letter/gvm DA BY Copies: 4 / Mr. Edward Cunnington REOEIVEU EIi! DEC 1 72014- E CITY OF LA QUINT'A NOV 26 2014 commulymDEVELOPIWENi' ` CITY OF LqA COMMUNI , QUINT . . � T' DEVELOPMENT 'TABLE 19-A-3—REQUIREMENTS-FOR CONCRETE EXPOSED TO SULFATE -CONTAINING -SOLUTIONS ' MAXIMUM MINIMUM 1' , NORMAL-WEIG•)•it AND . WATER:CEMENtMOUS.: UG.htWF1GFfT - - MATERIALS`' RAh6.,'BY. ;-- AGGREGATE.CONCRETE; EXPOSURE CONDITION .WEIGHVNORAIAL-WEIGHT.. AGGREGATE CONCRETE , CEMENT TYPE .'• x 0:00689•1or MPa Concrete intended to have low permeability when 0.00-0.10 0-150 exposed to water 0:50 4000 , Concrete exposed to'freezing and thawing ina. moist ' 0.10-0.20 I50 1 500 condition or to deicing chemicals 0.45 4,500 For corrosion protection for reinforced concrete 0.20-200. 1,500-1*0,000 exposed to chlorides from deicing chemicals, salts or % - brackish water, orsprayfrom these•sources 0.40 Over 10,000 V plus pozzolan3 0.45 5,000 'TABLE 19-A-3—REQUIREMENTS-FOR CONCRETE EXPOSED TO SULFATE -CONTAINING -SOLUTIONS a ous matenals rano or higher strength may belequired for low permcabilityor forprotcction ' Z gainst eorrosion'of embcddcd items or freezing and thawing ('Table 19-A-2). Seawater . ' •f. ?Pozzolan that has been determined by test or service record to improve sulfate fate resistance when asQd`in concrete con- taiAing Type V cement 2-264 NORMAL -WEIGHT AGGREGATE EIGHT :AGGREGATE CONCRETE Maxlmum'Water- Cemendtlous, ' MatarlalaaRatlo,bj . Wdg* htr N Aggregate Cone ger ter !^,'Normal. '1'tfetohFand •',Uohhvelpht' -Agaftate, Concritbe pail SULFATE EXPOSURE' WATER-SOLUBLE SULFATE SOS )) IN SOIL PERCENTAGE BY WEIGHT', SULFATE (SO4) IN WATER, ppm CEMENT TYPE x D.00689'Ior MPa. Negligible 0.00-0.10 0-150 — Modcrate2: 0.10-0.20 I50 1 500 II, IP(MS). LS (MS) 0-50- , 4,000 Severe ' 0.20-200. 1,500-1*0,000 V 0.45 4,500 Very severe Ovcr 200 _ Over 10,000 V plus pozzolan3 0.45 4,500 IA lower waEertemenuti a ous matenals rano or higher strength may belequired for low permcabilityor forprotcction ' Z gainst eorrosion'of embcddcd items or freezing and thawing ('Table 19-A-2). Seawater . ' •f. ?Pozzolan that has been determined by test or service record to improve sulfate fate resistance when asQd`in concrete con- taiAing Type V cement 2-264 STRUCTURAL CALCULAT A CUSTOM ADD -RECEIVED ort E N . ,. ... y , . DEC 17 2014 CITY OF LA QUINTA FOR. COMMUNM DEVELOPMENT IONS CII T Y OF LA CSU INTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATEGI$ BY MR. EDWARD -A-. CUNNINGTON 51-775 MEDALLST DR. LA QUINTA, CALIFORNIA CHARLES D. GARLAND, ARCHITECT LICENSE NO.11991 EXP 10/31/15 74-991 JONI DR. SUITE #9 PALM DESERT CA 92260 PHONE: 760/340-3528 FAX:760/340-3728 / SeoARC/ ". D V . . * No. C11991 .._................ --.......... _.. ,A10131/2015 ,9 EXP. DATE F OQ OF CA X STRUCTURAL CALCULATIONS ❖ GOVERNING CODES.....................page 3 r ❖ LOAD .......................................................Page 4 ❖ BEAM ..... ............... ............... ............. ... Page 5 ❖ LATERAL ANALYSIS.... ............... ....,Poke 9 ❖ SEISMIC ZONE............. ..........:.... Page 12 ❖ SHEAR WALL REQUIREMENTS.... Page 14 ❖ FOUNDATION .............................:. Page 16 STRUCTURAL CALCULATIONS GOVERNING CODES A- IBC 2010 OR CBC 2013 B- DESIGN LOADS a. ROOF LIVE LOAD 201F PSF b. ROOF DEAD LOAD 19 PSF c. WIND IMPORTANCE FACTOR 1.00 WIND ZONE 110 MPH, EXPOSURE C d. SITE CLASS DEFINITION( D) e. OCCUPANCY CATEGORY II ." f. SEISMIC DESIGN CATEGORY (D) g. COEFFICIENT _Cs 0.15° h. SEISMIC Ss1.5g L SEISMIC S10.6g. ` j. _ FACTOR R 6.5 ' k. SEISMIC SDs 1.00 rr I. SEISMIC SD10.60 ' ILOADS q - F ...-....-_. I __._.____..____...._.._..__.,.__.._. _A.__...._...._ ROOF _....__..______ EXTERIOR WALLS : ...............:.....___.....: ...,._._...... .._............_._ ..__.__. I TPSF C I PSF WOOD STUDS= 2 i- F - 1/2" GYP BD. = 2 TILE _ 9 17/8". STUCCO = I 10 SHEATHING = I 1 INSULATION= 1 RAFTERS = _ HNSULATION = j 2 1 -- _M-- D.L.= 15 PSF GYP. BD. = D. L = 6 19 L. L = j 20 ' INTERIOR WALLS: ; " TOTAL LOAD = 39 PSF i PSF WOOD STUDS = 1/2 GYRBDISIDES = 2 i 3 INSULATION = i 2 i i DL 7- PSF q - F F - STRUCTURAL CALCULATIONS BEAM DESIGN _HDR_____ DOUGLAS FIR -LARCH No I lFb = 1000 psi SPAN = 5.0 ..... ...............--- _ TRIB....AREA = _.... _....... ____. ft .. _..... _... _................... ... _ ..... - 10.0 :ft _..................._... _ _.............. Load Factor _ .......... ......_.__.......... _ - - ..................... Fv = E _. _ 95 1700000 psi __.._........ psi ._.__ Wet. Service Factor CM = I.00 E 19.0 Ib/ft Temperature Factor Ct = 1.00 I L. L = 20.0 Ib/ft Size Factor CF= _ 1.0 TOTAL!. 39.0 llblft Repetitive m. Fact. Cr= 1.00 E Incising Factor Ci Shear stress Factor CH= 1.00 W = 390.0 Ib/ft E M=WxL2/8 i 390 lb/ft j M=E 1218.8 ft -Ib M= 14625 in -Ib ...... _.......... _..... _.._.. _ ... ............... !_.._.._....__ _ ._..._.-.._.__. _ ._._........_ ... ______ ._...._._T . _.-...._..._._...._._.._.... ... _ _........_'BENDING _.........._._............__. _ F'b=jFbx(CD)(CM)(Ct)(CF)(Cr)(Ci) .. __.. .._.___ i V= V=_....jI W _. ...... 9751 1 .b... _ ........._.........._.. F'b = 1250 psi USE I Req"d S =M / F'b, S= 11.70 in^3 6 X 6 Area =1 30.3 in^2 f b= M/S Section=l 27.7 in^3 !ALLOW Ft = ACT. f b = Moment of Inertia=! 76.3 in^4 12501 psi > 527.4 psi OK ! ;SHEAR F'v = F%KCD)(CM)(Ct)(CH) f v = 1.5 V / A i F'v = i 119; psi > f v = 48.35 psi OK i I DEFLECTION 5WLL^4 .= 0.04 in 384 E" I OK E'= E (CM)(CG)(C) 1700000 psi BEAM 6 X 6 d max = L / 240 = 0.25 in STRUCTURAL CALCULATIONS BEAM DESIGN HDR 42 ............. . ............................. . ..... .. ............................. . . .. ..... iSPAN ............. . . . . . . . .. . ........... . . . . . . . ....... 3.0 ft DOUGLAS FIR -LARCH No 1= -1 F .... .... Fv 1000 psi . . . . ... . ......... . . . . . .................... . . ..... . ... . ...... . 95 psi 'TRIB. AREA = 4.0 It i D.L = 190 lb/ft Load Factor C[)= Wet. Service Factor Cm = Temperature Factor Ct= E= 1.2 1.00 1.00 1700000 psi Ll = 200 lb/ft Size Factor CF— 1.06 TOTAL l 39.0 lb/ft Repetitive m. Fact. Cr= 1.00 Incising Factor Ci = 1.00 Shear stress Factor CH = 1.00 W = 156.0 lb/ft 1,% lb/ft 3.00n i. M=IW x Ll 8 M= 175.5 ft -lb M= 2106 in -lb V= W x L 2 BENDING V= 234 lb _ F'b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci) . ... . ..... . F'b = Req'd S = M F'b 1250 psi S= 1.68 in'3 USE T6 Area 30.25 in'12 .................................................... ........................................ . .. ............................... ;ALLOW F'b . .... . ............ . . T ......... . .... ................................................... . ..... . . ...... ............ 1250 .. . ................. ...... . ............ psi .............. . . .. ............ ............... . . . ...... 'fb= M/S ..................................... ..... . ......... ........ . . .................... . ................... ACT. f b .... . . ............ . . . ................. . . ......... .. 759 psi .... . .. ....................... - Section= 27.73 inA3 . . .................... .. ........................ . . ... ............... . . ................. ......... . ......... Moment of Inertia= 76.26 inA4 - ----------- - . . ................... -- - --... ... . ............. .. . . ............ .............. OK iSHEAR Pv = F%(CD)(CM)(Ct)(CH) f v = 1.5V/A F'v = 119 psi > fv= 11.60 psi OK DEFLECTION 5WL LA4 0 in 384 E' I OK E'= I E (C.)(Q)(r-.) 1700000 psi BEAM 6 X 1,1 max = L 240 = 0.15 . . . ................... .. . . ....................... . . —J ........... . . in ..... I ............ J ............ . . . ...... .. ... . ......... . ..------ . ......... . . . . ............... L ........ ...... . . . .... . ........... rl STRUCTURAL CALCULATIONS Wind Analysis for Low-rise Building, Based on ASCE 7-2010 LATERAL FORCE ANALYSIS IBC 2012 i 'CBC 2013 _. _._._.__._..._:ASCE 7-10. ____.___..._..._.__._._..._..___.__'._..........___.. WIND: '.110 . __......................__...............................................A_............._..__........................_.....................__....................__!..__:............. ENCLOSED qz= 0.00256X KZ KZ . ............... ..... _.__................ ... _..................... _._ INPUT DATA -- .................. __:... _.............. __ ............... :.__....... Exposure category (B, C or o, ASCE 7-10 26.7.3) Importance factor (ASCE 7-10 Table 1.5-2) IW = 1A0 s Basic wind speed (ASCE 7-10 26.5.1 or 2012 IBC) V = 110 Topographic factor (ASCE7-10 26.8 & Table 26.8-1) K,:t = 11A 0 i Building height to eave he= 10 .... _..... _................. ... _.................. ............. ............._._._... Building height to ridge hr = 13 .............. _............ :.... _.__.......... ........._................... _... qh = velocity pressure at mean roof height, h. (Eq- 28.3-1 page 298 & Eq. 30.3-1 page 316) - ............................ . _.................. _... Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 28.34, pg 299) = 0.85 ........... _............. ......... .... _.................. Kd = wind directionality factor. (Tab. 26.6-1, for building, page 250) _ - 0.85 h = mean roof height = 11.50 - --.................................i_........................._i.__...................----................... _.............. - .............. . ................... - _- ................ _ .............. qz= 22.38; PSF -.._.................... ......._.................... :........ _..__............ ............. __.._...................... --...... '........... .......... WIND LOAD = gt'f1E+2E+3E+4E+0.18rW2 ANALYSIS WIND LOAD=' 1951# ft P = qh ((G Cpf )4G Cpi )] r where: p = pressure in appropriate zone. (Eq. 28.4-1, page 298) penin = 16 psf (ASCE 7-10 28.4.4) G Cp r = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.4-1, page 300 & 301) G Cp i = product of gust effect factor and internal pressure coefficient(Tab. 26.11-1, Enclosed Building, page 258) a = width ofedge strips, Fig 28.4-1, note 9, page 301, MAX[ MN(0.1 B, 0.1 L. 0.4h), MIN(0.04B, 0.04L), 3] =, Net Pressures fnsfl. Basic Load Cases Net Pressures Inn& Torsional Load Cases Surface Roof angle 0 = 15.64 Roof angle 0 = 0.00 Surface (+GCp.) Net Pressure with 1 T 2T 3T - 4T Net Pressure with 1.67 -4.65 -3.36 -3.04 GCpr GCpf (+GCp;) (-GCpi) (+GCp;) (-GCp;) 1 0.49 6.68 14.37 -0.45 -13.47 -5.77 2 -0.69 -18.60 -10.90 -0.69 -18.60 -10.90 3 -0.45 -13.43 -5.73 -0.37 -11.76 -4.06 4 -0.39 -12.17 4.48 -0.45 -13.47 -5.77 5 0.40 4.70 12.40 6 -0.29 -10.05 -2.35 1E 0.74 12.08 19.77 -0.48 -14.11 -6.41 2E -1.07 -26.73 -19.03 -1.07 -26.73 -19.03 Surface Roofangle 0 = 15.64 G Cpi Net Pressure with (+GCp.) (-GCp;) 1 T 2T 3T - 4T 0.49 -0.69 -0.45 -0.39 1.67 -4.65 -3.36 -3.04 3.59 -2.73 -1.43 -1.12 Surface Roof angle 8 = 0.00 G Cpr Net Pressure with (+GCp;) (-GCp;) 5T 0.40 1.18 3.10 x . 2 ie xn K « y 4t Kms'jj! b r -4E 3t[ IE iEI:SrCAaICCOOWIQA RD.M OOru R IS eDIDeRMTON 'tb 1 "wadi MCUWI 111C,9 UQc" 20 Nog lMSLTIDti Load Case A (.Transverse) load Case B (Ongitudiridl) Load Case A (Transverse) Load Case B.(Longifudinai) Basic Load Cases Torsional Ldcid'Cases STRUCTURAL CALCULATIONS F % R i 7 Basic Load Case A Transverse Direction) Basic Load Case B (Longitudinal Direction) Torsional Load Case A Transverse Direction Torsional Load Case B (Longitudinal Direction) Area Pressure (k) with Surfacee(ftp (ft) (+GCpi) (-GCpi) 1 990 6.61 14.23 2 2337 -43.46 -25.48 3 2337 -31.38 -13.39 4 990 -12.05 -4.43 1E 110 1.33 2.18 2E 260 -6.94 -4.94 3E 260 -4.57 -2.57 4E 110 -1.79 -0.94 98 Horiz 17.88 17.88 E -84 -60 3E 260 Vert. -83.15 -44.67 Min. wind Horiz. 28.80 28.80 28.4.4 Vert. -80.00 -80.00 Torsional Load Case A Transverse Direction Torsional Load Case B (Longitudinal Direction) Area Pressure (k) with SurfaceArea (ft) (+GCpi) (-GCpi) 2 2337 -43.46 -25.48 3 2337 -27.48 -9.49 5 606 2.86 , 7.54 6 608 -0.11 -1.43 2E 260 -0.94 -4.94 3E 260 -3.94 -1.94 ` 5E 117 1.08 1.98 6E 117 -1.53 -0.63 98 Horiz. 11.57 11.57 £ -84 -60 3E 260 Vert. -68.75 -02.37 Min. wind Horiz. 11.60 11.60 28.4.4 Vert. -80.00 -80.00 Torsional Load Case A Transverse Direction Torsional Load Case B (Longitudinal Direction) Design pressures for components and cladding P= qhI (G CP) - (G Cpl)] where: p = Pressure on component. (Eq. 30.4-1, pg 318) s s 12^ S r i a 1 ' 1:2 Pmin = 16.00 psf (ASCE 7-10 30.2.2) + t ,5 I• r y $t r l' t: r G Cp = external pressure coefficient.i''a-'S s X4,3 see table below. (ASCE 7-10 30.4.2) Roof ,. Roof e:• •; Effective Zone 1 L_ zone 2 Zone 3 Ione 4 Zone 5 Comp. & Cladding Area I Pressure (k) with Torsion (ft -k) Surface (ft) (+GCpi) (-GCpi) (+GC i) (-GCpi) 1 440 2.94 6.32 66 142 2 1038 -19.32 -11.32 -117 -09 3 1038 -13.94 5.95 85 36 4 440 -5.36 -1.97 121 44 1 E 110 1.33 2.18 60 98 2E 260 -6.94 4.94 -84 -60 3E 260 4.57 -2.57 55 31 4E 110 -1.79 -0.94 80 42 1 T 550 0.92 1.98 -23 -49 2T 1298 -6.04 -3.54 41 24 3T 1298 4.36 -1.86 -29 -13 4T 550 1 -1.67 1 -0.62 42 -15 Total Horiz. Torsional Load, MT 212 212 Design pressures for components and cladding P= qhI (G CP) - (G Cpl)] where: p = Pressure on component. (Eq. 30.4-1, pg 318) s s 12^ S r i a 1 ' 1:2 Pmin = 16.00 psf (ASCE 7-10 30.2.2) + t ,5 I• r y $t r l' t: r G Cp = external pressure coefficient.i''a-'S s X4,3 see table below. (ASCE 7-10 30.4.2) Roof ,. Roof e:• •; Effective Zone 1 L_ zone 2 Zone 3 Ione 4 Zone 5 Comp. & Cladding Area Pressure (k) with . Torsion (ft -k) Surface (ft) (+GCpi) (-GC i) (+GCpi) (-GCpi) 2 2337 A3.46 -25.48 -29 -17 3 2337 -27.48 -9.49 19 6 5 246 1.15 3.04 .11 29 6 246 -2.47 -0.58 23 5 2E 260 -0.94 -4.94 89 ` 63 3E 260 -3.94 -1.94 50 -25 5E 117 1.08 '11.98 24 44 6E 117 -1.53 -0.63 34 14 5T 363 0.43 1.12 -5 -13 6T 1 363 1 -0.91 1 -0.21 -10 2 Total Hoft Torsional Load, MT. 1 104.6 104.6 Design pressures for components and cladding P= qhI (G CP) - (G Cpl)] where: p = Pressure on component. (Eq. 30.4-1, pg 318) s s 12^ S r i a 1 ' 1:2 Pmin = 16.00 psf (ASCE 7-10 30.2.2) + t ,5 I• r y $t r l' t: r G Cp = external pressure coefficient.i''a-'S s X4,3 see table below. (ASCE 7-10 30.4.2) Roof ,. Roof e:• •; Effective Zone 1 L_ zone 2 Zone 3 Ione 4 Zone 5 Comp. & Cladding zone t Zone 2 Zone 3 23.54 Zone 4 1 Zone 5 Pressure Positive NeBatNo Posits- wwrth'e Positwe Nagatp. Positive r'baatwa Positive fragffiIva ( pst ) 1 16.00 1 -22.14 1 16.00 -35.42 16.00 -53.70 23.54 . 4 -25.68 23.54 y STRUCTURAL CALCULATIONS n • r T STRUCTURAL CALCULATIONS ® ; 1 --------------------- a - . SITE CLASS DEFINITION= D-- ^ _---_..... ... .' .mm _ OCCUPANCY CATEGORY = II C DESIGN CATEGORY = SEISMIC __....____.__-___ ___ LA QUINTA CALIFORNIA D 922531 ; 0.2 seg Ss=150%g 1.0 seg S1 60%g SDs= 2/3 X SMS SD1 = 2/3 X SM1 -.. " SDs =. 1.07 i SD1 = 0.6 R= IE 6.5 11.0, TABLE 12.2 ASCE 7-05 t= 0.2 BASE SHEAR V= Cs W 0.165 W ASCE (12.8-1) ' Cs = SDS /-( R/IE) 0.165 (12.8-2) NOT EXCEED Cs = SD1 / T( R/IE) A.462 (12.8-3) , NOT LESS THAN Cs =0.01 0.010 (12.8-5) ' V= ! 0.161W I s STRUCTURAL CALCULATIONS �Jmrmlxf- ilq - JAM: mom MPEOMM • �M Me Wa—lis 225 • , • 96.8 • / S� • • ®moo ®ate • �a�® mom �� ■s�i��s� ®oto LOAD A iii i®is�iii�i�i ®®� STRUCTURAL CALCULATIONS ............. ....... ........................................ . . .. .................................. .................................... .... ............... ............................... ;SHEAR WALL REQUIREMENTS ........................... ... ..................... . ...... ............................................. . ......................... ............................... ............................. . ............................ ............................... ..................... ; . . .................. . . i ......... . . ........ .. .......... .. . ............ . ................. . . .... ...... ................ . . ............ .......................... . ............ ... . .... . .......... . . ROOF D.L. =119 . ..................... . ... . . .. . ................... . . ...... . . . . .. . ... ....... . . . . ........ . . .. . . .......... ...................... ........................... . ....... APPENDIX D ............. . . ................... . . . . . ....... . . .. . ........... . .......... . ... . . . . . ..................... . ........... . ... . .... . ... . ..................... JUPLIFT FORMULA: (1,1b L'V2)1(=--2))YL STRENGTH REDUCTION FACT STRENGTH . . . ..... . ...... . .... . ............... . ... . ............. . ...................... . .. ...................................... . . . . ....... ....................... . . .... ........................ . .... ................... ...... ............ . . . .......... I(VM2J3 ...... ............... ii4 . ....... . .......................................................... 65 ................ . ....... (0.65.850`1.33.12 shear force !FIRST FLOOR 1 WALL 1 OTA fq j I .. E t! . L I 5W BOLT STRUC NI. (FL) (LB) iCiFt(F7)(L(# ft) WALL -SEG U.-S ]j.... TI EBLOCK ..............(PLF) iw izT i4d TES i A 195 . . ...... ............ 10 1 5 . . ..................... . ............................... 195 ....................... ... 975 1582 .............................. ............. . ......................... 1 ............................ . .......... n!!q . . .... .............. ... . ........ . ......... ................ .. . . . . .......................... A 195 10 ...... . . . ................. 1950 10 5 . ......... . ...... . . . 195 975 1582 1 HDU2 1 48 B 195 10 1950 6 . . 325 1950 2818 .... ........... . . ....... 2 i HDU . ........ . ........ . . . 2 .. . ................ . . . ...... ........... 1 c ..__.....1......._795...__!—._.........._15 2925 20 20 146 2925 497 1 ................. . . . ............... . . ................. 1 48 . . . . . . .................... ..... ........................ . ........................... FT ;WALL Frr,i =io ............................................. ................................... .. . .............. . ...... . . .............. _W_ . . ..................... ..... . . .................... . ........ ............... . .................... . . ..................... ................... ......... . ........................... . ...... ........... . . ....... . . ....... . . 1 ..................... .......................... [UPLIFT FORMULA: . .. . ... . .............F......._.____...._...._ - - --------- ---- - (Vh-(2/3 (wb LA2/2)+(WWU2)))/ L TOTAL I RESISTWALL1 _)(L) SHEAR WALL Vh Wb 213(WbLA212) WW UPLIFT. FORCE WALL (R) FT 1—(# ft) WALL- SEG No. # 10 5 j 195 975 A 9750 190 1591 375 1582 10 5 195 975 A 9750 190 1591 375 1582 6 6 325 1950 B 19500 190 2291 450 2818 20 20 ...... 2925 146 . ... .. c 29250 285 38190 1500 -497 STRUCTURAL CALCULATIONS SHEAR WALL CONSTRUCTION D112" GYPSUM WALL BOARD APPLIED DIRECTLY TO 2x STUDS WITH STANDARD WALL BOARD NAILS (1 1/2" x 0.12" DIAMETER w/ 318" HEADS) OR 5d COOLER NAILS AT 7' O/C MAX. TO ALL STUDS, SILLS, PLATES AND BLOCKING. ANCHOR w/ 5/8" DIAMETER x 10" LONG ANCHOR BOLTS (w/ 3" x 3" x 0.229" -THICK PLATE WASHERS BETWEEN NUT AND WOOD SILL) @ 6'-0" O/C MAX 16" O.C. FRAMING (ALLOWABLE LOAD: 75 Of — PER CBC 2010 TABLE 2306.7) P 7/8" PORTLAND CEMENT PLASTER ON WOVEN WIRE OR EXPANDED METAL LATH NAILED AT EACH STUD, SILL AND PLATE @ 6" O/C MAX. wl No. 11 x V/" GALVANIZED NAILS WITH 7116' DIAMETER HEADS OR ATTACHED w/ No. 16 GAUGE STAPLES HAVING 7/8" LONG LEGS. ANCHOR w/ 5/8" DIAMETER x 10" LONG ANCHOR BOLTS 7" EMBED MIN (w/ 3" x 3" x ' 0.229" THICK PLATE WASHERS —SDC D ,BETWEEN NUT AND WOOD SILL) @ 48" O/C MAX 16" O.C. FRAMING (ALLOWABLE LOAD: 180 plf — PER 2010 CBC TABLE 2306.7 ) THE NEXT THREE (3) SHEAR WALL TYPES SHALL ALL HAVE THE FOLLOWING IDENTICAL STRUCTURAL I WOOD PANEL DIAPHRAGM: (WALL1 , 2 & 3 ONLY) 318" C -D EXPOSURE I APA PLYWOOD OR 3/8" ORIENTED STRAND BOARD APPLIi ED DIRECTLY TO THE STUDS, WITH THE LONG* DIMENSION OF FULL PANELS LAID PARALLEL OR PERPENDICULAR TO THE LENGTH OF THE STUDS, ALL EDGES OF EACH PANEL SUPPORTED ON STUDS, SILLS, PLATES OR BLOCKING AND NAILED AND ANCHORED AS FOLLOWS: 1 D8d COMMON NAILS @ 6" OIC AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12" O/C AT ALL FIELDS. ANCHOR WITH 5/8" DIAMETER BY 12" LONG ANCHOR BOLTS AT 48" O/C. (ALLOWABLE LOAD: 280 Of — PER 2010 CBC TABLE 2306.3) CONSTRUCTION NOTE(S) 1 & 2 APPLY (NOTES 3, 4 AND 6 APPLY ONLY WHEN DIAPHRAGM AT BOTH SIDES OF) 2 D8d COMMON NAILS @ 4" O/C AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12" O/C AT } ALL FIELDS. ANCHOR WITH 5/8" DIAMETER BY 12" ANCHOR BOLTS AT 32" OIC. (CALCULATE TO MAXIMUM OF 349 pif — PER 2010 CBC TABLE 2306.3) STUDS @16"0.0 CONSTRUCTION NOTE(S) 1 & 2 APPLY (NOTES 3, 4, 5 AND 6 APPLY WHEN DIAPHRAGM ` AT BOTH SIDES) 3 D8d COMMON NAILS @ 30 01C AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12" O/C AT ALL FIELDS. ANCHOR WITH 3/4" DIAMETER BY 12" LONG ANCHOR BOLTS AT 32" O/C. (ALLOWABLE LOAD: 550 Of — PER 2010 CBC TABLE 2306.3) CONSTRUCTION NOTE(S) 1, 2, 3 & 6 APPLY (NOTES 4 & 5 APPLY WHEN DIAPHRAGM AT BOTH SIDES) NOTE VALUES ARE APPLICABLE TO DOUGLAS FIR LARCH FRAMING @ 16" O.C. STRUCTURAL CALCULATIONS r 4 C*15/32" STRUCT. I APA PLYWOOD OR 15/32" ORIENTED STRAND BOARD (OSB) APPLIED DIRECTLY TO THE STUDS, WITH THE LONG DIMENSION OF FULL PANELS. PARALLEL OR i PERPENDICULAR TO THE LENGTH OF THE STUDS, ALL EDGES SUPPORTED ON STUDS, SILLS, s PLATES OR BLOCKING AND NAILED AND ANCHORED AS FOLLOWS: 8d COMMON NAILS @ 21, ,. O/C AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12" O/C AT ALL FIELDS. ANCHOR WITH DIAMETER ANCHOR BOLTS AT 16" OIC. —STATE EMBEDDED DISTANCE 7" MIN (ALLOWABLE LOAD: 730 plf — PER 2010 CBC TABLE 2306.3) * CONSTRUCTION NOTE(S) l,'2, 3, & 6 APPLY (4 AND 5 APPLY WHEN DIAPHRAGM AT ti BOTH SIDES) ' CONSTRUCTION NOTES: 1 3" x 3" x 0.229" PLATE.WASHERS SHALL BE PROVIDED BETWEEN ALL ANCHOR BOLT NUTS AND THE WOOD SILL. 2 SEE ANCHOR BOLT CALCULATIONS FOLLOWING THESE NOTES IN THE CALCULATIONS. 3 EDGE NAILING AT ABUTTING PANEL EDGES FOR WALLS LOADED IN EXCESS OF 350 plf SHALL BE APPLIED TO 3x OR WIDER STUDS. 4 APPLYING EQUAL THICKNESS STRUCTURAL WOOD PANELS TO BOTH STUD FACES OF A SHEAR WALL AND WITH MATCHING NAILING FOR BOTH SIDES SHALL PROVIDE DOUBLE THE LOAD CAPACITY OF WALLS HAVING THE SAME PANELS AND NAILING APPLIED TO ONLY ONE FACE. 5 STRUCTURAL WOOD PANEL SHEAR WALLS WITH PANELS APPLIED TO BOTH FACES AND WITH EDGE NAILING LESS THAN 6" O/C SHALL HAVE ABUTTING PANEL EDGES FOR ONE SIDE OFFSET ONE STUD SPACE FROM THE OTHER SIDE (NOTE No. 3 ALSO APPLIES) 6 ALL SHEAR WALLS HAVING A LOAD CARRYING CAPACITY IN EXCESS OF 350 pif SHALL BE PROVIDED WITH 3x P.T.D.F. SILL PLATES AND 12" LONG ANCHOR BOLTS OF THE DIAMETER PROSCRIBED FOR THAT WALL CONSTRUCTION TYPE (ALL ANCHOR BOLTS SHALL BE SET 7" INTO CONCRETE) 7 WHERE THE CONTRACTOR DESIRES TO CONSTRUCT THE SLAB -ON -GRADE AND THE FOOTINGS AND FOUNDATION IN A TWO POUR SYSTEM, ALL ANCHOR BOLTS SHALL HAVE A MINIMUM LENGTH OF 14", SETTING THEM A MINIMUM OF 4" INTO THE TOP OF THE FOUNDATIONS BEFORE POURING THE SLAB. 8 ALL ANCHOR BOLTING, HOLDOWN BOLTS OR STRAPS AND OTHER FORMS OF CONCRETE INSERTS SHALL BE SECURELY HELD IN PLACE WITH JIGS OR OTHER SUCH DEVISES PRIOR TO REQUESTING FOUNDATION INSPECTION, DURING INSPECTION AND DURING ACTUAL POURING OF CONCRETE. 9 ALL ANCHOR BOLTS AND HOLDOWN BOLTS SHALL BE BROUGHT PLUMB PRIOR TO THE CONCRETE HARDENING. MECHANICAL STRAIGHTENING OF BOLTS AFTER THE CONCRETE HAS HARDENED THAT RESULTS IN SLAB EDGE BREAKING SHALL RESULT IN REJECTION OF A PORTION OF THE SLAB AND FOUNDATION BY THE ARCHITECT OR STRUCTURAL DESIGNER OF RECORD AS HE DEEMS NECESSARY, ITS REMOVAL AND REPOURING OF THAT PORTION OF THE CONCRETE. 10 HOLDOWN STRAP HOOKS SHALL BE STABLIZED DURING THE CONCRETE POUR IN ORDER TO ENSURE THEY REMAIN AT THE MANUFACTURER'S PROSCRIBED ANGLE OF INSERTION. 11 ATTACHMENT OF A 3x SILLPLATE TO FLOOR FRAMING BELOW SHALL BE MADE WITH THE USE OF SIMPSON SDS''Ya6 WOOD SCREWS AT 3" o/c. 12 ATTACHMENT OF A 2x SILL PLATE TO FLOOR FRAMING BELOW SHALL BE MADE WITH THE USE OF 16d @ SPACING INDICATED AT THE SHEAR WALL TABULATION. FOUNDATION r I SOIL PRESSURE = 1500 PSF - LOADING i ROOF= 35 E EXT. WALLS = 15 H-1 = 13 Ift I TYPICAL PERIMETER FOOTING AT 1 f STORY Tdb. Area (ft)= 18 LOADING: ROOF = 630 #1 WALL = 195 1#1 W = 825 #1 REQ'D WIDTH = . 0.55 FT / FT LENDTH _ _.._.- _........... _ 12" WIDE x 12" CONTIN PERIM FT, AND 2 # 4 BARS, CONTIN ti STRUCTURAL CALCULATIONS • STRUCTURAL CALCULATIONS COLUMN DESIGN k STEEL E Column = t } STRUCTURAL TUBING'.'. ' _ A36 FY= 36 KSI L1= 9.0 , FT SQUARE E=1 29000 KSI 4" X 4" 3/8" 790.4 # AREA 5.08 - n4 10.7 • __ ... —.— Sin3 5.35,.. 9.00 - f_ R= 1.25 , BASE SHEAR V= P Cs W 0.52 . I "10X16X19 I { TOTAL LOAD = 3040 # Y _ LATERAL LOAD - 1580.8 # ' CANTILEVER COLUMN - CONCENTRATED LOAD AT FREE END M max= PL 85363 # in r . k a max = PL13 1.070 in . 3E1 OK = 0.025 x L= 2.7 in ASCE Itable 12-12-1 allowable story' drift - 0.66 FY > M/S t 237601> I. 1595610K 1 . STRUCTURAL CALCULATIONS ........... ..... ................................ ............... ................. _........................ _............... _..._................................. .......................... _............. . DERIVE _._.....:.......................__._................_._.__..................._. -........................ I.......................:................. ASSUME = 2500 ....... ........... ........... _............ _............. ---....................... ......................... ._.... _................ _.................. ....... _... _....... GRADE BEAM .............. _.-._... ._ . ........_.__ _._............... _ _.......... PSI ICONC ....... ................. ........ ._...... ............... _..._.................... _...i..................__.._......................_.........._' .............. .€................ _._... _... ................ .__... _............ i —! - .............. - - -- - - - 3# 5 I TOP 8 BOTT DATAS: ......... FT Lsw 1 F 60 KSI _............_..__ .._.mm..... __........€.......... _._..... _........... _; ................... Lane 2 FT Fc= 2500 JPSI h= 36 " d= 33 IN .............B= OVERTURNIG 24 tIK AS= 0.93 int 3# 5 As min= 1.2096 int .......... __ ............................... _.._....._.................__._._..._..........._.._....>.............._._.._.__...t......_..._............. _._ _..............._.._. _. __....:...:.. ..-...._......--- ..._ MOMENT: !:RESISTING DEAD LOAD: P. ROOF+wALL+GR BEAM H= ti _".."_._._..__ E ' ........... p= _.._................_Mo= i 10 " 0.86 _._._..._.............._. 8.6 {klv:: _................_.......}................;..........__._..._............._ _ .........................._f..__......................._..._ _ _._.. ROOF= .........................._.._.. ._ WALL= ..... _......._.. _._.._............_ GR. BEAM= _ .......... ... 1350 ......340.1..... .._ ........... _ ................ __............. _.. 45001 _ _ P= - 6190:; Lb - .... . PU=0.9'p_..... __................... --.... .............. ._._.._..._.......................... ..._....... _.............. PU= 5571; Lb MU= 1.4'Mo MU=l 12.04 fKIP FT. i......_..._I... .......................... ................_..............tt..................._...I. RESISTING MOMENT: ; ..... f_.... --- . _. ._ ..........._... -....... .._.._---- ...... ....... ._............ _............i.. ' "- ' ..... "MO- ....................... --............ 8.6 ........ tiv'r`i".. .............. ................... - ........ - _.................................. - - ...._..._...— - -- .......... Mr-0.9'P`U2 _""......._.. _._......_s__.. OVERTURNING STABILITY RATION _ .".."..."_. _ ; Mr- 13.928 > f SOIL BEARING PRESSURE: ..................................................................................................._:.................................................... M0= 8.6000 -OK ......... - 1.61951:1 .............. OK 1.5:1 d......... e=Mo/P eo=U2 1.38934 FT _.._ .................:...................:.max= 2•P / 3'B'eo 1.11066!Fi qmax= 1857.750 < PSF ALLOWABLE BEARING PRESSURE 2000 PSF f 'FACTORED EARTH PRESSURE:; .............. ..................................................................................... :.............. eu=MU/P 2.16119 ft .... qu max= jeuo=U2-e0.33umax= 2'p / 3'8'10 5480.979 ................... .... .......... psf ............... qui= qu max- ................. ....:........................._.......................................:..3... (qu max) (lane) .......................i............._ ...e....u....o..........; qu_p= -5303.845 ;psf ........ i.......... Mu= ............_........................._.._.................... U.........*..LarM 2._+...(qu gU >....t.....arm^2 ...................................... max- 2` - ......... .......... ................ .............. .............. .... _ Mu_....x.83561509.......__........ ................ ft ' I : I Vu= .............. :. ......... qu p + qu max "(Larm)'B 2 .................................,.............................. ......... .............. .............. Vu= 354.8 :Ib. ;REINFORCING STEEL: I "...."_... _ ............. 1................ ............................................ ........................ ................i_ ............................ .._................................... .......... .......... AS= 0.93 a= AS FY 1.1 in ............................_....................._......_..i..................._._.. i F'C'B j ............. ........................... _.............................................................. Mn-_ 0.9•As'Fy(d-a/2) ; _.._...........................................- Mn -_ 135.8156 kip ft . ............... ..............._.__............ . I _.................._...--_._._.............._i._._.._........_: > x.84 kip ft OK Vc- 0.85.2•B'd 2500 - : _ - ..__.__.................... E ........__....-..................._. Vc= 67.32 kips _ _..........._... -- > 0.3543 kip =0K _ - - ......._.. ...- - .._....__...__._...... f PROVIDE 24 IN WIIDE X 36 IN DEEP WITH 3# 5 ;TOP AND BOTTOM CONT. _L._...._................[...---_........._.__............. 1._-1 ............ _._._ _(_... ......L. L...._.....:_...1 _.1_."._.__......_.......__-.........._ ... ., vo r STRUCTURAL CALCULATIONS k fi- - `` t ,;,•' 4 Ole t WELDED -CONNECTIONS WELDED -E70XX ELECTRODE-.' qw = 0.707 DW (i - (.....0.30) FEXX _- DW. x0.13 1/8" FEXX = 70.00 KIP - t'< tL=j 4.f00IIN , = qw - 1,855875 KIP., t - TOTAL LOAD = 4, x7423.50 k: -f WELDED CONNECTIONS , ` WELDED -E70XX ELECTRODE. IMPRIAL.TRUS, Nd; CITY OF LA QUINTA LUMBIRCOM. - BUILDING: & SAFETY DEPT. .* APPROVED -FOR CONSTRUCTION a Cu n n.ynMon. =R-- m od.I F Ad-d ilio ; , ;k,< Tr,. -775 Medalist Drove,' ?' ;\ r _ La Quinta, CA 92253 - - , • .• r . .f f=4fr>r; a S C.t Design gine ring - _ ~ •, , ' r ,. ..> A:.k ' ' /f' _ Wa 3 ► -,+. y ,.<<e a \rs = ,< - t• .l .: j t "zNa; , - ` ' i, / 3 , i °FY t `ns• a l0 O re' i - :-/J . // z'cir r "fes` •.r ,Gt i ' j 1 \ • ,` r . .s 1 /„rt j} • ' i . • .' .(Ci 5'. _ r / `_ s / • rw =-'.r ' lS , \ J .rar !'1` ii 1 V~'+V J 2 lci; ' ""y '” y a'? .r %%% r. ( Y%v. ` ✓,i:tP` ri` f rr• ti.« -' -`'`.-`- - ✓ sl C•.< f. "• ' ,_, / f e " ,, ;, rr ` e. ` ,_• 4r FN 7 rt - _ "" ..: '` SGC '4 ~• ! '• ,AtGF 4Wn. l;+y, J ♦ //A,- -•r'r , r ,c' „• 1 +? t ? ' •' Y { • i L.al= •' - RE" + ','/: • .e ' _ • ` M2 .r ' _`, .. `yrrfa i * ,r eft. . = 1t@: ,, 'A ` ' • - - _ - j • i/ r.' r.2 1- 1 r,T. r.a = 1+`ftf '.7 1. ; '%- - .. NOV 014 ^Y-r ^ ` I ; ... Y - •' ✓ y lr •1, rLJ r J• .t f rr , r r i+-` ' lc ,. Q INT - ' , `'T , •1:; ,, - •' , VELOPME _ j ..,. ELEL ._ -, ; ' ! -': , E • ; _' _ i ., , Truss Calculations t. • , . Job W ITL-141123PD. , 2e '-72 © Copyright CompuTrus Inc. 2006 BUILDER:- - - ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS Edward A. Cunnin ton -Contreras Desi 11/24/14 PLACEMENT ONLY.REFERCALCULATIONS TO 9 9 TRUSS CALCULATIONS AND PROJECT TITLE: ENGINEERED STRUCTURAL - .. , f REVISION -1:, DRAWINGS FOR ALL FURTHER i i 7T L -14'i 1 23PD . INFORMATION. BUILDING DESIGNER/ENGINEER OF RECORD 2: j PLAN: RESPONSIBLE FOR ALL NON -TRUSS IMPE'RIAL'T1 ` , .LUMBER CO• DRAWN BY. REVISION - TO TRUSS CONNECTIONS. BUILDING 7 /A CHECKED BY: DESIGNERIENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL DELIVERY LOCATION: SCALE: REVISION -3: DESIGNS PRIOR TO CONSTRUCTION. NTS All designs are property of Imperial Truss and Lumber Co.. All designs are null and void if not fabricated by Imperial Truss and Lumber Co.. Ln may: • ` > ' C C J , - P 4:_ r • G p OJ .J O7 N p o^ o„ °' O (P Co,000 TP "00 70 "o d : o. o y.°' 7N 0 G 0 oN (>o d o^ . - D O o n ' G '4P r'7 Q O .... Ut' Z(D ID O —I N 0 ' r QN to UI rp.... D ro , R) rroo , F),) O < G) I, rD rD 1< < r r- ro M ro . . -h -1.7 Q N r O O D. F QI n.. O Qj 2e '-72 © Copyright CompuTrus Inc. 2006 BUILDER:- - - ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS Edward A. Cunnin ton -Contreras Desi 11/24/14 PLACEMENT ONLY.REFERCALCULATIONS TO 9 9 TRUSS CALCULATIONS AND PROJECT TITLE: ENGINEERED STRUCTURAL - .. , f REVISION -1:, DRAWINGS FOR ALL FURTHER i i 7T L -14'i 1 23PD . INFORMATION. BUILDING DESIGNER/ENGINEER OF RECORD 2: j PLAN: RESPONSIBLE FOR ALL NON -TRUSS IMPE'RIAL'T1 ` , .LUMBER CO• DRAWN BY. REVISION - TO TRUSS CONNECTIONS. BUILDING 7 /A CHECKED BY: DESIGNERIENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL DELIVERY LOCATION: SCALE: REVISION -3: DESIGNS PRIOR TO CONSTRUCTION. NTS All designs are property of Imperial Truss and Lumber Co.. All designs are null and void if not fabricated by Imperial Truss and Lumber Co.. Ln 2e '-72 © Copyright CompuTrus Inc. 2006 BUILDER:- - - ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS Edward A. Cunnin ton -Contreras Desi 11/24/14 PLACEMENT ONLY.REFERCALCULATIONS TO 9 9 TRUSS CALCULATIONS AND PROJECT TITLE: ENGINEERED STRUCTURAL - .. , f REVISION -1:, DRAWINGS FOR ALL FURTHER i i 7T L -14'i 1 23PD . INFORMATION. BUILDING DESIGNER/ENGINEER OF RECORD 2: j PLAN: RESPONSIBLE FOR ALL NON -TRUSS IMPE'RIAL'T1 ` , .LUMBER CO• DRAWN BY. REVISION - TO TRUSS CONNECTIONS. BUILDING 7 /A CHECKED BY: DESIGNERIENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL DELIVERY LOCATION: SCALE: REVISION -3: DESIGNS PRIOR TO CONSTRUCTION. NTS All designs are property of Imperial Truss and Lumber Co.. All designs are null and void if not fabricated by Imperial Truss and Lumber Co.. II IIIIIIIIII This design prepared from computer input by IMPERIAL TRUSS AND LUMBER LUMBER SPECIFICATIONS TRUSS SPAN .201- 1.0" - . : - Design conforms.to,main windforce-resisting' - TC:' 2x4 .OF #2..' - -. .LOAD DURATION INCREASE = 1.25. . . system and.components and cladding criteria.. '. 'BC: 2x4 OF #2 - ,. - SPACED 24.0" D.C. - • . WEBS: 2x4' DF STAND;;' ,' •;' •: - '• ..; .. '. •Wind: 110 mph, .h=15ft, TCDL=8,:4,BCDL=3'.0, ASCE 7-10,' 2x8 DF ,#2. A .. .. - .. LOADING .. .. .. (Al1Heights),'Enclosed,Cat.2,. Exp.C,MWFRS(Dir),• - LL( 20.0.)+DL( 14.0).ON TOP CHORD ='. 34.0 PSF : load duration factor=1.6, TC LATERAL SUPPORT<= 12"OC. UON. 'DL ON BOTTOM CHORD = 5,0 PSF - Truss designed for wind -loads BC LATERAL SUPPORT <= 12"OC.-U09.-. ' ' TOTAL LOAD _' •39.0 PSF •, - in the plane of the truss only:'' LETINSl 3-00-00'.'3-00-00'LIMITED STORAGE DOES NOT'APPLY DUE TO THE SPATIAL ',' ','"' " Note:Truss design requires continuous . REQUIREMENTS OF.CBC.2013 NOT BEING MET.. '. bearing wall for entire span UON. Staple or equal at non-structural , Vertical members (ll01f). BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP - .. AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY'. 10-00-08 10700-08.. . 2-10-10 2-03-06 •4-10-08• 4-10-08 2-03-06 2-10-10 12 12 3.00 v a 3.00' . M -4x6 .' ,. 4 M -3x6 3 2.9" M -3x6 5 o o t 'M -3x4 t A M -3x4 I 7 o A + _ _ LJ .. 1 g 9 - 0.25" M -1.5x4 10 M -1.5x4 M -5x8(5) M -6x10 L M -6x10 L 10-00-08, 10-00-08 20-01 JOB NAME:Edward.A. Cunnington-Contreras'Design - Al - Scale: 0.4318• .. .. FES WARNINGS: GENERAL NOTES,, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes -1: This design is based only upon the parameters shown and is for an individualTruss: Al and Warnings before construction commences. building component. Applicability ofdesign parameters and proper - 2. 2x4 compression web bracing must be installed where shown +, I Incorporation of component Is the responsibility of the building designer.. C' BY : MJ 3. Additional temporary bracing to Insure stability during construction 2• Design assumes the top and bottom chords to be laterally braced at 2'o .c. and at 10' o.c. respectively unless braced throughout their length by _ .DES. DATE: 11/24/2014 Is the responsibility of the erector. Additional permanent bracing of +, continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). me overall structure is the building - - ' lJJ C 6664 m ' responsibility of the designer: 3. 2x Impact bridging or lateral bracing required where shown ++• - rn -SEQ.: 6124222 4. No load should be applied to any component until after all bracing and 4. Installatbn of truss Is the responsibility ofthe respective contractor. fasteners time loads than s: Design assumes trusses are to be used In a noncorrosive environment. - TRANS I D : 4 13 0 % 8 are complete and at no should any greater design loads be applied to any component. .. . . and are for "dry condition' of use.. 5. CompuTrus has no control over and assumes no responsibility for the 8: Design assumes full bearing at all supports shown. Shim or wedge if EXP. 09/30/2016 - fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage 5 provided. 6. This design Is furnished subject to the limitations set forth by 8. Plates be located both faces truss, tiyJ, C1V1` . P ' I shall on of and placed so their center TPW4rCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. '9 I II III I IIIII IIIII III I /III /III /III Inches. o. ,IIIIII MiTek USA, Ino./CompuTrus Software 7.6.6(1 L) -E For basic connector plate a design values see ESR -1311, ESR -1988 (MTeld III IIIIIIIII This designprepared from' computer input by . .. .. .. .. .. _ .. .. . IMPERIAL TRUSS AND LUMBER • • LUMBER. SPECIFICATIONS.TRUSS SPAN 20'- 1.0° : : .. .. . CBC2013/IBC2012 MAX MEMBER FORCES -4W*/GDF/Cq=1:00: TC:.' 2x4 DF #2 .'. •. ..• .LOAD DURATION.INCREASE =1.25 .. . .'. ... 1- 2=( O)'. 87 1- 8=(-97) 1285 1- 2=(-1537) 117 BC: 2x4 DF #2 SPACED 24.0" D.C..' 2= 3=(-1382) 135 8- 9=(-99)'1284',8- 3=(.' . 0) 139. ..' WEBS:2x4 DF STAND;..... _ ..• :. .....:• -....,' ...:. .... l "3-4=(-1197)'135-:- 9-10=(-99)•1284 3- 9=( -172) 48 2x8 DF #2-A' -LOADING 4'- 5=(-1197) 135 10-7=(-97) 1285 9-.4=( -1) 246 •' ' :'• L1:( 20:0)+DL( 14.0):ON TOP CHORD = 34.0 PSP 5= 6=(-1382) 135 9-.5=(.-172) 48. TC LATERAL SUPPORT <= 12"OC. UON. - - 'DL ON 'BOTTOM CHORD = '5.0 PSF -'6- 7=( 0) 87 5-10=(- 0).139 - ' BC LATERAL SUPPORT <= 12"0C.• UON. ' ' .' TOTAL LOAD =' 39.0 PSF, 'i' ' ' ' ' ' .6= 7=(71537) 117 ' LETINS: 3-00-00, '3-00-00 ." - .'•'LIMITED STORAGE DOES NOT APPLY DUE TO THE:SPATIAL ,' '.'' BEARING .' MAX VERT MAX.HORZ: BRG REQUIRED,BRG.AREA ..,.•. . REQUIREMENTS OF.CBC'2013'NOT BEING.MET.:-- .. 'LOCATIONS ..REACTIONS REACTIONS'.. SIZE SQ.IN..•'(SPECIES) 0'-: 0.0"' -26/ '.783V. -25/ 25H 5.50"..1:25 DF ( 625) BOTTOM CHORD CHECXED.FOR 1OPSF LIVE LOAD. TOP- •20+- .1.0" -26/...783V 0/.. OH, 5.50',. 1.25, •DF.( -,625) • AND BOTTOM CHORD LIVE. LOADS ACT NON -CONCURRENTLY. - -- ERTICAL DEFLECTION LIMITS: LL -L/360, TL --'L/240 'MAX LL.DEFL ='-0.089" @' 10'- 0.5" Allowed = 0.639" MAX = d=. TL CREEP.DEFL '-0.266" @ 10'- 0.5" Allowed 0.958" • - RECOMMENDED CAMBER (BASED ON DL DEFL) '0.179" MAX.HORIZ. LL DEFL. 0.018" @ .19' 7.5" „=, ._, MAX HORIZ. TL DEFL - 0. 035° @ 19' % 7.5".• '• .- Design conforms to.main windforce-resisting , system and components and cladding criteria.' • _• Wind: 110 mp4,•h=15ft, TCDL=8.4,BCDL=3.0,,ASCE 7-10, . •. . ;-, .(All Heights),. Enclosed',.Cat.2 Exp.C' MWPRS(Dir), 'load duration factor=1.6,. 10-00-08 10-00-08 Tiuss•designed far wind loads' in the plane of the truss only. 2-10-10 2-03-06' 4-10-08 :4-10-08 ' 2-03-06 2-10-10 12 12 3.00 v M -4x6 v 3.80. M -3x4 M -3x4 3 s 2.9" M -3x4 M -3x9 , 10 7 M -4x10 0 M-1 .5x4 :25" M -1.5x4 M -4x10 M-5x8(S).. . 540-04. .. 5=00-09'' 5-00.-04 5-00-04 .. 20-01 .. S JOB'NAME: Edward A. Cunnington-Contreras Design - A2 • Scale: 0.3228. - FES • WARNINGS: - - -GENERAL NOTES, unless otherwise noted: - •' - 1: Builder and erectlodcomractor should be advised of all General Notes 1: This design is based only upon the parameters shown and is for an individual - ` N,q 'Truss: A2 " and Wamings before oonstmcilon commences. building component. Applicability of design and -' - parameters proper 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. be laterally braced rn 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and venomless i ^%p 2 DES . BY :. MJ c braced roup To .c. errs at 101 respectively unless braced fhrougnd/o their length ). th the responsibility of the erector. Additional permanent bracing o, .. continuous sheathing such as plywood Orywall(BC). - C C CC AA C V V 864 - .DATE :. 11/24/2014 the overall structure is the responsibility of the building designer: 3. 2x Impact bridging or lateral bracing required where shown s + . aired here s own rn -SEQ. 6124223 4. No load should be applied to any component until after all bracing and 4. Installation df truss is the responsibility of the respective contractor.- S. Design trusses are to be in a fasteners are complete.and at no time should any loads greater then assumes used noncorrosive environment. "dry EXP. 09/30I201 B TRANS ID: 413 O % H • design loads be applied to any component. . and are for condition" of use.. 5. CompuTrus has no control over and assumes no iesponsibithy for the 8: Design assumes full bearing at all supports shown. Shim or wedge if `' y ` - - - fabrication, handling,, shipment and installation of components. necessary' - 7. Design assumes adequate drainage is provided. 6. This design B furnished subject to the limitations set forth DY 8. Plates be located both faces truss, 24T- 1 S C1V1` ! shall on of and placed so their center TPUWfCA in BCSI, - lines II I VIII I III I I III I I III VIII IIII IIII copies of which will be famished upon request coincide with joint center lines. s. Digits indicateo nide size th of plate in inures. '. q,c OF. CAL F . .. MiTek USA, InCJCompuTrus Software 7.6.6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1888 (MTep IIIH II I II IIII This design prepared from computer input by ... - IMPERIAL TRUSS AND LUMBER LUMBER' SPECIFICATIONS : - TRUSS SPAN, 15'-' 9.0" .CBC2013/IBC2012 MAX. MEMBER FORCES '4W /GDP/Cq=1.00. TC: 2x4 DF #2... LOAD DURATION INCREASE =.1.25 .. .1-2=( -759) 19 6-7=(-15) 53 6-1=(-600) 36 4-5=(-1197) 0 . BC: 2x4 OF #2• SPACED'_24.0" O.C., .2-3=( -753) 26 7=8=(. 0) 999 1-7=( 0) 693 WEBS: 2x4 DF STAND;. , 3=9=(71076) 108-5='( 0) 1002 7-2=( -1) 114•; 2x8 DF.#2.A' ;. LOADING 4-5'-( 0).68 7-3=(-332) P3 LL( 20.0)+DL( 14.0) ON TOP CHORD = ':34.0 PSF 3-8=( ,0) 158 TC LATERAL SUPPORT <= 12"OC. UON. DL' ON BOTTOM CHORD = 7.0 PSP -' BC LATERAL SUPPORT <= 12"OC.-UON. TOTAL LOAD =. 41.0 PSF ,. ' " ' BEARING" MAX VERT MAX HORZ BRG " 'REQUIRED-BRG.AREA .. ..' •.. .. .. ,' LOCATIONS REACTIONS .- REACTIONS, SIZE SQ.IN. (SPECIES) LETINS:'. 0-00-00 "3-00-00 LIMITED STORAGE DOES NOT APPLY'DUE TO THE SPATIAL, 0'- 0.0".' 0/ .632V- -45/ 189 5.50" 101 OF ( 625) 'REQUIREMENTS OF CBC 2013 NOT BEING MET. -. .. 15'-:.9.0".. - . 0/ 659V 0/' .OH 5.50" 1.05 DF.( 625) • .. BOTTOM CHORD CHECXED-FOR lOPSF LIVE LOAD.. TOP. _ '-.VERTICAL DEFLECTION.LIMITS: LL=L/360, TL=L/240.+.. • - AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY,'- MAX LL DEFL = -0.042" @ 101- .7.2" Allowed = 0.494" .'MAX TL CREEP DEFL = -0.141" @ 10'- 7,2" Allowed = 0.742": ,'. .•• .. - .'.. .•. .. . , .. END DEFL)--' 09 RECOMM SD CAMBER (BASED ON DL L)- 0. 9" - . MAX HORIZ. LL DEFL =' 0.007" @ 151- :3.5"' .. .. -.. .. ..... MAX HORIZ..TL DEFL = 0.014" @' 151- 3.5° Design'conforms to main windforce-resisting 5=08-08 10-0048 system'and'components and•cladding'criteiia:• Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=4.2, ASCE 7-10;. _ 5-08-08 4-08-15 2-04-15 ''2-10-10 (All Heights), Enclosed, I Cat.2, Exp. B, MWPRB(Dir)., , load duration factor=1.6, i2 12 Truss designed for wind loads 3.00 v x.3.00 in the plane of•the truss only. r .•I IM-4X4' 29.0" M73x4.. ; M-3x4 3 _ M-3x4 ; ' q - N n LEI A. t M-1. 5x4 M-3x8 - M-1.5x4 - .. M-4x10 5-08-08 4-10-11 5-01-13 15-09, JOB NAME: Edward A. Cunnington-Contreras Design - A3 -- Scale: 0.3882. FES - WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1: This design is based only upon the paremeters shown and is for an individual A Truss : ' M and Warnings before'construction commences. building component. Applicability of design parameters and proper ' . 2. 2x4 compression web bracing must be Installed where shown +, incorporation of component is the responsibility of the building designer. ' DES. BY: MJ - • 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at T o.c. and at 101 o.c. respectively unless braced throughout their len88tth b is the responsibility of the erector. Additional permanent bracing of and/or Y 2 m DATE: 11/24/2014 continuous sheathing such as plywood sheathing(TC) drywall(BC) the overall structure is the responsibility of the building designer. 3. 2x Impact bridging lateral bracing ++LU C 66864 rn or required where shown 4. No load :: 6124224 should be applied to any component until after all bracing and • 4. Installation of truss is the responsibility of the respective contractor.-$EQ fasteners are complete and at time loads than s. Design assumes trusses are to be used In a noncorrosive environment, IRAN$ I D : '413078 no should any greater design loads be applied to any component. and are for "dry condition' of use. S. Design full bearing Shim EXP. 09/30/2016 s. CompuTres has no control over and assumes no responsibility for the assumes at all supports shown. or wedge d necessary. ' _ fabrication, handling, rmgshipmeM and Installation of components. 7. Design assumes adequate drainage E provided. • 6. This design is furnished subject to the limitations set forth by 8. Plates be located both faces truss. their - CIViV shall on of and placed so center TPWVECA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. '9 O \ illllll1111111111111111111111111111111 9. Digits Indicate size of plate in inches. F. \F. CAL ' MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTeY) ' IIII II I II /III -M -This design prepared from computer input by ' .. IMPERIAL TRUSS AND LUMBER LUMBER: SPECIFICATIONS TRUSS SPAN: 15:-'. 9.0" COND. 2: 2000.00 LBS. SEISMIC LOAD. ' TC: '. 2x4 .OF #2 .' LOAD. DURATION INCREASE = .1.25 ..'. .. _ ... . BC: 2x4 OF #2 SPACED 24.0" D.C.- Design conforms. to main windforce-resisting STAND;. .... .. - :. system and components and cladding br..iteria.WEBS:2x4DF .•.. .2x8 DF .#2. A .. .. .-. .. - LOADING - • - Sft,.TCDL=8. -. .. -wind: 110 mph, h-1 4,BCDL= 4.2, ASCE ' 7-10 TC LATERAL SUPPORT <= 12 -OC. UON'-. _ LL( 20A)+DL( 14.0) ON TOP CHORD = 34.0 PSF OL ON BOTTOM CHORD = 7A'PSF .• (All Heights), Enclosed, Cat.2, Exp'.B, MWFRS(Dir), BC LATERAL SUPPORT <= 12"OC. UON'. TOTAL LOAD =, 41'.0 PSF - load -duration factor=l.6, ,. Truss designed for wind loads LETINS: 0-00-00 •3-00-00 .' ', LIMITED STORAGE DOES NOT APPLY'DUE TO THE SPATIAL '• `r' in theplane of the truss only. Staple or, equal at non-structural : REQUIREMENTS OF CBC 2013NOTBEING.MET,:- Note -Truss design requires continuous vertical members loon). ..BOTTOM CHORD CHECKED FOR 16PSF LIVE LOAD. TOP bearing wall for entire span UON. - AND BOTTOM ,CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-.08-08. lb -00-08 . 5-08-08 4-08-15 .` 2-04-15 2-10-10 12. 12 .3.00'v a 3.00 M -4x6 4 0" M -3x4 I. - 6 M 3x 2.9" 3 .. M -3x4 4 o 5 : o • A .: : - 6 8 M -3x8 M -1.5x4 .. .. M -6x10 . M -1.5x4 5708-08 10-00-08... 15-09 . ' JOB'NAME: Edward A. Cunnington-Contreras'Design - A4 '. Scale: 0.4632-- FES : • - WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1: This design is based only upon the parameters shown and is for in individual AA Q •Y,Q : Truss : A4 arta Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. . Incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to Insure stability during construcaon _ 2. Design assumes the top and bottom chords to be laterally braced at , DES. BY: MJ - '11/24/2014 2' o.c. and of 10' o.c. respectively unless braced throughout their length by is the responsibility of the erector. Additional permanent Dretlrg of continuous sheathingsuch as plywood sheathin pyw g(fCs - - C 66864 DATE : ' ow/drdrywati(BC,. Ne overall structure Ls the responsibility of lire Duildirrg designer: 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all Drectng,and 4. Installation of truss is the responsibility of the respective contractor. fasteners time loads s: Design assumes trusses ere to be used Ina noncorrosive.envimnment, TINS I D': 4 1 3 0 7 $ ani complete and at no should any greater then - design loads be applied to any component. and are for.'dry condition' of use. 5. CompuTrus has no control over end assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim orwedge h EXP, 09/30/2016' ` , /. 'w ', I . necessary. 1 1 !f•1C• ^T fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage a provided 6. This design is furnished subject to the limitations set forth by 8. Plates be located Doth faces truss, their tj1J, CIVI` P shall on of end placed so center ii TPUWfCA in SCSI, copies of which will be famished upon request. lines coincide with joint center lines.q e VIII VIII VIII III I I I I III VIII /III /III ' 8. Digits indicate size of piste in Inches. CF CAL``O ` MiTek USA, Mc.fCompuTrus Software 7.6.6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) = T:---d(A► TY :A01- REPOCD RT PL -ANT NAMEF fi PLANT LOCATKM ! i _ 00 PUtNT MANAGER Q• l •4 i. N TIME-OUT: INSPEC1iON: PLANT QC 5 5 • m +p __ •1'h.-.-- _ 'T'v,?<aP..:.' . ..,.' `- Y> w•Y . =.:*Ni.:`N!:`C---. k c•. :2.x::. .} ,at i j. !"'2- . •.r n.; - '.''.. ' .-.t7J T: `i:.':s .. .•. i'='[i :. .:' . • c"a„-. 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' [ss5nais f 9t s }'{ S IC'S s>3 xi'Ni / M11 , ON NOTICE■ SUSPENDED/i -- PLANT -WHITE - OFFICE-CWMW INSPECTOR-WNK SUPERVISOR -BLUE 1 IdC.-EES Evaluation Report E -SR -198V Reissued December 1, 2010 This report is subject to renewal in two years. wwv%,Jcc-es.orq 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council' DIVISION: 06 00 00 -WOOD, PLASTICS AND COMPOSITES Section: 06 17 53 -Shop -Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 (314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: TL18, MT18, MT18HSTM, M18SHSTM, TL20 and MT20 1.0 EVALUATION SCOPE Compliance with the following codes: a 2009 Intemational Building Code (2009 IBC) ■ 2009 International Residential Code (2009 IRC) ■ 2006 international Building Code (2006 IBC) a 2006 International Residential Code (2006 IRC) a 1997 Uniform Building Code TM (UBC) Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood -frame trusses. 3.0 DESCRIPTION 3.1 MiTek6TL18 and MT18: Models TI -18 and MT18 metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 inch total thickness (1.18 mm)], ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0456 inch (1.16 mm). The plates have teeth 3/6 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth.per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25'inch (6.35 mm). There are eight teeth per square inch (645 mmZ) of surface area. Plates are available in 1/2 -inch ( 12.7 mm) width increments, up to 12 inches (304.8 mm), and lengthwise in 1=inch (25.4 mm) multiples. See Figure 1 for details. 3.2 MiTek® MT18HSTM: Model MT 18HS' metal truss connector plates are manufactured from minimum No. 18 gage 10.0466 inch total thickness .(1.18 mm)], ASTM A 653, Grade 60, high-strength, low -alloy steel (HSLAS) with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0456 inch (1.16 mm). The plate has teeth 31e inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25. inch (6.35 mm). There are eight teeth per square inch (645 mm) of surface area. Plates are available in 1/2 -inch (12.7 mm) width increments, up to 12 inches (304.8 mm), and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 for details. 3.3 MiTek®M18SHSTm: Model M18SHST"I metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 -inch (1.18 mm) total thickness], hot -dipped galvanized steel that meets the requirements of ASTM A 653 SS, Grade 80 steel, with a G60 galvanization, coating . [0.0005 inch thickness on each side (0.013 mm)) and having a base metal thickness of 0.0456 inch (1.16 mm). The plates have 3/g -inch -long (9.5 mm) teeth, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm 2) of surface area. Plates are available in 1/2 -inch -width (12.7 mm) increments, up to 12 inches (304.8 mm); and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 for details. 3.4 MiTek TL20 and MT201: Models TL20 and MT20TIA metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have teeth '/e inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the lenoth. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on 'Revised April 2011 TCC.ES Evolu0000 Reports are not it) be construed as representing aesthetics or am, other anrihmes not specificoll , addressed, nor are thev to he construed as on endorsement ofthe .subject of'Inc report or a recommendation fir its use. There is nn morronty by ICC Evaluation .Service. LLC, express or implied, as aq 1 P. I i 'L71.i to ony finding ar inner matter m this report, or os to any product covered by the report °cE' om°ns'• Pane 1 of 3 Copyright 8 2011 MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component'until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing (TC) and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown + +. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR-1988(MiTek). Design conforms to Main Windforce-Resisting FOR GABLE ENDS UNDER 6'-1• IN HEIGHT , , System also Components and Cladding criteria.. r Cam uTrus, Inc. , P "MINIMUM GABLE STUD GRADE - 2x4 STUD GRADE DOUG -FIR' Wind: '90 mph, h=30ft' max, ASCE 7-05, Enclosed, Cat.2, Exp -C, i 'Custom Software Engineering Manufacturing • ; gable end zone, load duration factor=1.6 s ... GABLE END- . - • .. _ - ".e •' s , M -2.5x4 - (2) 2x4 BRACE AT 16'-C" o.C. OR AT " - r [. w CENTERLINE. ATTACH WITH 16d C M•1 x3 Typical , ; CompuTrus, Inc. FRAMING DETAILS WHERE HIP TERMINATION Custom Software Engineering Manufacturing POINT DOES NOT MEET WITH COMMON TRUSS. RIDGE 'TER BLOCK oLU ' ON ENGINEERING ?F,O—SSI p, ,, FILE NO: CALIF HIP DETAIL DATE: 07/23/08 REF: 25,15-1 DES: SC, IBC 2009 / CBC 2010 SEQ: S151508 NO31/15 s L2 EN G%N Q Tly OF CAYO \ A•A L HIP TRUSS See Engineereing for Details * 2x4 LATERAL BRACING AS SPECIFIED ON ENGINEERING 2x4 Vertical at 4'-0° o.c. typical I CompuTrkis, Inc. Custom Software Engineering Manufacturing PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM '- . •-' ,. 'i_ - ' < CHORD UP TO 8'-0" AT HIP NO. 1 WITH CEILING LOAD OF 10psf - 44 r Hip No. 1 - - truss - 3-10d Pressureblockwith Pressure block with• 3-10d..- s` ' SIDE VIEW - E 4-16d nails 3-10d 3-10d '4-16d nails - r'i 4. end jack - Bottom chord of Hip 3-10d pressure block . - ' r 2'-0" oc typical No. 1 truss ' NOTE: Attach 2x4 Doug Fir pressure block to bottom chord of hip no. 1 with 4-16d nails. Bottom chords of end - joints are attached with 3-10d nails at each end of the pressure block. oQQOFESS/ONS -1,40. 0806 - EXP. 3131/15 ST Li ENGk Q y ' ATF OF CAUFO ` - ALTERNATE FRAMING DETAIL AROUND 30" ACCESS CompuTrus, Inc. Custom Software Engineering Manufacturing TYPICAL ROOF TRUSS LAYOUT Q OFESS/0 r 0806 EXP. 3/3't '15 ENG\ sTgTFOF CAl1F0¢/ l 24" L 24" L 24" j 24" 24" 1 24' L 24" L NOTE: REFER TO APPROPRIATE ENGINEERING DETAIL FOR TRUSS TYPES DESIGNED FOR OVERSPACING. ADJUSTED ROOF TRUSS LAYOUT single member common (net 24" o.c.) J 24" I 24" 1 21" 30" dear L 21" 1 24° L 24" J Se 10.A-A FILE NO: 30" ATTIC ACCESS DATE: 07/23/08 REF: 25-1 IBC 2009 / CBC 2010 SEQ: S5480563 Ladder Frame Between trusses with 2x4 at 48" o.c. Section A -A (bottom view) FILE NO: HIP OVERFRAMING DETAIL DATE: 07/01/09 REF: 25,15-1 IBC 2009 / CBC 2010 SEQ: 5482635 Q pFESSIp, , ,• P• 10 HS ` For Truss Details not shown see appropriate CompuTrus design. ` i Note: Flat over framing material to be equal or better in size and grade No. 2(n of Flat portion of structural member. i UWj No. 08066 EXP. 3/31115 4////3 ENG%\" sT FOF Clfk0f . CampuTrus, Jnr__ CustomSoftware Engineering Manufacturing LUMBER SPECIFICATIONS: 2X4 #2 DF -L CHORDS 2X4 STD. DF -L STUDS M -4x4 M -5x6 A FILE NO: SC GABLE END DATE: 07/01/09 REF: 25-1 IBC 2009 / CBC 2010 SEQ: 5482634 CUTOUT FOR 2x4 "OFF STUD" ADD-ON SAME SIZE AND --_ GRADE AS TOP CHORD - - _ WITH 16d NAILS AT 12" O.0 - - --- ADD ON SPLICE TO OCCUR AT PANEL POINTS WITH CLUSTERS 2 -16d NAILS OUTLOOKERS PER DETAIL (1/4" MAX. OVERSIZE CUT)' M -1x3 ONE SIDE AND (2) 14 GA 2" 2x4 CONST. DOUG. STAPLES ON OTHER SIDE FIR AT 32" O.C. MINIMUM GRADE CHORDS p AND STUDS 2'-0" r M -3x6 MIN. OE SAME SIZE AS ON TRUSS BALLOON FRAME BEARING WALL Ti SCISSOR BOTTOM CHORD I I I I BEARING CONNECTIONS ARE THE SOLE RESPONSIBILITY OF THE ENGINEER OF RECORD. DETAILS ON THIS PAGE ARE SUGGESTIONS ONLY ANDARE NOT INTENDED TO BE UTILIZED WITHOUT THE BUILDING ENGINEER'S APPROVAL. QRpFESS/O\ w m No. 0806 70 EXP. 3/31/15 4i///3 lq;e Lp ENG\XA P \rFOF CAS-\FG` SCISSOR G/ ENDFRAME 16d AT 24" 0. C. 2x4 BLOCK w/3 -16d EACH END 4 -16d 2x4 CONTINUOUS BACKING WITH 16d NAILS AT 24" O.C. TO WALL PLATE SECTION A l JANUARY 1, 2009 l SCAB APPLIED OVERHANGS' ST-REP13A- 0 ® MiTek USA, Inc. Page 1 of 1 TRUSS . 00 LOAD NG! 40-10-0=10 ' 0o n DURATION'FACTOR: 1.15` - SPACING: 24" O.C. LU H TOP CHORD: 2X4 OR 2x6 PITCH: 4/12 -12/12 MiTek USA, Inc. HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION.. NOTES: ' 1. ATTACH 2x_ SCAB (MINIMUM N0.2 GRADE SPF, HF, SYP, DF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148"DIA. 0") SPACED 6" O.C. + 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. z 2x SCAB . 24" MAX 24" MIN I - „ NOTE: TRUSS BUILT WITHOUT AN OVERHANG. .' THIS DETAIL IS NOT TO BE USED WHEN r ,. A OVERHANG HAS BEEN BROKEN OFF. • ' - ^. IMPORTANT ` This detail to be used only with trusses (spans less than 40') spaced .. 24" o.c. maximum and having pitches between 4/12 and 12/12 and total top chord loads not exceeding 50 psf. T Trusses not fitting these criteria should be examined individually. OFES$/ QR Ory - ,. Soo q F C REFER TO INDIVIDUAL TRUSS DESIGN' ' .0 FOR PLATE SIZES AND LUMBER GRADES CO V m 74486 , * EX 1-13 cr \P -I FEBRUARY 14, 20121 CONVENTIONAL' VALLEY FRAMING DETAIL I ST -VALLEY -1 - 00 MUD - o0 0 00 ua MiTek USA, Inc. RIDGE BOARD ( SEE NOTE #6 ) POST / CCC -11 YO MiTek USA, Inc. GABLE END, COMMON TRUSS OR GIRDER TRUSS TRUSS TYPICAL ( 24" O.C. ) GABLE END, COMMON TRUSS rL/11V OCka 1 IUIV TRUSS MUST BE SHEATHED GENERAL SPECIFICATIONS 1. WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO TOP CHORD OF SUPPORTING (BASE) TRUSSES. 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF THE (a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. NOTE: 48" O.C. MAXIMUM POST SPACING LIVE LOAD = 30 PSF (MAX) DEAD LOAD = 15 PSF (MAX) D.O.L. INC = 1.15 ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MWFRS) ASCE7-10 115 MPH (MWFRS) 4. INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d (3.5" X.131 ") NAILS 5. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48" O.C.. BEVEL BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH (4) 10d (3" X .131")NAILS. FASTEN POST TO ROOF SHEATHING WITH (3) 10d (3" X.131 -)TOE -NAILS. 6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24" O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d (3.5' X.131-) TOE=NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3) 16d (3.5" X.131-) TOE -NAILS. 7. SUPPORT THE VALLEY RAFTERS WITH 2 x4 POSTS 48" O.0 (OR LESS) ALONG EACH RAFTER. INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALLIGN POSTS WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (3" X.131") NAILS. FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH (2) 16d (3.5" X.131-) NAILS. 8. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN YELLOW PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR BE PRE -ASSEMBLED (2) PLY 2 x 4's FASTENED TOGETHER WITH 2 ROWS OF 10d NAILS 6" O.C.. QRpFESS/pN SOON o F2 v c G1y ,. 74486 m "' CIV! SOF CAL -13 n/* ----- I ------ ----------------- - ---------------- ----- ----- -- I II u u u u u I I' u , u n li it II u n n d 'i I I II II II II 11 I li II II , I II II I I f VALLEY RAFTERS II II II II I I POST ti (SEE NOTE #8) ' ( SEE NOTE #2) PLAN DRAWING POST / CCC -11 YO MiTek USA, Inc. GABLE END, COMMON TRUSS OR GIRDER TRUSS TRUSS TYPICAL ( 24" O.C. ) GABLE END, COMMON TRUSS rL/11V OCka 1 IUIV TRUSS MUST BE SHEATHED GENERAL SPECIFICATIONS 1. WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO TOP CHORD OF SUPPORTING (BASE) TRUSSES. 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF THE (a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. NOTE: 48" O.C. MAXIMUM POST SPACING LIVE LOAD = 30 PSF (MAX) DEAD LOAD = 15 PSF (MAX) D.O.L. INC = 1.15 ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MWFRS) ASCE7-10 115 MPH (MWFRS) 4. INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d (3.5" X.131 ") NAILS 5. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48" O.C.. BEVEL BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH (4) 10d (3" X .131")NAILS. FASTEN POST TO ROOF SHEATHING WITH (3) 10d (3" X.131 -)TOE -NAILS. 6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24" O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d (3.5' X.131-) TOE=NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3) 16d (3.5" X.131-) TOE -NAILS. 7. SUPPORT THE VALLEY RAFTERS WITH 2 x4 POSTS 48" O.0 (OR LESS) ALONG EACH RAFTER. INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALLIGN POSTS WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (3" X.131") NAILS. FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH (2) 16d (3.5" X.131-) NAILS. 8. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN YELLOW PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR BE PRE -ASSEMBLED (2) PLY 2 x 4's FASTENED TOGETHER WITH 2 ROWS OF 10d NAILS 6" O.C.. QRpFESS/pN SOON o F2 v c G1y ,. 74486 m "' CIV! SOF CAL -13 n/* BEWAIL FOR COMMON AND END JACKS' 'MII/SAC - 8 -20PSF 8/31/2005 PAGE 1 a MAX LOADING (PSI) bFAL;INU 2-0-0 TOLL 20.0 Plates Increase 1.15 1 BRACING TCDL16.0 Lumber Increase 1.15 - I TOP CHORD Sheathed. BCLL 0.0 Rep Stress Incr YES I BOT CHORD Rigid ceiling directly applied. BCDL 10.0 MiTek Industries, Inc. Western Division MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 HF, DF -L N0.1 LENGTH OF EXTENSION BOT CHORD 2 X 4 SPF, HF, DF -L No.2 J AS DESIGN REQ' D 20'-0" MAX. . SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.131 "X3.0" MIN) NAILS @ 3" O.C. 2 ROWS -2-0-0 -- 8.0.0 r NOTE: TOP CHORD PITCH: 3/128/12 BOTTOM CHORD PITCH: 0/124/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. 11 3x4 = /SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE (0.162"DIA. X 3.5") LGT TOE NAILS SUPPORTS SHALL BE PROVIDED @ 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 16d COMMON WIRE (0.162"DIA. X 3.5" LGT) TOE NAILS CONN. W/2 16d COMMON WIRE (0.182'DIA 8-0-0 6-0-0 8-0-0 X 3.5" LGT) TOENAILS EXT. 2-0--0 4_U_.0 2-0-0 EXT. EXT. 2-0-0 EXT. 2-0- 2-0-0 - j----._ J CONN: W/3 16d COMMON WIRE (0.162 -DIA. X 3.5" LGT) TOE NAILS . _1 BOTTOM CHORD LENGTH MAY BE 2'-0" \' 3X4 = OR A BEARING BLOCK. CONN. W/2 16d COMMON WIRE(0.162"DIA. X 3.5") LGT TOE NAILS OR SEE DETAIL MII/SAC-7 FOR 2-0-0 PRESSUREBLOCKING INFO. _ ---►I , 8.0-0 NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. ® WARNING -Verify design parameters and READ NOTES ON TIUS AND INCLUDED NIITEX REFERENCE PAGE NHI.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. OQ?,OFESSION \ ' SOO o N o F Gj G) LU IV 074486 rn P. 12 313 OF CAL 7777 Greenback Lane r_r.m Suite 109 Citrus Heights, CA, 9561 wl MiTekm ri STANDARD REPAIR FOR ADDING JANUARY 1, 2009 A FALSE BOTTOM CHORD ST-REP10 =[10 0 00 0 00 a MiTek USA, Inc. VERTICAL STUDS @ 48" O.C.. ATTACHED WITH (3) - 10d (0.131" DIAM. x 3" LONG) NAILS AT EACH END OF VERTICAL (TYP.). VERTICAL STUDS TO BE 2 x 4 STUD GRADE (OR BETTER) SPF, HF, OF OR SYP. (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BE. USED) 2 x 4 NO.2 (OR BETTER) SPF, HF, DF OR SYP FALSE BOTTOM CHORD (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BE USED) MiTek USA, Inc. Page 1 of 1 MAIN TRUSS MANUFACTURED WITHOUT FALSE BOTTOM CHORD. MAIN TRUSS (SPACING = 24" O.C.) REFER TO THE BOTTOM CHORD BRACING SECTION OF THE INDIVIDUAL TRUSS DESIGN FOR MAXIMUM SPACING OF CONTINUOUS LATERAL BRACING WHENEVER RIGID CEILING MATERIAL IS NOT DIRECTLY ATTACHED TO THE BOTTOM CHORD. TRUSS SPAN NOTES 1. LOADING: TOP CHORD: (REFER TO THE MAIN TRUSS DESIGN FOR TOP CHORD LOADING). BOTTOM CHORD: LL = 0 PSF, DL =10 PSF. 2. REFER TO THE MAIN TRUSS DESIGN FOR LUMBER AND PLATING REQUIREMENTS. 3. MAXIMUM BOTTOM CHORD PITCH = 6/12. 4. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 5. FALSE BOTTOM CHORD ONLY DESIGNED TO CARRY VERTICAL LOAD. NO LATERAL (SHEAR) LOAD ALLOWED. 9?,pFESS/0N 0 SOON 0 CO 74486 c m EX 1-13 C FOF a MARCH -12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE 0 00 a MiTek USA, Inc. MiTek USA, Inc. Page 1 of 1 MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE BAY SIZE 24"O.C. 48"O.C. 72" O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B C D A I B I C I D I C I D Bay size shall be measured in between the centers of pairs of diagonals. TYPE BRACING MATERIALS GENERAL NOTES 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE 10'-0" 1610 1886 1886 2829 12'-0" 1342 1572 1572 2358 14'-0" 1150 1347 1347 2021 16'-0" 1006 1179 1179 1768 18'-0" 894 1048 1048 1572 20'-0" 805 943 I 943 1414 Bay size shall be measured in between the centers of pairs of diagonals. TYPE BRACING MATERIALS GENERAL NOTES 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 IND. 45 SYP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 29/60F THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (DF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.131')¢.5') FOR 1x4 BRACES, 2-iOd (0.131'x3') FOR 2X3 and 2x4 BRACES. AND 3-10d (0.131'10-) FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131'X2.5-) NAILS FOR 1x4 LATERAL BRACES, B 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SYP) 2-10d (0.131')3-) NAILS FOR 2x3 and 2x4 LATERAL BRACES, AND 3-10d (0.131')G-) FOR 2x6 LATERAL BRACES. 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING. CONSULT C 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SYP) DSB419 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING 6 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. w .sbctndustry.com and w .tpinst.org rD 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SYP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 8. TABULATED VALUES ARE BASED ON A DOL. - 1.15 FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY. MITEK "STABILIZER- TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B. C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS. STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE'STABILIZER" TRI IQC RRArINr IRQTAI I ATlnN rI IInc nun RRnnl IrT QRFr Wlr ATInN TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERA L RESTRAINT CITY OF LA QUI NTA BUILDING & SAFETY DEPT. (SEEEENNOTEOTE 4) 2APPROVED 4 FOR CONSTRUCTION DATE BY /Q?,OFESS/ON\ SOON o Fc 2 i 4486 m X & ►! i'' , A " CIVT' SOF CALIF