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BRES2016-0158
78=495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 T�/ U VOICE (760) 777-7125 fAX (760) 777-7011 COMMUNITY DEVELOPMENT DEPARTMENT INSPECTIONS (760) 777-7153 BUILDING PERMIT Date: 7/26/2016 Application Number: BRES2016-0158 Owner: Property Address:' 43070 PARKWAY ESPLANADE EAST WILLIAM PERSALL APN: 609630047 43070 PARKWAY _SPLANDE E Application Description: Property Zoning: PERSALL RESIDENCE / CASITA 560 SF LA QUINTA, CA9-22.5.3 Q _, Application Valuation: $50,802.40 _ ._ Applicant: Contractor: ,JUL 2 6 2016 ASHLEY DAVIS OWNER/ 130 DEC---------__.,.._„_ 43070 PARKWAY ESPLANDE E LA QUINTA, CA 92253 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my License is in full force and effect. License Class: License No.: Date: Contractor: 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 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars 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 Thin one year of completion, the owner -builder will have the burden of proving that e did not build or improve for the purpose of sale.). as owner of the property, am exclusively contracting with licensed contractors o 4O0nstructt 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 he a and who contracts for the projects with a contractor(s) licensed pursuant to actors' State License Law.). am exempt under Sec. B.&P.C. for this reason \J , ,Dat^ e: Owner•:: &L 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. Q Lender's Name: • Lender's Address: 0 Llc. No.: WORKER'S COMPENSATOON 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: _ I certify that in the performance of fie 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 tha, if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date: Applicant: WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINIAL 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 ordirances and state laws relating to building constructs n, and hereby authorize representatives of this city t nter upon the above -me tioned irioperty for inspection purp,)ses. �\ . Da Sig nature,(ApplicantrxAge FINANCIAL INFORMATION DESCRIPTION4 . ^ACCOUNT `+ QTY` r�Y AMOUNT F PAIDit PAIDjDATE; <' R s ADDITION, EA ADDITIONAL 500 SF 101-0000-42400 0 $62.36 $62.36 7/26/16 q ' BY D }:RECEIPT# .x CHECK CLTD BYPAID IT WILLIAM PERSALL CHECK- R17363 2371 RSE r,DESCRIPTION 'iw x ACCOUNT QTY, AMOUNT :; PAID - PAID' DATE' 4 ; ADDITION, EA ADDITIONAL 500,SF PC 101-0000-42600 0 $17.40 $17.40 7/26/16 � F PAID BY m} 4 n ; METHOD r RECEIPT # S CHECK # CLTD BY ,.; e WILLIAM' PERSALL CHECK R17363 .2371 RSE - DESCRIPTION '';,N -*. ;QTY;`; TAMOUNT PAID tPAID DATE ADDITION; FIRST 100 SF 101-0000-42400 0 $120.83 $120.83 7/26/16 PAID YBY' : ° METHOD RECEIPT # CHECK # µ`CUD BY - s" s } WILLIAM PERSALL CHECK R17363 2371 RSE DESCRIPTION>:� �y >> �'�.�A UNTO 4�,��, i +` CCO QTY a AMOUNT -r a � � PAID PAID DATE; :='.?'_�.',� ADDITION, FIRST 100 SF PC 101-0000-42600 0 $171.14 $171.14 7/26/16 k�PAID-BY .t" # ' METHOD ''RECEIPT # ` �,' €CHECK # CL D BYE WILLIAM PERSALL CHECK R17363 2371 RSE Total Paid for ADDITION: $371.73 $371.73 y: z ;DESCRIPTION �,.,P Y x � ACCOUNT QTY AMOUNT`. J. - AID PAID DATE; g a, .; € BSAS SB1473 FEE 101-0000-20306 0 $3.00 $3.00 7/26/16 *- PAID.BYMETHOD RECEIPT # `' CHECK# `•°:� CLTD BY ,, WILLIAM PERSALL CHECK R17363 2371 RSE Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $3.00 '$3.00 ` DESCRIPTION:' k,. r :y V` ACCOUNT QTY AMOUNT '� i PAID Y PAID DATE SERVICES 101-0000-42403 0 $24.17 $24.17 7/26/16 PAID BY K r x METHOD ���'nRECEIRT # r '� CHECK :# CLTD BY #i WILLIAM PERSALL CHECK R17363 2371 RSE - DESCRIPTION '� ACCOUNT �' QTY �� AMOUNT.' PAID , PAID DATE SERVICES PC 101-0000-42600 0 $12.09 $12.09 7/26/16 a x F 'PAID BY +� .:.. .,- .: METHOD ,u `� < ' ` ,� .��:- �.• -. RECEIPT #- _��,<... _ - � ' CHECK# � CLTD BY WILLIAM PERSALL CHECK R17363 2371 ' RSE ' Total Paid for ELECTRICAL: $36.26 $36.26 ;DESCRIPTION ¢ s':` ACCOUNT:''= QTY _AMOUNT• - PAID ,' PAID' DATE;' RESIDENTIAL, FIRST 1,OO.OSF 101-0000-42403 0 $145.03 $145.03 7/26/16 a 4 PAID BY . _ METH �, OD `, ' RECEIPT # . t CHECK # CLTD BY _ k WILLIAM PERSALL CHECK R17363 2371 RSE DESCRIPTION t ACCOUNT QTY AMOUNT =' ' r PAID PAID DYATE. 70 ^ RESIDENTIAL, FIRST 1,000SF, PC 101-0000-42600 0 $47.86 $47.86 7/26/16 i PAID BY ' l { vLa METHOD N " RECEIPT # �;; i `4 CHECK # CLTD BY WILLIAM PERSALL CHECK 1117363 2371 RSE Total Paid for ELECTRICAL - NEW CONSTRUCTION: $192.89 $192.89 % i NNW ot DESCRIPTION Nu : 06,11, PAID zE PAID DATE 11, g, OMPRESSOW"36.2 CONDENSER/COMPRESSOR 1016" '0000-42462 �;$36.26 26/16, v RE El?Ulm RF"o ltXi -WILLIAM PERSALL' CHECK R17363_:--; -,'2371 �RSE � Al OR "I' am 'U'AMOUNT ffil z rg pR gg4'. t,x v xUl- �PAI 5. N 1!1 A% -,.,-CONDENS�ER/60mpiktsSokp,c-- J 101-600042600- 0 $Z4.17 , 24 17 7/26/16''` 'p. Wi Ell I'o HECK413, C LT "B r, -,WILLIAM PERSALL CHECK ,111736 -2371 -�tRSF' M q ; , 1. - NN4 BEN 9 RNA "t A RIM �111� 'S At b U V'R v I UNT"O. M MINE. -N, T Ef MAMMA' im, i- "IR"301 RAW nu'P,010 'N N t_A m_V- WoR FURNACE .101-0000-42402 0 $3616 26 f, 7/26/16 -i g - g - MAID B 'EIR11011" 30. m. WETHODI� i C H ECK(Wf-: IS Q, Re MRL -25 - I MPT# n -4: 4"�� ;04 �i, 70M wa AOMM 1 -Mo WILLIAM•PERSA L�J,-, 11C C 1117361-: 7— A IR SE 64N -f -,pRw�w_ 11 MA m. IQ TY g NT -9 MAIM I M-1 PAIDN UPow IN Tw. IN N'S E? FURNACE q, . :�. � I . 101-0606-4260 0 C)", I $24 17- 17 W2 us,,�,.,pm AS m IRE ms OR MORI CEIPT4MR-R, T _bMSYM' R Q2 FW RUNRAlfl- lk H, uft 'Ld �!I� WILLIAM PERSALL�_-, -,`XHECK-�', "1117363' 2371'.,- RSE 'M - NT K ACC( TY MOUNT-"-, AMOUNTS= -,R h0l, V ENT FAk 101-0000-424021 ,$12.09 -$12.09L, 7 /i6/,'lf6 SEMAIMBYva RECEIPT # -P ON W WILLIAM PERSALL.` �.CHECK, R17363, 2.371 ;RSE WON r1bg m tp�r�-Owzi.�p eA -41 mr w tw PAID. MATE OM WAMOUNTIPAT, VENTI FAN 'PC' -42' -60 I 1� 6•„7/26/16- "0' < 4.83 SH 01-1,1,7,5� -.j*.'*k.p- g�'ltggggm -Mm 2' & % I-MYNIT J -tag ?0" r#'o" 'n PT"Wrl N `t'a, m ONE it mv—,RECEI 9 .5 IS MEN. 'WILLIAM PERSALL- 7.1 .,CHECK _ 7363 11 2371 11 RSE- -P id.6MECAAN CAL $ Tota a si 3 13?,J8 , MI "al I I 'I IN N:j�Fk , �v,� ACCOUNT �ijti W iwftgoq��fxi� 4...:,.,+. Neil �yd IT wAMOUNT ,00 .4 t MTV g:_t' 7 `-FIXTURE/TRAP 01 000-4240 .0 _$41 8.36 48.36.' '',7 2 00 yx iag 10 - Sol 1,9110 C LT D, -BY RE ym smoomm mff%�� fle" W'LL'AM'PERSALL CHECK1117 ,3 2311 .RSE ACCOUNT � 0.0RK %F QTYgAMOUNT AIDQk � m 04.4, WIS FIXTURE/TRAP t,_ , ' UkE/TRA P � . 101-00004260 0'' _70 �48.36��; 4 q /26/16 A rvjt:�j ODIfiffiN 0 P I , mg Nl� 5C, HIECK4 CLTO BY g W �l WILL1AM:PE `kSALL C `CHECK' H 'i:`1117361 2371 _ RSE� M EM oj R R ®R` p�".ft v= mmgg gm. iACCOUNTiM �,' TY l?", R 'MRAIVI OUP N &.1 CNN fruy"ll". i 'PAIDM � -"'�m,,gmps DA Ig W M ,wmm, 2'g '�,!p US, _4 � gj'? g WPAID z Mill WATER HEAT k1YENT 10170000-42401`�. 0 $Jj .09 7/26/16' Y. -g-ga'a -ag WS, p gn-guim k, A DR 2 Rmwkiti 1p 741 Et m k' On LT&BY . , � �,�NR w Np ,-:C 77 047'i��F WILLIAM LPERs ALL �f'CHECK 1117363 � IlSt g Ilia TY AMOUNT § 10 PAID MCCOUNT,'�_l g , :WATER'HEATER/V NTP .,101-0000 -4266, $ 7.25' VlS , S 'ry PAID,'�B�Y�.� - �.V.gu�xpg go 7 R C RiE4�'i:c HECK4,0 �.XCLTD BY g X4, v . --! g WILLIAM PERSALU: ;,CH K, Ill 363� - -, : I 2371 ltSE oN _ME 20— M, XA&b g4�mq-, AMOUNTgg 5w t "M 04M17Q _Ra Rp Rlt 0 NEWN A m, ilwl 47 WATER SYSTEM INST/ALT/REP 101-0000-42401 0 $12.09 $12.09 7/26/16 PAID BY r x METHODy {x �` `u RECEIPT #w CHECK V CLTD BY' " �`. x 7 �.'• y A WILLIAM PERSALL CHECK R17363 2371 RSE g s5DESCRIPTIOli N :ACCOUNT �- QTY AMOUNT kms: PAID ` PAID.DATE' tl � WATER SYSTEM INST/ALT/REP PC 101-0000-42600 0 $12.09 $12.09 7/26/16 METHOD =s RECEIPT # ' ' CHECK #;j CLTD BY J,` : K . g,,° WILLIAM PERSALL CHECK R17363 2371 RSE Total Paid for PLUMBING FEES: $140.24 $140.24 ! ; s�: -� -DESCRIPTION ,.ACCOUNTt x � AMOUNT PAID #K s PAID DATE aTi *� .,: .:: QTMg< E ?xt ; . ? �, .. SMI - RESIDENTIAL ' 101-0000-20308 0. $6.60 $6.60 7/26/16 METHODS` �. o% z� "RECEIPT # r x € CHECK # Cli BY.4, - .k.. �'i,: ;. Y - r WILLIAM PERSALL CHECK R17363 2371 RSE Total Paid for STRONG MOTION INSTRUMENTATION SMI: $6.60 $6.60 TOTALS:• E t Description: PERSALL RESIDENCE / CASITA 560 SF Type: BUILDING, RESIDENTIAL Subtype: ADDITION Status: ISSUED Applied: 6/9/2016 MFA Approved: 7/21/2016 BHA Parcel No: 609630047 Site Address: 43070 PARKWAY ESPLANADE EAST LA QUINTA,CA 92253 Subdivision: TR 29323-4- Block: Lot: 91 Issued: 7/26/2016 RSE Lot Sq Ft: 0 Building Sq Ft: 0 Zoning: Finaled: Valuation: $50,802.40 Occupancy Type: Construction Type: Expired: 1/22/2017 RSE No. Buildings: 0 No. Stories: 0 No. Unites: 0 MARY FASANO Details: DETATCHED CASITA ADDITION (472 sf COND. AREA + 88 sf COV. PATIO = 560) PER CONVENTIONAL LIGHT FRAMED CONSTRUCTION. 2013 CRC CODES. SHALL BE FIRE SPRINKLED. Applied to Approved..: ,Approved to Issued Printed: Tuesday, July 26, 2016 9:13:16 AM 1 of 4 sysreMs CHRONOLOGY CHRONOLOGY TYPE STAFF NAME ACTION DATE COMPLETION DATE NOTES NOTE MARY FASANO 6/9/2016. 6/9/2016 NO STRUCTURAL PLAN CHECK PICKED UP RAMSES SEVILLA 6/27/2016 6/27/2016 SHAWN KING PICK PLANS UP RESUBMITTAL STEPHANIE KHATAMI 7/12/2016 7/12/2016 2ND RESUBMITTAL RECEIVED. TELEPHONE CALL JIM JOHNSON 6/24/2016 6/24/2016 CALLED ASHLEY DAVIS TO INFORM HIM THE PLANS RE READY FOR CORRECTIONS CONDITIONS, CONDITION DATE DATE[77DATE CONTACT STATUS REMARKS NOTES TYPE' ,. ADDED REQUIRED SATISFIED Printed: Tuesday, July 26, 2016 9:13:16 AM 1 of 4 sysreMs Printed: Tuesday, July 26, 2016 9:13:16 AM 2 of 4 srsrenns FINANCIAL INFORMATION REQUIRED ITEMS: s DESCRIPTION �F ACCOUNT BURRTEC WASTE MANAGEMENT FORM READY TO ISSUE PAID PAID.':DATE RECEIPT;#" CHECK # METHOD, SCHOOL FEE.EXEMPTION CLTD-' BURT HANADA 7/21/2016 7/25/2016 COMPLETE CHECKLIST M q.: � � � SUB CONTRACTOR'S LIST , ,� , : h :::' :r� . '1"� 8 "`� HOA LETTER RECEIVED 7/12/16 P`•'. . :� - ADDITION, EA 101-OOQO-42400 0 CONTACTS $62.36 7/16/16 R17363 2371 <_ NAME TYPE : • ` ':. NAME '. RSE - ADDRESSI , �. CITY STATE ZIP PHONE FAX EMAIL x ADDITION, EA 101-0000-42600 0 $17.40 $17.40 7/26/16 APPLICANT ASHLEY DAVIS CHECK 43070 PARKWAY. LA QUINTA CA 92253 (760)333-1535 ESPLANDE E ADDITION, FIRST 100 SF 101-0000-42400 0 CONTRACTOR OWNER / BULDER 7/26/16 '1117363 2371 CHECK WILLIAM PERSALL RSE (760)333-1535 101-0000-42600 OWNER WILLIAM PERSALL $171.14. 43070 PARKWAY LA QUINTA CA 92253 (760)333-1535 RSE PC ESPLANDE E Printed: Tuesday, July 26, 2016 9:13:16 AM 2 of 4 srsrenns FINANCIAL INFORMATION s DESCRIPTION �F ACCOUNT QTY AMOUNT PAID PAID.':DATE RECEIPT;#" CHECK # METHOD, `fes PAID BY y CLTD-' .. G ��`'+'..: '. y i '.w .Sq K ''`'=? M q.: � � � f . ^er., ' e Y S ,,, 9 , ,� , : h :::' :r� . '1"� 8 "`� W Ki P`•'. . :� ADDITION, EA 101-OOQO-42400 0 "1$62.36 $62.36 7/16/16 R17363 2371 CHECK WILLIAM PERSALL RSE ADDITIONAL 500 SF ADDITION, EA 101-0000-42600 0 $17.40 $17.40 7/26/16 R17363 2371 CHECK WILLIAM PERSALL RSE ADDITIONAL 500 SF PC ADDITION, FIRST 100 SF 101-0000-42400 0 $120.83 $120.83 7/26/16 '1117363 2371 CHECK WILLIAM PERSALL RSE ADDITION, FIRST 100 SF 101-0000-42600 0 $171.14 $171.14. 7/26/16 R17363 2371 CHECK WILLIAM PERSALL RSE PC Total Paid for ADDITION: $371.73 $371.73 BSAS SB1473 FEE 101-0000-20306 0 $3.00 $3.00 7/26/16 R17363 2371 CHECK WILLIAM PERSALL RSE Total Paid for BUILDING STANDARDS ADMINISTRATION $3.00 $3.00 BSA: SERVICES 101-0000-42403 0 $24.17 $24.17 '7/26/16 R17363 2371 CHECK WILLIAM PERSALL RSE SERVICES PC 101-0000-42600 0 $12.09 1 $12.09 j 7/26/16 1 '1117363 1 2371 1 CHECK I WILLIAM PERSALL RSE Total Paid for ELECTRICAL: $36.26 $36.26 Printed: Tuesday, July 26, 2016 9:13:16 AM 2 of 4 srsrenns ~ . Printed: Tuesday, July 262O169:13:16AN1 . 3of4. ' . 777777 RECEIPT # 7-71 77- CHECK '�Ml CLTWI RESIDENTIAL, FIRST 101-0000-42403 0 $145.03. $145.03 7/26/16 111�363 2371 CHECK WILLIAM PERSALL RSE RESIDENTIAL, FIRST 101-0000-42600 0 $47.86 $47.86 7/26/16 R . 17363 2371 CHECK WILLIAM PERSALL RSE 1,OOOSF, PC Total Paid for ELECTRICAL - NEW CONSTRUCTION: $192.89 $192.89 101-0000-42402 a $36.26 $36.26 7/26/16 R17363. 2371 CHECK WILLIAM PERSALL RSE SOR 101-0000-42600 0- $24.17 $24.17 -7/26/16 R17363 2371- CHECK WILLIAM PERSALL RSE SOR PC FURNACE 101-0000-42402 p $36.26 $36.26 7/26/16 R17363 2371 CHECK WILLIAM PERSALL RSE FLIRNACEPC 101.0000-42600 0 .$24.17 $24.17 7/26/16 R17363 2371 CHECK WILLIAM PERSALL RSE VENTFAN 101-0000-42402 0 $12.69 $12.09 7/26/16 R17363 2371 CHECK WILLIAM PERSALL RSE. VENT FAN PC 101-0000-42600 0 $4.83 $4.83 7/26/16 R17363 2371 CHECK WILLIAM PERSALL RSE Total Paid for MECHANICAL: $137.78 �137.78 FIXTURE/TRAP 101-0000-42401 0 $48.36 $48.36 7/26/16. R17363 23-71 CHECK WILLIAM PERSALL RSE FIXTURE/TRAP PC 101-0000-42600 0 $48.36 $48.36 7/26/16 R17363 2 3 71,1 CHECK WILLIAM PERSALL RSE WATER HEATER/VENT 101-0000-42401 0 $12.09 $12.09 7/26/16- R17363 2371 CHECK WILLIAM PERSALL RSE WATER HEATER/VENT 1010000-42600 0 $7.2S $7.2S 7/26/16 R17363 231:1 CHECK WILLIAM PERSALL RSE PC . WATER SYSTEM INST/ALT/REP 101-0000-42401 0 $12.09 $12.09 7/26/16 R17363 2371 CHECK WILLIAM OERSALL RSE WATER SYSTEM . . INST/ALT/REP PC 101-0000-42600 0 $12.09 $12.09 7/16/16 R17363 2 371 CHECK WILLIAM PERSALL RSE Total Paid for PLUMBING FEES: .-$140.24 $140.24 SMI - RESIDENTIAL 101-0000-20308 0 $6.60 $6.60 7/26/16 R17363 2371 CHECK WILLIAM PERSALL RSE FTotal Paid for STRONG MOTION INSTRUMENTATION SMI: $6.60 $6.60 TOTALS: $888.50 $888.50 ~ . Printed: Tuesday, July 262O169:13:16AN1 . 3of4. ' . s- INSPECTIONS PARENT PROJECTS Printed: Tuesday, July 26, 2016 9:13:16 AM 4 of 4 ,. SrsrEMS ATTACHMENTS Attachment Type CREATED - OWNER- -DESCRIPTION* PATHNAME ' SUBDI;R ETRAKIT ENABLED DOC 6/24/2016 JIM JOHNSON 43-6S3 PARKWAY 43-653 PARKWAY 0 ESPALANDE.docx ESPALANDE.docx DOC 7/25/2016 RAMSES SEVILLA ESPLA SCHOOL FEES ESPLA SCHOOL FEES 1 WAST APPL.pdf. WAST APPL.pdf DOC 7/12/2016 STEPHANIE KHATAMI HOA LETTER 7-12-16.pdf HOA LETTER 7-12-16.pdf 0 DOC 7/12/2016 STEPHANIE KHATAMI CORRECTION LIST AND CORRECTION LIST AND 0 RESPONSES 7-12-16.pdf RESPONSES 7-12-16.pdf Printed: Tuesday, July 26, 2016 9:13:16 AM 4 of 4 ,. SrsrEMS Iain f Permit # City. of La Quint' _. Building 8Z' Safety Division • � - 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 Building .Permit Application and Tracking Sheet P10j Addr_,_S_S�1-70 a w,Name: W i ; cX a I •A. P. Number: —Add s:L4 6-1 V a vJc{ 1G aL'egal Description: f 'City,_ST, Zip: '�l7iZ S Contractor: W/_ e: O Telephone:hon Address:. Project Description City, ST, Zip: Telephone: . State Lie. # : City Lie. #:: Arch., Engr., Designer: Address: City, ST, Zip: . 'Telephone. t• Construction Type: ?aneY Occupancy: : State Lie. #• • Project -type c citcle one): . New Add'nAlter Repair r De m 0 Name of Contact Person: Sl� �� l 5 Sq. Ft.: #'Stories: # Units: Telephone # of Contact Person: `� I S . Estimated Value of Project.. 0d APPLICANT: DO NOT WRITE BELOW THIS LINE #� Submittal Req'd Rec'd6 TRACKING EERMIT FEES h Plan Sets\ Plan Check submitted Item Amo t� Structural Calcs. Reviewed, ready for corrections Plan Check Degosit, ' Truss Cates. -� . Called Contact Person Plan Check Ba13n Title 24 Calcs. Pt n'.picked up Construction ; Flood plain plan Plans resubmitted,_ n4echanicaP Grading plan 2"" Review, ready for corrections/issue Electrical _ Subcontactor List Called Contact P_erso ^ ` Plumbing Grant Deed Plans picked ups H.O.A.'Approval Plans resubmitted Gradmg�.,, IN ROUSE:- Reyiew, ready for corrections/issue Developer Imp ctFee Planning Approval Called Contact Person A.I.P.P. Pub. Wks'. Appr_..,P� � • Date of permit issue - Schooi•Fees,� f Total Permit Fees Ca 'L CERTIFICATE OF COMPLIANCE 2Qy� `• ryoo Desert Sands Unified School District . 47950 Dune Palms Road 0MIMUOOMC ADUNES r; I 041)uw wEMS y �RT' y "•COACHEN7. Dater 7/25/2016 La Qunita, CA 92253 �. No.: 16-00278-1 (760)771-8515 �rorot, y o. Owner .William Persalt Email: Address: 43070 Parkway Esplanade East Jurisdiction:' La Quinta. City:. La Quinta Tract #:. Type: Detached. Guest House . Lot # Street No. Street,Name Sq. Feet. APN Permit No. _ 43070 Parkway Esplanade East 472 609-630-047 RECEIVEDY Comments: CITY OF LA OUINTA C®NIMUIdI DEVIF PMENT At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 500 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking eating, or sanitation) or replacement mobile homes. It has been determined that the above-named owner is exempt from paying school fees at this time due to the following reason: EXEMPTION NOT APPLICABLE This certifies that school facility fess imposed pursuant to Education Code Section 17620 and Government Code 65995 Et Seq. in the amount of $3.48 X 4.72 S.F. or $1,642.56_ have been paid for the property listed above and that building permits and/or Certificates of Occupancy for this square footage in the proposed project may now be issued. Check No.: 7234702545 Fees Paid By: CC/Wells Fargo- Ashley Davis Telephone: 760-333-1535 Bank. Name/Recipient of Certificate Funding: Residential By Dr..Gary Rutherford Superintendent Fee Collected/ Exempted by: Shar McGilvre y ArrctAnt Due:--:' $1,642.56 Original Paysnent(s) eec d: $0.00 New Paym � 'eni Rec'd x,$1,642.56 -� 'r er/Under: $0.00 NOTICE: Pursuant to Government Code Section 66020(d)(1), this will serve'to notify you that the 90 -day approval period in which y;birnay.protest the fees•or other payment identified above will begin to run from the date on which the. building or installation permit for this project is issued, or from the date on which those amounts are paid to the District(s) or to another public entity authorized to collect them on the District('s) behalf, whichever is earlier. Notice to Building Department: THIS DOCUMENT VALID ONLY IF IMPRINTED WITH EMBOSSED SEAL. P.O. Box 1504 LA QUINTA, CALIFORNIA 92247-1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 .BUILDING & SAFETY DEPARTMENT - PROPERTY OWNER'S PACKAGE (760)777-7012 FAX (760) 777-7011 Disclosures & Forms for. Owner-Builders'Applying for Construction Permits .IMPORTANT! NOTICE TO PROPERTY OWNER Dear Property Owner: An application for a building permit has en s bmitted in your name listin yourself as builder of the property improvements specified.at + QVt yl (� �� We are providing you with an Owner -Builder Acknowledgm nt and ldformation Verification Fo to make you aware of your responsibilities and possible risk you may incur by having this permit issued in your name as the Owner -Builder. We will not issue a building permit until you have read, initialed your understanding of each provision, signed, and returned this form to us at our official address indicated. An agent of the owner carrot execute this notice unless you, the property owner, obtain the prior approval of the permitting authority. OWNER'S ACKNOWLEDGMENT AND VERIFICATION OF INFORMATION �DIRECTIONS: Read and initial each statement below to signs you understand or verify this information. I understand a frequentpractice of unlicensed persons is to have the property owner obtai-i an "Owner -Builder" building permit that erroneously .implies that the property owner is providing his or her own labor and nmiterial personally. I, as tri Owner -Builder, may' be held liable and subject to serious financial risk for any injuries sustained by an unlicensed person and his or her employees while working on my property. My homeowner's insurance may not prow de coverage for those injuries. I am willfully acting as an Owner -Builder and am aware of the limits of my insurance coverage. for injuries to workers on my property. 2. I understand building permits are not required to be signed -by propertyowners unless they are responsible for the construction and are not hiring a licensed Contractor to assume this responsibility. W'. I understand as an "Owner -Builder" I am the, responsible party of record on the permit. I understand that I may protect myself from potential futancial risk by hiring a licensed Contractor and having the permit filed in his or ber name instead of my own.. ', I understand Contractors are required by law to be licensed and bonded in California and to list their license numbers on 'permits and contracts_' : t�understand if I employ or otherwise engage any persons, other than California licensed Contractors, and the total. value onstruction is at least five hundred dollars ($500), including labor and materials I ma be.con!ider y ed an .errlployer -under state and federal law: VJI understand if I am.considered an "employer" under state and fedeial law, I must register with the state and federal goveniment, withhold payroll taxes, provide workers' compensation disabilityinsurance, and contribute to unemployment compensation for each "employee." I also understand my failure to abide by these laws may subject me:to.sbrious financial risk. [v4V understand under. California Contractors'. State License Law, an Owner;Builder who builds single-family residential structures cannot legally build them with -the intent to offer them for sale, unless all work is performed by licensed subcontractors and the number of structures does not exceed four within any calendar year, or .all of the work is performed under contract with a licensed general building Contractor. v".I understand as an Owner -Builder if I sell the property for which this permit is issued, I may be held liable for any :financial or personal injuries 'sustained by any subsequent owner(s) . that result from any latent construction defects in the workmanship or materials. W19. I understand I may obtain more information regarding my'obligations as an "employer" from the Internal Revenue Service, the United States Small Business Administration, the California Department of Benefit Payments, and the California Division of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (CSLB) at 1- 800-321-CSLB (2752) or www.cslb.ca.gov for more information about licensed contractors. I am aware of and consent to an Owner -Builder building permit applied for in my name, and understand that I am the party le ally , and finapkially responsiblef r proposed onsiructinn tivi at a followin ddress: ✓1 a3 1. I agree that, as the party legally and financially responsible for this proposed construction activity, I will abide by all applicable laws and requirements that govern Owner -Builders as mell as employers. �V12. 1 agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with some who does not have a license, the Contractors' State License Board may be unable to assist you with any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court. •It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner -Builder and. wish to hire Contractors, you will be responsible for verifying whether or not those Contractors are properly licensed and the status of their workers' compensation insurance coverage. Before a building permit can be issued, this form must be completed and signed by the property owner and returned to the agency responsible for issuing the permit. Note: A copy of the property owner's driver's license, form notarization, or other verification acceptable to the agency is required to be presented when the permit is issued to verify the property owner's signature. Signature of property owner �/� Date: �. Note: The following Authorization Form is required lobe completed by the property owner only when designating an agent of the property owner to apply for a construction permit for the Owner -Builder. AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF Excluding the Notice to Property Owner, the execution of which I understand is my personal responsibility, I hereby authorize the following person(s) to act as my agent(s) to apply for, sign; and file, the documents necessary to obtain an Owner -Builder Permit for my project. Scope of Construction Project (or Description of Work): Project Location or Address: -10PA.i�Wa� bf^4S fl �v ��CA Name of Authorized Agent: �/� �P� -D aV ' Tel No V �2 5 I U0 333.15 39 Address of Authorized Agent: ✓K�1N�l �f s ( aV I/) i� t_ 'J 22 3 I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled out the above information and certify its accuracy. Note: A copy of t owner's driver's license; form notarization, or other verification acceptable to the agency is req fired to be resente when he permit is issued to verify the property owners signature. Property Owner's Signature: Date: r'J�?�'V'j. — I CITY OFLA QUINTA S0113 -CONTRACTOR. ST 'lER Sts OWNERlVv G�' JOB ADDRESS "I � PERMIT NUMB �Q�S�� b��� -BUILDER This form shall -be posted on :the job wi h the uildin Inspection Card at all times in a cons �icuous place., Only persons appearing on this list or their employees are authorized to work on this job. Any changes to this .list must be approved by the Building Division prior to comrtiencement of work. Failure to comply will•result in a stoppage of work and/or the voidance of .building permit. For each applicable trade, all information requested below must be completed by applicant. "On File" is not an acceptable response. Trade Clas sification Contractor ........... State Contractor s L ce - ; Com .ensation.ln . P ................................ . s nes . u ..................................... �•„-; --,�- acc .'ra• - Licensese Number E> Carrier Name ' Policy Ex . se Number (xzxx) Ex . ae xD xtx dxX/x I )- (e.g: A, , C-8) x (Format Varies) xx/xz/xx) ( E�IRTHW ( ) ' y 10W T 4- - f I. f • I' • _ CONCRETE {C 8) u Cts �o�e�- 7�Z�Z -1 �7 D��9 . R `tVI I N:G .' C . 5<? STRUCT STEEL (C 51) �p►�Q _ rl D PLUMBING (C 36) r dC - - ei S ( t, ,� LATH”' -':P STER C=`..3'5 _(......;..:L..... �Gl �he� enc 4 DRYWALL C. H<v'Q��';;):.:;;..:::.:�:.;:.;:.:;.:;.;:.;:.:<.::.:; f✓�R'¢i�t I �- •�i � �Z-`'f' � -� v � �'" 7(0 � 1 - ! Z 8 2 56 / .w ELECTRICAL (C 10) t '��`` �` ��c- Ci - )b -l6 � � f Y� 5 p2� Z�' -?-1 -r7 ::....:>;•.;::::::::. � x --L11 � ,� � Q -�a° �'� P "6. � ���� �`�� =m � �� �tU�' V&'€L�:"�'�E'( . �`� f �. � �.:� 7,% b S 31 IS SHEET METAL..{C 43) y ®- ` O GLAZING (C 17) � ®�e°�A/ '�� • rr r a]i,U:L!J1TI0:1!I:(G:!.:::.......... �t.vr r+4 SEWAGE DISP...{C 42) `P.:>lzT 61/'f d11f'V CERAMIC TILE (C 54) 64 6uU 1 A- - I - _ _ F• :C1aBINETS {'C 6)::'::`..?'.'>» - • Y p Wow �. FENCING (C 13) yl6.,YA� W PO0L(C.53.1............... I 7/8/2016 httpsJ/mail-attachmenLgoogieusercontentcom/attachmenttu/0/?ui=2&ik=ed3aOl5fle&view=att&th=155c5e4c482e7979&atid=0.1.1&disp=inline&safe=l z... Esplanade c/o Desert Resort Management, Inc. 42635 Melanie Place Palm Desert, CA 92211 Customer Care: 760-346-1161[CFax: 760-346-9918[C Website:. www.drminternet.com Date: July 06, 2016 Project Ref: [32080090] 43070 Parkway Esplanade .E - William Persall 43070 Parkway Esplanade E. La Quinta CA 92253 Dear William Persall, I am pleased to inform you that the Esplanade Architectural Committee has approved your application for the listed project item(s): Casita in Rear Yard The approval is contingent upon compliance with the specifications set forth in the approved application. If your change or addition requires a county, city, or state permit, it is the responsibility of the homeowner to obtain this before starting construction. Please retain this letter in your files. If you have any questions regarding this matter, please contact Customer Care at 760-346-1161[ or e-mail us at. Sincerely, Jennifer Zeivel Community Association Manager j zeivel&a .drminternet. com Esplanade ***ESTE DOCUMENTO ES MUY IMPORTANTE. SI USTED NO PUEDE LEER INGLES, POR FAVOR CONSIGA A ALGUIEN PARA QUE LE TRADUZCA ESTE DOCUMENTO*** RECE1VE® JUL 12 2016 CITY OF LA QUINTA COMM LAITY DEVELOPMENT. https://mai l-attachment.googieusercontentcom/attachmenUu/0/?ui=2&ik=ed3aO15fle&view=att&th=155c5e4c482e7979&atbd=0.1.1 &disp=inline&safe= l&zw&sa.... 1/1 Building Permit Number: Project Description: SFR Exempt ❑ (Materials may contain hazardous wastes and are not subject to recycling provisions) Construction Debris Management Plan Plan Submittal Datel 7/22/2016 Job Site Addresal 43070 Pkwy Esplanade East Owners Name Number, Street, or PO Box City, State, Postal Code Owner's Phone Number Owner's E -Mail Address Project Managers Project Manager's Phone N Project Manager's E-mail A Builder / Contractor Number, Street or PO Box City, State, Postal Code William Persalt 252 W. 4th Street Beaumont, CA. 92223 951 830 2011 ash levdavis4l2(dlamail.com Shawn Kinney 951 5294424 kinnevs4Averizon. net William Persall/Owner Builder 252 W. 4th Street Beaumont, CA. 92223 3 r ��.. r YET � •{�� , i,,/ � Y,7 J;JI ? 5 1'Q16 CI 7Y OF. LA QUINTA COMMUNITY WFLCPMENT Project Square Footage 560 square feet City Approval By RA�r�_D ./ KKL �I(:_ /v Date of City 'Approval 07 /Z QJ/ 6 To Be Discarded: Tons Product Tons Trash 2.50 Not recyclable Asphalt 0.00 Recyclable Brick/Block 0.00 Recyclable Cardboard 0.00 Recyclable Commingled 0.00 Recyclable Concrete 2.00 Recyclable Drywall 0.25 Recyclable Donated / Reuse` 0.00 Recyclable Product Tons Masonry (broken) 0.00 Recyclable Plaster 0.50 Recyclable Scrap Metal 0.00 Recyclable Tile (floor) 0.00 Recyclable Tile (roof) 0.07 Recyclable Wood 0.75 Recyclable Landscape Debris L 0.00 Recyclable I'Describe Items Totals: Recycle Trash Projected Diversion: 3.6 I understand It is the property owners responsibility to submit copies of weight tickets or receipt• to the District Environmental Coordinator as these hauls occur. I hereby certify that completion, implementation and adherence of the Debris Management Plan (DMP) for the above named project shall guarantee that at least 50% of the jobsite waste is diverted from landfilling. The remaining material will be recycled or reused. I will divert, for recycling or re -use, remaining materials generated from the first day of the project through the completion of the project In accordance with this plan. This DMP is Issued in the name of the property owner(s) and shall remain their property throughout the constriction and/or demolition project. A contractor serving as agent of the owner may obtain a DMP for the owner. However. the DMP is still issued in the name of the property owner(s) and the owner retains legal responsibility for ensuring that tha provisions of the DMP are adhered toShe-pFop.owner(s) and general contractor shall be kept informed of the diversion progress through bi-moPthlyjeports If self-ha-�----�uling, a 'efuse material from this project site must be taken to an approved r --cycler or transfer uwner rnevelop8r/ Project Manager / Superintendant Date ; r BUILDING ENERGY ANALYSIS REPORT PROJECT: Persall Residence - 43-070 Parkway Esplanade East La Quinta, CA Project Designer: 6{ CSG . CITY OF LA QUINTA BUILDING & SAFETY DEPT. ;APPROVED AOR CONSTRUCTION DATE BY `� .Report Prepared by: Joan D. Hacker Insu-form, Inc.. 72875 Fred Waring Drive, Suite C Palm Desert, Ca 92260 760-345-1352 srh Job Number: i`i VE US.& JUN 0 9 2016 Date: ColyMUnlu, : �E. QU!l�r.4 VELOP , Nr 4/20/2016 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. Ene Pro6.7 b Ene Soft User Number. 2655 Ip. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Calculation Date/Time: 17:18, Wed, Apr 20, 2016 Calculation Description: Title 24 Analysis Input File Name: Persall Casita.xml GENERAL INFORMATION 01 ame Residential 02 gDescription CalculaTitle 24 Analysis 03 ation 43-070 Parkway Esplanade East 04 06 City La Quinta Zip Code 08 Climate Zone CZ15 10 Building Type Single Family 12 Project Scope Newly Constructed 14 Total Cond. Floor Area (ft2) 560 16 Slab Area (ft2) 560 18 Addition Cond. Floor Area N/A 20 Addition Slab Area (ft2) N/A COMPLIANCE RESULTS 01 Building Complies with Computer Performance 02 This building incorporates features that require field testing 03 (This building incorporates one or more Special Features 05 Standards Version Compliance 2015 07 Compliance Manager Version BEMCmpMgr 2013-4 (744) 09 Software Version EnergyPro 6.6 11 Front Orientation (deg/Cardinal) 270 13 Number of Dwelling Units 1 16 Number of Zones 1 17x@ v Number of Stories 1 -793.8% Natural Gas Available Yes 1 Glazing Percentage (%) i 14.9% CF1 R -PRF -01 Pagel of 7 rification by a certified HERS rater under the supervision of a CEC-approved HERS provider. Registration Number: Registration Date/Time: CA Building Energy Efficiency Stan ads - 2013 Residential Compliance Report Version - CFIR-04072016-744 HERS Provider: Report Generated at: 2016-04-2017:18:42 4�v ENERGY USE SUMMARY 0405 06 07 08 Energy Use (kTDV/ft2-yr) Stanard Design Proposed Design Compliance Margin Percent Improvement Space Heating 0.16 1.43 -1.27 -793.8% Space Cooling Zk 111.82 144.45 -32.63 -29.2% IAQ Ventilation 1.64 1.64 . 000 0.0% Water Heating `` 31.75 18.09 13.66 43.0% Photovoltaic Offset ---- -21.25 21.25 ---- Compliance Energy Total c(W 145.37 TL -- 144.36 1.01 0.7% Registration Number: Registration Date/Time: CA Building Energy Efficiency Stan ads - 2013 Residential Compliance Report Version - CFIR-04072016-744 HERS Provider: Report Generated at: 2016-04-2017:18:42 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R -PRF -01 Project Name: Residential Calculation Date/Time: 17:18, Wed, Apr 20, 2016 Page 2 of 7 Calculation Description: Title 24 Analysis Input File Name: Persall Casita.xml REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • PV System: 2.0 kW • Window overhangs and/or fins HERS FEATURE SUMMARY The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building -level Verifications: • IAQ mechanical ventilation 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 TDV energy consumption for lighting and components not regulated by Title 24, Part 6 (such a; on-site renewable energy system. 4C nance compliance approach for the Standard Design Building (Energy Budget) and the annual appliances and consumer electronics) and accounting for the annual TDV energy offset by an Reference Energy Use e� ;Energy Design Ratmg,.z;� Margin Percent Improvement Total Energy (kTDV/f2 yr) 238.73 1.01 nevi • includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION 01 01 02 "4' 03 04 OS 06 07 Project Name Conditioned Floor Area (m)',''0 N mbar of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Residential 560 1 1 1 0 1 Conditioned rx 560 9 DHW Sys 1 ZONE INFORMATION — 01 02 �" 03 04 05 06 07 Zone Name o Zone Floor Area Avg. Ceiling Zone Type HVAC System Name (ft) Height Water Heating System 1 Water Heating System 2 Casita Conditioned Casitall 560 9 DHW Sys 1 e492� Registration Number: � CA Building Energy Efficiency Stan�da ds - 2013 Residential Compliance Registration Date/Time: Report Version - CF1R-04072016-744 HERS Provider: Report Generated at: 2016-04-2017:18:42 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Calculation Date/Time: 17:18, Wed, Apr 20, 2016 Calculation Description: Title 24 Analysis -Input File Name: Persalt Casita.xml OPAQUE SURFACES 01 02 CF1 R -PRF -01 Page 3 of 7 Name 01 03 04 05 06 07 08 Front Wall Zone Construction Azimuth Orientation Gross Area (ft2) Window &Door Area (ft2) Tilt (deg) Window Casita R-19 Wall 270 Front 220 30 t 53.4 Left Wall Casita R-19 Wall 0 0 n n 0 0 0 u U 8 90 Baric Wall Casita 0 0 0 0 0 0 0 Left 180 53.4208 90 R-19 Wall 90 Back 230 0 90Casita Right Wall R-19 Wall 180 Right 220 0 Roof Casita R-38 Roof Attic 90 560 ATTIC 01 06 Name 08 Attic Casita 10 Height (ft) Multipli or WINDOWS U -factor 01 02 Name Type Window Window Window 2 Window Insect Screen (default) Depth OVERHANGS AND FINS 01 Window Window Window 2 02 03 Construction Type Attic RoofCasita Ventilated 03 Surface (Orientation-AzimutFi)`� Front Wall (Front -27009 Left Wall (Left -O vier 04 05 06 07 08 11"I' ise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof N 0.1 0.85 No No 04 Width (ft) 6.0 8.0 Registration Number: Registration Date/Time: CA Building Energy Efficiency Stan daar`ds - 2013 Residential Compliance Report Version - CF113-04072016-744 HERS Provider: Report Generated at: 2016-04-2017:18:42 05 06 07 08 1 09 10 Height (ft) Multipli or Area (ft2) U -factor SHGC Exterior Shading 5.0 1 30.0 0.50 0.35 Insect Screen (default) Depth 6.8 0.982 t 53.4 0.50 0.35 Insect Screen (default) Registration Number: Registration Date/Time: CA Building Energy Efficiency Stan daar`ds - 2013 Residential Compliance Report Version - CF113-04072016-744 HERS Provider: Report Generated at: 2016-04-2017:18:42 JR 0277 03 X04 05 1 06 07 08 09 10 11 12 13 14 ifO,verhang ' Left Fin Right Fin Left Right Depth Dist Up Extent Extent Flap Ht. Depth Top Up DistL Bot Up Depth Top Up Dist R Bot Up F2 _ O:A 2 2 0 0 n n 0 0 0 u U 8 �:1 8 8 0 0 0 0 0 0 0 0 0 Registration Number: Registration Date/Time: CA Building Energy Efficiency Stan daar`ds - 2013 Residential Compliance Report Version - CF113-04072016-744 HERS Provider: Report Generated at: 2016-04-2017:18:42 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Calculation Description: Title 24 Analysis r%DAr%11C 01 to Cwnr n Calculation Date/Time: 17:18, Wed, Apr 20, 2016 Input File Name: Persall Casita.xml CFI R -PRF -01 Page 4 of 7 - «sem SLAB FLOORS 01 02 03 04 05 06 07 Construction Name Surface Type Construction Type Framing Total Cavity R -value Winter Design U -value Assembly Layers Tank Exterior b Tank Volume Energy Factor or Insulation Standby Loss Name Heater Element Type Tank Type • Cavity/Frame: no insul. /2x4 Top Chrd Attic RoofCasita Attic Roofs Wood Framed Ceiling 2x4 Top Chord of Roof Truss @ 24 in. O.C. DHW Heater 1 Natu[al Gas Roof Deck: Wood Siding/sheathing/decking 30 0.63 32000-Btu/hr 0 none 0.644 •. Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board • Cavity/Frame: R -19/2x6 R-19 Wall Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 19 0.069 • Exterior Finish: Wood Siding/sheathing/decking Ceilings (below • Inside Finish: Gypsum Board R-38 Roof Attic attic) Wood Framed Ceiling 2x4 @ 24 in. O.C� R 38 0.025 Cavity/Frame: R-9.1 /2x4 Over Floor Joists: R-28.9 insul. «sem SLAB FLOORS 01 02 03 04 05 06 07 wr Name Zone Area (ft2� Perimeter (ft) Edge Insul. R -value & Depth Carpeted Fraction Heated Slab -on -Grade Casita 56 V 18 None 0.8 No BUILDING ENVELOPE - HERS VERIFICATION a® 01 023 03 04 Quality Insulation Installation (QII) Quality Installation4Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required b N3�,R' equired Not Required --- WATER HEATING SYSTEMS 01 01 02°x` 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) DHW Sys 1 - 1/1 DHW Standard DHW Heater 1 1 85.0% WATER HEATERS mo 01 02 _ 03 04 06 06 07 08 Tank Exterior b Tank Volume Energy Factor or Insulation Standby Loss Name Heater Element Type Tank Type (gal) Efficiency Input Rating R -value (Fraction) DHW Heater 1 Natu[al Gas Small Storage 30 0.63 32000-Btu/hr 0 0 LRA b Registration Number: Registration Date/Time: HERS Provider: CA Building Energy Efficiency Stands - 2013 Residential Compliance Report Version - CF111-04072016-744 Report Generated at: 2016-04-20 17:18:42 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Calculation Date/Time: 10:21, Wed, Jul 06, 2016 Calculation Description: Title 24 Analysis Input File Name: Persall Casita.xml CF1R-PRF-01 Page 5of7 .WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07' Name Pipe Insulation Parallel Piping Compact Distribution Point -of Use Recirculation Control Central DHW Distribution DHW Sys 1 - 1/1 -- - — Cooling Component 1 -hers -cool — -- SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 SC Sys Name, System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name :Heating Component 1:::1 Other Heating and Cooling Heating Component 1 y -- None None Cooling Component 1 -hers -cool SystemA j �t Not Required Not Required Cooling Component 1::::1 Other Heating and Cooling y� -,` Cooling Component 1 None None Single Speed System �i -,Kr HVAC - HEATING UNIT TYPES 0 01l� 02 03 Name �' Type Efficiency Heating Component 1 Electric - All electiic heating systems other than heat pump -- 1 IF— HVAC - COOLING UNIT TYPES 01 02 X03' 04 05 06 07 w may` Efficiency Multi -speed Verified Refrigerant Name System Type 1- EER SEER Zonally Controlled Compressor HERS Verification Cooling Component 1 -hers -cool Noi-Required Not Required Not Required Not Required Cooling Component 1 RoomAirCond 14 11 Not Zonal Single Speed Cooling Component �i 1 -hers -cool R 4 HVAC COOLING - HERS VERIFICATION f 01 02 t` 01 04 06 06 w Verified Refrigerant Name Verified Airflow blAr Airflow Target Verified EER Verified SEER Charge Cooling Component 1 -hers -cool Noi-Required Not Required Not Required Not Required Registration Number: CA Building Energy Efficiency Standards - 2013 Residential Compliance Registration Date/Time: Report Version - CF1R-04072016-744 HERS Provider: Report Generated at: 2016-07-06 10:21:16 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Calculation Date/Time: 17:18, Wed, Apr 20, 2016 Calculation Description: Title 24 Analysis Input File Name: Persall Casita.xml CFI R -PRF -01 Page 6 of 7 IAQ (Indoor Air Quality) FANS 01. 02 03 04 OS 06 Dwelling Unit IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 20.6 0.25 Default _ 0 Required o® oAV ® e� .02 Registration Number: Registration Date/Time: CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 HERS Provider: Report Generated at: 2016-04-20 17:18:42 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Calculation Date/Time: 17:18, Wed, Apr 20, 2016 Calculation Description: Title 24 Analysis Input File Name: Persall Casita.xml DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Joan D. Hacker Company: Insu-form, Inc. Address: 72875 Fred Waring Drive, Suite C city/Stategip. P81m Desert, Ca 92260 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 2.. I certify that the energy features and performance specifications identified on this Certificate Regulations. 3. The building design features or system design features identified on this Certificate of Com¢ worksheets, calculations, plans and specifications submitted to the enforcement agency -}for Responsible Designer Name: _ Company: Address: City/State/Zip: e eta® ®'ww Registration Number: CA Building Energy Efficiency Stancrds - 2013 Residential Compliance Author Signature: 4/20/2016 CEA/HERS Certification Identification (If applicable): Phone: 1352 CFI R -PRF -01 Page 7of7 design identified on this Certificate of Compliance. conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of prance are consistent with the information provided on other applicable compliance documents, approval with this building permit application. Responsible Designer Signature: Date Signed: License: Phone: Registration Date/Time: Report Version - CF1R-04072016-744 HERS Provider: Report Generated at: 2016-04-20 17:18:42 RESIDENTIAL MEASURES SUMMARY RMS -1 Project Name Residence Building Type 9 Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration TDatePersall 016 Project Address 43-070 Parkway Esplanade East La Qui California Energy Climate Zone CA Climate Zone 15 Total Cond. Floor Area 560 Addition n/a1 Units INSULATION Construction Type:. Area Cavity (ft) Special Features Status Wall Wood Framed R 19 767 New Roof Wood Framed Attic R38 560 New Slab Unheated Slab -on -Grade no insulation 560 Perim = 18' Existing FENESTRATION I Total Area: 83 Glazing Percentage: 14.9 % New/Altered Average U -Factor: 0.50 Orientation Area(ft) U -Fac SHGC Overhang Sidefins Exterior Shades Status Front (W) 30.0 0.500 0.35 2.0 none Bug Screen New Left (N) 53.4 0.500 0.35 8.0 none Bug Screen New HVAC SYSTEMS Qty.. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Electric 3.50 HSPF Room PTAC without Sic 14.0 EER Setback New HVAC DISTRIBUTION Location Heating Duct Cooling Duct Location R -Value Status Casita Ductless / with Fan Ductless n/a n/a New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status 1 Small Storage Gas 30 0.63 Standard New Energy Pro 6.7 by Ener Soft User Number: 2655 RunCode: 2016-07-06T10:48:09 /D: Pae 10 of 15 2013 Low -Rise Residential Mandatory Measures Summary NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used. Exceptions may apply. Review the respective code section for more information Building Envelope Measures: § 110.6(a)1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. § 110.6(a)5: Fenestration products (except field -fabricated windows) have a label listing the certified U -Factor, •;ertified Solar Heat Gain Coefficient (SHGC), and infiltration that meets the requirements of §10-11 l(a) § 110.7: Exterior doors and windows are weatherstripped; all joints and penetrations are caulked and sealed. § 110.8(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include •in the CF2R. § 110.8(i): The thermal emittance and aged 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 M u §110.86): A radiant barrier shall have an emittance of 0.05 or less when the installation of a radiant barrier is specified on'the CF1R. Minimum R-30 insulation in wood -frame ceiling; or the weighted average U -factor shall not exceed 0.031. Minimum R-19 in a §150.0(a): rafter roof alteration. Attic access doors shall have permanently attached insulation using adhesive cr mechanical fasteners. The attic access shall be gasketed to prevent air leakage. §150.0(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -value. §150.0(c): Minimum R-13 insulation in 2x4 inch wood framing all or have a U -factor of 0.102 or less (R-19 in 2x6 or 0.074 maximum U_ factor). §150.0(d): Minimum R 19 insulation in raised wood -frame floor or 0.037 maximum U -factor. § 150.0(g)1: In Climate Zones 14 and 16 a Class II vapor retarder shall be installed on the conditioned space side of all insulation in all exterior walls, vented attics and unvented attics with air -permeable insulation. §150.0(8)2: In Climate Zones 1-16 with unvented crawl spaces the earth floor of the crawl space shall be covered with a Class I or Class II vanor re.tsrrier In a building having a controlled ventilation crawl space, a Class I or Class 11 vapor retarder shall be placed over the earth floor of § 150.0(g)3: the crawl space to reduce moisture entry and protect insulation from condensation, as specified in the exception to Section 150.0(d). §150.0(1): Slab edge insulation shall: have a water absorption rate, for the insulation material alone without facings, no greater than 0.3%; have water vapor permeance rate is no greater than 2.0 perm/inch, be protected from physical damag: and UV light deterioration; and when installed as part of a heated slab floor meets the requirements of § 110.8 §150.0(q): Fenestration, including skylights, separating conditioned space from unconditioned space or outdoom shall have a maximum U_ factor of 0.58; or the weighted average U -factor of all fenestration shall not exceed 0.58. Fireplaces, Decorative Gas Appliances and Gas Log Measures: § 150.0(e)IA: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §150.0(e)IB: 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 readilX accessible, operable, and tight -fitting damper or a combustion -air control device. §150.0(e)IC: Masonry or factory -built fireplaces have a flue damper with a readily accessible control. § 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 buildin ,are rohibited. 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 to the Energy Commission. § 110.3(c)5: Water heating recirculation loops serving multiple dwelling units meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of § 110.3(c)5. Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appli- §110.5: antes without an electrical supply voltage connection with pilot lights that consume less than 150 Btu hr are exempt), and pool and s a heaters. §150.0(h)I: Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA using design conditions specified in 6150.0(h)2. § 150.0(h)3A: Installed air conditioner and heat pump outdoor condensing units shall have a clearance of at least five feet from the outlet of any dryer vent. § 150.0(i): Heating systems are equipped with thermostats that meet the setback requirements of § 110.2(c). §150.00)IA: Storage gas water heaters with an energy factor equal to or less than the federal minimum standards sUl be externally wrapped with insulation having an installed thermal resistance ofR-12 or greater. § 150.00)1B: Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water -heating systema, have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. For domestic hot water system piping, whether buried or unburied: the first 5 feet of hot and cold water pipes from the storage tank, all piping with a nominal diameter of 3/4 inch or larger, all piping associated with a domestic hot water recirculation system § 150.00)2A: regardless of the pipe diameter, piping from the heating source to storage tank or between tanks, piping buried below grade, and all hot water pipes from the heating source to kitchen fixtures must be insulated according to the requirements of TABLE 120.3- A. § 150.00)2B: All domestic hot water pipes that are buried below grade must be installed in a water proof and non -crushable casing or sleeve that allows for installation, removal, and replacement of the enclosed pipe and insulation. 2013 Low -Rise Residential Mandatory Measures Summa § 150.00)2C: Pipe for cooling system lines shall be insulated as specified in § I50.00)2A. Piping insulation for steam and hydronic heating systems or hot waters stems with pressure > 15 psig shall meet the requirements in TABLE 120.3 -A. § 150.00)3: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation exposed to weather shall either be rated for outdoor use or installed with a cover suitable for outdoor service. For § 150.00)3A: example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation protected as specified or ainted with coating that is water retardant and provides shielding from solar radiation that degrades the material. Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space shall have a Class I § 150.00)3B: or Class 11 vapor retarding facing, or the insulation shall be installed at the thickness that qualifies as a Class I or Class H vapor retarder. Systems using gas or propane water heaters to serve individual dwelling units shall include: a 120V electrical receptacle within 3 feet of the water heater; a Category III or IV vent, or a Type B vent with straight pipe between the outside termination and the § 150.0(n)l: space where the water heater is installed; 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 assistance; and a gas supply line with a capacity of at least 200,000 Btu/hr. §150.0(n)2: Recirculating loops serving multiple dwelling units shall meet the requirements of § 110.3(c)5. §150.0(n)3: Solar water -heating systems and collectors shall be certified and rated by the Solar Rating and Certification Corporation (SRCC) or by a testing agency approved by the Executive Director. Ducts and Fans Measures: All air -distribution system ducts and plenums installed are sealed and insulated to meet the requirem.-nts of CMC §601.0, §602.0, §603.0, §604.0, §605.0 and ANSI/SMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-6.0 (or higher if required by CMC §605.0) or enclosed entirely in directly conditioned space as confirmed through field verification and diagnostic testing (RA3.1.4.3.8). Connections of metal ducts and inner core of flexible ducts are mechanically fastened. Openings shall be sealed §150.0(m)l: 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 greater than '/4 inch, the combination of mastic and either mesh or tape shall be used. 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 coin ressed to cause reductions in the cross-sectional area of the ducts. Factory -Fabricated Duct Systems shall comply with specified requirements for duct construction, connections, and closures; joints §150.0(m)2: 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)3-6: Field -Fabricated Duct Systems shall comply with requirements for: pressure -sensitive tapes, mastics, sealants, and other re uirements specified for duct construction; duct insulation R -value ratings; duct insulation thickness; and duct labeling. §150.0(m)7: All fan systems that exchange air between the conditioned space and the outside of the building must have backdraft or automatic dampers. §150.0(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers except combustion inlet and outlet air openings and elevator shaft vents. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not § 150.0(m)9: limited to the following: insulation exposed to weather shall be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation. §150.0(m)10: Flexible ducts cannot have porous inner cores. When space conditioning systems use forced air duct systems to supply conditioned air to an occupiable space, the ducts shall be § 150.0(m)11: sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Mechanical systems that supply air to an occupiable space through ductwork exceeding 10 feet in length and through a thermal §150.0(m)12: conditioning component, except evaporative coolers, shall be provided with air filter devices that meet the requirements of §150.0(m)12. Space conditioning systems that utilize forced air ducts to supply cooling to an occupiable space shall have a hole for the placement of a static pressure probe (HSPP), or a permanently installed static pressure probe (PSPP) in the supply plenum. The §150.0(m)13: space conditioning system must also demonstrate airflow > 350 CFM per ton of nominal cooling capacity through the return grilles, and an air -handling unit fan efficacy:5 0.58 W/CFM as confirmed by field verification and diagnostic testing, in . accordance with Reference Residential A2pendix RA3. Zonally controlled central forced air cooling systems shall be capable of simultaneously delivering, in every zonal control mode, §150.0(m)15: an airflow from the dwelling, through the air handler fan and delivered to the dwelling, of >_ 350 CFM per ton of nominal cooling capacity, and operating at an air -handling unit fan efficacy of:S 0.58 W/CFM as confirmed by field verification and diagnostic testin F2, in accordance with Reference Residential Appendix RA3. All dwelling units shall meet the requirements of ASHRAE Standard 62.2. Neither window operation nor continuous operation of §150.0(o): central forced air system air handlers used in central fan integrated ventilation systems are permissible methods of providing the Whole Building Ventilation. §150.0(o)]A: * Whole Building Ventilation airflow shall be confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Pool and Spa Heating Systems and Equipment Measures: Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency § 110.4(a): Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions and shall not use electric resistance heatine. 2013 Low -Rise Residential Mandatory Measures Summa ry § 110.4(b)1: Any pool or spa heating equipment shall be installed with at least 36 inches of pipe between filter wad heater or dedicated suction and return lines, or built-up connections for future solar heating. § 110.4(b)2: Outdoor pools or spas 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 at ie switch that will albw all pumps to beset or pro- ammed. to run onl during off-peak electric demand periods. §110.5: Natural gas pool and spa heaters shall not have a continuous burning pilot light. §150.0(p): Residential pool systems or equipment shall meet specified pump sizing, flow rate, piping, filters, and valve requirements. Lighting Measures: §110.9: All lighting control devices and systems, ballasts, and luminaires shall meet the applicable requirernents of § 110.9. § 150.0(k)IA: Installed luminaires shall be classified as high -efficacy or low -efficacy for compliance with § 150.0(.<) in accordance with TABLE 150.0-A or TABLE 150.0-B, as applicable. §150.0(k)1B: When a high efficacy and low efficacy lighting system are combined in a single luminaire, each syst✓m shall separately comply with the applicable provisions of § 150.0 The wattage and classification of permanently installed luminaires in residential kitchens shall be determined in accordance with §150.0(k)IC: § 130.0(c). In residential kitchens, the wattage of electrical boxes finished with a blank cover or where no electrical equipment has been installed, and where the electrical box can be used for a luminaire or a surface mounted ceiling fan, shall be calculated as 180 watts of low efficacy lighting er electrical box. § 150.0(k)1D: Ballasts for fluorescent lamps rated.13 watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans shat be rated to consume no §150.0(k)IE: . more than 5 watts of power per luminaire or exhaust fan as determined in accordance with § 130.0(c) Night lights do not need to be controlled by vacancy sensors. §150.0(k)1F: Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hood.) shall meet the applicable requirements of § 150.0(k). §150.0(k)2A: High efficacy luminaires must be switched separately from low efficacy luminaires. § 150.0(k)2B: Exhaust fans shall be switched separately from lighting systems. § 150.0(k)2C: Luminaires shall be switched with readily accessible controls that permit the luminaires to be manual_y switched ON and OFF. §150.0(k)2D: Controls and equipment are installed in accordance with manufacturer's instructions. § 150.0(k)2E: No control shall bypass a dimmer or vacancy sensor function if the control is installed to comply with § 150.0(k). § 150.0(k)2F: Lighting controls comply with applicable requirements of § 110.9. An Energy Management Control System (FMCS) may be used to comply with dimmer requirements .f: it functions as a dimmer §150.0(k)2G: according to §110.9; meets Installation Certificate requirements of §130.4; the EMCS requirements o.'§130.5; and all other re uirements in §150.0(k)2. An Energy Management Control System (FMCS) may be used to comply with vacancy sensor requirements of § 150.0(k) if: it §150.0(k)2H: functions as a vacancy sensor according to §110.9; meets Installation Certificate requirements of §13C.4; the EMCS requirements of §130.5; and all other requirements in §150.0(k)2. §150.0(k)21: A multiscene programmable controller may be used to comply with dimmer requirements of this section if it provides the functionality of a dimmer according to §110.9, and complies with all other applicable requirements in § 150.0(k)2. § 150.0(k)3A: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall 5e high efficacy. Kitchen lighting includes all permanently installed lighting in the kitchen except internal lighting in cabinets that illuminate only § 150.0(k)3B: the inside of the cabinets. Lighting in areas adjacent to the kitchen, including but not limited to dining and nook areas, are considered kitchen lightiaLlf they are not seDarately switched from kitchen lighting. § 150.0(k)4: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per, _inear foot of illuminated cabinet. § 150.0(k)5: A minimum of one high efficacy luminaire shall be installed in each bathroom; and all other lighting installed in each bathroom shall be hi 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. § I50.0(k)7. Lighting installed in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficac or shall be controlled by either dimmers or vacancy sensors. Luminaires recessed into ceilings shall: be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; have a label that certifies that the luminaire is airtight with au leakage less than 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; be sealed with a gasket or caulk between the luminaire housing §150.0(k)8: and ceiling, and shall have all air leak paths between conditioned and unconditioned spaces sealed with gasket or caulk; and allow ballast maintenance and replacement without requiring cutting holes in the ceiling. For recessed compact fluorescent luminaries with ballasts to qualify as high efficacy for compliance with §150.0(k), the ballasts shall be certified to the Ener y Commission to comply with the ap2licable requirements in § 110.9. 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 Itens ii or iii below; and § 150.0(k)9A: ii. Controlled by a motion sensor not having an override or bypass switch that disables the motion senso- , or controlled by a motion sensor having a temporary override switch which temporarily bypasses the motion sensing funct.on and automatically reactivates the motion sensor within 6 hours; and iii. Controlled by one of the followinv mptl,,,,r.• 2613 Low -Rise Residential Mandatory Measures Summar § I50.0(k)9B: § I50.0(k)9C: § 150.0(k)9D: §150.0(k)10: a. rnotocontrol not having an override or bypass swi b. Astronomical time clock not having an override of programmed to automatically turn the outdoor lighth c. Energy management control system which meets an astronomical time clock in accordance with §110. requirements for an EMCS in §130.5; does not have is programmed to automatically tum the outdoor ligh For low-rise multifamily residential buildings, outdot lighting for residential parking lots and residential ca following requirements: i. Shall comply with § 150.0(k)9A; or ii. Shall comply with the applicable requirements in For low-rise residential buildings with four or more d shall comply with the applicable requirements in §11 Outdoor lighting for residential parking lots and resid with the applicable requirements in $110 9 $130 0 § Internally illuminated address signs shall comply witl according 130.0(c). § 150.0(k)11: Lighting for residential parking garages for eight or m nonresidential garaes in §I10.9, §130.0 130.1 13 In a low-rise multifamily residential building where t1 § 150.0(k)12A: the floor area, permanently installed lighting for the it controlled by an occu ant sensor. In a low-rise multifamily residential building where th percent of the floor area, permanently installed lightin, §150.0(k)12B: i. Comply with the applicable requirements in §110.9, ii. Lighting installed in corridors and stairwells shall b space by at least 50 percent. The occupant sensors sha ingress and egress. Solar Ready Buildings: §110.10(a)l §I10.10(a)2 §110.10(b)1: § 110.10(b)2: Single tamely residences located in subdivisions with G tentative subdivision map for the residences has been d shall comply with the requirements of § 110 10(b) throt Low-rise multi -family hiam; s shall comply with the The solar zone shall have a minimum total area as desc ventilation, and spacing requirements as specified in Ti local jurisdiction. The solar zone total area shall be con 80 square feet each for buildings with roof areas less th buildings with roof areas greater than 10,000 square fee For single family residences the solar zone shall be loc< than 250 square feet. For low-rise multi -family buildin€ on the roof or overhang of another structure located wit building proiect and have a total area no less than 15 pe All sections of the solar zone located on steep -sloped ro § 110.10(b)3A: No obstructions, including but not limited to, vents, Chir located in the solar zone. § 110.10(b)3B: Any obstruction, located on the roof or any other part of the distance, measured in the horizontal plane, of the hei horizontal projection of the nearest point of the solar zor § 110.10(b)4: For areas of the roof designated as solar zone, the struck indicated on the construction documents. The construction documents shall indicate: a location for §1 10.10(c): from the solar zone to the point of interconnection with t interconnection will be the main service panel); a pathw; s stem. § 110.10(d): `°t copy of the construction documents or a comparable d shall be provided to the occupant § 110.10(e)l: The main electrical service panel shall have a minimum 1 § 110.10(e)2: The main electrical service panel shall have a reserved sp future solar electric installation. The reserved space shall main circuit location and permanently marked as "For Fr U1dl uisdo,es me pnotoeontrol; or r bypass switch that disables the astronomical tme clock, and which is rg OFF during daylight hours; or ill of the following requirements: At a minimum provides the functionality of 9; meets the Installation Certification requirements in §130.4; meets the an override or bypass switch that allows the luminaire to be always ON; and, ting OFF during daylight hours. Dr lighting for private patios, entrances, balcon:es, and porches; and outdoor rports with less than eight vehicles per site sha_1 comply with one of the {1 10.9, §130.0, §130.2, § 130.4, §140.7 and §141.0. welling units, outdoor lighting not regulated b- § 150.0(k)9B or 150.0(k)9D 0.9, §130.0, §130.2, §130.4, §140.7 and §141.C. ential carports with a total of eight or more vehicles per site shall comply 13 0.2, §130.4, §140.7 and $141.0. I § 140.8; or shall consume no more than 5 watts of power as determined tore vehicles shall comply with the applicable requirements for 0.4 §140.6, and 141.0. to total interior common area in a single buildieg equals 20 percent or less of tterior common areas in that building shall be high efficacy luminaires or e total interior common area in a single buildirg equals more than 20 g in that building shall: §130.0, §130.1, §140.6 and §141.0; and e controlled by occupant sensors that reduce th,- lighting power in each fl be capable of turning the light fully On and Off from all designed paths of -n or more single family residences and where :he application for a teemed complete, by the enforcement agency, cn or after January 1, 2014, igh §110.10(e). requirements of §110.10(b) through §110.10(di. abed below. The solar zone shall comply with access, pathway, smoke tle 24, Part 9 or other Parts of Title 24 or in an- requirements adopted by a rprised of areas that have no dimension less than 5 feet and are no less than an or equal to 10,000 square feet or no less that 160 square feet each for :t. ited on the roof or overhang of the building and have a total area no less ;s the solar zone shall be located on the roof or overhang of the building or hin 250 feet of the building or on covered parking installed with the rcent of the total roof area of the bu.' I ina excluding any skyli lit area. ofs shall be oriented between 110 degrees and 170 degrees of true north. nneys, architectural features, and roof mounted equipment, shall be 'the building that projects above a solar zone stall be located at least twice ght difference between the highest point of the: obstruction and the to measured in the vertical plane. ural design loads for roof dead load and roof live load shall be clearly inverters and metering equipment and a pathvtiay for routing of conduit he electrical service (for single family residences the point of ty for routing of plumbing from the solar zone .o the water -heating ocument indicating the information from §I1010(b) through §I10.10(c) )usbar rating of 200 amps. ,ace to allow for the installation of a double polS circuit breaker for a be: positioned at the opposite (load) end from ire input feeder location or uture Solar Electric". .o HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Persall Residence System Name Casita ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL COOLING PEAK Heatinq Svstem Total Outpul Output (Btul Cooling Systen Output per S Total Output Total Output Total Output Total Output Air System CFM per Sysi Airflow (cfm) Airflow (cfm/,, Airflow fcfmn Outside Air cfm/s ft Note: values above olven at HEATING SYSTEM FS—YC I{ 26 OF I Outside Air ' 0 cfm 70 OF 15,000 Total Room Loads 15,000 Return Vented Lighting 26.8 Return Air Ducts Return Fan 25,000 Ventilation 25,000 Supply Fan 2.1 Supply Air Ducts 44.6 CFM Sensible LEtent 328 6,981 6; 0 0 1001 LOAD 1 6,981 Date 4/20/2016 Floor Area 560 COIL HTG. PEAK CFM Sensible 176 6,554 0 0 0 0 0 0 6,554 'JUL) HVAC EQUIPMENT SELECTION 300 Fujitsu ASU24RLXQ 19 218 2 011 0.54 144.0 0.0% Total Adjusted System Output 19,218 .3,011 0.00 (Adjusted for Peak Design conditions) onditions TIME OF SYSTEM PEAK Aug 3 PM METRICS (Airstream Temperatures at Time of Heating Peak) 70 OF 105 OF 105 OF Heating Coil Supply Fan 300 cfm 10501 :ROOM B 70 OF 15,000 15,000 Jan 1 AM COOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 112/78°F 75/62°F 55/54°F 55/54°F • Outside Air 0 cfm Supply Fan Cooling Coil 55 / 54 OF 300 cfm 48.7% ROOM7 §70M 75/62°F 75 / 62 OF i EnergyPro 6.7 by EnergySoR User Number: 2655 Run Code: 2016-04-20717:24:38 /D: Page 15 of 15 RESIDENTIAL LOAD CALCULATIONS Main House Casita ROME SQ, 2 ME W01 EQ.- X 3VA 6180[.1440 a r: - KITCHEN LAUNDRY TOTAL. MICR GOO GDO 2 GARBAGE DISPSOAL GARBAGE OISPSOAL DISHWASHER FAU *1 FAU #2 FAU to 3 DOUBLE OVEN POOL PANEL VEHICLE CHARGER FOYAL. 3000, 3000 1420: 1.1140* 4440 1 FIRST 10,GED0 VA @ 100% 16,oGo r _ lo.0oa REMAINDER 0 40% 4448 •904 14,448. 10,004 W Y 0.4 {r°�?.�Y; 7."}�9. w �j•,'�` `}Y•eF�� ,s+�3�� is Heating Total e 340 72001 5840 e 8 04 4 2.1,648; Coofing Total W Y 0.4 {r°�?.�Y; 7."}�9. w �j•,'�` `}Y•eF�� ,s+�3�� is Heating Total e 340 72001 5840 e 8 04 4 I CITY OF LA QUfNTA APPROVED FO C BY DATES ��� BY �• n 2.1,648; 13,840 TOTAL AMPS 1 WATTS/ 24OV 10 2e 57.66666562 PANEL SIZE 2001. 100 I CITY OF LA QUfNTA APPROVED FO C BY DATES ��� BY �• n . - e-wLA G� U I N'T A C, A' 6111111111110 A 0 N 40, V k1�r, (0 -0 'Tlsw 4M L4-7 �7Z:�L'J�AI�I(i,&0-rz vva t�.5 &T 2 • F+. addASF (•210 a�� C®N TR °I° 0' • G1?opo 3. �F ?L4,,.I �i� sl-rA Slz� '. X60 SF (V..I�rr�,� Poor-)= S UCTI®N H URS October 1st - April 30 �o '�`' TA" ". P� L P6 ',ESTI QA! s Monday Friday: '� ' . - _.Pa o..i. Ec.� A w�•'�5 . • y - y: 7:00 a.m. 0 5:30 p.m. , �, �i72 S. L=. F> I -r? Lt v Saturday: 8:00 a.m. to •OO p.m.. • , w . �,_ FFEc��r+ :,, , �Y ~ h. " 1� t -Y InJ�'i Sunday: None . �` *� t " f -o O M i� . 13 I,-_l._i•_f rA .� .. GA 7 - Government Code Holidays: �, p>l.p(.tV 5 {j�l'C{•���,OtJ�}.i� - . I None Pf-p 2S'-®" May 1st September 30th PAn�a S• 6,90t49."WiJ F!A)J ' Monday - Friday: 6:00 a.m. to 7:00 � + /''6 � �I�A-OJF�T ovwa dE2 -4 64Z ✓ AGE�i� ; Saturday: 8:00 a.m. to 5: p.m. 6 MAtJ PSI �Vp r�S�l �.L A �- -`I PG—tZ5a L4.._ Sunday: None I`�- /0, 5Tf—UCTV12A1. A--1AI L_,�� t W 2S W .14TV �, ATE 1; `��" �o Pates �� E5RA, Government. Code Holidays: None / � M , P• r�1 gEPUM oNr , GA q a�� �a LA caL i I rL t"/� , eA Exi 5-r,hl4 :•� it `t3-o7c�AT 111'✓F„�� -7 333 ►,�3� Construction is HOT PEMITTE® '� _PALa.,�,AY a M , • - ) 2.- Baa G� EA D� FtA1JA on the following Code Holidays:LA GtU►,�1r,�,4,, New Year's Day , r►N Fid, -ELE• V z b�" r. 1 , /kw Gor,1�T►zt/GTt o%! Sf4A L_L_ G01,4 FL:%( W 171+ TPir-- Dr. Martin Luther King Jr. Day ! —o " F-,pi3 �„o,N1`o�oJl� RES f DC—�tf [A L, M-L4s.L IG�i. President's Da , �f�:> ; r..::�:�.�,;:I., :,I:;::' F ►.��.�-�,ca�., �.�r�r�L�r4,>:Y 4 GLEN YVj Memorial Day 4 � , ' _o�' "'L,AGQtlLrlt�`M✓,.11&IP�^LCOPE, Independence Day E _ . ~ fh�cr u ?o.. -,r::._:2 SLrA rif�.L_1► iii c.E F o �, S U.ti D 'l 5 F Labor Da ` 4' '{ ' �i P cc�►.to TL v.-1 a y Veteran's DaySF�GOvPn (�A•r•10 RF.a. Thanksgiving Day ,' +. i -� .Gasftsir 'S ,a L- L- bE FI I� SP%= 4,4 W L=EXsJeV� .5. 3'.. �}'` �• � [ /� (1 `i G � Christmas Day ,I AN AD ��UATELY SIl_LD DEBRIS CONTAIN -� - --_ r;R�b ! , Y ,rr r „ y „•,,< _ {�M n ifyf,� ,' wj } I •1 f J S } f 1} \ +-I ���• I _� ����4� •! �l'� ,s\no # • . I� REQ IRED ON THE JQB SITE DURING A L L'x�.�r n //�� AM f , vl > ; , ,� r, rd` 1 , ,1 yy, *, v , t L ► t�o� I;.�cGEf''i'1o�1 _ z 2©R/ Z, LLri'f [,< <rtii/{rY `Y'rY, 1. 1 f7��..4 �, '�, /' ` PHASES OF CONSTRUCTION AND MUST B/� r w, I. F -VR L44 f- WAvS (DfSIGL►J 1.tyA1 Irk 1�1V,-+V5L�SFJ l .. EMPTIE AS NECESSARY FAILURE TO DO S0'j ' `• s y ' ' CY Jy fd to : K, Y "� f [ jl� r k Ss j� "t rYw ,i `` I 7f }�'9 >t. e} / t } r,�'{"YS"'"r '•',ati F'Cia � �91.ni {�l � r ��'.;�t�"•. IE� T��7�"i i.i0�. / • � • MAY CAU E THE CITY TO HAVE THE CONTAINER k rN f � a, r• 2 go —1.1\11� t,al�Og.CbF�j�(11.I tA.1 PO�rJ�i �Q- �lF� SEG DUMPED T THE EXPENSE OF THE OWNER/ , ARE -IN PECTION FEE OF $ �` waii {MILL BE HARGED IF THE APPROVED �n, 4�'� �' Asa � r� �� �;1�� �'CONTRAC OR. }k 3�"gAevIe_ W►,JD 6jPEE17 (l.P Q�3,nlT7 = 55 M1PF1([3 o PLANS D !OB CARD ARE NOT ON ,l�tx �} ` tPTi THE. SIE FOR a ' A#, V4 11'.) Ex PoSJr�C. (l.A �JL�-n'A oE�Av��' C-,�►�5 EG A SCHEDULED INSPEC ION. � ��, >�Y4, �..� '� � 5 ►sLyLo L-SLG►.L GaT6GioQ`; I,A 6tv,�TA =�}p,}, ,, {,;,�} f . NO IXCEPTIONS! �£� }* " f' 0 ;� yr - ►.A �S (LA Qo j,_trA. pEFAVLZ kxY . RECEIVED T JUL 12 2016 fes. d" CITY OF LA QUINTA COMMUNITY DEVELOPMENT A acc <M 0 LIC 0 up < m tr C"3 c, m la� acc zr C,- C!3 Sir F -I C"3 c, m la� w cr, cl CD eklt C) I I 1%b t • Est; -v Y . ftt4- W, �-1•7o W 5. -..S u �i rll� r�f2 Ta� _- DUAL ALAZrt I sv`aT p ER0 7b ors wvv Fl-ov vT 6 WA L-1.5 tt` �h?-r?Ca�. AT_At_t_ INTQ ' - oN P41 1414 VF -A QUI/q, a , ,� ��� AFE�, pE A OR CON ®�/�® F7; 5fir. 7 , -f �o �� - _ . Arnim DATE T �UCT/ON -�` auss� _�By - 0 Sti'C Al ell r1� �. . _ .G_o�,lC.. f�R,G.i.R_�vyt�.-¢t_Pot-tSNE.P '�`tp, • `S 1 • `i W ` • � .. �u?o� P.�� _ ��`'i�--�� -�t SPAR-�(�; �,�sf - G LJjt4AVJt�i • r _ 11,5115 L+141-4 4 RT rio l f- t -h O;G AT- F9A F'R- MAluiyT. �2" d�,,ErP��►fM� )vim f c I20o F e7q-ovve Arn c- v tirr l.An owl AT 2��t ac" 1 0 -_�iF of VUJTS �E►�%Al —7 ._ i �� 2P►'�J�D� 2<0 4,A a - � .. R.�F f-t.�.�F1�lG VJi•iE�2E R•E61�0. -�' CITY ®� ro LA QUINTA p MATGaI �x( hT. �%u�� BUILDING & SAFETY DEPT. APPROVE® - . I FOR CONSTRUCTION a DATE b F 1 _ BY x a gym - 4��- -/-� ��v��.l K►N�Ey ,!�RT Nt). 3 ZX � __13�K_►�4 .w�S,M Pso�l • A 35' 's �, r-.� o of ►�L� `s To -r,9P PLATY o F A "- �A�n vJAu PANELS 1�,i2AG E O JA LL' • � 'r -.:... -1 M �•tl'r O -F i'fR-U 555 AT ALL �e-Sp WA" PA#JE-J_ i Hr tJo. S> �i UI NTA & SAF D EPT. y`(fa�'��p ®E�T(gg���Y�� --; C� P e l O d nen ® FOR CONSTRUCTION Tc�_BY Cjl-�T hJ0• i ' O11 P �Parzc SI 6"M 4-1-f'1&4 ' N ry 1 a. a CITY OF LA C�UINTA BUILDING & SAFETY DEPT. APPFIOVE® FOR CONSTRUCTION gar '_By 7 f a CITY OF LA C�UINTA BUILDING & SAFETY DEPT. APPFIOVE® FOR CONSTRUCTION gar '_By • O . ' 3 Ily 1 11 CITY OF LA'tUI�I�"A BUILDING & SAV -E-! Y DEP-. APPROVED FOR CONSTRUCTION DATE______ --BY Sµaw�t 1u�►-►cY . 7 1 • O . ' 3 Ily 1 11 CITY OF LA'tUI�I�"A BUILDING & SAV -E-! Y DEP-. APPROVED FOR CONSTRUCTION DATE______ --BY Sµaw�t 1u�►-►cY . 7 TE �p QS 31, V kpr 1 a i - P 1 IO P►.Ae4 . E✓GG L Lt2 f� fo(o SnS n� '- `/J (2 ) ► -{o d Toe NA l L -S �jfFF�T S 'Fob Ai'TAG�M�r-1T . prT C3R-A�-1�1� vdA�.L- Pi�.l�tS. 2, Ta►S �► �cT ► 5 1R��E-a T� M CT TH e 12t -o u 1 ja- -M eN T17 Or Go►�v�_wTsovJAI� LI�iHr ►-+ 1= GoN CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE�_BY Y S�-4DF M!►JG._ nl= 1-0 64AWt1 K411NaY 9 5 f S2°► 4�9-�F �-4 7 tJ 0 . GATS h DM - So - t 50 �- lat.LS . 40 GA AAA Wd W— AP5/ CA aT14 Fhb 09-s �� Aw, PA��r7 AREAS. - CITY OF LA QUINTA BUILDING & SAFETY®PT. APPR®V FOR CONSTRUCTION DATE___ --BY r._. u , .R, P► -AIT-- WAS N E �ZJs �► EA eE�T Fix -ro 0 o w+ *P- (+) IG 4 5Tv D �-�iUG f� G.R Gd M ��.: _F1 L� 06� `��' A o4 0 G RADE &o TYP `&EAM To vVAi.C.. TYP C� 2 �t s► s� �+�Ezy. (O �\p >-� ID tp r z� $' C qa >T NLS Z C/Ty OF BUI Lpl NG & LA Q1 AFE�, pEPA FOR CCNSOV�® DATE CT/ON M F O�L �— U��r Th,INz <=c L ._ TL p� Till - N o > p off$ —yza� Z L A r 4 N s L rIr a lit• � L RESIDENTIAL LOAD CALCULATIONS Maln House Casita 20601 4801 JSQ,' X 3VA HE] F- 61801 1440 ... ��1•i _ 7Yr � IG._ . ry:� ..L KITCHEN 3000 3400 LAUNDRY 1470 TOTAL 111001. 4440 GDO 2 GARBAGE DISPSOAL. GARBAGE DISPSOAL DISHWASHER FAU 4 1 FAU #2 FMST 10,G00 VA .90 1001% 10 000 10.0-0-01 REMAINDER 0 40% 4444 -404 M ; 14,448U 10000 : f Heating• T'otai - 7200 3840' 72011 3840 c�rarrs�ta tr- U/BC •R _. vc rrA VY * X8f . Job Name: System Reference: I Date: ��1•i _ 7Yr � IG._ . ry:� ..L ENERGY STARD.....................................Yes %(for Cooling' Temp. -' 11,100 Btu/h ENERGY STAR products are third -party certified AC �G lCoofing Total : f Heating• T'otai - 7200 3840' 72011 3840 c�rarrs�ta tr- U/BC •R _. vc rrA VY * X8f . Job Name: System Reference: I Date: Indoor Unit: SLZ-KAl2NA Outdoor Unit: SUZ-KAI2NA OPERATING CONDITIONS GENERALFEATURES • Four-way 2'x2' ceiling -cassette indoor unit for ceiling recessed applications • Built-in drain mechanism for condensate removal; lifts to 19-11/16" • Wide air -flow pattern for better air distribution • Design features ventilation air intake knockout • Long -life air filter included with indoor unit • Indoor unit powered from outdoor unit using A -Control • Choice of fan speed: Low, Medium, High • Automatic restart following a power outage • Limited warranty: five years parts and seven years compressors ACCESSORIES Indoor Unit ❑ Condensate Pump (BlueDiamond X87-711/721; 115/230V) ❑ Condensate Pump (Sauermann S130-115/230; 115/230V) ❑ Grille (SLP-15AAUW; required - shipped with unit) Outdoor Unit ❑ Three -pole Disconnect Switch (TAZ-MS303) ❑ Air Outlet Guide (MAC-889SG) ❑ Mounting Base (DSD400P) ❑ Mounting Pad (ULTRILITEI) ❑ Wall Mounting Bracket (QSWB2000M-1) Controller Options ❑ Wireless Controller (MHK1) o Wired Remote Controller (PAR-321VIAA-J) ❑ Wireless Interface for kumo cloud M (PAC-WHS01 WF -E) ❑ Thermostat Interface (PAC-US444CN-1) ❑ Hand-held Wireless Remote Controller (PAR-FL32MA; req.PAR-FA32MA-E) ❑ Wireless Signal Receiver Module PAR-FA32MA PAR-FL32MA-E) 8,300 Btu/h SPECIFICATIONS ENERGY STARD.....................................Yes %(for Cooling' Temp. -' 11,100 Btu/h ENERGY STAR products are third -party certified by an EPA -recognized Certification Body. �G illiiliht�i}I i'')I `I I�ill'IiI'1 ''I!I ♦ 12.0 Btu/h/W Total Input...........................................920 ,�. to ,� p II IlIi�ll( II�III (�� .I II;, rte.:• IIIII�! Electrical Requirements Power Supply 208 / 230V, 1 -Phase, 60 Hz ,y 3,100 - 17,100 Btu/h 'Rating Conditions per AHRI Standard .................... Recommended Fuse/Breaker Size.......................15 A 75° F (24° C) DB INVERTER -driven System. u 67' F 19° C WB 65° F 18° C WB Minimum 70° F (21 ° C) DB -4° F (-20' C) DB Voltage 60' F 16' C WB -5° F -21 ° C WB' Indoor - Outdoor S1-S2 .......................AC 208 / 230V - Indoor -Outdoor S2 -S3 ........................... DC ±24V Indoor Unit: SLZ-KAl2NA Outdoor Unit: SUZ-KAI2NA OPERATING CONDITIONS GENERALFEATURES • Four-way 2'x2' ceiling -cassette indoor unit for ceiling recessed applications • Built-in drain mechanism for condensate removal; lifts to 19-11/16" • Wide air -flow pattern for better air distribution • Design features ventilation air intake knockout • Long -life air filter included with indoor unit • Indoor unit powered from outdoor unit using A -Control • Choice of fan speed: Low, Medium, High • Automatic restart following a power outage • Limited warranty: five years parts and seven years compressors ACCESSORIES Indoor Unit ❑ Condensate Pump (BlueDiamond X87-711/721; 115/230V) ❑ Condensate Pump (Sauermann S130-115/230; 115/230V) ❑ Grille (SLP-15AAUW; required - shipped with unit) Outdoor Unit ❑ Three -pole Disconnect Switch (TAZ-MS303) ❑ Air Outlet Guide (MAC-889SG) ❑ Mounting Base (DSD400P) ❑ Mounting Pad (ULTRILITEI) ❑ Wall Mounting Bracket (QSWB2000M-1) Controller Options ❑ Wireless Controller (MHK1) o Wired Remote Controller (PAR-321VIAA-J) ❑ Wireless Interface for kumo cloud M (PAC-WHS01 WF -E) ❑ Thermostat Interface (PAC-US444CN-1) ❑ Hand-held Wireless Remote Controller (PAR-FL32MA; req.PAR-FA32MA-E) ❑ Wireless Signal Receiver Module PAR-FA32MA PAR-FL32MA-E) 8,300 Btu/h SPECIFICATIONS 930 W %(for Cooling' Temp. Rated Capacity .................................. 11,100 Btu/h Minimum to Maximum Capacity Range ......... 3,400 - 13,300 Btu/h SEER .........................................15.4 Btu/h/W EER .......................................... 12.0 Btu/h/W Total Input...........................................920 W Heating at 47' F2 Flared Rated Capacity .................................. 13,600 Btu/h Minimum to Maximum Capacity Range ......... 3,100 - 17,100 Btu/h HSPF..........................................19.6 Btu/h/W COP.................................................3.38 Q Totallnput..........................................,180 W J� 'at at 17° F' :: 21 648 13,840 4Q� 'TOTAL AMPS WATTS J 240V 90-2 57.666"667 PANEL SIZE 200 Inc " SPO JV Q� b . j rcat.ea c;apaclty................................... 8,300 Btu/h d Total Input ..................................... 930 W ...... .............................2.62 .mum ra Temp. Capacity................................. 8,300 Btu/h mum Total Input .................................1,310 W 'Cooling I Indoor: 80° F (27° C) DB / 67° F (19° C) WB' / 6.35 mm ' Cooling I Outdoor: 95° F (35° C) DB / 75° F (24° C) WB' 49 dB(A) Y Heating at 47° F I Indoor: 70° F (21° C) DB / 60° F (16° C) WB' 67° F (19° C) DB 2 Heating at 47° F I Outdoor: 47° F (8° C) DB / 43° F (6° C) WB' Flared ' Heating at 17° F I Indoor: 70° F (21° C) DB / 60° F (16° C) WB' �-E PARS- `� ' Heating at 17° F I Outdoor: 17° F (-8° C) DB / 15° F (-9° C) WB' J5J4Av0,J 9i"hJ1=y 'Rating Conditions per AHRI Standard Maximum - Maximum Capacity is at full speed and performance for 75° F (24° C) DB INVERTER -driven System. 12,. Specifications are subject to change without notice. ' Applications should be restricted to comfort cooling only: equipment cooling applications are not recommended for low ambient temperature conditions. s System cuts out at -9° F (-'27° C) to avoid thermistor error and automatically restarts at 4" F (-20° C). Indoor Unit MCA...............................................1 A Fan Motor Output ................................... 20 W Fan Motor (ECM)...............................0.28F.L.A. Airflow Lo - Med - Hi) ................ 280 - 320 - 390 DryCFM 250 - 290 - 350 Wet CFM Air Filter ......................... Polypropylene Honeycomb Sound Pressure Level (Lo - Med - Hi) ......... 30 - 34 - 39 dB(A) DIMENSIONS Indoor Intake Air Outdoor Intake Air 22-7/16 / 570 25-5/8/650 19-1/4/235 Temp. Temp. H Maximum 90" F (32- C) DB 115° F (46' C) DB Cooling° / 6.35 mm 73" F 23'' C WB 49 dB(A) Minimum 67° F (19° C) DB 14' F (-10' C) DB Flared �-E PARS- `� 57° F 14° C WB J5J4Av0,J 9i"hJ1=y Maximum 80° F (27' C) DB 75° F (24° C) DB Heating 12,. 67' F 19° C WB 65° F 18° C WB Minimum 70° F (21 ° C) DB -4° F (-20' C) DB 60' F 16' C WB -5° F -21 ° C WB' ' Applications should be restricted to comfort cooling only: equipment cooling applications are not recommended for low ambient temperature conditions. s System cuts out at -9° F (-'27° C) to avoid thermistor error and automatically restarts at 4" F (-20° C). Indoor Unit MCA...............................................1 A Fan Motor Output ................................... 20 W Fan Motor (ECM)...............................0.28F.L.A. Airflow Lo - Med - Hi) ................ 280 - 320 - 390 DryCFM 250 - 290 - 350 Wet CFM Air Filter ......................... Polypropylene Honeycomb Sound Pressure Level (Lo - Med - Hi) ......... 30 - 34 - 39 dB(A) DIMENSIONS UNIT INCHES / MM GRILLE INCHES/MM W 22-7/16 / 570 25-5/8/650 19-1/4/235 D 22-7/16 / 570 25-5/8/650 H 13/16/20 Weight (Unit/Grille) Lbs............................................. 36/7 kg............................................16.5/3 External Finish (Unit/Grille) .......... Galvanized -steel Sheets / Munsell 6AY 8.9 / 0.4 Field Drainpipe Size O.D.......................1-1/4" / 32 mm Outdoor Unit INCHES / MM Compressor .............................DC Inverter -driven MCA..............................................12 A MOCP.............................................15A 21-5/8/550 Fan Motor (ECM) ...............................0.50 F.L.A. Sound Pressure Level / 6.35 mm Cooling................................... 49 dB(A) Heating ...................................... 51 dB(A) DIMENSIONS INCHES / MM W 31-1/2/800 D 11-1/4/285 EA H 21-5/8/550 Weight .................................... 77 lbs. / 35 kg External Finish .. '.................... Munsell No. 3Y 7.8 / 1.1 Refrigerant Type ................................... R41OA Refrigerant Pipe Size O.D. Gas Side.................................3/8" / 9.52 mm Liquid Side................................1/4" / 6.35 mm Max. Refrigerant Pipe Length........... .. 65'/ 19 m Max. Refrigerant Pipe Height Difference ............. 40'/ 12 m Connection Method ................................ Flared �-E PARS- `� J5J4Av0,J 9i"hJ1=y 12,. •s j ,x i y£.i tie ,. •s j ,x i 20-00-00 D o n o 0 0 0 coo y ,aC7 JA JB JC N 00 1 O O O O IK ' i 20-00-00 D o n o 0 0 0 coo y ,aC7 JA JB JC N 00 1 O O O O IK ' I I i A 1 This is a truss placement dingraLm only.- these trusses are designed as individual building components to be wppa ' i corporated into the building design at the specification of the building Builder /Developer : xx designer. See individual design sheers for each truss design identified on INDIO TRUSS he placement drawing. The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall 45-491 GOLF CENTER PKWY INDIO, CA. 43-070 Parkwaytruclure.The Address: design of the truss support°structure including headers, LJAWJ 92aor T T. (760) ;347-3332 :3 ams, rwlls, and columns is the responsibility of the building designee 43-070 Parkway Esplanade last/ La Quintn For general guidance regarding bracing, consult "Bracing of Wood. Trusses" (760) 7o2o2 vailable from the'rruss I'late Institute: ' Building. Materials and 583 D'Onifrin DriveNadison, WI 53179' - Designer: Roce Dalte : 04/ao%t6 , r Male MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 9161676-1900 Re: 43 070ParkView Casita Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision • based on the parameters provided by BMC -Indio, CA. Pages or sheets covered by this seal: R47117016 thru R47117023 My license renewal date for the state of California is December 31, 2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. . • OQ?,pFESs/ SOON LU C 074486�c m LU M ` * EXP. ,12-31-17 STAT V April 20,2016 Ong, Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the ' ,truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSUTPI 1. Job Truss. Truss Type Qty Ply ., _ ` 3-7-2 4-0-14 Plate Offsets (X.Y>- f2:0-6-0.0-1-111 f7:0-6-0.0-1-111. f10:0-4-0.0-3-121 fl l:0 -3-9.0-"I LOADING (psf) SPACING- 2-0-0 847117016 43 070PARKVIEW–CASRA A01 Hip Girder 2 1 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.15 10-11 >999 240 MT20 220/195 Job Reference o tional xp ro [ur a mn ex mausmes, urc. uvea rspr — ro:a3: r[ [uso rage i I D:dnfSkKWcgtTS775dITnkigygU WI-iSOJv9i6oYzurr7XRYY5PWIUoewOPOkC,OsxL8kzOg2b -x-4.4-14- I eoo I /zoo I 15-7-2 1-2-0 4-4-14 3.7-2 4-0-0 3-7-2 4-0-14 Scale = 1:38.3 6x8 = 4x6 = 2.4 II 6x8 = 6x8 = 2x4 I I 402 = • 4-0-14 8-0-0 12-0-0 15.7-2 0-0-0 4.4-14 3-7-2 4-0-0 3-7-2 4-0-14 Plate Offsets (X.Y>- f2:0-6-0.0-1-111 f7:0-6-0.0-1-111. f10:0-4-0.0-3-121 fl l:0 -3-9.0-"I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.15 10-11 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.56 10-11 >423 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.41 Horz(TL) 0.11 7 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 99 Ib FT = 20% -'LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 2-8-11 oc purlins, except BOT CHORD 2x6 DF SS 2-0-0 oc purlins (2-9-2 max.): 4-5. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 8-5-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (Ib/size) 2=1967/0-3-8,7=1967/0-3-8 Max Horz 2=-09(LC 9) Max Uplift2=-456(LC 4), 7=456(LC 5) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-5101/1074, 3-13=-5048/1082, 3-14=-4990/1082, 4-14=493111090, 4 -15=4605/1044,5-15=-4665/1044,5-16=-491511085,6-16=-4974/1077, 6-17=-5054/1085,7-17=-5107/1077 TCHORD 2-12=1016/4791,11-12=1016/4791,11-18=974/4681, 10-18=-974/4681, 9-10=-970!4797, 7-9=-970/4797 WEBS 3-111=3411/202,4-111=-1156/110111, 5-110=-144/11002,6-10=3501206 NOTES - 1) Un,4alanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=456, 7=456. 8) This truss has been designed for a moving concentrated load of 250.01b live and 5.Olb dead located at all mid panels and at all panel • points along the Top Chord, nonconcurrenl with any other live loads. . 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137 Ib down and 102 Ib up at and 137.Ib.down and 101 lb up at 10-0-0, and 137 Ib down and_102 Ib up at;12-0-0 on top,chord. and 76.1 db down -and 1854b up,r_r a at 8-0-0, and 112 Ib down at 16-m,*a6d 761 Ib down and 185lb up at 1'1=11=4 on bottdm chord. The design/selection of such connection device(s) is the responsibility of others. 11),In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE 10111-7473 nw. 10!022015 BEFORE USE Design valid for use only with MTek0 connectors. This design is based only upon parametersshown, ands for on individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required far stabiBly and to prevent coltopse with possible personal injury and properly damage. For general guidance regarding the . fabrication, storage• defivery, erection and bracing of trusses and truss systems, see ANSI/TPII Ouality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. lee Street. Suite 3312• Alexandria, VA 22314. QRpF ESS/0 Soo 1_ LLJ C 074486 c m * E 12-31-17 sj CIV - '/4F p C April 20,2016 MiTek' 7777 Greenback Lane Job Truss Truss Type 43_070PARKVIEW CASrrA A01 Hip Girder BMC. Indio, CA - 92203 LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumberincrease=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-5=68, 5-8=-68, 2-7=20 Concentrated Loads (lb) Vert: 4=-137(B) 5=137(B) 11=761(B) 10=-761(B) 15=-137(B) 18=83(B) Qty Pty • R47117016 2 1 Job Reference o tional 7.640 s Sep 29 2015 MiTek Industries, Inc. Wed Apr 20 10:33:12 2016 Page 2 ID:dnfSkKWcgtTS775dITnkigygUWI-iSQJvgi6c Yzurr7XRYY5PWIUoewQPQkCQsxL8kzOg2b ® WARNING - Verily design Parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MII-7473 rev. 10l03Wl5 BEFORE USE Design valid for use only with MilekS connectors. This ifesign is based only upon parameters shown, and b far on individual building component, not a �• Truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing ol. trusses and tens systems, see ANSMII Oualiity, Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane - Safety Information available from Truss Plate Institute, 218N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his. CA 95610 •-••. r7Xa npr — r rge r ID:dnfSkKWcgtTS7QFTankryi9cyaq W_imSQJv9irl 2 RYY5PWIWn.HPYCQ.L8k zOg2b . I 1-2-0 - I 54-10 I 10-0-0 I .14-7-0 I ... 20-0-0 1.2-0 5-4-10 4-7-0 4-7-6 54-10 �. Scale = 1:37.0 4x4 = 4 3x4 = 3x4 = 3x4 = 3x4 = Ib LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 10.0 Job Truss Truss Type Qty Py LUMBER- BRACING - ' TOP CHORD 2x4 DF 1800E 1.6E or 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directy applied or 4-5-3 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.t&Btr 114711117017 Rigid ceiling directly applied or 1)-0-0 oc bracing. 43_070PARKVIEW_CASRA A02 Common 5 1 - Installation guide. REACTIONS. (Ib/size) 2=960/0-3-8, 6=960/0-3-8 , Job Reference o do a: •-••. r7Xa npr — r rge r ID:dnfSkKWcgtTS7QFTankryi9cyaq W_imSQJv9irl 2 RYY5PWIWn.HPYCQ.L8k zOg2b . I 1-2-0 - I 54-10 I 10-0-0 I .14-7-0 I ... 20-0-0 1.2-0 5-4-10 4-7-0 4-7-6 54-10 �. Scale = 1:37.0 4x4 = 4 3x4 = 3x4 = 3x4 = 3x4 = Ib LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code IBC2012/TPI2007 CSI. TC 0.47 BC 0.37 WB 0.23 (Matrix) DEFL. in Vert(LL) -0.07 Vert(TL) -0.27 Horz(TL) 0.07 (loc) Well Ud 8-9 >999 240 6-8 ' >885 180 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 77 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800E 1.6E or 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directy applied or 4-5-3 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.t&Btr BOT CHORD Rigid ceiling directly applied or 1)-0-0 oc bracing. WEBS '2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erecticn, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=960/0-3-8, 6=960/0-3-8 , Max Harz 2=-60(LC 9) Max Uplift2=-211(LC 4), 6=-211(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD .2-10=2019/346, 3-10=1962/356, 3-11=-1768/304, 4-11=-1717/313, 4-12=-1717/314, 5-12=1768/305, 5-113=119621356,6-13=-2019/346 BOT CHORD 2-9=-325/1856, 8-9=-161/1280, 6-8=275/1856 EBS 4-8=-102/568, 5-8=392/154,4-9=-102/568, 3-9=-392/153TES- nbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone; end vertical left and right exposed: Lumber DOL=1.00 plate grip DOL=1.00 -3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss figs been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=211, 6=211_ 7) This truss has been designed for a moving concentrated load of 250.O1b live and 5.0Ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 5.1._�� �e =; kss r� : S > : .� ' wt'.. , _ _ �` �°:sg .�—+n _-",+-__,_ ^-`� -�, - L -;e•.' -+.:' ; . r- -• i =•s. - � ® WARNING - Verry design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE Ml1-7473 rev. 10/032815 BEFORE USE Design valid for use only with MOek® connectors. This design is based only upon parameters shown, and is for an individual buffing component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stabi'sty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and tens systems. see' ANSI/T141 OuaBy Crifedo, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. OQRpF ESS/ONS Sooty o�F2 C 074486 c rn * E 12-31-17 April 20,2016 MiTek° 7777 Greenback Lane Suite 109 Job Truss Truss Type - QtyPly (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.03 8 >999 240 R47117018 43 070PARKVIEW_CASTA CJA DIAGONAL HIP GIRDER 4 1 BCLL 0.0 ' Rep Stress Incr NO WB 0.28 Horz(TL) 0.03 6 n/a n/a Job Reference o liana/ BMC. Indio, CA - 92203 7.640 s Sep 29 2015 MTek Industries, Inc. Wed Apr 20 10:33:13 2016 Page 1 ID:dnfSkKW x7tTS775dITnki9ygUWI-Ae_N17151T?ij?G3KxkrgT2Jv8v2MfWguhA2Og2a ' -1-7-13 I 4.6.5 7-7-6 11-2-4 1-7-t3 4-rr5 3-1.1 3-614 Scale = 1:21.3 3 3x4 II 1.5x4 II 3x4 = 3x4 = LOADING (psf) SPACING -2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.03 8 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.12 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.28 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight: 49 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 OF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 5-3-7 oc purlins, except BOT CHORD 2x4 DF 1800F 1.6E or 2x4 OF No.1&Btr end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 6=707/Mechanical, 2=643!0-4-9 Max Horz 2=96(LC 5) Max Uplift6=-157(LC 10), 2=183(LC 4) FORCES. (lb) - Max_ Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1452/315, 9-10=-1438/318, 3-10=-1439/316,3-11=1036/245,11-12=-1016/231, 412=-990!236, 5-6=-312!43. �T CHORD 2-15=355!1395, 8-15=355/1395, 8-16=-355/1395, 7-16=-355/1395, 7-17=-257/994, 6-17=257/994 EBS 3-7=-632/104.4-7=01437, 4-6=-1069/266 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 .2) This truss has been designed for at 10.0 psi bottom chord live load nonconcurrent With any other live loads. 3) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 6=157, 2=183. 7) This truss has been designed for a moving concentrated load of 250.01b live and 5.Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 16 Ib down and 58 Ib up at 2-9-8, 16 Ib down and 58 Ib up at 2-9-8, 15 Ib down and 83 Ib up at 5-7-7, 15 Ib down and 83 Ib up at 5-7-7, and 89 Ib down and 114 Ib up at 8-5-6; and 89 Ib down and 114 Ib up at 8-5-6 on top chord, and 1 Ib down and 22 Ib up at 2-9-8, 1 Ib down and 22 Ib up at 2-9-8, 38 Ib down and 17 Ib up at 5-7-7, 38 Ib down and 17 Ib up at 5-7-7, and 88 Ib down and 11 Ib up at 8-5-6, and 88 Ib down and 11 Ib up at ., 8-5-6 on bottom chord:The. design/selection of -such connection device(s) is -the responsibility of others. 9) In the LOAD CASES) sedon; loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard April 20,2016 ® WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED Miri REFERENCE PAGE M8-7473 rev. 10103rMS BEFORE USE Design valid for use only with Mitek® connectors. This design is based only upon poramelers shown, and is for on individual building component. not �- a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MTek' is always required for stabi,ty and to prevent collapse with possible personal injury and properly damage. For general guidance regarding file fabrication, storage• delivery, erection and bracing of tenses and inns systems. see ANSI/TPIT Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information ovalable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, V.4 22314. Suite 109 _ Job Truss Truss Type Qty Ply 43_070PARKVIEW_CASTTA CJA DIAGONAL HIP GIRDER 4 1 847117018 Job Reference o liana-; BMC, Indio, CA - 92203 - 7.640 s Sep 29 2015 Milrek IndLsbies, Inc. Wed Apr 20 10:33:132018 Page 2 ID:dnfSkKWcgjTS775dITnki9ygU Wl-Ae_7ViLZr51T?ij?G3KxkrgT2Jv8v2Mf WguhAzOg2a LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=68, 2-6=20 Concentrated Loads (lb) Vert: 10=115(F=58, B=58) 11=30(F=15, B=-15) 13=-178(F=-89, B=-89) 16=-56(F=-28, B=28) 17=-116(F=-58, 8=58) r ®WARNING - Ved/y deslgn parameters and READ NOTES ON THIS AND INCLUDED MTrEI( REFERENCE PAGE M11=7473 rev. fOlUN I15 BEFORE USE Design valid for use onty with MnekS connectors. This design is based anty upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addilional temporary and permanent brocing - B required for stability to M )Tek' ' and prevent collapse with possible personal injury and property damage. For general guidance regarding the - ' to fabrication, storage• delivery. erection and bxocing of trusses and truss systems, see ANSI/TPII Quarry Criteria, DSB-89 and BCSI Building Component safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 21314. 7777 Greenback Lane - - Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply_ 20.0 Plate Grip DOL 1.25 TC 0.06 TCDL14.0 847117019 43 070PARKVIEIN_CASRA JA Jack -Open 8 1 - WS 0.00 BCDL 15.0 Code IBC2012JTPI2007 (Matrix) Job Refere ce o tional! aep ca a ka mi r ex mau:me., mc. wea npr cu ra: ,a cur..aSt. r ID:dnfSkKWcgtTS775drrnkigygUWI-frX4Kr W9Do49GwYzaZUxNziSj3tOeVtAORDczOg2Z .1-2-0 1-2-0 • LOADING (psf) SPACING- 2-M CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 TCDL14.0 Lumber DOL 1.25 BC 0.03 BCLL 0.0 ' Rep Stress Inc.YES - WS 0.00 BCDL 15.0 Code IBC2012JTPI2007 (Matrix) LUMBER - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr DEFL. in floc) I/defl Ud PLATES GRIP Vert(LL) -0.00 2 >999 240 MT20 220/195 Vert(TL) -0.00 2-4 >999 .180 HOrz(TL) -0.00 3 n/a n/a Weight: 7 Ib FT = 20 Scale = 1:7.8 BRACING - TOP CHORD Structural wood sheathing direct4 applied or 1-11-11 oc purlins. BOT CHORD . Rigid ceiling directly applied or 1 "-0 oc bracing. MTek recommends that Stabili _ers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=39/Mechanical. 2=206/0-3-8,4=29/Mechanical Max Horz 2=44(LC 4) Max Uplift3=-20(LC 8), 2=-78(LC 4) Max Grav 3=39(LC 1), 2=206(LC 1), 4=48(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=3.Opsf; h=25ft; Cat II; Exp C; enclosed; MWFRS (envelope) gable end zone; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. )' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. ®WARNING - Verify dealgn Parameters and READ NOTES ON THIS AND INCLUDED M1rEK REFERENCE PAGE 11,111.7473 rev. 10MMMI5 BEFORE USE Design vatic for use only with MTek® connectors. This design is based only upon poromelen shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicabiGly of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required tot stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, starooe. delivery, erection and bracing of tnnses and truss systems. see ANSI/tPll Quality Criteria, DSB.ati and BCSI 9uilding Component safety Inform:an available from Truss Plate Institute. 218 N. Lee Street. Suite 312 Alexandria, VA 22314. OQROFESS/�N� SOON o�F,� CO cwr_C 074486 c M E 12-31-17 \FOF L1FO� April 20,2016 MTek' 7777 Greenback Lane Job Truss Truss Type Qty Ply LOADING (psf) 847117020 I 43_070PARKVIEW_CASrrA JB Jack -Open - 8 1 Plate Grip DOL 1.25 TC 0.13 ' 24 >999 240 MT20 220/195 TCDL _ 14.0 Job Reference o tional 1-2-0 . .. »w'ow��n,rox ID:dnfSkKW" tTS77 ld nkigygUWl-frX4"NKyDc49GwYzaZUxNxhShXtQeVtAQRDczOg2Z 311-11 311-11 Scale = 1:11.2 Installation guide. REACTIONS. (Ib/size) 3= 111 [Mechanical, 2=294/0-3-8, 4=56/Mechanical Max Horz 2=68(LC 4) Max Uplift 3=-51 (LC 8), 2=-89(LC 4) Max Grav 3=111(LC 1), 2=294(LC 1), 4=94(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=3.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS envelope) gable end zone; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 his truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. n .Y Jr^.'.s�' .,-.�:..�..,...'_ ,,�' .pd �2' - r I,m �. - _ _ l.•. - .t F i.. - aS�•-�.s.--+a.. _ ® WARNING - VeHfy design Parameters and READ NOTES ON THIS AND INCLUDED un -EN REFERENCE PAGE Ml1-7473 rev. 10/03/[015 BEFORE USE Design valid for use only with MifeM connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with posvble personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Info -2. available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Q�OF ESS/�N �����0 S 2 LIJ C 074486 c m * EX 12-31-17 FQFCA April 20,2016 M' MiTek' 7777 Greenback Lane Suite 109 { LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.01 24 >999 240 MT20 220/195 TCDL _ 14.0 Lumber DOL ' 1.25 BC 0.13 Vert(TL) -0.03 24 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00. Horz(TL) -0.00 3 n/a n/a BCDL 15.0 Code IBC2012/TPI2007 (Matrix) Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directLr applied or 3-11-11 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 1"-0 oc bracing. MiTek recommends that Stabilters and required cross bracing be installed durin truss erecticl in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3= 111 [Mechanical, 2=294/0-3-8, 4=56/Mechanical Max Horz 2=68(LC 4) Max Uplift 3=-51 (LC 8), 2=-89(LC 4) Max Grav 3=111(LC 1), 2=294(LC 1), 4=94(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=3.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS envelope) gable end zone; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 his truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. n .Y Jr^.'.s�' .,-.�:..�..,...'_ ,,�' .pd �2' - r I,m �. - _ _ l.•. - .t F i.. - aS�•-�.s.--+a.. _ ® WARNING - VeHfy design Parameters and READ NOTES ON THIS AND INCLUDED un -EN REFERENCE PAGE Ml1-7473 rev. 10/03/[015 BEFORE USE Design valid for use only with MifeM connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with posvble personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Info -2. available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Q�OF ESS/�N �����0 S 2 LIJ C 074486 c m * EX 12-31-17 FQFCA April 20,2016 M' MiTek' 7777 Greenback Lane Suite 109 { Job Truss Truss Type Qty Pty PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.06 2-4 >999 240 R47117021 43_070PARKVIEW_CASRA JC Jack -Open 8 1 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a Job Refe,re ce (optional) ams„ m n aecu.a ' —""' ,., o. —' Z ' ID:dnfSkKWcgtTS775dITnki9ygU Wl-frX4"NK9Dc49GwYzaZUxNumSeUtQeVtAQRDczOg2Z 5-111-11 -- - -- - - - -- -- 1-2-0 5-11-11 g • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.06 2-4 >999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.19 2A >367 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 15.0 Code IBC20121TP12007 (Matrix) Weight: 18 Ib FT = 20% LUMBER- BRACING. TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc puffins. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.t&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=185/Mechanical, 2=386/0-3-8, 4=86/Mechanical Max Horz 2=93(LC 4) Max Uplift3=-82(LC 8), 2=-101(LC 4) Max Grav 3=185(LC 1), 2=386(LC 1), 4=144(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph: TCDL=6.Opsf: BCDL=3.Opsf; h=25ft; CaL II; Exp C; enclosed; MWFRS (envelope) gable end zone; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 This truss has been designed for a 10.0 psf bottom chord live load nonconcuRent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=1b) 2=101. L. I ®WARNING- Vedly design p-4ers and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 rev. MM3120f5 BEFORE USE Design valid for use onlywith Mirek6 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stobmty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the . fabrication, storage, delivery• erection and bracing of trusses and truss systems, see ANSI/TPlt Quality Crtieria, DSB-89 and SCSI Building Component Safety Information available front Truss Plate institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. QROF ESS/pN SOON 0 �c 2 lJJ C 074486 c rn * EAP. 12-31-17 W wo-MAR-0-011"'Em April 20,2016 MiTek' 7777 Greenback Lane Job Truss Truss Type pty. Pty -'LOADING (psf) SPACING- 2-0-0 ' CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP - R47117022 43_070PARKVIEW_CASrrA JD Jack -Open 6 1 TCDL 14.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.32 4-7 >295 180 Job Reference o tional'= wea npr m ru:.s.s:sa "io rage i ID:dnfSkKWcgtTS775dITnki9ygU5M-715S.KBk?4TLTtJr66h5ol9wtxs wctuf6g9?13zOg2Y -1-2-0 8-0-0 1 2-0 8-0-0 Scale= 1:18.1 3FA - 1 8 4.00 F12 n N r tV N 2 1 1 • 4X4 — -- 8-0-0 1 -'LOADING (psf) SPACING- 2-0-0 ' CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.08 4-7 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.32 4-7 >295 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 15.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 24 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc puffins. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 1M-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. ^�^� r rvr�a• porsize) J=zu�imecnanical, 1=tO3/U-3-8, 4=103/Mechanical Max Horz 2=119(LC 4) Max Uplift3=-85(LC 4), 2=-126(LC 4) Max Grav 3=205(LC 1), 2=553(LC 1), 4=152(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf: BCDL=3.Dpsf; h=25ft; CaL II: Exp C; enclosed; MWFRS (envelope) gable end zone: end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. )' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=1b) 2=126. ®WARNING - Verfry design Parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE M114473 rev. 10/03rM5 BEFORE USE. Design valid for use only with MTekV conneclors. This design is based only upon parameters shown, and is for an individual building component, not ' a truss system. Belvue use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is olw oys required lar stability and to prevent collapse with possible personal injury and property damage: For general guidance regarding the fabrication, storage, delivery, ereclion and bracing of trusses and truss systems, see ANSI/TPII Ouarry, Criteria, DSS -89 and SCSI Building Component Safety Informo8on available from Truss Plate institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. QROF ESS/ON SOON 2c L C 074486 c m Of * E 12-31-17 FOFC April 20,2016 MiTek' 7777 Greenback Lane Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply PLATES GRIP 43_070PARKVIEW_CASfrA zt Lay-In Gable 2 1 847117023 TCDL 14.0 Lumber DOL 1.25 BC . 0.02 Vert(TL) n/a n/a 999 Job Reference o 'ona: ocf+ �� ey i mr r eR marsmes, rnc. wea Xpr cu Iu:JJ:1D zu1b rage 1 I D:dnfS kKW cgtTS775d ITnki9ygU W I-715SX3k?4TLTW66h5o19w8gs3W ctmf6g9?13zOg2Y I - 1-11-0 3-10-0 1-11-0 1-11-0 4x4 = Scale = 1:13.1 ' 2 4 2x4 // 1.5x4 11 2x4 \\ LOADING (psf) SPACING- 2-0-0 CSf. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) We n/a 999 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC . 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.01 Horz(TL) 0.00 ' 3 n/a n/a BCDL 10.0 Code IBC2012rrPI2007 (Matrix) Weight: 13 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 110-0 oc bracing. OTHERS 2x4 DF Std G MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide REACTIONS. (Ib/size) 1=87/3-10-0.3=87/3-10-0.4=104/3-10-0 Max Horz 1=-40(LC 6) Max Uplift 1 =-22(LC 9), 3=-21 (LC 9), 4=-1 (LC 8) Max Grav 1=87(LC 1), 3=87(LC 1), 4=105(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- ' 1) Unbalanced roof live loads have been considered for this design. *Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3, 4. - OQRpFESS/p�,�\ CO �0 SOON o�F2G) LU C 074486 c m * E 12-31-17 OFC April 20,2016 ®WARNING - Verfy design pammerers and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M11-7473 my. 101031MS BEFORE USE Design valid for use only with MiTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not �• ' a truss system. Before use, the balding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing u MiTek' always required for stobrlty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trvsses and truss systems, see ANSI/rPll QueBly, Craerlo, DSB-89 and BCSI Building Component - 7777 Greenback Lane Safety Information avoloble from iru PI f I fit 4 ss a e M t. e. 21a N. Lee Street. Suite 312, Aleaandno, VA 22314. 14 Symbols Ibols Numbering System General Safety Notes. PLATE LOCATION AND ORIENTATION 3 " Centerlate on oint'unless x, y /4 offsets a e indicated. 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Person_ al Injure Dimensions are in ft -in -sixteenths. �a Apply plates to both sides of truss1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X -bracing, is always required. See BCSI. i ,�� 0' /16 cr-2 C2-32. Truss bracing must be designed by ap engineer. For 'braces 4 WEBS c�a wp wide truss spacing, individual lateral themselves may require bracing, or alternative Tor I bracing should be considered. "; 3. Never exceed the design loading shown and never Ustack ii materials on inadequately braced trusses. 00 CL 4. Provide copies of this truss design to lite building For 4 x 2 orientation, locate designer, erection supervisor, property, owner and plates 0 -'Ag' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against„each other. 6. Place plates on each face of truss at each This symbol Indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1., connector plates. THE LEFT. i 7. Design assumes trusses will be suitably, protected from Plate location details available In MITek 20/20NUMBERS/LETTERS. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. • t software or upon request. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC -ES Reports: use with fire retardant, preservative treated, or green lumber. ,. The first dimension is the plate 10. Camber Is a non-structural consideration and is the width measured perpendicular 4 X 4 ESR -131 1, ESR -1352, ESR 1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER -3907, ESR -2362, ESR -1397, ESR -3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and sae, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. in all respects, equal to or better than that specified. t 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates IOCatIOn where bearings (supports) occur. Icons vary but ©2012 MiTek@ All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior . approval of an engineer. i reaction section indicates joint 17. Install and load vertically unless indicated otherwise. number where bearings occur. Min size shown is for crushing only. ENenvironmental, B 18. Use of green or treated lumber mayj'ppase unacceptable health or performande risks. Consult with project engineer before use. Industry Standards: Dal ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words ° Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. a is not sufficient. BCSI: BuildingComponent SafetyInformation, k MInstalling 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling,'T ANSI/TPI 1 Quality Criteria. & Bracing of Metal Plate Connected Wood Trusses. Ingineeriing Reference Sheet: MII-7473 rev. 10/03/2 t PPPPPPP7- 1'�T .0� Building Materials and Construction Services 45-491 GOLF CENTER PARKWAY, INDIO, CA. 92203 0.760-347-3332 F.760-347-0202 CONTENTS .........................PAGE TIMBER PRODUCTS. INSPECTION (LETTER) ..................................1 •TPI (GTI) STAMP - SEE PAGE 1 ..................................2 EXPLANATION OF ENGINEERED DRAWING ..................................3 DETAIL FOR COMMON AND END JACIiS - 16 PSF ..................................4 DETAIL FOR COMMON AND END JACKS - 20 PSF .................................5 SUPPORT OF B.C. (PRESSURE BLOCK) STANDARD OPEN END JACK..................................6 INTERIOR BEARING OFFSET DETAIL ..................................7 BEARING BLOCK DETAIL 3 %" BEARING ..................... _............ 8 BEARING BLOCK DETAIL 5 V BEARING . ..................................9 UPLIFT TOE -NAIL DETAIL .....:...........................10 LATERAL TOE -NAIL DETAIL .................................11 WEB BRACING RECOMMENDATIONS .................................12 T -BRACE AND L-BRACE .................................13 VALLEY TRUSS DETAIL ..................................14 VALLEY TRUSS DETAIL (CONT'D.) ............................... 15 •PURLIN GABLE DETAIL PURLIN GABLE DETAIL (CONT'D.) .................................16 .................................17 PURLIN GABLE DETAIL (CONT'D.) ............................... 18 PURLIN GABLE DETAIL (CONT'D.) ............................. 19 STANDARD GABLE END DETAIL ..................................20 STANDARD GABLE END DETAIL (CONT'D.) .................................. 21 STD. REPAIR - MISSING STUD ON GABLE TRUSS ...................... _............ 22 STD. REPAIR - BROKEN STUD ON GABLE TRUSS .................................23 STD. REPAIR - REMOVE CENTER STUD ON GABLE TRUSS .................................24 STD. REPAIR - NOTCH 2X6 TOP CHORD ON GABLE TRUSS ................:................25 STD. REPAIR - NOTCH 2X4 TOP CHORD ON GABLE TRUSS .................................26 - -.e,-_STANDARD OVERHANG REMOVAL DETAIL.................................29 SCAB APPLIED OVERHANGS ..:..........................30 TIGGYBACK TRUSS CONNECTIONS ............................31 - 34 PLEASE CONTACT BMC FOR MORE INFORMATION OR QUESTIONS REGARDING THESE SHEETS PAGE: 0 OF 34 Building Materials and Construction Services 12729-2015 To Whom It May Concern: It is our standard policy to manufacture all of our trusses with a minimum camber of 1/8" • per ten lineal foot of span or dead load deflection, whichever is greater. Mike Goodman Design manager BNC 45-91 Golf Center Parkway Indio, CA_ 92201 t: 750.347.3332 f: 750.347..0202 TQ Whom *It May Concorn: This is to verity that 13MG of Indio, CA is a Subscriber in the Timber Products rinspOction (TP) and General Testing and Inspection (011) Truss 0U ",11ity Auditing Progran . TheTP and GTI Truss Quality Auditing Programs are recognized by the Interhational Accreditation Service (JAS) with th& aWghed number 6f AA -664. TP and the GTI quality assurance marks have Inen recognized irl tNa West by. the Muss . . ' * frtdustry and jurisdictions since 1969. TP currently audits truss manufacturing fac*fliti6s nationwide. TP is coriducting unahnoLiliced, third parfy audits at BMC of Indio, CA. This, faciflify is currently in good standing, in the TP Truss Qualify Auditing Program. VCs personnel are ; ut orized to apply the G -n quality mark to trusses that are- nignufa::;turec in accordance with the'latest revision of the ANSI1TP1 Standards. All staihlping'takes place at the truss rnanufactuting facility, under supervlsioh of qualified plant personnel. If ybU. have questions regarding the status, of any plant in the TP/GTI Program,, please contact ma on my. cell 208.818.7869. Sincerely, TIMIBER PRODUCTS INSPECTION Orian.Hensley Truss Managet — WestLim Division X -c: File Page #11 • 105 SE 124th Avenue o P.O. Box 919 1«641 -Sigman Road Vancouver, Washington 98684 Conyers, Georgia 300I 2 36OL1449-3840 FAX: 360144.9-3953 7�70/922-8000 • FAX -ft/922-1290 Job Truss 1 Truss Typo Ory 19a�a 599 .f 440 4-8-8 ,z-00' n 2240 267-4 380-0 1 2 3 1 4 jPiYj 51 6 1234 SHORT i 1 CATHEDRAL 1 Code HIC2006071`111002 (MetN4 8a �440 ,:40 8b 440 140 7.0.0 12 13 3 4.0012 3x70 4 54, �y 2 2�Y 5 7.51A)3XOv 28 ZD14 MIIG 1aa31nes,InC. Mon Apr U!Ua: ..ZT ol'i 1`19.1 1B•0.0 I 25414 740 6414 11 Bad, / 7.14112 21 20"14 334 r'11111r, y X15 be n W. om 6414 7x8. 13 18 4x6 % 340 4AO jU "M L12 12 ` 3x4% 22 Ir 1718 3\3s= If Is- �3, 5x4 ,.8 5x7= ` 16 OER. In poc) Udall t/d 19a�a 599 .f 440 4-8-8 ,z-00' n 2240 267-4 380-0 19 b/-4-00 748 .e ,040 lad 0.3.8 6412 Overall Trues Haddam 12-1D0 1 / 20 28 Piste Of sd3 01, h: I&D -3 -7A -2 -al. 110.0-1-2.0-0-51,113:-3.3-0.0-0-01. In:0-2-12.0-1,31.116:0-54.0-2-31 23 fleD SIres3lncr vis LOADING t04 22 211615 OER. In poc) Udall t/d �OS 211%190 TOOL 10.0 21 PaWSPACINnuesse Lumber bcreasa 1.15 ZQ 1CSCI 0.84 25 BC IAO �26 9ert(LLI -1.6 12-14 -996 240 27 VerRTL) -1.16 1577 160 28 BCLL OA 23 fleD SIres3lncr vis WB 0.85 -341 Hon(TL) 0.74 10 Na Na BCDL uLD Code HIC2006071`111002 (MetN4 Weight: 183 to FT. 20% LUMBER TOPCHORD 2x45P No.2'Ertept' Ts:2x4 Be pairs k + 29 30 BRACING TOP CHORD Stnuctural hood sheathing directly applied or 2-2-0 cc protons. BOT CHORD RIpId dlrec 1-4•12 Dr+cl BOTCHOfl0 2x4SPNo.2'E3capl' ce8lnp ty +OMIod or oc p. B5:2x4SPNo.1 > WEBS Craw at midpoint 5.15 WEBS 2x4 SP No.3'Except' W7.2,4 SP No.2 31 fMTT.ck recommend, that Slebilimn and ro4ulred cm+a b ir:1.9 be theoried during t-3 erection. In accordance Mlh SIa010xar Installation 9ulda. REACTIONS 0b3mie) 18.1740/0-V8 (MIn. 0-2-1),10.1417/0-3-8 (.1.. 0.1•Bj Max Hor+ IS -9 L`7) 32 Max UP111118.-63(LCB). 10.-30(LC9 Ib) - Max. U.PJMM Tan. • A8 farces 250 (lb) or leu except when enown. RD 1.2 -196/456,2 -3 -245/545.3.4.•2012/0.4 -5.189610.520 -189910.6-20.-1770/0,6-21-3060/0.7-8--428710.5-9.437510. F 9-22-4595/0,1022-46OND RD' 1.19-�394n01, 18-19--4021211,17-18.-511!485,16-17-5111288,18-17.071655,1516=0/1693.14-15.012999.13-14.01335,12-13.M315. 1612.0/4180 33 NOTES It 1) Unbalanced mat the loads nave been considered for this design. 2) Wind; ASCE 7-05; 90mp10 TCOL.6Apsl, BC046Ap3t h.251t B" 511; 43811, ehhn-Sft Cal. ll;Exp B; emlosed; MWn15(a0 heights) GdC-C Exterlorn) 040 to 440. Interior(1) 4-0-0 19-0-0, Ext.W(2) Is-" to 22-9-10 Ana: cam0ever Telt and right exp cad: sod vertlul left and Odin exposed; C -C for members and lorces 8 MWFRS for neac0ons showm Lumber 001.1.60 plate onto D061.50 6) rIH.bu.>iwa nacre-iw-.wagem par - i.-.-.Aem mm cul wrtl me Anus. 41'This nue, nae been dulpned ror a INe lad Ol 20.0 Dsf on me npllom G«d M N epees when a ractmgle l8-0 IeA W zoo M0, MII 01 netsmen Ina Da,tarrl dlard end airy ower mem0ers. 34 5) Baringatlau(s) 10 considers period to grsln vabe using ANSUTPI Jenne to grain formula. BulMMg designer should wiry capacity of hearing s«lace. s) Provide mechaniW correction (by others) «trust to bearing plate capable of Mlhstandmg 63 to uplift at loin 18 and 3010 uplift at joint 10 7)TOis Imes to designed to accmaedaMU the 2008let ernallolW Bidding Code section 23081 and referenced standard ANSVTP1 I. S)-Ser"old oltchbrnaks Indudbe keds' Member end (Wry model wes sed In the anaheie and fiction of this truss. LOAD CASE(S) Stamm 35 1 www.mitak-us.com 1 Tech Support 1-866-MITEK-TS (1-866-648-3587) • Reading a MiTek Engineering Drawing 1 Job name 2 Truss label 3 Truss type 4 Truss quantity 5 Number of plies 6 Job description 7 Software version 8a Cumulated dimensions of top chord - panel lengths are added together along the top chord of truss (feet-Inches-slxteenths)YT 86 Panel lengths of the top chord - each section represents the horizontal distance between.lhe centerline of two consecutive panel points along the top chord Pet -inches -sixteenths) 9 Drawing scale of the truss 10 Top chord slope - Inches of vertical rise for each 12 inches of horizontal run 11 Top chord member label (if shown) - Identification label used to distinguish pieces 12 Truss height - the height of the truss from the top of the bearing to the top of the top chord (trusses with multiple levels of top chord will have multiple truss height dimensions) (feet -Inches -sixteenths) 13 Plate size, orientation and type - plate size in inches. The two lines denotes the direction of the plate 14 Continuous lateral bracing location 15 Web member label (if shown) 16 Heel height - the height from the top of bearing to the top of the lop chord at the outside edge of the bearing (feet -inches slxteenths) 17 Bottom chord slope - Inches of vertical rise for each 12 Inches of horizontal run 18 Bearing - a structural support, usually a wall or beam that is designated to carry the truss reaction loads to the foundation 19a Cumulated dimensions of bottom chord - panel lengths are added together along the bottom chord of truss (feet -Inches -sixteenths) 19bPanel lengths of the bottom chord - each section represents the horizontal distance between the centerline of two consecutive panel points along the bottom chord (feet -inches -sixteenths) 20 Plate offsets (X, Y) - this section lists any horizontal and/or vertical plate offsets (in inches) and the location they occur 21 Design loading (PSF-pounds per square foot) 22 Spacing on center -feet -Inches -sixteenths 23 Design code / Design standard 24 Duration of Load for plate and lumber design and Repetitive Use Factor 25 CSI - maximum Combined Stress Index for top chords, bottom chords and webs 26 Deflection. maximum deflection expected in a member (inches), Location of maximum deflection, maximum Span to deflection ratio expected In a member 27 Span to deflection ratios - input allowables 28 MITek plate allowables (PSI) / estimated truss weight I fabrication tolerance 29 Lumber requirements. 30 Ranulrad brarina fnr all mamhers 31 Reaction (pounds), Bearing size - input and minimum required (H shown) 32 Maximum Uplift and/or Maximum Horizontal Reaction if applicable and Maximum Gravity if shown 33 Maximum member forces -Tension (+), Compression (-) 34NoteS MiTek 35 Additional loads / load cases FAX 314-434-5343 I Online Training Registration http://www.mitek-us.com/SuppiDrt/training DETAIL FOR COMMON AND END JACKS MII/SAC - 8-16PSF' 3/30/2004 PAGE 1 MAX LOADING (psf) 5VAGING 2.0-0 TOLL 16.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1:25 BCLL 0.0 Rep Stress Incr YES BCDL- --10.0 MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 SPF, HF, DF -L N0.2 BOT CHORD 2 X 4 SPF, HF, DF -L No.2 NOTE:- TOP OTE:TOP CHORD PITCH: 4/128/12 BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. • 3x4 = BRACING TOP CHORD Sheathed. BOT CHORD Rigid ceiling directly appl5ed. MTek.lndustries, Inc. Western Division LENGTH OF EKTENSION AS DFSIGN R=n'n 9n --n- mAy SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE WISAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W1(.131"X3.0" MIN) NAILS @ 3" O.C. 2 ROWS SUPPORT AND CONNECTION BY O—HERS OR 2-16d COMMON WIRE (0.162 -DIA. X 3.5) LGT TOE NAILS SUPPORTS SHALL BE PROVIDED 4'-D" O.C. ALONG THE EXTENSIO J OF TOP CHORD. CONN. W13 16d COMMON WIRE (0.162 -DIA X 3.5" LGT) TOE NAILS CONN. W2 16d COMMON WIRE (0.16=k X 3.5- LGT) TOE NAILS 8-0-0 --" - — EXT. 2-0-0 4 -C -O 2-0-0 EXT. r�cr 2-0-0 EXT. 2 0 0 2-0-0 CONN. W13 16d COMMON WIRE (0.162"DIA X 3.5' LGT) TOE NAILS BOTTOM CHORD LENGTH MAY BE 2'-0" 3X4 = OR A BEARING BLOCK CONN. W/2 16d COMMON WIRE(0.167'DIA X3.5-) LGT TOE NAILS OR SEE DETAIL MIVSAC-7 FOR 2-D-0 PRESSURE BLOCKING INFO. QR NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. �ia' �ONIO �awy,:. . r• _, e.--�.,.+c:�..—....... �, - �...- C .. .' ., ,? 4 .. �.sc- r�'•T'S _.'— .n' :. eG:_ }q .. a � X DEC 14 2015 0 WARNING • 9ertjg design parmnetem and READ NOTES ON 73W AND LNCLODED 14772K REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only vAlh NUTek connectors. This design Is based only upon parameters shown, and is for an individual building component. ApplIcab3fy of design paromenlers and proper incorporation of component Is responsibility of building designer- not Iruss designer. Bracing shown . is for lot era[ support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsrbiNly of the ' ereckx.. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general gufdonce regarding faSdcotlon. quality control, storage, delivery, erection and bracing, consuil ANSI/TPII Quality Crilerla. DSE-89 and BCSIT Building Componenf Safety Informa8on available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. � c NO. C76428 I -EY,P.-,I -31_,. 16 . /. `-4 OF CAL�FOFL 7M Greenback Lane �® Suite 109 CBnrs HelghK CA. 9581 MiTek DETAIL FOR COMMON AND END JACKS M11/SAC - 8 -20PSF -8/31/2005 PAGE 1 MAX LOADING (psf) 5 AL:ING 2-0-0 BRACING .. !�® ®TCLL 20.0 P tes increase 1.15 TCDL 16.0 Lumber Increase 1.15 TOP CHORD Sheathed. BCLL 0.0 Rep Stress Incr . YES BOT CHORD Rigid ceiling direr BCDL 10.0 MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 HF DF L N 1 MiTek Industries, Inc. _Western Division - 0• LENGTH OF TENSION BOT CHORD 2 X 4 SPFEX , HF, DF -L No.2 I AS DESIGN P.EQ'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 I -2-0-0 F 8-0.0 \ 1 NOTE: TOP CHORD PITCH: 3/12--8/12 BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. • 2-0.0 SUPPORT AND CONNECTIO BY N GTHERS 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/3 160 COMMON WIRE (0.162" DIA. X 3.5" LGT) TOE NAILS 3x4 — CONN. W/216d COMMON WIRE 2-0-0 8-0-0 B-0-0 6-0-0 4-0-0 I' X 3.5 LGT) TOENAILS EXT. 2-0-0 EXT. D(T. 2-0-0 _ 2-0.0 : •- CONN. W13 16d COMMON WIRE (0.16' DIA X 3.?' LGT) TOE NAILS 'C -N BOTTOM CHORD LENGTH MAY BE 2'-0" WN \ 3X4 - OR A BEARING BLOCK CONN. Wr2 16d COMMON WIRE(0-162"DL4 -. 3.5") LGT TOE NAILS OR SEE DETAIL MII/SAC-7 FOR PRESSUREBLOCKING INFO. /J "-0 NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. oOyONI F��r``,\ i¢� c�'"•mo` NO. C76428 -=EXPR:" 12 1,46- a OF CALIF0Q Q WAR)MVG • Yerlfg design pararn.t mond READ NOTES ON TIM AND INCLUDED MITER SEFERENCE PAGE M147473 BEFORE DEE. 7777 Greenbads Lane r_r_Cb Design void for use only with Mlrek connectors. This design Is based only upon parameters shown, and is for an individual bultding component. -Sulle 109 proper incorporation component responsibly of building designer - not truss designer. Bracing shown Citrus Heights, 9561 - " AppOcablBiy of design poramenlers and o er f Ibn of co anent k re Ig �%+. Is for iaferol support of Individual web members. only. Additional temporary bracing to insure stability during construction Is the responsibility of the erecior. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabricatlon, quality control, storage, deMery, erection and bracing, consu8 ANSI/1PI1 Quality criteria, OSB -84 and BCSI1 Building Component M il 1w � Solely Information available from Truss Plate Insllfule, 583 D'Onofrio Drive, Modison, WI 53719. S.U:PPO.RT OF B.C. OF STANDARD OPEN END M!f/SAC - 7 JACK: USfNG�PRESSURE BLOCKS 3/30/2004 PAGE 1 • CA! st GIF CAL GIRk - Loading (PSF): -- ---- BCDL 10.0 PSF MAX 2x4 bot chord'' Carrier truss Dfjack / % X1,`2- (.131"X3.0" MW) =Is (h P) I��Zx4 block jack between jacks. G nailed to carrier br' truss w/6 W/(.131"X3.0" MIN) nails spaced at 3" o.c. PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER BC of carrier truss 6.0-0 24" TYP Walk Industries, Inc. Western Division 2-(.131"X3.0" MIN) NAILS (typ) QROF N�ONIOyEL �`— BOTTOM CHORD OF OPEN END JACK F9�q Z2X4etween jacks, nailed to carrier BC or w/ 6-(.131"X3.0" MIN) NAILS @ 3" o.c. NO. C76428 EXP. 12-31-16 Page # 6 o DEC 14/.2015 0 IVARM - Var•rfy drsrgn P--tcm and READ NOTES ON THIS AND D CLODED Mr=REFERENCE PAGE A*M-7473 BEFORE VSE. 7777 Greenback Lane Ded'9n vp6d lar use only with MRek connecfo z Thk design h based only upon poramefers shown and h for an indhddual butldng component. sulle 109 A'pp6rablEfy or design paramenfers aril proper incorporollon of component k responsmi5ly or buAdrig designer- ndf Wss designer. &odng shown CIWs Helghls, CA, 9561 k la �terol'svppotl o1IndHidual web members only. Addlional'lemporary broking to Insure sloblBly during consinsclbn 6 the responsibpfily of the erecta. Adr9tional permanent bradng or the overa0 structure k the responsibiBly.ol the buBdng designer. Fa genervl guidance regordmg IaCricalloR 9ua91y control, storage, derrvery, erecl'ron and brarskg, cnnsug ANSI/rPli Quallly Crlfeda, DSB-84 and BCSn BuAding Component � Safety IrilomiaAon available IromTruss Plate Institute, 564 D'Onolrio Drive, Modtson, WI53714. �;'T�� INTERIOR BEARING OFFSET DETAIL MIIISAC - 6 3P30/2004 PAGE 1 Td L. NOTE: INTERIOR BEARINGS MAY SHIFT TO THE LEFT OR RIGHT A DISTANCE EQUAL TO THE DEPTH OF THE BOTTOM (d). (7 112" MAX) BOTTOM CHORD PITCH MAY VARY - NOTE: THIS DETAIL MAY BE USED FOR ROOF OR. FLOOR TRUSS DESIGNS DOUBLE WEB JOINT SINGLE WEB JOINT T d MITek Industries, Inc. Western Division TRIPLE WEB JOINT gVtOF vp o NO. C76428 \ EXP. 12-31-16 -.y _ QF CALF. Page # 71 DSC 14 1015 d rL O WARFIING • V.,Vy design parameters and READ NOTED ON TMS AND WCLL UDSD W7ZKREFERSNCs PAGE 17473 DsMRE USE" 7777 Gmenheds Lane •Design valid for use any with Welt connecicm This design h based only upon parameters shaw'rs, and Is for an Individual building component. - Sane 109' Applicability of design pparomenims and proper incorporation of component Is responslh@ty of bulding designer- nob truss designer. Bracing shown i7lrus Heights. C& 9561_ Is for loletal supporl of IndMdual web nrembars only. Additional temporary bracing to Insure slabl8ty during rnns rucllon is the respondb1611y of the erector. Addlllonal permanent bracing of the 0"10 structure k the respondblilly of the building designer. For general guidance regarding p laWollon, quolly conlrol, storage, delivery, erection and brodng. consu0 ANSI/Tril Quality Criteria, DSB-89 and Bd C511 Building Component - Safety Information avaBabte from Trus Plale tnstllule, SM D'Onoldo, Drive, Modlson, M 53719. Tek 1 BEARING BLOCK DETAIL 3 1/2" BEARING MII/SAC - 3A 3/25/2004 PAGE 1 REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES -IMPORTANT .This detail to be used only with one ply trusses (EXCEPT AS NOTED BELO\N) with a D.O.L. lumber increase of 1.15 or higher. Trusses not fitting these criteria should be examined individually. MiTek Industries, Inc. Western Division 0-3-8 ACTUAL BEARING SIZE 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown• and is for on individual building component. Suite 109 'w Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not Inndesigner. Bracing shown Citrus Heights, CA, 9561M _,w,s is for lateral support of individual web members any. Additional temporary brocing to insure stability during construction B the resporm'bllity, of the Additional bracing ALLOWABLE erector. permanent of the overall structure u the responsibility of the building designer. For general guidance regarding fabrication. quality control storage, delivery, erection and bracing. consult ANSI/TPII Quality Crfleria,.DSB-89 and BCSII Building Component BOTTOM CHORD SIZE LUMBER REACTION BEARING BLOCK BEARING BLACK & WOOD BEARING.ALLOWABLE LOADS AND NAILING PATTERN GRADE NOTE 1 (lb) (NOTE 4,5) ALLOWABLE LOADS NOTE 4 ALLOWABLE lib) LOAD NOTE 4 TOTS' EQLZVAi.ENT BEARING LENGTH SYP 2966 929 3895 0-4-9 2x4 BOTTOM CHORD 2 ROWS @ 3" D.C. DF 3281 855 4136 15 -6 ' IS TOTAL NAILS) HF 2126 736. 2862 0-4-11 SPF 2231 726 2957 0--10 SYP 2966 1393 4359 0-5-2 2x6 BOTTOM CHORD DF 3281 1282 4563 DA -13 HF 2126 1104 3230 D-5-5 3 ROWS @ 3" O.C. ' (12 TOTAL NAILS) SPF 2231 1089 3320 0-5-3 SYP 2966 1858 4824 0-5-11 2x8 BOTTOM CHORD DF 3281 1710 4991 0-5-5 4 ROWS @ 3" O.C. HF 2126 1472 3598 0-5-14 (16 TOTAL NAILS) SPF 1 2231 1452 3683 0-5-12 * FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. 4" MINIMUM T 0 HEIGHT 1 BRG BLOCK TO BE SAME 2i 1/2• BL.O SIZE, GRADE, & SPECIES AS EXISTING BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS 12 • BLACK ONIOyF�.�,\ cc NO. C76428 EXP. 12-2:1-16 ,>�CN�!c,�Q %OF CALIEOR� NOTES. D E C i 4 1015 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 2.THE END DISTANCE, EDGE DISTANCE, AND SPACING'OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING O;::� THE WOOD. 3. NAILS DESIGNATED ARE (.131" DIAM. x 3") MINIMUM 4. FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY 4 BEARING FACTOR OF 1.03 5. THE TABLE VALUE CAN BE DOUBLED FOR A 2 -PLY TRUSS PROVIDED THAT THE LENGTH OF. THE BLOCK IS T-0" LONG MIN. AND BLOCKS ARE ATTACHE TO EACH SIDE OF 2 -PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2-1/2 A307 BOLTS TO CONNECT ALL 4 P_IES TOGETHER. LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP. =.565 psi F.�, .,,,. DF = 625 psi. '` 1,-. :r _ - HF =405 psi 't,P19eF# SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. A WARNING - Vc ffg design prion -t— and READ NOTES ON THIS AND INCLf7DED ATTTEH REFERENCE PAGE AU 7473 BEFORE OSE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown• and is for on individual building component. Suite 109 'w Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not Inndesigner. Bracing shown Citrus Heights, CA, 9561M _,w,s is for lateral support of individual web members any. Additional temporary brocing to insure stability during construction B the resporm'bllity, of the Additional bracing ��.r•, �•, erector. permanent of the overall structure u the responsibility of the building designer. For general guidance regarding fabrication. quality control storage, delivery, erection and bracing. consult ANSI/TPII Quality Crfleria,.DSB-89 and BCSII Building Component Safety Information avoiloble from Truss Plate Institute, 5B3 D•Onofrio Drive. Madison. WI 53719. M/Tek® BEARING BLOCK DETAIL -51/2" BEARING MII/SAC - 4A 3/25/2004 PAGE 1 REFER TO'INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES IMPORTANT This detail to be used only with one ply trusses (EXCEPT AS NOTED BELOM with a D.O.L. lumber increase of 1.15 or higher. Trusses not fitting these criteria should be examined individually. .MiTek Industries, Inc. Western Division 0-5-8 ACTUAL BEARING SIZEWITH BEARING BLOCK APPLIED ON ONE SIDE OF TRJSS Y " Suite 109 �w� Citrus Heights, CA, 9561 IN. - not truss designer. Bracing shown is for lateral support of individual web members only. Addilional temporary broking to insure slobirdy during construction is the responsibillity of the erector. Additional permanent broking of the overoll structure 6 the responsibility of the building designer. For ALLOWABLE general guidance regarding fabricolion, quality conlrol, storage, delivery. erection and bracing. consult ANSI/ 1,11 quality Crftedo, DSB-89 end SCSI1 Building Component Safety Information ovoBoble from Truss Plate Institute. 583 D'Onolrio Drive. Madison, WI 53719. BOTTOM CHORD SIZE LUMBER REACTION BEARING BLACK BEARING BLOCK & WOOD REARING ALLOWABLE LOADS AND GRADE (lb) ALLOWABLE LOADS - NAILING PATTERN (NOTE 1) NOTE 4,5 (NOTE 4) ALLOWABLELOAD (lb) NOTE 4 TCTAL EQUIVALENT BEARING LENGTH SYP 4661 929 5590' 0-6-9 2x4 BOTTOM CHORD 2 ROWS @ 3" O.C. DF 5156 855 6011 0-r6 (8 TOTAL NAILS) HF 3341 736 4077 0-6-11 SPF 3506 726 4232 0-6-10 SYP 4661 1393 6054 0-7-2 BOTTOM CHORD DF 5156 1282 6438 0-6-13 ROWS @ 3" O.C. (12 TOTAL NAILS) 'HF 3341 1104 4445 0-7-5 ' SPF 3506 1089 4595 0-7-3 SYP 4661 1858 6519 0-7-11 2x8 BOTTOM CHORD 4 ROWS DF 5156 17.10 6866 0-7-5 @ 3" O.C. (16 TOTAL NAILS) HF 3341 1472 4813 0-7-14 SPF 3506 1452 4958 0-7-12 * FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. 4" MINIMUM T HEEL HEIGHT 11 • CK TO BE SAME RADE, & SPECIES TING BOTTOM CHORD. ....... .O ONE FACE OF. TRUSS 12° HLOCK v PNZONI0 7' FSO\ aY 61 y9nrn Ivo. C_76 -42 -A EXP. 12-31-1 F `i' C►V L ��P �OF CAL�� NOTES: DEC 1 (� 1015 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 27HE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE (.131" DIAM. x 3") MINIMUM 4. FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLI=D BY A. BEARING FACTOR OF 1.03 5. THE TABLE VALUE CAN BE DOUBLED FOR A 2 -PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS 3'-C LONG MIN. AND BLOCKS ARE ATTACHE TO EACH SIDE OF 2 -PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2-1/2 A307 BOLTS TO CONNECTALL 4 PLIES TOGETHER. LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP = 565 psi DF = 625 psi HF=405psi - � _}; • e '�':3 ,SPF =425 si..1•r =.-- • z .-� :. x.._• .,:. •=F�"� �•'� � c-=-.�. NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER - A WARMNG • 17—Ify design Parameters and READ N07ES ONT PIIS AND INCLUDED dDTESREFE.RENCE PAGE MU-7473,BEFORE USE. 7777 Greenback Lane �® Design valid for use ohty with Mitek connectors. This design B based only upon paromef ers shown• and is for an individual building component. Applicability of design paramentea and proper incorporation of component is responsibilily of building designer Suite 109 �w� Citrus Heights, CA, 9561 IN. - not truss designer. Bracing shown is for lateral support of individual web members only. Addilional temporary broking to insure slobirdy during construction is the responsibillity of the erector. Additional permanent broking of the overoll structure 6 the responsibility of the building designer. For general guidance regarding fabricolion, quality conlrol, storage, delivery. erection and bracing. consult ANSI/ 1,11 quality Crftedo, DSB-89 end SCSI1 Building Component Safety Information ovoBoble from Truss Plate Institute. 583 D'Onolrio Drive. Madison, WI 53719. M Me k® • . a UPLIFT TOE -NAIL DETAIL MII/SAC - 24 11/18/2004 PAGE 1 MITek Industries, Inc. © NOTES: Western Division 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH -- AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES OR TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPECIES. SIDE VIEW NEAR SIDE NEAR SIDE FAR SIDE TOI OF END VIEW VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY VALUES SHOWN ARE CAPACITY PER TOE -NAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) -16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3 (nails) X 36.8 (Ib/nail) X 1.33 (DOL for wind) = 146.81b Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 1.60: 3 (nails) X 36.8 (Ib/nail) X 1.60 (DOL for wind) = 176.61b Maximum Allowable Uplift Reaction Due To Wind � 0NIOyF ti 5 m Q� NO. C76428 EXP. 12-31-16 �OF If the uplift reaction specified on the Truss Design Drawing is more than 146.8 lbs (176.6 lbs) another mechanical uplift connection must be used. Page # fo] DEC 14 201g •:: R.�r_,.<._� .-t. ._.-_.. ...�,_.. y 7•. •r_- •. Y�y. L4_{�+^ f>� lea.: --v..:.0 :9- i �. t-�. - >. 4>+ ,.meq: ._-..". .... _. J t J USE (3) TOE -NAILS ON 2x4 BEARING WALL ' USE (4) TOE -NAILS ON 2x6 BEARING WALL A [VARNDVG • Var(fy design parametars and READ NOTES ON IRIS AND MUDDED AD37".S eervo NCE PAGE AM -7473 BEFORE USE. TOE -NAIL WITHDRAWAL VALUES PER NDS 2001 (Ib/nail) Design void for use a mywith Mfrek conneclors. This design is based only upoin parameters shown, and is for on Individual building component: • DIAM. SW OF HF SPF SPF -S - .131 58.5 46.1 31.6 29.8 20.3 p .135 60.3 47.5 326 30.7 20.9 J .162 723 57.0 39.1. 36.8 25.1 vi z Z .128 53.1 41.8 28.7 27.0 18.4 0 .131 54.3 428 29.3 27.7 18.8 N .148 61.4 48.3 33.2 31.3 21.3 of C7 .120 45.9 36.2 24.8 23.4 15.9 O .128 49.0 38.6 26.5 25.0 17.0 J b 131 50.1 39.5 27.1 25.6 17.4 cn .148 56.6 44.6 30.6 28.9 19.6 VALUES SHOWN ARE CAPACITY PER TOE -NAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) -16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3 (nails) X 36.8 (Ib/nail) X 1.33 (DOL for wind) = 146.81b Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 1.60: 3 (nails) X 36.8 (Ib/nail) X 1.60 (DOL for wind) = 176.61b Maximum Allowable Uplift Reaction Due To Wind � 0NIOyF ti 5 m Q� NO. C76428 EXP. 12-31-16 �OF If the uplift reaction specified on the Truss Design Drawing is more than 146.8 lbs (176.6 lbs) another mechanical uplift connection must be used. Page # fo] DEC 14 201g •:: R.�r_,.<._� .-t. ._.-_.. ...�,_.. y 7•. •r_- •. Y�y. L4_{�+^ f>� lea.: --v..:.0 :9- i �. t-�. - >. 4>+ ,.meq: ._-..". .... _. J t J USE (3) TOE -NAILS ON 2x4 BEARING WALL ' USE (4) TOE -NAILS ON 2x6 BEARING WALL A [VARNDVG • Var(fy design parametars and READ NOTES ON IRIS AND MUDDED AD37".S eervo NCE PAGE AM -7473 BEFORE USE. 7777 Greenback Lane Design void for use a mywith Mfrek conneclors. This design is based only upoin parameters shown, and is for on Individual building component: • Suite 109 Scitruuite Heights, CA. 9561 Applicability of design prramenlers and proper Incorporation of component is responab0ly of bullring designer - not Iruss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary. bracing to Insure stability during construction Is the responsibimly of the Additional bracing the - - A . erector. permanent of overall structure Is the responsibi ly of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consuB ANSIM11 Quality criteria, DSB-89 and BCSn Building Component - Safety Information available from Truss Plate Institute, 583 D'Onoido Drive. Madison, Wit 53719. t Mffe'R LATERALTOE-NAIL DETAIL MII/SAC 25 .11/18/2004 PAGE -1 MiTek Industries, Inc. © •NOTES:. Western Division -"I.-'TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THEMEMEER--------- AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 31nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity • `,'11ON10/y,9�0�\ C1 o . NO. C76428 EXP. 12-31-16 ix �� OF CAL1F0(i Page # 11 D.EC is 4 2015 SQUARE CUT SIDE VIEW SIDE VIEW (2x4, 2x6) (2x3) 3 NAILS 2 NAILS NEAR SIDE NEAR SIDE - -t FAR SIDE NEAR SIDE - I FAR SIDE ' 45' 45 DEGREE ANGLE BEVELCUT VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3, 2x4) 2 NAILS NEARSIDE / NEAR SIDE I _ 5.00° ® WAR -G . verify design parameters and REED No -s oN THIS AND INCLUDED Mf7F.4 REFERENCE PAGE MU•7473 BEFORE OSE. Design valid for use only with AN7ek 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. gracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during cohstruction is the responsibBlity 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•Onobio Drive. Madison, WI 53719. SIDE VIEW (2x6) 3 NAILS NEAR SIDE \ NEARSIDE__._, k NEAR SIDE 7777 Greenback Lane Suite 109 ��� Citrus Heights, CA, 9561.^,,,,, MiTek® TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (Ib/nail) DIAM. I SYP DF HF SPF SPF -S O .131 88.1 80.6 69.9 68.4 59.7 Z O .135 93.5 85.6 74.2 72.6 .63.4 J U3 .162 118.3 108.3 93.9 91.9 ' 60.2 Vi .128 i 84.1 76.9 66.7 65.3 57.0 131 88.1 80.6 69.9 68.4 59.7 N 148 106.6 97.6. 84.7 82.8 72.3 ai (7 L .120 73.9 67.6 58.7 57.4' 50.1 Z O .128 84.1 76.9 66.7 65.3 57.0 J 0131 88.1 80.6 69.9 68.4 59.7 r" .148 106.6 97.6 84.7 82.8 1 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 31nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity • `,'11ON10/y,9�0�\ C1 o . NO. C76428 EXP. 12-31-16 ix �� OF CAL1F0(i Page # 11 D.EC is 4 2015 SQUARE CUT SIDE VIEW SIDE VIEW (2x4, 2x6) (2x3) 3 NAILS 2 NAILS NEAR SIDE NEAR SIDE - -t FAR SIDE NEAR SIDE - I FAR SIDE ' 45' 45 DEGREE ANGLE BEVELCUT VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3, 2x4) 2 NAILS NEARSIDE / NEAR SIDE I _ 5.00° ® WAR -G . verify design parameters and REED No -s oN THIS AND INCLUDED Mf7F.4 REFERENCE PAGE MU•7473 BEFORE OSE. Design valid for use only with AN7ek 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. gracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during cohstruction is the responsibBlity 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•Onobio Drive. Madison, WI 53719. SIDE VIEW (2x6) 3 NAILS NEAR SIDE \ NEARSIDE__._, k NEAR SIDE 7777 Greenback Lane Suite 109 ��� Citrus Heights, CA, 9561.^,,,,, MiTek® MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACET - DO ------baa 0 00 0 00 a MTek USA, Inc. • Mffek USM, Inc. rage -i OT 1 'Bav size shall be measured in between the centers of pairs of diagonals. MAXIMUM TRUSSWEB-FORCE (Ibs:)(See note'7) - BRACE � 24"O.C. 48"O.C. 72" O.C. Bar slzE BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B C D A B C- D' C D ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM S TO BE DESIGNED BY A WALIFIED PROFESSIONAL y.—.-1:�^'T,,vV��..)Y:. � ,`s ;:C: a _. >y.-.,: "':.; •:,:.a. �:.` *- .r .Z. •`�`i:^a`R-: '° 10'-0' 1610 1886 1666 2829 -::.Y. ,4715 3 BRACE ING MATERIAL MUST BE SAME SIZE AND GRADE RAS - -0R- EMBER. MATERIA AND SHALL BE INSTALLED IN SUCH A MANNER THAT R WEB MEMBERS y7074 12'-0' 1342 1572 1572 2358 %"s;'ri^'A? 3143 3143 4715 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131'X251 NAILS FOR 1.4 LATERAL BRACES, 1347 2-1Od (0.131-jM NABS FOR 2)3 and 2x4 LATERAL BRACES, AND 3.1Od (0.131-jCr) FOR 2x8 LATERAL BRACES, 14'-0" 1150 1347 S.LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST OI:E TRUSS SPACE 2021 '' FOR CONTINUITY. 4 FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACONG, CONSULT C 1006 1179 1179 1768 :' 2358 23511 3536 :'1.x5' WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA.wd TRUSS PLATE INSTITUTE wwwsbcffidus4y com aM w tpmsLOM D .... ,' 894 1048 1048 1572 �F::•\'a--' ''lam°'`>'` '` ,.�..... \'•. ,.. '� 5 '=`•'• '.'> :;:` ^ `: a' 3143 4715 ; :r. 20'-0" 805 943 943 1414. c'' `= �..t; 1886 1886 2829 ;q:. ••'`` rr: ;:•.^ :i ..i>?�^`' 'Bav size shall be measured in between the centers of pairs of diagonals. FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MrTEK'STABILRER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE & B, C AND D BRACING MATERIAL DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE WHERE DIAPHRAGM BRACING S REQUIRED AT PITCH BREAKS, STABIL �wc MAV BE REPLACED W fTH WOOD BLOCKING. SEE'STABIL¢ER' ' �..---- TRUSS WEB MEMBERS CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) This information is provided as a recommendation to.assist in the ' " " " ' - - - s .� ' • _ . 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. Page # 12 GENERALNOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING S REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM S TO BE DESIGNED BY A WALIFIED PROFESSIONAL '1 X 4 IND. 45 SP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE 3 BRACE ING MATERIAL MUST BE SAME SIZE AND GRADE RAS A -0R- EMBER. MATERIA AND SHALL BE INSTALLED IN SUCH A MANNER THAT R WEB MEMBERS 1 X 4 #2 SRS (DF, HF, SPF) AT APPROIL 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTEMAEDIATE TRUSS WITH 2-8d (0.13112.51 FOR 1.4 BRACES, 2-1Dd (0.131'. 3) FOR 24 and 20 BRACES, AND 3-1Dd (Q731Yi7 FOR 2d6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131'X251 NAILS FOR 1.4 LATERAL BRACES, 2-1Od (0.131-jM NABS FOR 2)3 and 2x4 LATERAL BRACES, AND 3.1Od (0.131-jCr) FOR 2x8 LATERAL BRACES, B 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SP) S.LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST OI:E TRUSS SPACE FOR CONTINUITY. 4 FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACONG, CONSULT C 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SP) DSea9 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES WD BCSI1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING & BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA.wd TRUSS PLATE INSTITUTE wwwsbcffidus4y com aM w tpmsLOM D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SP) 7. RESER TO SPECIRC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE TABULATED VALUES ARE BASED ON A DOL a 1.15 FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MrTEK'STABILRER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE & B, C AND D BRACING MATERIAL DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE WHERE DIAPHRAGM BRACING S REQUIRED AT PITCH BREAKS, STABIL �wc MAV BE REPLACED W fTH WOOD BLOCKING. SEE'STABIL¢ER' ' �..---- TRUSS WEB MEMBERS CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) This information is provided as a recommendation to.assist in the ' " " " ' - - - s .� ' • _ . 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. Page # 12 T -BRACE AND L -BRACE Nailing Pattern L -Brace size Nail Size Nall Spacing 1x4 or 6 10d (0.1.48X3' 8e o.c. 2x4, 6, or 8 16d(0.162X3 1/2-) 61 D.C. Note: Nail along entire length of L -Brace orT-Brace (On Two -Plies Nall to Both Plies) • WEB W C[ s , Nails i SPACING . ,baajd V usAc - 23 Bh7/2004 PAGE 1 Mrrek Industries, Inc. `Western Division DIRECT SUBSTITUTION NOT APUCABLE. Section Datall 7-7 Nails Nails-` Web— `� web L -Brace T -Brace L -BRACE or T -BRACE L-Braca or T -Brace Size for acne -Ply Truss... Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1x4 2x4 2x6 1x8 2x6 2x8 2x8 *" DIRECT SUBSTITUTION NOT APUCABLE. Section Datall 7-7 Nails Nails-` Web— `� web L -Brace T -Brace L -BRACE or T -BRACE Nails 11)d (0.148X3` @ 9" o.c. Web I—grace Nallszse�on Detall • - Note: 1. L -Bracing or T -Bracing to be used when continuous lateral bracing `s impractical. L -brace must cover 90% of web length. 2. 1_ -Brace or T -Brace must be same species grade (or better) as web member. _-3. The. Stabilizer -or-Eliminator.-of.MiTek Ind. Inc. can replace the - - ' bracing-rnembers.�Please refer to engineering document provided by MiTek Ind. Inc. Page # 13 a .� WARl�f6 • VnK(9 .t-dHn Param�ers n�a ncup �rp�,g ONTB28T AND A'GLQDED BSFZnZAfMJ ADS MM7478 B=Rn UM 7777 Greanbadt Lens "'Design vaild lar use only wllh Mitek canneclars ihts dedgn b based only upon parameters Shawn, and Is lot an InclMdualbuRding componenh We log App9aabmly of design ppaarraainenlers and proper trtmrpotcllan of Companenl 6 responsl6plly of bulidingg dedgner- nol Inca designer. Bracing shovm C1Wn Halghls, CA, 9681 - h lar loleral earl of tn�vldiral web membea only, AddlllonaJ temporary Ixodng to Iruurs siablily dWtng eondrudlon b the responslbgBly of the ereelor. Add lonol permanent Ixaclrlq of the overa8 slrud-ce Is Iha respandblllfy of the bulkllng dealgnor, For general guidance Mgardln9 labrlmllan gvaNy eanlra� storage de&very, eraenon and tracing ransvU AMSyrpll Quagfy Crllefla, DSU -84 and UCSII StAding Component MOW - SPACING `Y j O �� Solely tnfermaBen watla6le Irnm Trtas Piale IralBule, 583 D'Onolrlo DdVe, Madison, WI 53719, a T -Brave or 1 -Brace Size for Two -Ply Truss Specifl ad Continuous Rows o1 Lateral Bracing Web Size 1 2 (I_graae) '2x3 or 2x4 2x4 2x4 2x6 2x6 2x6 2x8 2x8 2x8 Nails 11)d (0.148X3` @ 9" o.c. Web I—grace Nallszse�on Detall • - Note: 1. L -Bracing or T -Bracing to be used when continuous lateral bracing `s impractical. L -brace must cover 90% of web length. 2. 1_ -Brace or T -Brace must be same species grade (or better) as web member. _-3. The. Stabilizer -or-Eliminator.-of.MiTek Ind. Inc. can replace the - - ' bracing-rnembers.�Please refer to engineering document provided by MiTek Ind. Inc. Page # 13 a .� WARl�f6 • VnK(9 .t-dHn Param�ers n�a ncup �rp�,g ONTB28T AND A'GLQDED BSFZnZAfMJ ADS MM7478 B=Rn UM 7777 Greanbadt Lens "'Design vaild lar use only wllh Mitek canneclars ihts dedgn b based only upon parameters Shawn, and Is lot an InclMdualbuRding componenh We log App9aabmly of design ppaarraainenlers and proper trtmrpotcllan of Companenl 6 responsl6plly of bulidingg dedgner- nol Inca designer. Bracing shovm C1Wn Halghls, CA, 9681 - h lar loleral earl of tn�vldiral web membea only, AddlllonaJ temporary Ixodng to Iruurs siablily dWtng eondrudlon b the responslbgBly of the ereelor. Add lonol permanent Ixaclrlq of the overa8 slrud-ce Is Iha respandblllfy of the bulkllng dealgnor, For general guidance Mgardln9 labrlmllan gvaNy eanlra� storage de&very, eraenon and tracing ransvU AMSyrpll Quagfy Crllefla, DSU -84 and UCSII StAding Component MOW - SPACING `Y j O �� Solely tnfermaBen watla6le Irnm Trtas Piale IralBule, 583 D'Onolrlo DdVe, Madison, WI 53719, a 0. VALLEY TRUSS DETAIL MII/SAC -19 4/26/2004 PAGE 1 OF 2 j�Q LIVE LOAD = 60 PSF (MAX) - ---DEAD-LOAD=16.PSF (MAX) 000, __'GABLE END, COMMON TRUSSD.O.L. INC =1.15 . 85 MPH WIND SPEED, 3 SECOND GUST -- u ' . OR GIRDER TRUSS MiTek Industries, Inc. Western Division _ NOTE: dALLEY STUD SPACING NOT TO EXCEED 48" O.C. SPACING GABLE END, COMMON TRUSS OR GIRDER TRUSS 13 12 TOE - NAIL VALLEY TO BEVEL VALLEY BASE TRUSS W/ TRUSS (2) (.162"X3.5" MIN) TOE - NAIL VALLEY TO BASE TRUSS W/ • I (2) (.162"X3.5` MIN) TO THE FACE OF THE ROOF W/ TWO TOE NAILS (162"X3.5" MIN). NAILS INTO EACH I M �Tp�® 1 TRUS BELOW BASE TI VALLEY TRUSS I y Pit AL TYPICA] .(24 O.C. VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS OR GIRDER TRUSS 11 13 12 TOE - NAIL VALLEY TO BEVEL VALLEY BASE TRUSS W/ TRUSS (2) (.162"X3.5" MIN) TOE - NAIL VALLEY TO BASE TRUSS W/ • I (2) (.162"X3.5` MIN) TO THE FACE OF THE ROOF W/ TWO TOE NAILS 11 10 TOE - NAIL VALLEY TO 'Design valid for use only with Mi7ek connectors. Tfiis design a based only upon parometers shown. and is for on individual bung component. ' I - AppficaG3ly design BASE TRUSS W/ Suite 109 Citrus Heights, CA, 9561 l (2) (.162"X3.5" MIN) T E NAILS AT ?.x6 CONTINOUS NO.2 SPF is for lateral support of individual web members only. temporary bracing to insure stobi5ty, during construction is the responsibil6 of the erector. Additional ty brocing of the overall is the the TO THE FACE OF THE ROOF W/ TWO (162"X3.5" MIN). NAILS INTO EACH I M �Tp�® 1 TRUS BELOW VALLEY TRUSS DETAIL A RESTS ON 2x6 (BASE TRUSSES SHEATHED) DETAIL B (GREATER THAN 3/12 PITCH) ATTACH BEVELED 20 CONTINOUS ' NO.2 SPF TO THE FACE OF THE ROOF W/ TWO (.1,62"X3.5" MIN) NAILS INTO EACH TRUSS BELOW`vC ATTACH VALLEY TO or --BB EVELED 2x.4, W/., (2) (.162"X3.5" MIN) @ _ 12" O.C. _.-. _DETAIL C TOE - NAIL VALLEY TO Page # 1 BASE TRUSS W/ (GREATER THAN 3112 PITC (2) (.162"X3.5" MIN) LESS THAN 6112 PITCH) TOE NAILS �ONIOyFG NO...C764Z1,. EXP. 12-31-16 CN11- �P OF CALNFO�� A WARMNG -Verify desfyn parameters grid READ /VOTES ON TRIS A1VD INCLUDED. ffiTES REFERENCE PAGE AM 7473 BEFORE USE. 7777 Greenback -Lane 'Design valid for use only with Mi7ek connectors. Tfiis design a based only upon parometers shown. and is for on individual bung component. ' I - AppficaG3ly design Suite 109 Citrus Heights, CA, 9561 l of paromenters and proper incorporation of component a responsibi y of bui�ng designer -not truss desigrier: Broci shown 'Additional I is for lateral support of individual web members only. temporary bracing to insure stobi5ty, during construction is the responsibil6 of the erector. Additional ty brocing of the overall is the the permanent structure responsiW6y of buffing designer. For general guidance regarding fabrication, quoly confroL storage, delivery, erection and bracing, consull ANSIJTPII Quality Crilerlo, DSB-89 and BCSI1 Building Component Safety Information available ham Tfuss Plate Institute. 583 D•Onofrio Drive, Madison, WI Sf719. I M �Tp�® 1 VALLEY TRUSS DETAtL M11/SAC -.19 4/26/2004 PAGE 2 OF 2 MiTek Industries, Inc. Western Division BEVEL VALLEY TRUSS BEVEL VALLEY TRUSS TOE NAIL VALLEY TO SECURE VALLEY TRUSS BASE TRUSS W1 W/ USP RT7 OR (1),13W.5 MIN. TOE NAILS EQUIVALENT DETAIL D DETAIL E (NO SHEATHING) (NO SHEATHING) NOTES: FOR' CONNECTION OF iVALLEY TRUSSES TO BASE TRUSS -wr4G DETAIL D OR DETAIL E. 1. SPAC.-ING. OF LATERAL BRACIN.G REQUIRED ON. TOP -CHORD OF BASE TR.USS SHALL 8E.- THAN THE-SRACING.OF-VALLEY TRUSSES,(24!' O.C. MAX) OTHERWISE, ADDITUDNAL-41RAC, '.G .0 -116V -16"E6.1' OR T'." IN SHAkLBE OP CHORD OF BASE:TRUSS. 2. LAIER.k Fdfkt-E-S Y*ST.M' SHALL. BE CHECKEb:B-Y PROJECT ENGINEER TC VERIFY THE PROPER. -TRANSFER. OF ALL THE VERTICAL AND LATERAL FORCE. GENERAL -NOTES: 1. SPAN OF VALLEY TRUSS SHALL BE LIMITED TO 30'-0" MAX i -!g AND -PITe-H:E BETWEEN . 111'. 2 PROVIDE LATERAL LATtli-A it SUPPORT FOR TOP CHORD k ' OF BASE TRUSS 1NITH SHEATHING (BY OTHERS) 3. MAX IiflE6 LENGTH WITHOUT q( ).WITH: BRACE (12'-6") 4.. IF -T, P. -CHORD LATERAL BRACING REQUIRED -IS LESS THAN SPACING o*F"' VALLEY Ti R*USS'1ES (2:4'--'6'." c THAN A' N' ' ADDITIONAL '" 2X-4-.-.'0.'R-ACING IS REQUIRED. 5. LATERAL BRACING SH.ALL.15E-NAILEOWMIN-2 10d NAILS. 6. TRISDETAIL SHALL BE RtV.it".Wt.D.'.A"-NP*A-PPROVED BY QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER OR ARCHITECT. QROFESSip OMOy O<;3�0 air No. C76428 Page # �`-EXP-1'2=31='1_b— ' 7: 4> CIV It OF CAUF 0 DEC 4- 2015 WARMNG r(N d�stgn paxanct� end READ N07ES ON MMS AND INCLUDED krFteREF FRZAACX PAGE AM -74 73 BEFORE USE. 7777 dredrtbacklana Design valid fwuseany With MiTek connectors: This design is based only upon and is for, -suite 109 0 porometers sfiqwri. an individual building component AppficoU,:1ySu;1 design r drndepr= incorporotion of component is responsibility of building cleiigner - not truss designer. Bracing shown Citrus Heights. CA, 9561 stability during construction is the respo;wibillity of the or lateral at af�� is It "=I=" . only. Additional temporary brocing to insure erector. Additional perrnoneni bracing of the7doverall structure is the responsibility of the bpilding designer. For general guidance regarding lie fabrication, quality confrol, sloroge..defiyery, erection and bracing. consuff ANSI/011 0yo!lty Cnfe7rlo, DSB-89 and BCS11 Building Component Safety Inform6flon available from Truss Plate Institute. 5B3 D'Onomo Drive. Maidison, WI53719. k PURLIN-GABLE DETAIL MIIISAC -12 7 15/2005 PAGE�1 OF THE PURLIN GABLE TO BE LAID ON TOP. OF THE HIP TRUSSES AND ATTACHED WHERE IT HAS CONTACT WITH THE TRUSSES BELOW. • SEE DETAIL #2 ----- SEE DETAIL # JACKS N 0 MITek Industries, Inc. j Westem Division STUD SPACING ON PURLIN GABLE TO BE LESS THAN OR !EQUAL TO THE LEAST TOP CHORD PURLIN SPACING ON THE GIRDER OR HIP TRUSS. 2-0, 5x5 3x5 3x,5 ALL PLATES TO BE 2x4 UNLESS OTHERWISE NOTED TYPICAL "PURLIN GABLE111" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS SEE DETAIL #3 �-- -- -- Z) h - Z O O U F - o � = IL SEE SHEET 2 OF 2 FOR ALL DETAILS _.Page# -16"' 0 A WARAVND • Vari& design parameters and READ NDTES ON 72 AND INCLUDED M7ZK REFERENCE PAGE MU -7473 REMRE DSM Design valid for use only with Welt connectors. This design Is based only upon parameters shown, and isfor an individual bullcMg component. lsZ=bBty of design paromenters and proper incorporation of component is responsibility of building designer -not irus designer. Bracing shown k for de of wppart of individual web members only. Additional temporary bracing to Insure s1abl0ty during construction is the responsiblility of the erector: Additional permanent bracing of the overall shuchue is the responshilly of the building designer. For general guidance regarding fabdcatton, quality control. storage, delivery, erection and bracing, consult ANSIM11 Quality Criteria, DSR -89 and BCSII Building Component Safety information available from Trus file Institute, 583 D'Onohio Drive, Madison, WI 53719. OQROFESSlo� �TON10 Ftip c, 9 Cr Q NO. C76428- EXP. 12-31-16 s} 'VI' - ROOF CAt�10 R. ®EC 1 4 15 T7T7 Greenback Lane --® Sidle 109 Citrus Helghls, CA, 9581 MOW FIRST r-OMMO PURLIN GABL�=- NNJ THE PURLIN GABLE TO BE LAID ON TOP. OF THE HIP TRUSSES AND ATTACHED WHERE IT HAS CONTACT WITH THE TRUSSES BELOW. • SEE DETAIL #2 ----- SEE DETAIL # JACKS N 0 MITek Industries, Inc. j Westem Division STUD SPACING ON PURLIN GABLE TO BE LESS THAN OR !EQUAL TO THE LEAST TOP CHORD PURLIN SPACING ON THE GIRDER OR HIP TRUSS. 2-0, 5x5 3x5 3x,5 ALL PLATES TO BE 2x4 UNLESS OTHERWISE NOTED TYPICAL "PURLIN GABLE111" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS SEE DETAIL #3 �-- -- -- Z) h - Z O O U F - o � = IL SEE SHEET 2 OF 2 FOR ALL DETAILS _.Page# -16"' 0 A WARAVND • Vari& design parameters and READ NDTES ON 72 AND INCLUDED M7ZK REFERENCE PAGE MU -7473 REMRE DSM Design valid for use only with Welt connectors. This design Is based only upon parameters shown, and isfor an individual bullcMg component. lsZ=bBty of design paromenters and proper incorporation of component is responsibility of building designer -not irus designer. Bracing shown k for de of wppart of individual web members only. Additional temporary bracing to Insure s1abl0ty during construction is the responsiblility of the erector: Additional permanent bracing of the overall shuchue is the responshilly of the building designer. For general guidance regarding fabdcatton, quality control. storage, delivery, erection and bracing, consult ANSIM11 Quality Criteria, DSR -89 and BCSII Building Component Safety information available from Trus file Institute, 583 D'Onohio Drive, Madison, WI 53719. OQROFESSlo� �TON10 Ftip c, 9 Cr Q NO. C76428- EXP. 12-31-16 s} 'VI' - ROOF CAt�10 R. ®EC 1 4 15 T7T7 Greenback Lane --® Sidle 109 Citrus Helghls, CA, 9581 MOW PURLIN GABLE DETAIL MIIISAC -12 7/15/2005 PAGE 2 OF 4 16d NAILS 6" O.C. , • l t ATTACH 2x LEDGER TO FLAT TOP CHORD WITH 2 ROWS OF 10d NAILS (.131" DIAM. x 3") SPACED 9" O.C. HIP GIRDER G DETAIL #2 THE PURLIN GABLE DOES NOT ALIGN WITH THE END OF THE F TOP CHORD SECTION. DETAIL #1 APEX MITek Industries, Inc. Western Division led SINKER OR 16d BOX O.C. SPACING BY OTHERS THE TOP OF THE HIP GIRDER TRUSS.AT THE BASE OF THE PURLIN GABLE IS DROPPED LESS z 0 2 THEN ALL THE OTHER HIP TRUSSES. THE BOTTOM EDGE OF THE PURLIN GABLE Ja ALIGNS WITH THE LEFT FACE OF THIS TRUSS- QGP AND BEARS ON TOP. VIL DETAIL #1 APEX z 0 2 a Sin U) O U F inO gt- U) LL DETAIL #3 IMPORTANT NOTE: ALL CONNECTION NAILI•yG SHALL NOT SPLIT ANY LUMBER y�\ ' PURLIN GABLE FLATTOP CHORD PORTION OF THE LOWER TRUSS TRUSS TOP CHORD ..-DETAIL #4 _.1�. IPA. .17� WAJtM7;G -Verify dcadgn parameters and READ NOTES ON TRIS AND INCLUDED WTZK REFERENCE PAGE AW --7473 DEFORS USE. Deslgn valid 1 use only with MlTek conneclors. Thk design b based only upo parameters shown and b fo{ an IndMdud bulld�ng componen� Appricabgiv of design ywramenteO: and proper incorpor�fbn of com{mnent� responsiN9ly of bandingg deztgner -not trvn designer. Brodng's own b Tor lalerarrs�Lpport of rndWidual web members oily. AdJ not temporary bradng to Insure sladBly durvr conslrvction b he responsibf0ty of the eredar. Adaltb�al pr�nanent 6radnp of the weron strut are b the respo�Ibill of the building tdlesigner. For general guidance regard ng ta6ricatlon, qua�ty control storage, delivery, aeclfan and bradng. eotuull P60 PIT Quality Crlfada, D58.89 and BCSII Building Component Safety Information available from Truss Plate Insfitute. 583 D'Onofrlo Drive, Madison, y4153719. oNlo � NO. C76428 EXP. 12-31-16 ROOF CAi�FO� DEC.1 4 2015 its . TT(7 Greenback LaneSulra CilrueslHelghts, CA, 9561 NOW i PURLIN GABLE DETAIL MII/SAC - 12 x/15/2005 1 PAGE 3 OF 4 _ I MITek Industries. Inc. Western Division J \ PURLIN GABLE 16d SINKER OR 16d BOX O.C. SPACING BY OTHERS DETAIL #1 S-lJPP L . . /8" MIN PURLIN GABLE \16d SINKER OR 16d BOX O.C. SPACING BY OTHERS f HIP SET TRUSS Qe� PNi0NI0yF 1 `pyo (l yah NO. C76428 EXP. 12-31-16 n ._' .. xa' .�^. ^. sv ,y,. qac-�."- ,y y Li'. .. ..:_ .,- ,t... �,:_• •.-r---...nc:....v..-•_•_. _•'� '�-• "�: i�.r � _ �i ._._._..r y� DETAf L #2 S lJ P P L.r Page # 181DEC 14 2015 Q WARMWG - Vmft design pammneters and READ NoTES ON TRIS AND INCLUDED M7=RZMMCE PACM AW-7473 DEroRE USE. 7777 Greenback Lane Sidle 709sw Desi n vaBd for Vse on wnh Mtfek copclgrclesign b bated only upo0 poroma ars sh a d h for an Indnldual bultdtng componen CIWs Heights, CA,9581 Ap�bl6ty of design arvmenlers aorp�own port of�ndNidu�l web y. Addl t mporo7y big to Iraure s1abNN uririg�constrvelbn Is the responsib�Niy of thenesr brostrucI=hrespobbb®ryry ol. the bvild'�ngg de'slgnergeneral guidance reard nislomgedg,/uoyCrifea,OSB-B9 and BCSII BuOding Component ����etyInik from Tlno, SB3 0 'On.5 Drive, Modfson. WI 53719. �O JA Bl{ PURLIN GABLE DETAIL MII/SAC - .12 7/15/2005 PAGE 4 OF 4 MITek Industries, Inc. i 0 Western Dhrislon 16d SINKER OR 16d BOX. ___._ _..__._._._ ..__... TYPICAL - _— _'Y_`RIDGE BLOCKING PURLIN GABIE ti 0 DEC 14. 1015 W6111 — FIRST COMMON 2X BLOCKIN W'CONNECTIONS W/FRAMING CONNECTORS BY OTHERS 2-0-0 MAX fif 1101 DETAIL #3 SUPPL. QO-12 TIGHTLY SET JOINT r� d DETAIL#4 SUPPL. �� 2 / ROOF SHEATHING -AND DIAPHRAGM NAILING BY OTHERS ROOF SHEATHING BY OTHERS HIP SET TRUSS PULIN GABLE HIP .y - •,cam _ R •_ - _ gige DETAIL #4A SUPPL. Q LF" mH6 • Verify design pc etem and READ N0RES ONTMS AND INCLUDED M7EK REFERENCE PAGE MII 7479 BMRE USE, 77��//77 Sidle Greenback lane t re Design valid for dse onlywllh Mgek connedars design Is based only upon poramef ers Shawn�cgq}PPPd h for an IndN dual bu componen . CUrus Heights, CA, 9561 ppppptrcab@@��yy of design pparame ,:es and proper to ff n o componer responsiM�ty of buUatng designer -not truss dedgn�. Bra Irs sown f ion.�atends ppurl of inoMldual web me only. Addl�lono� temporary dreg to insure slab ly Burin aonslruction)s he responslbllOfy of the - erect�r. Ad�tlogqof pes�a�e�l brodngqof Iha overoA ���c�ureq the respond Iy of the bulkiing designer general gut Done regardlln ' fabrleallon, qua9ty control, storage, deevery, erecibn and bracing, consult ANSf/fPil Quality Cilferla, OSB•89 and 6CSI7 Bu6ding Component �,'���� Solely InformoBon available In r. rua Plate Institute, 583 D'Onotrto Drive, Madison WI 53719. ma "ONT STANDARD GABLE END DETAIL - MII/SAC - 20 4/27/2004 PAGE 1 OF 2 4x4 = *DIAGONAL OR L -BRACING . REFER TO TABLE BELOW SEE PAGE 212 FOR ALTERNATE BRACING DETAIL 1X4 OR 2X3 (TYP) VARIES TO COM. 1 2 TRUSS VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/8d NAILS SPACED AT 8" O.C. LOADINgPsfl SPACING 2-0-0 .TCLL . 50.0 Plates Increase 1.15 TCDL 10.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC/IRC TOP CHORD 2 X 4 DFUSPF/HF - No.2 BOT CHORD 2 X 4 DFUSPF/HF - STUD/STD OTHERS 2 X 4 DFUSPF/HF - STUD/STD • M!Tek Industries, Inc. Western Division SHEATHING ..(BY OTHERS t 31/2 1 1/2" NOTCH AT 24" O.'C. (MIN.) TOP CHORD NOTCH, 3x5 = �v�PN�vrvty yF� .NO. C76428 � EXP. 12-31-16 \F CAl1FO� 24" MAX 2X4 LATERAL BRACING AS REQUIRED PER TABLE BELO'V END ' WALL 24" O.C. _TYP . �IGID CEILING MATERIAL DETAIL A DEC 14 2015 LATE BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS -AT END UP TO 7'-011 -2 - f&F - - - - 16d OVER 8'-611 4 - 16d 'MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WIT:1 L- BRACE 12 INCH O.C. 6-7-0 13-2-0 11-0—D 16 INCH O.C.96_0 24 INCH O.C. 7-9-0 NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 85 MPH WIND 3 -SECOND GUST, EXP. B, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR AP.CHrrECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AMD PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX VERT. STUD I•_IGHT OF 8'-8". TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE EPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 10D NAILS SPACED AT 6" O.C. IF STUDS �: :ARE'SPACED AT 24":O:G.;AND;FACEOF TRUSS ISNOT FULCY'SHEATHEf) 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2'LUMBER AFTER NOTCHING. page 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 Ok WARMNG • Vertjy d-fgn pa --tars and READ NOTES ON TME AND DJCLODED MTTEK REFERENCE PAGE W1.7473 BEFORE OSE. 7777 Greenback Lane Design void for use on v4lh Mffek connectors. This dell n Is based an u Suite 109 ty 9 y Pon parameters shown, and Is for an r - not truss building component. Citrus Heights. CA, 9561 AppBcabfBty of design poromenlers and proper Incorporolion of component b responslbRly of butiring designer- Irvss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure slobtlity during construction Is the responsibility of the erector. Addlional pennaneni bracing of the overall structure Is the responsibility of the building designer. For general guidance regordusg fabrication, quality conlrol, storage, defivery, erection and bracing, consul) ANSI/TPII Quality Criteria, DSB•89 and SCSII Building Component ���'`® Safety Information available from Truss Plale Institute, 583 D'Onofrio Drive. Morison, WI 53719. R STANDARD GABLE END DETAIL MII/SAC - 20 4/27/2004 PAGE 2 OF 2 4- 1 Od NAILS MIN. ,PLYWOOD SHEATHING TO 2X4 STD. DF -L BLOCK 2- 1 Od.._� �P) ` \ SIMPSON A34 — OR EQUIVALENT LEDGER 2X4 No. 2 OR BTR • GABLE END + 45° STRONGBACK 2X4 No. 2 OR BTR -�L 2X4 BLOCK 2X4 STLID OR BTR SPACED @ 5'-0" O.C. SHALL E PROVIDED AT EACH END OF BRACE. EXCEPT o OR BRACE EXTENDED INTO E CHORDS & CONNECTED TO CHORDS W/4- 1Gd NAILS. MAX. ENGTH = T-0" 6'4" MAX TO STANDARD TRUSSES BEARING WALL SPACED '@ 24" O.C. ALTERNATE BRACING DETAIL op "Lo V�O �y .OSO NOC76429'8� EXP. 12-31-16 �OFIV IV C; i V NTES 2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 106 NAILS @ 6" O C. DEC 14- 2015 2)2X4 LEDGER NAILED TO EACH STUD WITH 4-10d NAILS. 3)2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2- 10d TOE NAILS )THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 10d BOX NAILS (0,1.31" DIA. X 3.0" LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF -THE FOLLOWING CONDITIONS ARE MET: 1: MAXIMUM HEIGHT OF TRUSS = 8'-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER. 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = T-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL'BE BRACED @ 4'-0" O.C. MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. - ,'��«.--_s.as 0 WARNING - Ve Lfy dcsign parameters and READ NOTES ON THIS AND INCLUDED M77ZK REFERENCE PAGE IM -7473 BEFCIRE OSE. 7777 Greenback lane moo® Design void for use only with 1479k conneclors. This design Is based only upon psuamelers shown, and Is for an Individual building componenl. Sidle 109 Applicability of design arameniers and proper Incor Citrus Helghls, CA, 9581 Is Por lateral support of individual web members on Additional le Mxrory l h re g to Insure s building designer -not buss designer. Bracing shown pp only.rtysorary bracing to Insure stability during construction Is the responsibl®ly of the erector. Addllionai permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding labrtcollan, quality control storage, delivery, erection and bracing, consu9 ANSI/TPI1 Quality Crtleda, DSB-89 and BCS11 Building Component Safetyi1'eic® IMm orotion available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. REPLACE A MISSING STUD ON A GABLE TRUSS ! MII/SAC - 27 11/18/2004 I PAGE 1 MITek Industries, Inc.' Western Division 1. THIS. IS A SPECIFIC REPAIR. DETAIL TO.BE USED ONLY FOR ITS ORIGINAL INTENTIQN'' THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION - -- -- ` OF THE TRUSS IS.UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NQ'FURTHER REPAIRS ARE REQUIRED. WHEN -THE REQUIRED REPAIRS ARE.P.ROPERLYAPPLIED, THE TRUSS WILLBE CAPABLE OF SUPPORTING THE LOADS INDICATED: 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING.:REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR 3 -THE END DISTANCE, EDGE DISTANCE, AN D.SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLbilI .6.OF THE WQ.OD. 4. WHEN, NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS. TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY. REPLACE MISSING -WEB WITH A NEW MEMBER OF THE SAME TO THE INSIDE FACE OF TRUSS WITH FIVE lid NAILS(.113" X 2.0") INT O EAGH MEMBER (TOTAL 10 NAILS PER GUSSET) THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED WITH (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. • COMMON TRUSS CRITERIA Q�tprrlll� LOADING: 40-10-0-10 (MAX) A.' jOIVIOI�F � LOAD DURATION FACTOR: 1.15 SPACING : 24" O.C. (MAX) p p TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PITCH: 3/12 -12/12 a NO. C76428 BEARING: CONTINUOUS EXP. 12-3) -16 ._STUD SPACING :24" O.C. (MAX) s} CNIk. REFER TO INDIVIDUAL TRUSS DESIGN Page 22 q�oF CAU�� FOR PLATE SIZES AND LUMBER GRADES DEC 1-4 20151 ® TARA7XG • Ver(fy devfgn pnramcters and READ NOTES ONYXIS AND MCLUDED ldr=REFERENCE PAGE M-7473 BEFORE USE. Design valid for uze only vAlh MRek connectors. Thh deign h based only upon poramelen shown, and;ls for an indNiduel bv0ding componenl. . - AppBcally of design pa amenlers and proper uik�rporcllon of ramponenl k responslblGly of butkling designer. - not buss designer. Brokdng shown k fpr Iclercl support of individual web members only. Addilbnd lensporary. bracing to'iriwra;IabkBty during rnnslrvclion b the resporssjtiilOfy of the erector. Additioriisl pernsonenl bracing. of the overallslrvcture hthe rezponsibN he building deslgrier. F.or general guidance regarding fabdeallon.'quaBly control, storage, defrvery, erectbn andbroeing. k:onsull ANsI/iPll Quallly Crffedo, DSB-B9 and BC511, Building Component Safey i'nformaSlon available from Trvis Pble Institute, 583 D'Onbfrlo Drive, Madison, WI 53719. 7777 Greenback L- Sulle 109 L3Uus Ffthts, CA, k® REPAIR A BROKEN STUD ON A GABLE TRUSS MIUSAC - 28 11./18/2004 -PAGE 1 f911'1 eK Inaustrles, Inc. Western Division 1.'THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. . 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE ,SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO -AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION. ONLY. SCAB LUMBER SHOULD BE OF THE SAME SIZE, GRADE, AND SPECIES AS THE ORIGINAL j NAILS INTO THE TOP AND BOTTOM CHORDS • THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W1 (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADING: 4Q-10-0-10 (MAX) DURATION FACTOR :.1.15 SPACING: 24" TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PITCH: 3112 - 12112 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) Page # 23 - � rti.:d is _ :, • - . --_ .,. i• 1a.i,:' .y; =: .-r rz s*r .__ — REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES ® WARD M • VeHfg design pvamefc and READ NOTES ON TRIS AND INCLUDED AD=REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with fvllTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. ApplicabNly of design paromenlers and proper Incorporation of component Is responsibility of building designer - not Truss designer. Bracing shown Is for toIZil support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsiblNly of the . erector, Addtilonal permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding labricollon, quality control storage, delivery, erection and bracing, consult ANSI/IPII Quailly Criteria, OSB -69 and BCSI1 Building Component Safety Information available fromTruss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. COMMON NO. C76428 EXP. 12-31-16 CNIv OF CAI�O� DEC 1t2015 frf/ Umenoaa(Lane w Sidle 109 GWs Heights, CA, 9581 M-1 MOW REPAIR TO REMOVE CENTER MIIISAC - 29 STUD ON A GABLE TRUSS 11/18/2004 PAGE 1 fv"" O MITek Industries, Inc. Western Division -- = -- - --- 1. THIS ISA SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR. ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLYTRUSSES IN THE 2X ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. *MAXIMUM STUD SPACING = 24" O.C. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. NO REPAIR NEEDED. THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. sORTANT repairtobe used only with trusses (spans less than 50') spaced D.C. maximum, having pitches between 3112 and 12/12, total top chord loads less than 50 psf and maximum wind speeds of 100 mph. Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA 'LOADING: 40-10-0-10 (MAX) DURATION FACTOR: 1.15 SPACING: 24" MAXIMUM TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PITCH: 3/12 - 12/12 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) "REFER TO INDIVIDUAL TRUSS'DESIGN' FOR PLATE SIZES AND LUMBER GRADES COMMON or I0,2gZ � ev Q Q NO. C76428 EXP. 12-31-16 CNI1. P Pa e # :24 k0 CAL:\;M 9 DEC 14 2015 ® NARHING - 9erVy design parameters and READ NOTES ON= AND DXLUDED M=KPEFERENW PAGE MU -7473 BEP)DRE Us$, 7777 Greenback Una M-0 Design valid for use only with Welt conneclors This design is based only upon parameters shown, and Is for on Indnldual building component. sulle 109 Applicability of design paramenlers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Glrus Heights, CA, 9561 Is for lateral support of Individual web members only. Addlllonal temporary bracing to Insure stability during construction 6 the responsfUl[ty, of the - erector. Additional permanent bracing of the overall structure is the responslblIlly of the bullding designer. For general guidance regarding labricatlon, qually control, storage, delivery, erection and brocing, consul[ ANSI/IPII Quality Criteria, DSB-119 and BCSII Building Component - A �'�'w`+ �® Safety Informatibi on avallabte from Truss Plate ImIllule, 5113 D'Onao Drive, Madison, WI 53719. M I T REPAIR TO NOTCH 2X6 TOP MII/SAC - 30 SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. a CHORD ON A GABLE TRUSS - , 11/18/2004 PAGE 1 ®�. © MITek Industries, Inc. Western Division 1. THIS IS.A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT -IMPLY THAT THE REMAINING PORTION -" OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED.. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE; EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING.OF THE WOOD, 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOO D MUST BE UNDAMAGED, 5. THISAEPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED, 3 1/2"X 1 1/2" NOTCH IN TOP CHORD 24" O.C. AS SHOWN LUMBER TO BE CUT CLEANLY AND ACCURATELY; NO PLATES ARE TO BE DISTURBED. NO REPAIR NEEDED. ' *MAXIMUM STUD SPACING= 24" O.C. Ax I 24" MAX 0 Z MAX THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. a MPORTANT gjML is repair to be used only with trusses (spans less than 50') spaced a 4" o.c. maximum, having pitches between 3/12 and 12/12, total top loads less than 50 100 O chord psf and maximum wind speeds of mph. PROF Trusses not fitting these criteria should be examined individually. �9z' ��ONIOtiF9 �yG� TRUSS CRITERIA g N 64 NO. C728EXP. LOADING: 40-10-0-10 (MAX) ` DURATION FACTOR: 1.15 12-31-16 SPACING: 24" MAXIMUM TOP CHORD: 2X 6 (NO 2 MIN)s'- PITCH: 3/12-12/12 CN11- P 1,k- OF BEARING: CONTINUOUS CAt1F��� STUD SPACING :24" O.C. (MAX) Page # 25 " -REFER-TO-INDIVIDUAL TRUSS DESIGN ,' _ T.C3j T. ;o, FOR PLATE SIZES AND LUMBER GRADES A " e " ® IVARNDYO - Verify design parameters and READ NOTES ON TRIS AND DJCLUDED 1QIYER REFERENCE PACE 141-7473 ZFFORE DEE. 7777Greenback Lane Design vagal for use only with MiTek connectors. This design is based only upon paromelers shown, and is for an indlvlduol building component. Suite tog Applicabm tyofdesign poramenteandpr per Incorporation ion of component is responstbOly of buging designer -not truss s designer. Bracing shown Citrus Heights, CA9581 is for lateral support of IncrnAduaf web members onty. Additional temporary bracing to Insure siabl6ly during construction is the responsibility of the . erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guldance regarding labricalion. quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI1-Bugding Component p Safety Information avogable from Truss Plofe Institute, 5O D'Onokto Drive, Madison. WI 53719. M �+ REPAIR TO NOTCH 2X4 TOP MII/SAC - 31 11/18/2004 PAGE 1 CHORD ON A GABLE TRUSS MiTek Industries, Inc. 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL Western Division INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION ` OF THE TRUSS IS UNDAMAGED. -THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. APPLY 2X4 NO.2 SCAB TO ONE FACE OF TOP CHORD OF TRUSS WITH CONSTRUCTION QUALITY ADHESIVE AND 1 ROW OF 10d (3" X 0.131 ") NAILS SPACED 6" O.C. . *MAXIMUM STUD SPACING = 24" O.C. THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. IMPORTANT Is repair to be used only with trusses (spans less than 50') spaced W"o.c. maximum, having pitches between 3/12 and 12/12, total P chord loads less than 50 psf and maximum wind speeds of 100 mph. Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) DURATION FACTOR: 1.15 SPACING: 24" MAXIMUM TOP CHORD: 2X 4 (NO 2 MIN) PITCH: 3112 -12112 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) ONIoyF�Yf, CX NO. C76428 EXP. 12-31-16 r ' J} CN11. �Q �-eOF CA, .REFER TO INDIVIDUAL TRUSS DESIGN Page # Z6 -ter FOR -P IZES;AND;LUMBERQRADES' -- = - - r � 4.y _ DEC- j. ;.-- ® NARHINB • Vary jg d sign pararncicm and READ NOTES ON Tim AND INCLUDED MMEK REFERENCE FAGS 1W-7473 BEFORB USS. 7777 Greenback Lane Design valid for use only with Mitek connectors. This design Is based only upon parameters shown, and Is for on Individual building component. supe 109 j®®� Applicablilty of design parvmenters and proper Incorporallon of component h responsib0ly of building designer - not buss designer. BrocIng shown Citrus Heights, CA, 9581 is lar lateral support of npdMduol web members only. Additional temporary booting to Insure slablllly during construcilan s the respondwl of the erector. Addillonal permanent brodng of the overall slruclure Is the responsbilily of the building designer. For general guidance regarding - fabrlcatlon, quality control storage, delivery, ereclIon and bracing, consull ANSIyrPll Quality Criteria, DSB•89 and BCSII Building Component Safety Information available Irom truss Plate Instllule, 5113 DOno610 Drive, Madison, WI 53719. M'Tek OCTOBER 15, 2014 \ F --l= (R) �I, � J� I. -I., ., II-_. . MTek USA, Inc. STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS AND DAMAGED OR -MISSING CHORD SPLICE PLATES -� ST-REP01 Al - :MiTek USA, Inc. Page 1 of 1 TOTAL NUMBER O NAILS EACH SIDE- OF BREAK' x INCHES 24" MAXIMUM FORCE (Ibs)15% DF - LOAC DURATION SP — - - — SP'? -- HF -- ---- 2x4 2x6 ' 1352 2028 1738 2608 2x4 2x6 2x4 1706 2x6 2559 2x4 1561 2007 2x6 2x4 2x6 20 30 2342 1320 1980 26 39 30" 2194 3291 3011 1 1697 2546 32 48 36" 2681 4022 2454 3681 2074 3111 2125 3187 38 44�6648" 57 '42" 3169 4754 5485 2900 3346 4350 5019 2451 2829 3677 4243 2511 2898�47 3767 3657 DIVIDE EQUALLY FRONT AND BACK ATTACH 2x SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) WITH 10d1NAILS (TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 4" O.C. AS SHOWN.(.131"dia. x 3") STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 0-2-0 O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 0-3-0 MEMBER END DETANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS) • THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L=(2)X+C A BREAK 10d NAILS NEAR SIDE +10d NAILS FAR SIDE TRUSS CONFIGURATION A7, 1D BREAK LOCATIONS F03 ILLUSTRATIONS ONLY 6„ MIN THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X;DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED -REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID +`is A`'it=SENINGOF:THECONNECTOR;PLATESATTHEJOINT_SORSPLICES. —-=.;.....�; :-• ---•. 5. THIS REPAIR IS TQ BE USED FOR SINGLE PLY TRUSSES IN THE 2x ORIENTATION ONLY. - e.*a•x.� 4 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. ?`�O��irONIOyF�� � O EXP_ 12-31-16 Page # 27 DEC 14 2015 I FALSE 136TTOM CHORD FILLER DETAIL MI1/SAC -1 3/10/2004 PAGE 1 TRUSS BOTTOM CHORD BRACED PER MAIN TRUSS ENGINEERING BRACING SPECIFICATION ALT. BEARING � I �� FILLER BOTTOM CHORD 2X4 NO2 eR BETTER LUM FILLER BC MAYBE SPLICED WITH 3x4 M20 PLATES OR WITH 2X4 NO2 2'-0" LONG 48" TYP SCAB, CENTERED ABOUT THE SPLICE, NAILED TO ONE FACE W/(.131'—^3.0" MIN) NAILS @ 4" O.C., 2 ROWS. MITek Industries, Inc. Wesbem Division MAX 3-0-0 EXTENSION ax4 M20 ?LATES (TYP) OR ALTERNATE CONNECT W12 -10d COMMONS (TYP) FILLER VERTICAL ,STUD :_ 2X4 STC OR BETTER LUMBER NOTES: FOR LUMBER SIZE AND GRADE, AND FOR PLATES TYPE AND SIZE AT EACH JOINT REFER TO MAIN TRUSS ENGINEERING DESIGN. 2) LOADING: FOR TOP CHORD SEE MAIN TRUSS ENGINEERING DESIGN. BOTTOM CHORD LOADS: LIVE = 0 PSF; DEAD: = 10 PSF 3) TRUSS SPACING = 24" O.C. MAX 4) MAX BOTTOM CHORD PITCH = 4/12 5) FILLER MEMBERS ARE NON STRUCTURAL PART OF THE MA114 TRUSS; THEREFORE THEY MAY BE FIELD ADJLSTED TO FIT EXISTING CONDITIONS, PROVIDED THAT STUD SPACING, CONNECTION AND EXTENSION REQUIREMENTS ARE AS SPECIFIED. ADJUSTMENTS MAY INCLUDE ADDITION OR REMOVAL OF FILLER MEMBERS. --Mwq iLB Page # 28 DEC 1 4 2015 WARMNO. 9u (frj dnalgn parnmetu and READ NOTES ON TWS AND j=VDED jff= RRPM ENCS ?ACM d1¢7473 BEFORE USE. Design vald for use only wllh Wak connectors. This -design Is based only upon parameters shown, and Is for an IndlAdual buldng component. AppicabMy of design paramenters and proper Incorporation of component Is responsibility of bullding designer- not Inas designer. Bracing shown Is for lateral support of individual web members only. Additional lemporary bracing to Insure stability during construcflon Is the responsbrMly of the erector. Additional permanent bracing of the overall structure h.lhe responslb101yy of the building designer. for general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, corisuti ANSIM11 Quality Cdlerla, OSB -89 and BCSII Building Component Safety Information available from Truss Pule IrWIlute, S93 D'Onohio Drive, Madison, WI 53719. IONIO EXP. 12-31-16 ,I CNIV �.Q' _Of M 7777 Greenback Lane —s—® Slide 108 Citrus Heights, CA, 061 - a MiTeke OVERHANG REMOVAL DETAIL, MII/SAC 5C, 12/6i2005 PAGE 1 Mrrek Industries, Inc. �® ® Western Divislon . TRUSS CRITERIA LOADING: 25-18-0-10"(MAX) DURATION FACTOR: 1.15/ 1.25 SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6 HEEL HEIGHT: STANDARD.HEEL UP TO 12" ENERGY HEEL, END EEL- END BEARING CONDITION Trusses not fitting these criteria should be examined individually. NOTES: 1. THIS DETAIL IS FOR REMOVING OVERHANG. THIS DETAIL.IS NOT TO BE'USED WHEN OVERHANG HAS BEEN BROKEN OFF. 2. NO LUMBER DAMAGE OR DEFECTS SHALL GO BEYOND. REMOVAL LINE. NO CONNECTOR PLATE DAMAGE ALLOWED • • 12 212 LINE OF REMOVAL Qu - Ivlr1%A REMOVED Page # 29 0 DEC 1 -4/- 2015 .. e ® WAIMNO _ Ver{ jy doalgn pnrarrsctars and READ NOTES ON THIS 410INCLUDED IdrTEE REFERF.NCR PAGE A U-7473 BEFORE USE. I TM Greenback I,Ene Design valid for use on with Mlfek connectors. This design Is based on component. Sulle 109 y N upon parameters shown" and b los n r - not design r. est. s Citrus Heights, CA, 95B1 Applicability of design pparamenlers and proper Incarpsuolbn of component 6 responsibility of building designer- not truss designer, Bracing shown ' IN III Is for loleral support of IndhAdual web members only. Addlllonal lemporary bracing to Insure siabtOty during consiruclion Is the responsibl1ty of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding .. - fatxkafior quaBty control storage, defrvery, ereclton and bracing, consuB ANSIMII Quaflty Crtlarla, DSB-89 and BCSII Building Component ITeO Salety Inforrnaflon ava0abla ham Truss Plate Insfltute, SB3 90notrto Drive, Madison, N 53719. SCAB APPLIED OVERHANGS - AER TRUSS CRITERIA: LOADING 40 14 0 10 MIUSAC - 5 DURATION FACTOR: 1.15 SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION Trusses not fitting these criteria should be examined individually. 3/?5/2004 PAGE 1 MITek Industries, Inc. Western Division NOTES: 1. THIS DETAIL IS FOR TRUSSES BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. 2. ATTACH 2x SCAB SAME LUMBER SIZE AND GRADE AS TOP CHORD TO ONE FACE OF TRUSS WITH TWO ROWS OF (0.131"X3") NAILS SPACED @ 6" O.C. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. • 2x SCAB G' -r lvlr%/\ rum r -L, -N I C OIL.CJ HIVU LUIVIt5CK tz-tCHUCJ . .. _ DEC•1� 41015 Page # 30 ® WARNWO - Dorffsj doafgn pasrarneeo— mad REED NOTES ON 7WS AND INCLM= LrTEs REFEimucs PAGE LII -7473 BEFORE ME, Design valid for use only with Mlfek conneclorL This design Is based only upon paramelers shown, and Is for an Individual building component. AppOcablilly of deign paramenters and proper Ineorporallon of component Is responsibtity of building designer- not tnra designer. Brocing shown Is for lateral support of Individual web members only. Additional lernporory bradng to Inane sloblilly during construction is the responsml®ty of the erector. Addi tonal permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fobrteallon, qua3f eonhoI. storage, delivery. erection and bracing, COMO ANSI/ffil Qua e}y CrOaTIN pSB-89 and SCS11 Mo ing component Safety Infonnagon ovatiable from Truss Plate Institute. 5133 D'OnoMo Dille. Madison, WI 53719. - 7777 Greenback Lane sults 109 COrus Helghte, CA, 9561 MOW' STANDARD PIGGYBACK MLI/SAC - 2 004 PAGE'1 OF 2 TRUSS CONNECTION DETAIL GENERAL. NOTES: 1. UPLIFT AND LATERAL LOAD CAPACITY OF THIS DETAIL SHALL BE REVIEWED AND APPROVED BY PROJECT ENGINEER OR C 2. PITCHE6 2'MAX G DESIGNER. DEC 1 4 .2015 3. MAX SPAN = 30'-0" 4. MAXIMUM SHEAR CAPACITY OR LATERAL LOAD TRANSFER BETWEEN PIGGBACK AND BASE TRUSS=120 PLF TYPICAL PIGGYBACK TRUSS CONNECTION 2 x x 6'-0" SIZE TO MATCH TOP CHORD OF PIGGYBACK ATTACHED TO ONE FACE OF TOP CHORD WITH 2 ROWS OF 10d (0.131" X 3") NAILS SPACED 6" O.C. AND STAGGERED �c ATTACH PIGGYBACK TRUSS TO EACH PURLIN WITH 2 -16d NAILS TOENAILED. Inca 0NIayF � c NO. C76428 F EXP. 12-31-16 "- \` BAS TRUSS SPACEPURLINS ACCORDING TO THE MAXIMUM ATTACH EACH PURLIN TO TOP SPACING ON THE TOP CHORD OF THE BASE CHORD OF BASE TRUSS WITH TRUSS (SPACING NOT TO EXCEED 24" D.C.). 2 - 16d NAILS. A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. �c FOR PIGGYBACK TRUSSES WITH SPANS < 12' SCAB MAY BE OMMITED PROVIDED THAT: ROOF SHEATHING TO BE CONTINUOUS OVER JOINT (SHEATHING TO OVERLAP MINIMUM 12' OVER JOINT) �c CAP CONNECTION IS MADE TO RESIST UPLIFT. SEE MAXIMUM CONNECTION CAPACITIES AND COMPARE WITH ENGINEERING DRAWING CONNECTION CAPA6f11ES FOR SCABS, PURLINS, AND SHEATHING MAY BE COMBINED WHEN DETERMINING OVERALL UPLIFT CAPACITY. IF NO GAP EXISTS BETWEEN CAP TRUSS AND BASE TRUSS: REPLACE TOE NAILING OF CAP TRUSS TO PURLINS WITH GUSSETS AS SHOWN, AND APPLY PURLINS TO LOWER EDGE OF BASE TRUSS TOP CHORD AT RECOMENDED SPACING SHOWN ABOVE. 8" x 8" x 1/2" PLYWOOD (or 7116" OSB) -GUSSET EACH SIDE AT EACH BASE TRUSS JOINT, ATTACH WITH 2 -10d NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 4 NAILS EACH CHORD) �,1 �\P OF CA v Sv MAXIMUM U PLIFT SCAB CAPACITY USING (10) 10d (0.131'X 3") NAILS: SYP = 1060 LBS SPF = 820 LBS DF = 970 LBS HF = - 840 LBS SPF- = 720 LBS MAXIMUM UPLIFT PURLIN CAPACITY USING (2) 16d (0.131." X 3.5") NAILS: SYP = 117 LBS SPF =- 60 LBS DF = - 92 LBS HF = 63 LBS SPF -S = 41 LBS MAXIMLIM UPLIFT SHEATHING CAPACITY USING 1/2" SHEATHING AND (2) Bd (0,131" X 2.5")- NAILS: SYP = 82 LBS SPF = 42 LBS DF = 64 LBS HF = 44 LBS SPF -S = 28 LBS VALUES SHOWN ARE BASED ON LOAD DL RATION OF 1.00, MAXIMUM UPLIFT GUSSET CAPACI—Y USING 7/16" GUSSETS AND (4) 1 Od (0.131"X 3") NAILS: SYP = 300 LBS SPF = 276 LBS DFc: 294 LBS HF = 276 LBS SPF- = 258 LBS D.C. ATTACHED W/ 2-10 D NAILS VALUE&SHOWN ARE BASED ON Page # 31 ILOAD DURATION OF 1.00 (VARMNa- Verf fy d—Ign paramtfare and READ NOTES 9W MF -ZS AND INCLUDED WTZKRE_T"LENCPI PAOS?•7473 BEFORE USE. 17777 Greenback Lane Design valid for use only with MBek canneelors. This design Is based only upon parameters shown, and Is la on IndMdual bunding component. Suite 109 AopOcabllily of designporameniers and proper Incorporation of component h (esponsiblily of bullding designer - not truss designer. &acing shown Citrus Heights, CA, 9581 .. t for lot eral support of Individual web members only. Additional lamporcry bracing to Insure slabN(y during construction Is the respommly of the a sdor. Additional permanent bracing of the overall structure's the responsibility of the building designer. For general guidance regarding lobycalion, quality control. storage, delivery, arecibn and bracing, consul) ANS AI'll Duality Criteria, OSB -B9 and BCSit Bunding Component T fo Solely Inlormallon ovaCobb from Iris Plate Institute, 5°3 D'OnnMo Drive, AAodison,'Nl53719_ He k STANDARD -PIGGYBACK TRUSS CONNECTION DETAIL- MIIISAC - 24/ 0/2004 PAGE 2 OF 2 . ONI0yF9 DEC 1-4.2015 NO. C76428 MITek Industries, Inca Western DIvtsion FOR LARGE CONCENTRATED LOADS APPUED ,\ TO CAP TRUSS REQUIRING A VERTICAL WEB: J>" Cry RSP IM UM UPLIFT SCAB OFAPACITY.USING (10) ` 10d (0.131 X 3") NAILS: . -VERTICAL WEB TO 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS SYP = 1060 LBS EXTEND THROUGH MUST MATCH IN SIZE, GRADE, AND MUST LINE UP SPF = 820 LBS BOTTOM CHORD AS SHOWN IN DETAIL DF = 970 LBS OF PIGGYBACK 2) VERTICAL WEBS OF PIGGYBACK MUST RUN THROUGH HF = 840 LBS �\ BOTTOM CHORD SO THAT THERE IS FULL WOOD SPF -S = 720 LBS TO WOOD CONTACT BETWEEN WEB OF PIGGYBACK AND THE TOP CHORD OF THE BASE TRUSS. 3) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS. 4) ATTACH 2 x x 6'-0" SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF IOd NAILS (0.131"X3'1 AT 6" O.C. STAGGERED. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) 5) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 3700 LBS (@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS VALUES SHOWN ARE BASED ON GREATER THAN 3700 LBS. LOAD DURATION OF 1.00 MAXIMUM UPLIFT SCAB PIGGYBACK TRUSS CONNECTION FORSPANS LESS THAN 10'-0" CAPACITY USING (4) 2 x x 4'-0" SIZE TO MATCH 10d (0,131" X 3") NAILS: . TOP CHORD OF PIGGYBACK \ SYP = 424 LBS ATTACHED TO ONE FACE OF TOP �� SPF = 328 LBS CHORD WITH 2 ROWS OF 10d (0.131"X 3") \ NAILS SPACED "OC. AND STAGGERED ;�� OF = 388 LBS HF = 336. LBS SPF -S = 28B LBS A ACH PIGGYBACK TRUSS TO EACH PURUN WITH MAXIMUM UPLIFT PURUN /a\ 2-16dNAILS TOENAILED. CAPACITY USING (2) 16d (0.131" X 3.5") NAILS: a i / SYP = 117 LBS % - SPF = 60 LBS OF = 92 LBS 1jHF = 63 LBS SPF -S = 41 LBS TRUSS \ �. SPACE PURLINS ACCORDING TO THE MAXIMUM ATTACH EACH PURLIN TO TO SPACING ON THE TOP CHORD OF THE BASE CHORD OF BASE TRUSS WIT TRUSS (SPACING NOT TO EXCEED 24" D.C.). 2 -16d NAILS. A PURUN TO BE LOCATED AT EACH BASE TRUSS JOINT. �C CAP CONNECTION IS MADE TO RESIST UPLIFT. SEE MAXIMUM CONNECTION CAPACITIES AND COMPARE WITH ENGINEERING DRAWING VALUES SHOWN ARE BASED ON ; �<CANNECTION'CAPACME S FOR SCABS, FPURUNS AND-SHEATHIN JHEN _ LOAD=DURATION''Op 1:00' DETERMINING OVERALL OVERALL UPLIFT CAPACITY. aae # 2 IVARAW* - Verify deslgr, parametom and READ NOTES ON THIS AND INCLUDED MITER P_EnUXINCE PAGE MU -7473 MIFORE USE. 7777 Greenback Lane - No Am Design vofld for use only with Wet: connectors. Thh design k based oniy upon parameter, shown, and k for an lndl duol bullding component. Sidle 108 A Oco al desi n onssnlen and ro er incor oration o(cons C11rus Heights. CA, 3581 - pP W6ty g par p p< p ponenl 6 re;pon;1bl01y of bu0dln9 designer -not INu designer- Brodng shown 1 Is Ix lateral support of IndNiduai web memben ony. Addllbred lempo-ary bracing to 6isure slobNly during construction Is Ihs fesponsibWly of the ereclor. Addillonal permonenl bracing of the overaii slrvclurs Is the fesponslbNly of the bulding designer. For general guidance regarding_.. fabricallon, quolly control, storage, deavefy, erection and brocing, consult ANSIMII DuaBfy Crlleda, DSS -8S and SCSI) Building Component6D „ Safety Inlormalion ovoflobfe Irom Truss Plate h0lule, 593 D'Onolrlo Drive, Madison, WI 53717. ' ek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL (MAY BE USED FOR DRAG TRUSSES) Mll/SAC - 2C /2012 EJ25 PAGE 1 OF 1 © GENERAL NOTES: 1. UPLIFT AND LATERAL LOAD CAPACITY OF _ THIS DETAIL SHALL BE REVIEWED AND APPROVED BY PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER. 2. PITCH=12/12 MAX 3. MAX CAP TRUSS SPAN = 20'-0" 4. MAXIMUM SHEAR CAPACITY OR LATERAL LOAD TRANSFER BETWEEN PIGGBACK AND BASE TRUSS= 150 PLF 5. MAXIMUM WIND SPEED OF 110 MPH IF NO GAP EXISTS BETWEEN CAP TRUSS AND BASE TRUSS 2 x 6 x 6'-0" SIZE TO MATCH TOP CHORD OF PIGGYBACK ATTACHED TO ONE FACE OF TOP CHORD - CENTERED ON INTERSECTION WITH 2 ROWS OF 1 O (0.131" X 3") Nr i � i I MTek Industries, Inc._ Western bivision - i CONNECTION SHOWN IS BASED ON DCL OF 0.63 --- - MiTek 3 X 6 20ga NAIL -ON PLATES (OR SIMPSON LPT4) TO EACH SIDE AT TRUSS JOINT 48" O.C. ATTACH WITH 4 - 0.131"X1.5" NAILS PER MEMBER STAGGER PLATES AND NAILS FROM ORPOSING FACES ENSURE 0.5" EDGE DISTANCE 24" O.C. ATTACHED W/ 2-10 D NAILS LOWER EDGE OF BASE TRUSS TOP CHORD Ak WARNING - Vcrlfy design parameters and READ NOTES ON TRIS AND INCLUDED dffTER REFERENCE PAGE MU -7473 BEFORE OSE. Design valid for use only with MiTek connectors. This design is based any upon parameters shown. and is for an individual building component. Applicability of design paromenters and proper incarporolion of component is responsib3ly 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 responsibility 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/TPn Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Insilute, 583 D'Onohio Drive. Madison, WI 53719. O`�ZONlOyF NO. C76428 � EXP. 12-31-16 CNt� P �1 hOF ��dti` 7M, Greenback Lane® Suite 109. - Citrus Heights, CA, 9561 MTek® ST%ktaDARD :P:I.GGYBAGX-TRUSS CONNECTION DETAIL (MAY BE USED F'O.R DRAG TRUSSES) :�! Q GENERAL NO-TE:S:' Y: UP - Ff:AND LATERAL LOAD CAPACITY OF THIS;DETAIL$HALL BE REVIEWED AND APPR01kED BY'PROJECT ENGINEER OR Itl wmc - 2-B. 01-JALIFIED..BUILDING . DESIGNER DEC .14'.2015 2 -,..PITC H=i— VI •MAX 3Ai4-X-'C4P TRUSS' SPAtJ = 20'-0" 4. MAXIMUM SHEAR' CAPACITY OR LATERAL LOAD TRANSFER BETWEEN PIGGBACK AND BASE TRUSS= 160 PLF TYPICAL PIGGYBACK TRUSS' CONNECTION ('MAY B:E USED FOR DRAG TRUSSES) . * 2 x _ x V-0" SIZE TO MATCH TOP CHORD OF PIGGYBACK j j 8" x 8 112" x 1/2".PLYWOOD (or 7/16" OSB) ATTACHED TO.ONE FACE'OF TOP j/� GUSSET EACH S'IDE'AT EACH BASE TRUSS CHORD WITH 2 ROWS OF 10d (0.131- X 3') NAILS SPACED 6' O.C. AND STAGGERED' ' ,' JOINT OR MAX. 24" O.C. ATTACH •WI 'H !�1 2 =10d NAILS INTO EACH CHORD FROM \ j V. ; `A] EACH SIDE (TOTAL = 4 NAILS EACH CHORD) ATTACH PIGGYBACK.TRUSS TO EACH PURLIN WITH 2 -'16d NAILS TOENAILED, yBAS TRUSS \\ SPACE PURLINS:ACCORDINGTo THE MAXIMUM ATTACH EACH PURLIN TG TOP SPACING ON THE TOP CHORD OF THE BASE i I SS.(SpgGING NDTTOG,SCEED 24" D.C.). CHORD OF BASE TRUSS WITH A PURLIN TQ BE'L•OCATEB AT EACH BASE TRUSS JOINT. ? - 76d NAILS. * FQfR'PIGGY BACK -TRUSSES WITH 'SPANS < 12' .9C -AB MAY BE OMMITED PROVIDED THAT: ' RO.OF;SHEATHING TO: BE CONTINUOUS OVER JOINT (.SHEA3NINC TO OVERLAP MINIMUM 12' OVER JOINT) * CAP.CONNECTION:IS MADE TO RESIST.UPLIFT. SEE.MAXIMUM.CONNECTION CAPACITIES AND COMPARE WITH ENGINEERING DRAWING CONNECTION CAPACITIES FOR SCABS, PURLINS, AND SHEATHING MAYBE COMBINED WHEN DETERMINING OVERALL UPLIFT CAPACITY. IF NO GAP EXISTS BETWEEN CAP TRUSS AND BASE TRUSS ('MAY BE USED FOR DRAG TRUSSES) *' 2 x x 6'-0" SIZE TO MATCH T:OP'CH.ORD OF PIGGYBACK. ATTACHED'TO EACH FACE OF TOP CHORD WITH 2 ROWS OF 1 Od.(OA 31" X NAiL5'SPACED 6" O.C. AND STAGGERI \\� REPLACE TOE NAILING OF CAP TRUSS TO PURLINS WITH -GUSSETS SPF'= AS SHOWN, AND APPLY PURLINS TO LOWER EDGE OF BASE DF =. TRUSS TOP CHORD AT RECOMENDED SPACING SHOWN ABOVE. HF = 63 -LBS SOF-SE = 8".x 8112" x 112" PLYWOOD (or 7r'16" OSB) GUSSET EACH SIDE AT EACH BASE TRUSS JOINT OR MAX. 24" O.C. ATTACH WITH _ 2 -10d NAILS INTO EACH CHORD FROM' EACH S(DE (TOTAL - 4 NAILS EACH CHORD.) '•, \\ / 1 -__ � � � _. -.ice _ �r •i« � ... - '1 ,« �.i '� -- =- -.2X4 PURLINS @'24" 0 Paviv -10 D NAILS sDAAtii- - Derlfy da fgn parameters and AF -4 D NOTES ON T3DS AND INCLUDED AD7'Ex A6 FFRENCE P.4 OD TQM -7473 BEJVpe USE �eAtONIO F9�> N -D. C76428 EXP. 12-31-16 ' Qls�:OF CA k -k MAXIMUM UPLIFT SCAB CAPACITY USING (10) 10d (0.'131" X 3") NAILS: SY'P 1060 LBS SPF .= 820.LBS DF.= 970 LBS HF. 640 -LBS SPAS= 720 LBS MAXIMUM UPLIFT PURLIN CAPACITY:USING (2) 16d (0.131 ' X 3:5") NAILS: SYP= 117 LBS SPF'= 66 LBS DF =. .92 LOS HF = 63 -LBS SOF-SE = 41 LBS 1 OF 1 ries, Inc. slog_..- . ...-.. -- - MAXih1UM-UPLI'.FT SHEATHING CAPA ITY USING 1/2" S'HEATRING AND (2.):8d (Q,131" X'2.5") NAILS: SYP =' 82 LBS SPF = 42: LBS DF = 64 LBS' HF =44 LBS S.PF = 28 LBS VALUES SHOWN ARE BASED ON IOAD.DURATION OF 1.00 MAXIM UMUPLIFT GUSSET CAPACITY USING 7/16" GUSSETS AND(<)'1'Od (0.131"X 3") NAILS:" SYP'= 30.0.LBS SPF = 276 LBS OF = 29.4 LBS HF = 276 LBS SPF -S = 258 LBS VALUES SHOWN ARE BASED ON i LOAD. DURATION OF 1:00 ' Design vpld'lor use on!y wllh 1.47ek conneclors. IN; design u based only upon paramelers shown. and is lar an individual building componenl. ApoEcotiiECy of design p6romenlers and wooer incosparolion of componenl u responsibifily o! building designer - nol Iruss designer. gracing snown' i; kb iblerol s•.rppad of ihdNiduol web members only. Addllional lemporory bracing lb Insure slobiEly during conslruc!lon is the rMponsibillily of.!he ereclor. Additional perrrmnen! Uccing of the overoll; �uclurals the responssbiEly of the bul:fing designer. For generol guidcnce regarding Iabricaliom qually eonlyd. sloroge, delivery. ereelion and bracing, consul) ANSI/IPII Q�joilly CAlerla, DSS -89 and BCSII Builamg Component Sa!ety Inforrnailon ovallob!e Irom buss Pole Inifflule, 593 0'0wlrio Drive, Madison. WI 5,719. C 7777 GnieribarB Larie'- Sidle 709 Glrus HWgh!a. CA.