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Home My WebLink AboutB17-0201 025-350-031 (2)Ross P. Shoaf, Civil -Engineer 6970 Marysville Road Browns Valley, California 95918 TO: Responsible Building Official Date: 210_/20) % Dl� Project: Owner: �J u(, -PN:02S-_26-0-63) . Location: 2b ;U%4 C100A 00e, OCG V X e TRUSS DESIGN REVIEW Truss Company: lTtl l 0 0` trLtS S "' Package Dated: bo 1210 f7 This is to advise that I have reviewed and approved the truss design package for general conformance to my design requirements for the referenced project. This review does not include checking or analysis of the actual truss calculations but rather overall design compatibility, including dead and live load criteria, drag truss requirements, if any, concentrated point loads, etc. Please note also that the truss design calculations may result in `non -truss' roof related loadings (such as resultant column loads to footings) that vary from those computed by the project engineer due to more conservative design criteria. In such cases the project Engineer's calculations will normally be used for such 'non -truss' elements. Respec ly submitted, �, A- 1 Ross Shoaf,Proji t�Enggineer PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE - DATE Ross P. Shoaf, Civil Engineer 6970 Marysville Road ' Browns Valley, California 95918 TO: Responsible Building Official Date: Proj5 ect: Owner : ii 116 � CPN: O I SS -63 � Location: 28 Son c(ood .Grde O (o die TRUSS DESIGN REVIEW Truss Company: l mwrrw T6 -C,5- 0 Package Dated: �0 2b 17 �s� 001 � ba 003 �Jvv5e 4 This is to advise that I have reviewed and approved the truss design package for general conformance to my design requirements for the referenced project. This review does not include checking or analysis of the actual truss calculations .but rather overall design compatibility, including dead and live load criteria, drag truss requirements, if any, concentrated point loads, etc.. Please note also that the truss design calculations may result in 'non truss' roof related loadings (such as resultant column loads to footings) that vary from those computed by the project engineer due to more conservative design criteria. In such cases the project Engineer's calculations will normally be used for such 'non -truss' elements. Respe ly submitted, BUIL®ING DIVISIO , Ross Shoaf, Project Engineer OVE0 -i02 M. :viz - � l 'r: is �r!'�i 1i={, Fi:?•1'ii i1 `'di.`� 1•.(�I��.'':li:+ ? Q l RC2 ,A • Job Name: 3 BEDROOM RESIDENCE Truss ID: D01 1 Drw : I= x -IAC REACT SIZEREO • D TC 2X4 DFL 01 t: Sir. Designed par ANSVTPI 1,2014 This design Eased on chord brac6g apptisd 1 0- 5- 4 1748 3.50" 1.86" 2x8 DFL 02 4-6 Fabrication Tolerance - 20.0% per the following schedule: 2 33- 7- 6 1542 3.50" 1.64. BC 2x4 DFL h a Btr. Bearings designed for an FeParp value os the max o.c, from to SRG HANGER/CLIP NOTE WEB 20 DFL STANDARD lesser of the truss chord lumber value or TC 2x.00' 117-13 19.10.15 1 Toa Nails qty 3 16d WEDGE 2x4 DFL H a Btr. 625 for all bearings. UPLIFT REACTION(S): 2 Toe Nails qty 2 16d STR BLK 2x6 DFL #2 Kcr (creep factor) a 3.00 Support CFC Wind Non -Wind TIE -DOWNS BASED ON SP OR DFL SUPFCRTS THIS DESIGN IS THE COMPOSITE RESULT OF Refer to Joint OC Detail Sheat for 1 -78 Ib REFQR TO TOE -NAIL CONNECTION DETAIL MULTIPLE LOAD CASES Maximum Rotational Tolerance used 2 IIIb support Connection (e) /Banger (a) are Loaded for 10 PSF rancancurord BCLL IRCABC toms plate values we basad on This truss Is designed using the not designed for horizontal loads. Loaded for 200 Ib non-concurteat moving testing and approval as required by IBC 1703 ASCE7-10 Wind Specification BC Dead 8.00 psi BCLL and ANSVTPI and am .parsed In available Bldg Enclose a Yes, TC FORCE AXL BND CSI Drainage must be provided to avoid ponding. documents as FR -1607 and ESR -1118. Truss Location - Not End Zorn OL- 1 65 0.01 0.29 0.30 Continuous lateral restralrd &UwJ*d to Permanent bracing is reMdred (by others) to Exp Category a C 1-2 -3124 0.08 0.62 0.70 flat TC as Indicated Lumber must be prevent roLtlotYteppu g. Sea SCSI Bldg Length a 40.00 ft, Bldg Width a 30.00 R 2-3 -2893 0.09 0.23 0.32 structural grade. Brace ® 24' o.c. unless and ANSVTPi 1. Mean root height a 13.74 fl, mph a 110 3-4 -2428 0.04 0.34 0.37 noted PLATING BASED ON GREEN LUMBER VALUES. Occupancy Category M Dead Load a 13.2 psi 4-5 -2205 0.04 0.47 0.52 Left Overhang(s) are not to be removed. 20 pal bottom chord 9ve load NOT required Designed as Main Wind Fora Resisting System 5-6 -2427 0.04 0.42 0.47 OVERHANG(S) MAY BE SHORTENED UP TO r MAXI an this trues, par IBCARCrequirements for - Low -ft" and Componads and Cladding 6-7 -2807 0.09 0.28 0.37 t loading a ill pat Left Overhang Soffit attics with limited storage. M Tributary Area a 73 sgft 7-8 -3000 0.07 0.60 0.67 --COAD CASE 81 DESIGN LOADS Dir LP1f LLoc R.Plf RJ oc LL'TL BC FORCE A)L END CSI TC VM 64.00 - 2- 0.0 a Loo o- o- o 0.48 9-10 2790 0.35 0.49 0.94 TC Vat 74.00 0.0-0 74.00 33-9-2 0.64 10-11 2486 0.25 0.52 0.77 BC Yat 18.00 0-0-0 18.00 33- 9- 2 MOD 11-12 2205 0.24 0.59 0.83 -Type_. ibe XLoc LLJTL Fattener 12-13 2459 0.25 0.59 0.83 SC Vert 40.0 IS- 0.0 0.00 0.3 13-14 2679 4 0.46 0.80 BC Vert 40.0 19.0.0 0.00 WES FORCE CSI AEs FORGE CSI 2-10 -268 0.05 5-12 534 0.22 MAX DEFLECTION (span) ; 3-10 390 0.16 6-12 -534 0.28 1,1894 MEM (LIVE) LC 83 3-11 -574 0.30 6-13 339 0.14 17-1-15 16-73 - L=-0.4S'V CLb -0.38' Gla -0.8S 3' 4-11 543 0.22 7-13 -206 0.04 i 1 2 3 4 I 6 6 7 8� MAX DEFLECTION (card): Lr370 MEM OL- I ILIVE) LC 1 -6.00- 6.6-0 La 41.06' CCo 414' CL- 4LW 6F F , -6.00 Joint Location ax>� 1 0.0.0 6 33.9-2 T 2 6.0.0 a0 -0.06X8 6 310.2-9 1 10 e -o -o 4 1110.5 11 13-10.5 8X8 2.6X4 6 20.6.9 12 20.6.9 6 24.1-7 13 26.3.14 7.5-12 1.6X3 1.6X3 83-10 7 26- 3-14 14 33-9.2 SNIP 3X10 l 8X10 03-15 2.6X4 6X6 6X8 2.6X4 B1 B2 - 03$ Toe Nulls w:sos n400 Toe Naii6 w:306 R:1748 400 RaCOMIT # -- - - -- - - - - " U:-78 U:-49 BUTTE COUNTY DEVELOPMENT SERVICES A' 3392 i REVIEWED FOR 9 to 11 a 13. ta CODE COMPLIANCE 7 BY DATE 3/30/2017 e :.,i ywias ..e 4v M.uyw , ruswrai wnrlecwrs unrest prscsaed by "MX' for HS 20 gauge or'N' for 18 gauge, positioned per Joint Detail Reports available from Unwell saftware, unletu noted. Sale 118' -1' WARNING Read all notes on this sheet and give a copy of It to the Erecting Contractor. Eng- Job:.EJ. WO: 0620117 This design Is for an t„mv1m10t taiw,p eoarI , net Vu" systea a has news bend on specifications - - - -e I M ee coaspo,swa waasretsr.r Chk: BW ® and due In accordance wish 2110 cunent versions of TPI 'A"A design stasWwda No ropauW®ty to assumed for Bmw10lorW aeeweey. ar Olasia» Dagnin AW . win . to be ed by the component manufactuwardor bsibknp Priorto f wicatlx Ys8 The bu0ddeelgeer mum asobawn that am loads TC Live 20.00 paf r DurFaci L-115 P-126 ""fliza° on this dears meat dr exceed do Manna latpaeed hf w teal tMdMbg add..ad d10 Pwtrnder •Ps�M. The design esaimse dM 810 top lewd T R U S WA L Is alwa8y brand by ft roof or mer sheathing and tin ballon chord Is tabreay braced bya rigid sfratlug maarW dbucdy attached, u k as otlnerwla noted. Bnci ng shown is for taisrat saWpon a cowoftee its a1la , mdy to "Aube eMsefffifg fessgllL This component OW da be paced In any TC Desd 17.00 psf Rep 6tbr Bad ,1.00 ® SYSTEMS 1eWsomwa - wet caves die molaaa. comaof of the w0011td axreed 1916.mer nuae co.wabr pais cerrwbn. FsbrlcOs, hnsdle, bww BC Live 0.00 psi O.C.SPWJM 2- D- 0 and brace ads fess to acndatas with the fdaowap stnvlwds:'John and CAM" Dines Reports' avalabls as oagrd ham Tnswwt saft"MM Design Spec CSC 'ANSVrP11'. WTCA V -Wood Tru. Courcfl of Amerce standard Design Rnporsm®eas, SUILO eO COMPONENT GAFETY INFORMATION' - BC Dead 8.00 psi -2016 1101 N. Mat S.W. Pbmy., Af ftton TX 76011 (BCSI) and UM SUMMARY a GMT by WTCA and TR TM True Now Isdada (TPD to bcatrd at 218 K Las Wad SMbs 313, AMMI&M. VA 2M4. The Amwtran Forest and Paper Association (APPA) a boated at 1111 19M strait tow. ate stow Vftdftou^ DC 20034. TOTAL 46.00 psf Seqn T6JL21 - 397306 91. lJob Name: 3 BEDROOM RESIDENCE Truss ID: D02 ON: 1 4 Drwa: BRG X -LOC REACT SIZEREQ'D 1 0--4- 6 1530 3.SO^ 1.63^ 2 28-11-12 1343`HGR 1.50^ BRG HANGER/CLIP NOTE 1 Too Nails qty 3 16d 2 Hanger TBE• .KANGER(S) TO BE ENGINEERED TIE -DOWNS BASED ON SP OR DFL SUPPORTS REFER TO TOE -NAIL CONNECTION DETAIL Support Connection(s)/Hanger(s) are not designed for horizontal loads. TC FORM AXL BND CSI OL- 1 65 0.01 0.23 0.23 1-2 -2758 0.06 0.26 0.31 2-3 -2539 0.04 0.15 0.19 3-4 -1794 0.02 0.20 0.22 4-5 -1603 0.02 0.47 0.49 5-6 -1764 0.02 0.40 0.43 6-7 -926 0.01 0.29 0.31 Sc FORCE AXL HND CSI 8-9 2478 0.21 0.27 0.49 9-10 2009 0.24 0.60 0.84 10-11 1603 0.11 0.53 0.64 11-12 1341 0.07 0.50 0.56 12-13 96 0.00 0.13 0.13 WB FORCE AXL BHD CSI 13-7 -1228 0.17 0.00 0.18 WEB FORCE CSI REB FORCE CSI 2-9 -311 0.06 6-11 534 0.22 3-9 591 0.24 6-12 -1073 0.44 3-10 -694 0.35 7-12 1081 0.44 4-10 409 0.17 7-13 -1228 0.18 5-11 281 0.11 TC 2x4 DFL 018 Btr. 2x8 DFL 02 4-6 SC 2x6 DFL 02 2x6 DFL SS 10-13 WEB 20 DFL STANDARD STR BLK 224 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Loaded for 10 PSF ronconau ant SCLL Loaded for 200 Ib nonconamant moving BCLL Drainage must be provided to avoid ponding. Continuous lateral restraint attached to flat TC as indicated. Lumber must be strut urd grade. Brace @ 24' o.9- unless noted. UPLIFT REACTION(S): Support C&C Wind NorMMnd 1 -81 lb 2 .601b Left OVERHANG(S) MAY BEam to be removed. SHORTENEDUP TO 3- MAXI Left Overhang Soffit loading - 5.0 psf Designed par ANSVTPI I-2014 Fabrication Tolerance - 20.0% Bearings dealgrod for an FcParp value of the leaser of the truss chard lumber value or 825 for all bearings. Ker (creep factor) - 3.00 Rater to Joint OC Detail Sheet for Maximum Rotational Tolerance used IRCASC buss plate values aro based on testing and approval as required by IBC 1703 and ANSI1TPI and aro reported in available documents as ER -1607 and ESR -1118. Permanent bradng Is required (by others) to prevent.. onetoppung. See SCSI and ANSVTPI 1. PLATING BASED ON GREEN LUMBER VALUES. Hanger null points Mat protrude through the beck face of the girder shall be clinched or covered for safety. This buss Is designed using the ASCE740 Wind SpedOcadon Bldg Enclosed - Yes, Truss Location - Not End Zone Exp Category - C Bldg Length - 40.00 R, Bldg Width - 30.00 ft Mean roof height - 13.74 ft. no = 110 Occupancy Category 1L Dead Load - 13.2 psf Designed as Main Wind Force Restating System - Low-rise and Components and Cladding Tributary Area - 64 sgft Vertical members exposed to wind: 13.7 End verticals aro designed for axial loads only unless noted otherwise. Extensions above or below the buss profile (ti arty)have bean designed far loads Indicated only. Horizontal loads applied at the and of the extensions have not been considered unless slowrL A drop4eg to an otherwtee unsupported wall may crate a hinge ~ Cal cbrrL derail- (byo�theers)s}�tlonal design This design based on chord bracing applied . per the following schedute: max o c. from to TC 24.00' 13-7-13 19-10-15 Required bearing widths and bearing areas apply whe. in= not supported In HORIZONTAL REACTIONS) : a hanger. support 1 129 lb "pport 2 129 th 20 pst bottom dxm five load NOT required tut fhbs truss per IBCI[RC nequdnerretlte for attics with limited storage. --LOAD CASE f1 DESIGN LOADS - Dir LPif LLoc R.PIf RLoc LLITL TC Vert 94.00 - 2.0- 0 $COD 0- 0- 0 0.48 TC Vert 74.00 0- 0- 0 74.00 29.1-8 9-64 BC Vert 16.00 0-0-0 10.00 29-1-8 0.00 .-Type .. Its XLoc LL/TL Fastener SC Vert 40.0 15-0.0 0.00 SC Vert 40.0 19-0.0 0.00 1 17-1-15 2 3 4 I 11-11-9 5 6 7 Chit: BW ® and dens M accardluM Wall One eureM verabM at TPI and AFPA deign standards. No mpo stWWy Is aasuetd far dlmwtiowl accuracy. O nennlo s Dagnr. AW 5.00 l T6X8 are to 110 Mined by tin emnpomwn mamftebap antler WOO" designer prior to tabrbaUan The W Ing orslwwr moat eacwua am no Weft 8 uUOzee an this design meat or exceed er aadbp l - by dr nasi udl" codend atM pard=W appU=WM TM 6981p asauew mat d» top eAad TC Live 20.00 psf 6X6 R U S WA L is aWaay bftCed by ane rod p Goer atiastlnktp 9-M the bedan toad le tatenay braced by • AIM alrWdeq fa.lerlal dbecdy attrUrO, ur,lese otesra4w 3X6 7-6-12 1.5X3 road. amcWO shosm is for aural support of eanI . mamba."to n kica buciang Ian- I This pampa on shwa not be paced In any TC Dead 17.00 psf Rep (Nbr Bnd 1.00 ® SYSTEMS BJ -10 14X4 O.C.Specing 2- 0- 0 add' this truss In accordance with the a0owbq sundsNa:'Jo9d and Crdtig O@W Reportavailable as output from Tnuwal sohwan, 'AKWYP11'. INTCA V -Waw Truss comm ofAmorks Etndard Onign Responamomes,13118,0010 COMPONENT SAFETY 04FORMATKW - BC Dead 8.00 psf T sHIP 3X10 (SC31) and 1sCM SUMMARY SHEETS' by WTCA and TPI. The Tnrss Pat Wdhda (TPI) Is bested at 219 N. W atraet Su t 312, 2-5-16 _ Segs T6.621 -397307 1 0-3-15 2.5X4 H0710 2.6X4 4X4 7W:308 2X4 1 82 0-2-1 I oe Nails R:1630 W:308 R:1343 U:-60 U:-81 29-141 8 9 10 11 12 13 , 4-7� 10 STUB All plates are 20 gauge Truswal Connectors unless preceded by "ft1X" for HS 20 gauge or -H" for 16 gauge, positioned per Joint Detail Reports available from.Tnlswal software, unless noted. MAX DEFLECTION (span) : L1899 MEM 9-10 (LIVE) LC 86 L= -0.28' CC- 4X54" CL- 481' MAX DEFLECTION (cant): U639 MEM OL-1(LIVE) LC 83 L- 41.05' CC- 0.04' CL= -0.01' E)LWB DEF CRnFR10ILLM20 IN MEM 117; To 0.00' ® John locations - 1 0-0-0 a 0-0-:0 2 8.0-0 9 7-9.0 3 10-2-8 10 1110- 6 4 13-10-5 11 20-5-9 520-6-9 12 26-6-14 8 24-1-7 13 29-1-8 7 29-1-8 3/30/2017 Scale: 118" - 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job:.EJ. WO: 0620117 This 1 19 le roc en WAvMuM bu0dln componaa nM crus syaam a hes buss war on Wscemtbns pnmrbod M to component mamdacdnv Chit: BW ® and dens M accardluM Wall One eureM verabM at TPI and AFPA deign standards. No mpo stWWy Is aasuetd far dlmwtiowl accuracy. O nennlo s Dagnr. AW are to 110 Mined by tin emnpomwn mamftebap antler WOO" designer prior to tabrbaUan The W Ing orslwwr moat eacwua am no Weft T uUOzee an this design meat or exceed er aadbp l - by dr nasi udl" codend atM pard=W appU=WM TM 6981p asauew mat d» top eAad TC Live 20.00 psf Durfaa L-126 P-1.26 R U S WA L is aWaay bftCed by ane rod p Goer atiastlnktp 9-M the bedan toad le tatenay braced by • AIM alrWdeq fa.lerlal dbecdy attrUrO, ur,lese otesra4w road. amcWO shosm is for aural support of eanI . mamba."to n kica buciang Ian- I This pampa on shwa not be paced In any TC Dead 17.00 psf Rep (Nbr Bnd 1.00 ® SYSTEMS Wm&wun A that war cause me MoNaus cone d of the wood to exceed 19% andfor cause caoweter pea conosim Fabricate. harms, nust11 BC Live 0.00 psf O.C.Specing 2- 0- 0 add' this truss In accordance with the a0owbq sundsNa:'Jo9d and Crdtig O@W Reportavailable as output from Tnuwal sohwan, 'AKWYP11'. INTCA V -Waw Truss comm ofAmorks Etndard Onign Responamomes,13118,0010 COMPONENT SAFETY 04FORMATKW - BC Dead 8.00 psf Design Spec CBC -2016 1101 N. Orsat S.W. Play, Art *ton TX 76011 (SC31) and 1sCM SUMMARY SHEETS' by WTCA and TPI. The Tnrss Pat Wdhda (TPI) Is bested at 219 N. W atraet Su t 312, AlexawrW VA ZM4. The Amraban Fasat and Papa Association (AFPA) Is located at 11 1119th Sbasi NW. St 900, WafhNpbn, DC 29934 TOTAL 45.00 Pat Segs T6.621 -397307 Job Name: 3 BEDROOM RESIDENCE Truss ID: D03 Qty_: 1 Drwg: I BRC' X -LOC REACT SIZERRQ'D 1 0- 4- 6 1311 3.50^ 1.50^ 2 24- 3- 4 1140 3.50" 1.50" BRC: BANGWCLIP NOTE 1 Toe Haile qty 3 16d 2 Banger Fails -RANGER(8) TO BE ENGINEERED TIE -DOWNS BASED ON SP OR DPI. SUPPORTS REFER TO TOE -NAIL CONNECTION DETAIL Support Connection(s)/Hanger(s) are not designed for horizontal loads. TCFORCE AXL END CSI OL- 1 65 0.01 0.24 0.25 1-2 -2251 0.04 0.23 0.26 2-3 -2034 0.03 0.16 0.18 3-4 -11020.01 0.26 0.27 4-5 -946 0.01 0.43 0.43 5-6 -1038 0.01 0.45 0.46 BC FORCE AXL SND CSI 7-8 2008 0.15 0.14 0.29 8-9 1454 0.11 0.71 0.81 9-10 946 0.07 0.88 0.94 10-11 178 0.00 0.74 0.74 NB FORCE AXL END CSI 11-6 -1530 0.30 0.30 0.60 NEB FORCE CSI NEB FORCE CSI 2-8 -303 0.05 5-10 -212 0.11 3-8 740 0.30 6-10 1452 0.59 3-9 -625 0.42 6-11 -1530 0.60 4-9 254 0.10 TC 2x4 DFL W b ft. 2x0 DFL 02 4 5 SC 2x6 DFL SS WEB 20 DFL STANDARD STR BLK 2x4 DFL STANDARD Rotor to Joint OC Detail Sheet for Maximum Rotational Tolerance used IRCIIBC buss plate values are based on testing and approval as required by IBC 1703 and ANSVTP1 and are reported In available doeumeab as ER -1607 and ESR4118. Permanent bracing is nWhed(by others)to prevent rotation1toppling. See SCSI and ANSIRPi 1. PLATING BASED ON GREEN LUMBER VALUES. Hanger nail points that protrude through the back face of the girder shall be c0nched or covered for safety. Left Overhanos) are not to be removed OVERHANG(S) MAY BE SHORTENED UP TO 3' MAXI Left Overhang Soffit loading = 5.0 par 3X8 Designed per ANSUTPI 1-2014 Fabrication Tolerance - 20.0% Bearings designed for an FcPefp value of the leaser of the truss chord lumber value or 625 for all bearings. Kcr (creep factor) - 3.00 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Loaded for 10 PSF non4unIcurrent BCLL Loaded for 200 lb non4mncurent moving BCLL Drainage must be provided to avoid ponding. Continuos lateral restrdM attached to fiat Tc as Indicated Lumber must be structund grade. Brace a 24" o.c. udess noted. UPLIFT REACTION(S): .Support CBC Wind Non-Wnd 1 -90 lb 2 SO Ib 20 pd bottom chard live load NOT required on this truss, per 180M requirements for attics with limited storage. 17-1-15 1 734 1 2 3 4 6 6 1.6X3 6o_ "_0 -1 -6-6.001 6X6 6X8 6X6: ErW Yarticals are designed for axial loads only unless noted Otherwise. Extension above or below the buss profile (Many) have been designed for foods Indicated only. Horizontal loads applled at tltb end of the extensions have not been considered unless shown. A dnopaeg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by GUM This design based an chord brach ig appfied . per the following schedule: max o.4. from to Tc 24.0(' 13.7-13 19-10.15 Required bearing widths and bowing areas apply when buss not auppobd In a hanger. HORIZONTAL REACTK*4S) : • support 1 2431b support 2 2431b This truss Is designed using the ASCE7-10 Wird Spectfteation Bldg Enclosed ■ Yes, Tess Location ■ Not Eyed Zorn Exp Category = C BCpg Length ■ 40.00 fR Bldg Width ■ 30.00 ft Wan root Might ■ 13.74 ft, mph ■ 110 O+cupancy Category Dead Load - 13.2 par Designed as Main Vind4 Farce Restating System - Lowgtse and Con1mmm s and Cladding Tributary Area ■ 54 "ft Vertical members exposed to wird: 11- 6 ----L^.,A.^. CASE /1 DESIGN LOADS Otr LPIf LLoc RJrlf R.Loc LUTL TC Vert 84.00-2-0-0"00 0.0.0 OAS TC Vert 74.00 0-0.0 74.00 24-5-0 0.64 BC vert 16.00 0.0.0 16.00 24-5.0 0.00 .-Type... Me XLoc LLITL Fastener BCV40A 15-0-0 0.00 BCV 40.0 19.0- 0 0.00 MAX DEFLECTION (span) T U802 MEM a9 (UVE) LC 82 -0. L- 36' CC 0.86'• CL■ -1.25' 83-10 MAX DEFLECTION (cant): SHIP U736 MEM OL-1(LIVE) LC 19 4-6 7 L- -0.04' CC= 0.07" CL= 0.03' EXWB DEF CRRERIA:U/20 1 IN MEM 11- 6; To '0.03' = WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. J ; coo: 0620117 0 3-163X4 SS0712 6X6 Chk: BW Jalrrt moons ® and den In accordance with do current versions of TPt ■ O AFPA design standards. No respomlbAtiy Is assmaed for abnsnslwA accuracy. Otrawelae 2X8 i 0-0-0 7 a o -'.o B1 ars to be veraAd by dna c■npaent nmuftctu tr "&W bu&MV daSWW Prior to taarkst1an. The buM" dealprrar aaat ascwtdn that fir loads B2 2 6-0-0 8 7-9-0 Toe Nelly 0-2-10 MOO W:308 R:-60 3 10.2-8 9 13.10.5 4 13-10-6 10 20-5-9 6 20-6.9 11 24. 5 0 R:131 R:1311 Q U:00 a 24-6-0 - U:-90 Rep Mbr Bnd 1.16 ® SYSTEMS wwOormed net e'm cmm de moMmm eormn w the.red to excoW 19% anchor rause comKmr orba nroaWn. Faerkatk handle.1a5W Z -0-L-4 24-" ' and brace tub edea b accardance Wall the fo8o whQ WMardW 'Joico and Qmbp Dotaa WPortsavaflabM as odprd hoe Truswal solhvare, P 7 8 9 10 ( 11 9-4-2 'ANsvrPI r, WTCA r -weed Truss cameo of America Sordard O*9 ResponeftatIfts, SUMMING COMPONENT SAFETY 9WORMATXW - pat -2016 STUB 3/30/2017 An plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or 'H" for 16 gauge, positioned per Joint Detail Reports available from Tnmwal software, unless noted. Scale: 6132" =1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: •EJ. coo: 0620117 Trus destan b far an hdWktuM bu0dinp compass eat tuns syaga a has bean based on pins by ere a mar's%ctpasr Chk: BW , ® and den In accordance with do current versions of TPt ■ O AFPA design standards. No respomlbAtiy Is assmaed for abnsnslwA accuracy. Otrawelae nr. AW ars to be veraAd by dna c■npaent nmuftctu tr "&W bu&MV daSWW Prior to taarkst1an. The buM" dealprrar aaat ascwtdn that fir loads TC Uve 20.00 pet . DufFaCS 1_0111_01126C6 P-125 'a'zad on tift design meat or exceed the l wOM hnix ed by de lend bulldbp cod and to partlddu a)p)kadan. Do dealgn assumes that the tap chord T R U S WA L to Istandly br"W by dM roof or floor stratt&V and the bodarn chord b tabra0y WacW by a r" aMaft" audita/ leeway attteMd, nudes otlrrWse read Sracbp shown b for tamral arppW of comporrnu mwA. only to ream buc" )wren. Thr component &tell not be paced a amu TC Dead 17.00 psf Rep Mbr Bnd 1.16 ® SYSTEMS wwOormed net e'm cmm de moMmm eormn w the.red to excoW 19% anchor rause comKmr orba nroaWn. Faerkatk handle.1a5W BC Live 0.00 pat O.C.Spadng 2- 0- 0 and brace tub edea b accardance Wall the fo8o whQ WMardW 'Joico and Qmbp Dotaa WPortsavaflabM as odprd hoe Truswal solhvare, BC Dead 8.00 Design Spec CBC 'ANsvrPI r, WTCA r -weed Truss cameo of America Sordard O*9 ResponeftatIfts, SUMMING COMPONENT SAFETY 9WORMATXW - pat -2016 1101 N. Orna S.w. Ptwy., ArWVM TX 7'6011 PCSQ and'BCS1 SUMMARY SHEETS• by WTCA 4.M TPL The Tum Pro hodbrr (TPQ to brand at Eta K Lee Strsat undo 312. Alentdrta, VA 2014. The Amwkan Foram and Paper Aawwson (APPA) to bend at 1111 IM S0oK NW. Sr 500, wawnpon. OC lows TOTAL 45.00 pat Seqn T6421 - 397307 big , CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Dhami Remodel Calculation Date/Time: 16:14, Wed, Mar 29, 2017, Page 1 of 8 Calculation Description: 3 bedroom, 2 bath w/ attached garage Input File Name: 2017-02 Dhami-Sun Cloud_Circle.ribd116_ _ GENERAL INFORMATIONi='� 01 Project Name Dhami Remodel 02 Calculation Description 1 story single family home w/ attached garage 03 Project Location Sun Cloud Circle i ;.•;.l ;l;i';, Iz!�"Tl I A", _ 1 04 City Oroville, CA 05 Standards Version Compliance 2017 06 Zip Code 95965_ 07 Compliance Manager Version BEMCmpMgr 2016.2.1 (695) 08 Climate Zone CZ11 1 09 Software Version CBECC-Res 2016.2.1 (868) 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 30 12 Project Scope Addition and/or Alteration 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 1629 15 Number of Zones 1 16 Slab Area (ftZ) 1629 17 Number of Stories 1 -j 18 Addition Cond. Floor Area 0 19 Natural Gas Available No \ 20 Addition Slab Area (ft2) 0 21 Glazing Percentage (%) 11.3% COMPLIANCE RESULTS 01 Building Complies with Computer PerformariceP ) 02 This building incorporates features that require field:testingYand/orwerification by a{certified HERS rater uWder�the supervision of a CEC-approved HERS provider. ice% :_-.e:'n�` •-•. 4 5 �!{i+.-.,1, •`ti.•.� 03 This building incorporates one�or,more SpeciahFeaturesyshown=li CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Dhami Remodel Calculation Date/Time: 16:14, Wed, Mar 29, 2017 Calculation Description: 3 bedroom, 2 bath w/ attached garage Input File Name: 2017-02 Dhami Sun Cloud Circle.ribd16 CFI R -PRF -01 Page 2 of 8 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: --None— Cooling System Verifications: • Minimum Airflow, • Refrigerant Charge • Fan Efficacy Watts/CFM HVAC Distribution System Verifications: • Duct Sealing Domestic Hot Water System Verifications: • —None -- BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Dhami Remodel1629' Conditioned 1 13) 1 1 2 ZONE INFORMATION��t 01 02 8 y40t, 03' . 04 05 06 07 Zone Name `t Zone Type ` yp u_e � � HVAC System Name Zone Floor Area, r7' a' � I- _(0.2) Avg Ceiling„ * � T Height Water Heating System 1 Water Heating System 2 Conditioned Conditioned HVAC 90 Split 1629 8, AWH 1 AWH 2 Registration Number: 217-P010036501C-000.000-0000000-0000 Registration Daterrime: HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-02172017-695 Report Generated at: 2017-03-29 16:15:46 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Dhami Remodel Calculation Date/Time: 16:14, Wed, Mar 29, 2017 Calculation Description: 3 bedroom, 2 bath w/ attached garage Input File Name: 2017-02 Dhami Sun Cloud Circle.ribd16 CF1 R -PRF -01 Page 3 of 8 OPAQUE SURFACES 01 02 03 04 05 06 07 08 09 10 Name Zone Construction Azimuth Orientation Gross Area (ft) Window & Door Area (ft) Tilt (deg) Status Verified Existing Condition Front Conditioned R-13StuccoWall 30 Front 176 72 90 Existing No Left Conditioned R-13StuccoWall 120 Left 343 0 90 Existing No Back Conditioned R-13StuccoWall 210 Back 370 53.1 90 Altered N/A Right Conditioned R-13StuccoWall 300 Right 240 30 90 Existing No 210DegreeWall Conditioned R-13StuccoWall 240 210 100 40.2 90 Existing No 290DegreeWall Conditioned R-13StuccoWall 320 290 113 12 90 Existing No 33DegreeWall Conditioned R-13StuccoWall 63 33 64 9 90 Altered N/A Ceiling (below attic) 1 Conditioned R30 Ceiling below attic 1600 Altered N/A Gwall Right Garage Garage Ext Wall 48 18 193 0 90 Existing No Gwall Front Garage Garage Ext Wall 145 115 189 112 90 Existing No GWall Back Garage Gara a Ext Walld . ,:., g t:l.vara 320 290 158 0 90 Existing No GarageToHouseWall Garage GarT6Ho6seR13 240 em 17 New N/A Gceil Garage c ^ROgCtq#t ttic,'Cgons x & � 532 '" Altered I N/A s^- JR . R ' I OPAQUE SURFACES — Cathedral Ceilings s- --- 01 02 03 04 05 06 06 07 08 09 10 11 12 13 Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Status Verified Existing Condition Attic Asphalt Roof Ventilated Roof .0.1 Framin No Verified Altered No Orientatio Area Skylight Roof Rise Roof Roof Reflectan Roof g Existing Name Zone Type n (ft2) Area (ft2) (x in 12) Pitch Tilt(deg) ce Emittance Factor Status Condifion Kitchen Ceiling Conditioned R30 Cathedral : specify - 29 8 0 0 0 0.1 0.850.07 Altered N/A Ceiling ATTIC 01 02 03 04 05 06 07 08 09 10 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Status Verified Existing Condition Attic Asphalt Roof Ventilated 5 .0.1 0.85 No No Altered No Registration Number: 217-P010036501C-000-000.0000000-0000 Registration Date/Time: HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-02172017-695 Report Generated at: 2017-03-29 16:15:46 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Dhami Remodel Calculation Date/Time: 16:14, Wed, Mar 29, 2017 Calculation Description: 3 bedroom, 2 bath w/ attached garage Input File Name: 2017-02 Dhami Sun Cloud Circle.ribd16 CF1 R -PRF -01 Page 4 of 8 FENESTRATION / GLAZING 01 02 03 04 05 06 07 08 09 10 11 Name Surface (Orientation -Azimuth) Width(ft) Height (ft) Multiplier Area (ft) 1.1 -factor SHGC Exterior Shading Status Verified Existing Condition F1 Front (Front -30) 8.0 4.0 1 1�32.0i:�) 0.32 0.25 Insect Screen (default) Altered N/A B1 Back (Back -210) 4.0 4.0 1 V 6.0 0.32 0.25 Insect Screen (default) Altered N/A B2 Back (Back -210) 5.0 4.0 1 =20.0----' 0.32 0.25 Insect Screen (default) Altered N/A B3 Back (Back -210) 3.0 1.0 1 :3♦0- _, 0.32 0.25 Insect Screen (default) Altered N/A B4 Back (Back -210) 4.7 3.0 1 :14.-1 _ 0.32 0.25 Insect Screen (default) Altered N/A R1 Right (Right -300) 2.0 3.0 1 C &0- 0.32. 0.25 Insect Screen (default) Altered N/A R2 Right (Right -300) 6.0 4.0 1 f24.0 j 0.32 0.25 Insect Screen (default) Altered N/A SG01 210DegreeWall (- specify -240) 6.0 6.7 1 i�40.2-7-� 0.32 0.25 Insect Screen (default) Altered N/A R3 290DegreeWall (- specify -320) 6.0 2.0 1 x12:0? 0.32 0.25 Insect Screen (default) Altered N/A F2 33DegreeWall (-specify -63) 3.0 3.0 1 9.0 t ,7 0.32 0.25 Insect Screen (default) Altered N/A Skylight 1 Kitchen Ceiling (- specify --30,),,Q.53 0 0 0 0 23 0.28 None Altered N/A OPAQUE DOORS gym, w9s a 01 ' 02 n►= $f 03 04 05 06 Name - .w. � S ;)"y Ar�e_,a� 2` Side:;ofBuifding (ft ) , Status Verified Existing Condition CU -factor -, Front Dr Front 40.0 0.50 Altered No OVERHANGS AND FINS 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Overhang Left Fin Right Fin Window Depth Dist Up Left Extent Right Extent Flap Ht. Depth Top Up DistL Bot Up Depth Top - Up Dist R Bot Up F1 2 1.5 18 9 0.4 1 0 0.5 3 0 10 1.5 9 0 B1 2 1.5 3.5 38 0.4 0 1.5 4 0 0 0.33 5 0 B2 2 1.5 15.5 26 0.4 0 0 0 0 0 0 0 0 B3 2 1.5 27 16 0.4 0 1.5 4 0 0 0.33 5 0 B4 2 1.5 37.5 4 0.4 0 1.5 4 0 0 0.33 5 0 R3 2 1.5 24.5 4.5 0.4 0 0 0 0 0 0 0 0 F2 0 0 0 0 j 0 1 0 0 0 0 23 1.5 2 0 Registration Number. 217_Po10036501c-000-000-0000000-0000 Registration Date/Time: HERS Provider. CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-02172017-695 Report Generated at: 2017-03-29 16:15:46 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Dhami Remodel Calculation Date/Time: 16:14, Wed, Mar 29, 2017 Calculation Description: 3 bedroom, 2 bath w/ attached garage Input File Name: 2017-02 Dhami Sun Cloud Circle.ribd16 CF1 R -PRF -01 Page 5 of 8 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 08 09 Name Zone Total Cavity Winter Design Edge Insul. R -value Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers 145 None 0.8 No Existing No • Inside Finish: Gypsum Board • Cavity/ Frame: noinsul. /2x4 Garage Ext Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. none 0.361 • Exterior Finish: 3 Coat Stucco Ceilings (below 2x4 Bottom Chord of Truss @ 24 • Inside Finish: Gypsum Board RO ClgBlwAttic Cons attic) Wood Framed Ceiling in. O.C. - none 0.481 • Cavity/ Frame: no insul. /2x4 Btm Chrd - • Cavity/Frame: no insul. /2x4 • Roof Deck: Wood Siding/sheathing/decking Asphalt Roof Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O.C. none 0.644 • Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board Ceilings (below.'.. 2x4 Bottom Chord of Truss @ 24 Cavity/Frame: R-9.1 /2x4 Win Chrd R30 Ceiling below attic attic) Wood Framed Ceiling in. O.C. R 30 0.032 Over Ceiling Joists: R-20.9 insut • Inside Finish: Gypsum Board • Cavity/Frame: R-30/200 • Roof Deck. Wood Siding/sheathing/decking R30 Cathedral Ceiling Cathedral Ceilings Wood Framed Ceiling 2x10._@ 24 in. O.C.. w R 30 0.035 Roofing: Light Roof (Asphalt Shingle) s Inside Finish: Gypsum Board Sheathing / Insulation: R13 Sheathing mss Cavity / Frame: no insul. / 2x4 R-13StuccoWall Exterior Walls Wood Framed Wally 2x4 @ 16,in. O.0 s none_. ,_gz063 Exterior Finish: 3 Coat Stucco SLAB FLOORS 01 02 03 04 05 06 07 08 09 Name Zone Area (ft2) Perimeter (ft) 1 Edge Insul. R -value Carpeted Fraction Heated Status Verified Existing Condition Slab On Grade 1 Conditioned 1629 145 None 0.8 No Existing No BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (Qll) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required Not Required Not Required — Registration Number. 217-F010036501C-000.000-0000000.0000 Registration Dateff-ime: HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-02172017-695 Report Generated at: 2017-03-29 16:15:46 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Dhami Remodel Calculation Date/Time: 16:14, Wed, Mar 29, 2017 Page 6 of 8 Calculation Description: 3 bedroom, 2 bath w/ attached garage Input File Name: 2017-02 Dhami Sun Cloud Circle.ribd16 WATER HEATING SYSTEMS 01 02 03 04 05 06 07 08 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction N Status Verified Existing Condition AWH 1 DHW Standard Tankless 80 EF 140kbtu 1 - none - Altered No AWH 2 DHW Standard I Tankless 96-199 - 1 - none - Altered No WATER HEATERS 01 02 03 04 05 06 07 08 09 10 11 i System Type 05 Tank Energy Split 1412 Tank Insulation 11.7 14 Tank Location or Cooling -Systems Heater Number Volume Factor or Input R -value Standby Loss / Ambient Name Element Type Tank Type of Units (gal) Efficiency Rating/Pilot (Int/Ext) Recovery Eff NEEA Heat Pump Type Condition Tankless EF Gas Small, 1 n/a 0.8 EF 140000 Btu/hr n/a n/a n/a n/a 140kbto tu Served Instantaneous � HVAC 90 Split Other Heating and Cooling System Furn 90 Yes Split 14 12 - Attic Default Tankless 96-199 Gas Small .. 1 n/a 0,96 EF 199000 Btu/hr n/a n/a n/a n/a Instantaneous SPACE CONDITIONING SYSTEMS: 01 01 02 03 _ 13 � 04 07 X06 07 08 09 Multi -speed Compressor i System Type 05 SEER HERS Verification Split 1412 SplitAirCond - Split air conditioning system 11.7 14 Heating System'` , Cooling -Systems Split 14 12 -hers -cool Nk ER 5, Disfnbution ?, LFan Floor Area Verified Existing Name System Type Name Ducted Name Ducted System System Served Status Condition HVAC 90 Split Other Heating and Cooling System Furn 90 Yes Split 14 12 Yes Attic Default HVAC Fan. 1 .1629 New No HVAC - HEATING SYSTEMS ' 01 02 03 Name Type Efficiency Furn 90 CntrlFurnace - Fuel -fired central furnace 90 AFUE HVAC - COOLING SYSTEMS 01 02 03 04 05 06 07 Efficiency Zonally Controlled Multi -speed Compressor Name System Type EER SEER HERS Verification Split 1412 SplitAirCond - Split air conditioning system 11.7 14 No No Split 14 12 -hers -cool Registration Number. P17-P010036501C-000.000.0000000-0000 Registration Date/Time: HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-02172017-695 Report Generated at: 2017-03-29 16:15:46 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Dhami Remodel Calculation Date/Time: 16:14, Wed, Mar 29, 2017 Calculation Description: 3 bedroom, 2 bath w/ attached garage Input File Name: 2017-02 Dhami Sun Cloud Cirole.ribd16 CF1 R -PRF -01 Page 7 of 8 HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Split 14 12 -hers -cool Required 350 Not Required Not Required Required HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 08 09 10 Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 Insulation Supply Duct Return Duct Verified Existing HERS Name Type Duct Leakage R -value Location Location Bypass Duct Status Condition Verification Attic Attic Default Duds located in attic (Ventilated and Sealed and tested 8.0 Attic Attic None New No Default -hers - Unventilated) dist HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 Duct Leakage Duct Leakage Verified Duct Design Name Verification gTarget (o)_ ;VerifiedDuct Location Return Supply Attic Default -hers -dist Required 5.0 HVAC - FAN SYSTEMS & HERS VERIFICATION 01 �° 02. ai XQ3 04 Name Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 Required IAQ (Indoor Air Quality) FANS 01 02 03 04 05 Name IAQ CFM IAQ Fan Type IAQ Recovery Effectiveness(%,) HERS Verification SFam IAQVentRpt 0 Default 0 Not Required COOLING VENTILATION" 01 02 03 04 05 06 Name Airflow Rate (CFM/ft2) Cooling Vent CFM Cooling Vent Watts/CFM Total Watts Number of Fans Whole House Fan 1.5 2443.5 0.1 244 1 Registration Number: 217-P010036501C-000.000-0000000-0000 Registration Date/Time: HERS Provider. CaiCERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-02172017-695 Report Generated at: 2017-03-29 16:15:46 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Dhami Remodel Calculation DatefTime: 16:14, Wed, Mar 29, 2017 Calculation Description: 3 bedroom, 2 bath w/ attached garage Input File Name: 2017-02 Dhami Sun Cloud Circle.nbd16 C F1 R -PRF -01 Page 8 of 8 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Jenifer Wood Company: Signature Date: R&J Energy Address: CEA/HERS Certification Identification (If applicable): - 1697 Bille Rd City/State/Zip: Phone: Paradise, CA 95969 530-321-5133 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of periury, underthe laws of the State of California: 1. I am eligible under Division 3 of the Business•and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and perfonnance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. • 3. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted, to the enforcemen g_ency�for approval;w thathis,building permit application. Responsible Designer Name: - � ' ResponsNz�ible Designer Signature: r1� ` r� era r rVood Jenifer Wood Company: a Date Signed: dP, E*- R&J Energy Address: License: 1697 Bille Rd n/a City/State/Zip: Phone: Paradise, CA 95969 530-321-5133 Digitally signed by CaICERTS. This digital signature is provided in order to secure the content of this registered document and in noway implies Registration Provider responsibility for the accuracy of the information. Registration Number. 217_Po10036501C-000.000-0000000-0000 Registration DateRme: CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-02172017-695 a, o 16 Easy to Verify at CaICERTS.com HERS Provider: CaICERTS inc. Report Generated at: 2017-03-29 16:15:46 Ross P. Shoaf, Civil Engineer 12245 Simone Ct. Browns Valley, CA 95918 Date: 3/31/2017 Butte Co. Building Dept. 7 County Center Drive Oroville, California 95965 RE: Remodel SFR with new roof APN 025-350-031 Permit No. B17-0201 The following responds to plan check comments #1 for the referenced project dated March 20, 2017, using the same numbering: GENERAL Code reference added to Applicable Code box, Sheet 1. PThe propane tank location has been added to the Site Plan. NON-STRUCTURAL Tamper resistant receptacles are added at Electrical Note 14, Sheet 2. Arc -fault protection is added at Electrical Note 15. GFI receptacles at Garage, is added at Electrical Note 16. ,X The FAU disconnect and service receptacle is added at Electrical Note 17. -The FAU condensate pan is covered by Construction Note #13, Sheet 3. ,Listed Garage door opener is added at Electrical Note 18. Laundry Rm. receptacle is added at Electrical Note 19. (Spelling has been changed where applicable. Revised Lighting Notes box is on Sheet 2. The access to FAU passageway is added to the Roof Framing Plan, Sheet 3 and General Note #5, Sheet 2. The 65% change has been'made to Cal Green Note #10 and Note #2 now specifies water factors to be applicable to all fixtures, not just new. Insulation requirements are shown at Construction Note #10, Sheet 3 and window U -Factor & HGC values are shown by note at the bottom of the Window & Door Schedule box, Sheet 1. The T-24 Energy Report has been changed to reflect the error in the Floor Plan that was in error and has now been corrected specifically for windows #2 and #11. k;KV1/hole house ventilation requirements are shown in the box added to Sheet 2 with the new whole house fan included. _he Propane Gas Pipe Specification box with lengths and BTU/hr demand is added to Sheet 2. Safety glazing for the two windows where applicable is noted in the Window & Door Schedule comments column, specifically windows #2 & #9, Sheet 1. Stucco requirements are covered at Construction Note #11, Sheet 3. I�R Double paper stucco lathing is covered by the same Construction Note #11. STRUCTURAL 1. The drag connection from truss to wall is shown on the Roof Framing Plan. The Top Plate Splice Detail has been added to Sheet 3. *The FAU location is shown on the Roof Framing Plan. The additional loading was not included in the original truss calcs. but this error is being corrected. The affected trusses are D01, D02 & D03. A revised calc. sheet for the three trusses is included with this letter. Special Inspection requirements have been added by note to holdown LTT19 in'the Shear Panel Legend box, Sheet 1 and Construction Note 12, Sheet 3. Sincerely; Ross P. Shoaf, Civil Engineer Phone: 530-749-0142 ROSS P. SHOAF, Civil Engineer Phone: (530) 749-0142 p :;:3tJ GzI A r (' \It iOI i {'V h Ni` ' r.,;t•; rZ ';i l PERMIT# y' —�cJT'i'c�.vui3i'•� "vc�'�� wiEivi StAVICES�' REVIEWED FOR C2 E C MPLIANC ENGINEERING C°ALCU .Qy % A T I O S A STRUCTURAL ANALYSIS For MR. SUNNY DHAMI REMODEL Location: 28 Sun Cloud Circle, Oroville, California APN: 025-350-031. Job Number 17-138 (Total 8 sheefs) ROFESS/o 055 P. Sy/ . 166 p m EXpl ?, 7 CV I L �P ')FCALIF Code applicable to this project is: 2016 CBC & ASCE 7-10, as amended. + PROJECT: bhami Remodel- Sun Cloud Circle Ross P. Shoaf, Civil Engineer (530)749-0142 Job No.: 16-138 Date: 1/25/17 Sheet of _ DESIGN CRITERIA ASCE 7-10 WIND WIND CODE: Uniform pressure both ways on building = 14.6 psf Conservatively taking the worst pressure in both directions. Linear pressure on corners of exterior walls both ways on building= 43.9 plf Governing combination = 0.6 D + 0.6 W V rso = 0.6 14.62 = 8.8 psf V ASO = 0.6 43.87 = 26.3 plf ASCE 7-10 SEISMIC SEISMIC CODE: E= r --0-10--j D 0.60 D + 0.70 E V ASO = 0.700 0.10 = 0.07 D Description: 'Roof Description: . Ext.Wall ROOF DL R1 R.2 WALL DL W1 "Ail, y3 Roofing k3.' > Sheathing -1.5 ,. ; • Stucco Frame 3 .: Frame Ceiling .2.8 .. ; Gyp. Bd. 2.5 Insulation :i0;5 Insulation 0:5 : ;;','. •` :.. "=; Sprinkling Misc Misc. Sheathing TOTAL 10.8 TOTAL 15.5 FLOOR DL F2 F3 LIVE LOADS LL s Dur. Roof 20. ;'.:: --1125 r: ` Snow Floor 40, ;::.t','_.: 100. Deck 40,: Foot Print of bid = -21 6i • - sf Roof Pitch = ,:'5 :12 WALL DEFAULTS: - fixity FI to FI, ft Fir thickness, in PARTITION DL (Apply 100% to floors and 50% to roofs) Level 3 LIGHT.5, " rpsf Level MOD 7;5.- psf 0.4 HEAVY :,'.'10-.; .•,.psf - Level 1 Cantilever 8 V HEAVY "11.5 "psf Building Ht. = 15.0 ft Mean building Ht. _ 11.7 ft PROJECT: Dhami Remodel- Sun Cloud Circle Job No.: 16-138 STRIP WORKSHEET Ross P. Shoaf, Civil Engineer (530)749-0142 Date: 1/25/17 Sheet 3 of O 1' Strip 1 II III IV V VI VII VIII IX X XI XII XIII XIV Direction F -B F -B SS S -S SS . • F -B . F -B' 3620- 702 100% 15.5 F -B 22.3. _ 1.7 - — -v - G 1439 4 1544 697 100% 15.5 0 Level 14 F -B D 22.3 4 _ _ 2018 Level Level 1. Level 1 Level 1 Level 1 : Level 1 Level 1 Level 1" SS _ — --- 12.3 - -- - — -- -- — --- - 14 291F 1901 4 Level 1 610 100% SS — 12 ^ 5:8— --- 384 - --- - - -- - - Wind Exposure If 1_` 11 1 - �8 , s 6 10 g'' 17:27 "a 15.5 15 _ 0 _ 550 - - - 2186 Level i 411 100% SS -- 13 • 2 254 Level 1. RooF (If) � 30 � _ ;:'` �` 30 2';:.;' -�'°I53 5=� ^'+28 sv4� 7 8 �'R �c40r ;30:4 -':! - ----- - - - --- -- ----•— - 6 10Level 1^F -B Walls(If) --- - ��' _`v12 4 n ,-r c7`': *• `,+.6:- � -- - --- - - — Partitions ---- — - ---- -- - --- -- ---- ---- - Total mass (t� —446 450 810 488 671 — 556 452 0 0 0 0 0 0 Wind #) 151 162 117 88 146 161 168 0 0 0 0 i0 0 - - Seismic # 31 31 57 34 e7 39 32 0 0 0 0 0 ZONE TRIBUTARY WIDTHS Level 1 Level 1 Level 1 Level 1 Level 1 I evel 1 I evel 1 Widths ft Strip J .. SMII~ MW*IllaM t IVtf }V, Yl;a TM_II¢ILt Pr DL. ' 'stri :for=oven ming F Ht R Ift sla >: ME # ;+r`. W1 % W2 % unit wt h above ft overide L ft Wall self (lbs) Level Zone Direction F -B F -B SS SS S -S F -B F -B 2 223B 3620 3620- 702 100% 15.5 F -B 22.3. _ 1.7 - — -v - G 1439 4 1544 697 100% 15.5 0 Level 14 F -B D 22.3 4 _ _ 2018 878 100% — - --- --- - - - . Level 1 1755 SS _ — --- 12.3 - -- - — -- -- — --- - 14 291F 1901 4 Level 1 610 100% SS — 12 ^ 5:8— --- 384 - --- - - -- - - ---- ------ level 1: UG SS 265 _ _ 12 15.5 15 _ 0 _ 550 - - - 2186 Level i 411 100% SS -- 13 • 2 254 Level 1. F -B 7F _ B 6 10Level 1^F -B .13- Level.1 ZONE WORKSHEET oneWind: *': -, + Lin ft Total : W # .:.; Dfapliragm!��'Sei3iiuc`;self Wel`YH mass - iihdf:X;htabove XiC . - Tota! :Eitof DL. ' 'stri :for=oven ming F Ht R Ift sla >: ME # ;+r`. W1 % W2 % unit wt h above ft overide L ft Wall self (lbs) _3635 _ _ 4 3740 752 100% _ — - 15.5 _23A 0 752 2 223B 3620 3620- 702 100% 15.5 0 702 2 223 G 1439 4 1544 697 100% 15.5 0 697 14 291 D 1913 4 _ _ 2018 878 100% 15.5 0 878 14 291 E 1755 1755 563 100% 15.5 0 563 14 291F 1901 4 2006 610 100% 15.5 0 610 14 384 G UH 1126 2647 4 4 1231 2752 272 _ 100% 15:5 15 0 272 3 265 550 100% 15.5 15 _ 0 _ 550 - 2 - 254 - 2186 2186 411 100% 15.5 15 1 0 411 2 254 PROJECT: Dhami Remodel- Sun Cloud Circle ` Ross P. Shoaf, Civil Engineer • a (530)749-0142 ' -t Job No.: 16-138s, r Date: 1/25/17 SheeA of B =i Dead Load resisting moment based on: , Wind r 0.6 D a -h I W Seismic 0.6 D' , SHEAR PANEL WORKSHEET ' ' within 95% ° PANEL ^ ZONE HEIGHT h it WIDTH Strongwall iffnessfacto Tri utarvresislinc dead load b Equiv. Material default override bit R %' F %' W %' bo fl btrib 1 2 3 6 74 C rk= C,,:ri°. D 8.0 8.0 a- 8.0 8.0 _ _8_0_�^5.5 4 7:.: • 5 5 _ ""150°6 42% 1F� 66oh 06/0 120% . 1A0 �..,. 136%, r 138%- • 'B6% 143% 3°k " 2 h 25°l 50%°h, 8010AZ i 17% 4.0 4.000 3/8" Sheathing 7.0 7.000 318"':Sheathing 6.0 6.000 3188':Sheathing T ` ' x 1A8°h :_,, a �93, "�; 128y , ; 85 �'_ - 60i� 5.0 _ 4.5 _ 30.0 0.0 8.000 5.000 5.500 4.500 u 30.000 0.000 3"Sheathin4 g 3/8 Sheathing 3/8'Sheathing 318 Sheathing 3/8' Sheathing 3/8'8healhing 8 • B Y s 8.0 t 30 _ 9 U',. A 8.0 0 £ 10 11 12 13 14 15 16 17 18 19 20 A r. �':t A c i = G 1 :a_ -.G .•sr ' H x I `' `. F : "- F ' FF F n _ 6.00 8.0 + 8.0 ` 8.0 _ 8.0 8.0 8.0 8.0 r- 8.0 _ 8.0 _8.0 8.0 \ 24 3 ,,"2.6 8 .. 9 = 9 4 5 w 4 + 7 5�55°/y y 4 _ __1?h, _- 0.0 J 24.0 0.000 24.000 3/8 .Sheathing 3/B:Shealhing 3.0 3.000 318:.Stieathing �'+ - x 96?In y°i X46 98° ri 98�G. + 11°k; e 67°rf, , - 2.6 _ 2.600 3/8' Sheathing 8.0 _ 8.000 3/8",Sheathing 9.0 9.000 3/8 Sheathing 9.0 _ 9.000 3/8 Sheathing _ 4.5 4.500 318 .Sheathin _^ _ 4.0 7.5 4.0 4.000 7.500 4,000 3/8-Sheathin 3/8 Sheathing 3l8Sheathin 6.0 6.000 _ 3185Sheathing ' _ -ZjT �i�GS oto G�� ir�� W®' '�°''` '� IL i j , �,�� 1o,5 eat' A�i`N 1 Oeia 4+%t__ - '� - • :. PJ'�� °ISI' +� � ►� •_ ��i�2� ��f�Sea` �� o�'� I ZI' `�i(� �� l•�5� ��' �' , vc to CAI F PROJECT: Dhami Remodel- Sun Cloud Circle Ross P. Shoat, Civil Engineer (530)749-0142 Job No.: 16-138 Date: 1/25/17 Sheets of% COMPUTATION TABLES Zone Wall Panels ft Wall Rig Base Shear III bs Max Panel Shear If Ave Panel Shear. If USE Wind P E rho'E v wind v seismic v wind v seismic Zone Twind Tseismic Holdown (Simpson CAT. # 1 _ C 206 93 _ A24 ^B _ _ 24.000 3740 %5 752 156_ _ 31 _ _ 156 31 _DESCRIPTION: C 30 30 .000 _ 3620 0 :- — 702 _ --121 _ 23 121 ----23 _ - 3/8" OSB w/8d @ 6 & 12 _ C 30 30.000 1544 69; 697 61 _ 23 61 23 3/8" OSB w/8d 0 6 & 12 D _ _ 10 10.000 _ 2018 878 _ 878_ 202 _ _ 88 202 _ _ _88� _ 3/8" OSB w/8d @ 6 S 12 E 6 1 6.000 1755 563 563 292 94 292 94v 7/16" OSB w/8d @. 4 & 12 F 20 20.000 2006 .,10 610 100 31 100 _ 31 3/8" OSB w/8d @ 6 & 12 G 5.6 5.600_ 1231 _ 272 _ 272 220 _ _49 _ 220 _ _ 49 3/8" OSB w/8d 6&112 H 8 8.000 2752 550 550 G9 3444 69 F14811 AAR [A-@ _ 1 18__ _ 18.000 2186 411 _344 411 121 _ 121 23 3/8" OSB w/8d @±.& 12 STABLE - No holdown required _ 9 A 0 0 _23 0^ _ Rhear A gfrihidinn hac-1 nn- P -al 1AAAIha Panel Zone v wind # v seismic rho E(#) ROL # Wix # Fa # Total DL # Fixity Holdown Load # USE Twind Tseismic Holdown (Simpson CAT. # 1 _ C 206 93 907 446 0 1354 Cantilever -160 _277 _ STABLE - No holdown required .T 2 C 360 u 163 1503 1143_ _ 0 _ 2645 i0 Cantilever -548 -664` STABLE - No holdown required _ 3 C _ 309 139 1651 1046 2697 Cantilever _ --563 W -680 _ STABLE - No holdown required 4 C 412 166 2201 1205 0 3407 Cantilever -776 -892Y STABLE - No holdown required _ 5 6� _ C D 257_ 1110 T116 483 _ 1013 _ 1131 _614 y 928 0_.- _1627 0 2059 Cantilever Cantilever -242 _ 347 `358_ _ -128 STABLE - No holdown required uLTT19 Retrofit or Side Wall Panel 7_ D 908 _ 395 1129 741 0 1870 Cantilever 404 -71 LTT19 Retrofit or Side Wall Panel _ 8 aB 3620_ v 702 687 5622 _ �^ 0 '93—N— _ Cantilever _ -1316 _--1762 STABLE - No holdown required _ 9 A 0 0 0 0^ 0 0 Cantilever 0 0 PANEL NOT USED 10 _ A _ 0 _ 0 0 0 0 0 Cantilever 0 0 PANEL NOT USED 11 A 3740 r 72 601 _ 4111 _ 0 4712 ^ Cantilever -669 y X1239_ STABLE_No holdown required 12 G 660 146 132 419 0 551 Cantilever 886 106 LTT19 Retrofit w/ 5/8" AB & 2x w/ 8-10d tiro 13 G 672 126 116 _ 580 0 697 Cantilever _ 842 _ 62 _ LTT19 Retrofit w/ 5/8" AB & 2x w/ 8-10d_ tico 14 H 2752 __ 550 321 856 0 1177 Cantilever _ 1291 r 30 Use Side Panels 15 1 1093 lO6 278-- _ _ 2051 _ 0 2329 Cantilever -118 _ -571 _ STABLE - No holdown required 16 1 1093_ 206 ,278 2051 0 2329 Cantilever _ -118_ -571 STABLE - No holdown required _ 17� _ F_ + 457 _ 137 _ V _ 1851 743 _ _ 0�_ 2594 _ Cardilever _ -299 --116-- _608 STABLE - No holdown required 18 F 401 t7.2 623 0 1984 CarYilever -425 STABLE - No holdown required _ 19 _F A762 _229 _1361 1588 959 _._ _ 0 _ 2547 _Cantilever -285 _ 594 STABLE_ No holdown required _ 20 21 F E 401 _ _ 1765 _ 122. 563 _ 907 907 577 _ _ 444 0 _ 1484 0! 1351 Cantilever Cantilever _ 34 993 _ -275 116 1 No holdown for less than 100# LTT19 Retrofit w/ 5/8' AB & 2x w/ 8-10d tiro CCICMIC PCnI IIdnAAIPV CA PTHC PnAACI ITATInU Level Dir. BASE SHEAR Most h avily loadedpanel r max rho pni # Iw V nl Level Level F -B S -S 2687 2749 11 21 24 752 0.117 1.00 <,4o"�5 r max = Vpnl ' (10 / Iw) I (Base Shear) rho = 2 - 20 / (r max' sgrt(AB)) Ab = foot print area = 2161 sf Roof Sheathing: USE 7/16" w/ 8d @ 6&12 6 563 0.342 1.00 � 7� Z �`X 7 A(1r1 2-!,oX(1zoo az %1 30 _ 5,44 ��n11aX►b= IS�o) 3� , Z410 114 6, 171 o 117V24;: (V4 CokeG44i) 8'� f. P �2� 116 Q 230 Pepa,cok,oiub � � ��L� da l i� y--2.75 ►� 3 fiPFF /,�I�/N04+(2 = WO) �"` C ac f �/e Ire A3% ' �VA�, Z - is 120 PROJECT: Dhami Remodel- Sun Cloud Circle Ross P. Shoaf, Civil Engineer (530)749-0142 Job No.: 16-138 Date: 1/25/17 Sheet 6 of� ASCE 7-10 Chaper 28 Envelope Procedure MWFRS Low -Rise Buildings Table 28.2-1 Step 1 Determine risk category of building, see Table 1,5-1 Risk Category: Step 2 Determine the basic wind speed, V for applicable risk category see Fig 26.5-1 A, B or C V = 100 mph From Figure 26.5-1 C Step 3 Determine wind load parameters: Kd = 0.85 Table 26.6-1 Exposure category: C Topographical factor, Kzt= 1.0 See Section 26.8 and Fig. 26.8-1 Enclosure classification, see section 26.10 ENCLOSED Internal pressure coefficient = +/- 0.18 See Section 26.11 and Table 26.11-1 Step 4 Determine velocity pressure, Kh Table 28.3-1 mean roof height, h = 15.1 ft (From design criteria 11.7 ft) Kz = 0.7 Step 5 Determine velocity pressure, qh EQ. 28.3-1 qh = 0.0026 0.7 1.0 0.85 100 ^2 = 15.23 psf Step 6 Determine external pressure coefficient, (GCp), using fig. 28.4-1 for flat roofs and gable roofs. roof slope = 20 degrees (GCp) CASE A CASE B ` building surface: 1 4 5 6 .0.53 -0.43 0.4 -0.29 building surface:- 1E 4E 5E 6E ' 0.8 -0.64 0.61 -0.43 Step 7 Calculate wnd pressure, p,'from Eq. 28.4-1 Surfaces 1-4 direction: (Wall ends) P1 = ( 0.53- -0.43) 15.23 = 14.62 psf Surfaces 5-6 direction: (Gable ends) P2 = ( 0.4- -0.29) 15.23 = 10.51 psf Compute corner edge added wind loads Building Footprint: Side walls X Gable walls ' 46 ft X 24.3 ft a =. 3 ft See Fig. 28.4-1 note 9: CASE A: Surfaces 1 E -4E corners: P1 E _ ( 0.8- -0.64) 15.23 = 21.93 psf e a= 3 f Additional corner pressure = » - (P1 E - P1) 2a = (21.9 -14.6) 6= 43.87 plf CASE B: Surfaces 5E -6E corners: P2E _ ( 0.61 - -0.43) 15.23 = 15.84 psf Additional corner pressure = ' (P2E - P2) a = (15.8 -10.5) y 3 = 15.99 plf PROJECT: Dhami Remodel- Sun Cloud Circle Ross P. Shoaf, Civil Engineer (530)749-0142 Job No.: 16-138 QQ Date: 1/25/17 SheetO of P SEISMIC LOCATION OF SITE: OROVILLE < `" ,=Zip Code: y INPUT DATA Seismic Parameters Site Coordinates Ss = '2 0.586 Lat = S1 = 0.262 Long = Site Class = J`; iD SGft soil profile MCE Fa Pv = T=88 . Seismic Use Group = -, IIL.'. i' ; IE = 1.25 , building'height, hn = 15 a c:c;ft Number of stories = ; 2 ;%'; (excluding basement) Diaphragms are 'tFlexible'1: Structure is :Regular`, eannglI Systems' 15:?Light frame (wood) walls sheathed.with wood:structrual, panels rated for shear.resistance,orsteel she Light frame construction? TRUE Response Modification Coeff, R = 6.5 system over-strength factor, omega, = 3 , Deflection amplification factor, Cd = 4 Detail according to reference: 14.1 and 14.5 Limitations: Max building height restriction in seismic design category D = 65 Max building height restriction in seismic design category E = 65 Max building height restriction in seismic design category F = 65 ANALYZE DATA FOR MCE SMS = 0.586 1.33 = 0.780 SM1 = 0.262 1.876 = 0.492 SDS = 0.666 0.780 • _ 0.520 SDI = 0.666 0.492 = 0.327 Seismic Design Category based on SDS D based on SDI D SEISMIC DESIGN CATEGORY= I D Evaluate design drift per Section 1617.3. Ta = 0.15 IE Sds Max Min Cs= V= 1.25 - 0.52 = 0.10 0.4 0.03 USE: Cs = 0.10 6.5 R i`. 1 Deslgn Maps Summary Report '3' a S., �"� � t� ' � �rl,l • � c 1/25/17, 2:37 PM ,�' , .�� `( SG& Design Maps Summary Report,",Y User-Specified, Input Report Title Dhaml-Sun Cloud Circle, Oroville Wed January 25;:2017 22:38:19 Building Code Reference Document 'ASCE 41-13 RetrofitStandard, BSE-2N ; `: • (which Utilizes USGS hazard data available in 2008) - ,y -^SiteCoor`dinates 39.455930N, 121.60346°W`, �+ T f' Site Soil'Class+ification Site,Class D "Stiff,Soil" - . SRI-, -r tai EVMMA��ovla" ViF V.Zet ,_r _Y, y.,,' 3• 1 i(l� A�l i 3`%;'` 4W ,al"x {f "'•:13. ri , s.+ � ri �kf:� i ��✓ � �3At�6R f �•" t, 4 fK� 6T1' �..'.. ygj� s. 4 f .s•4, �,dq.•,c �E1kJfpS;f X i" e k+"' {``,a,' "f4 .�i may, ry lwsry : aT "�' a � d } � .! •SfG Y k� ¢�'7�*3 '\� r r$�i� t T �Za.A 'sa" i^�, ,.r.�" � prµ TANI,. VII t1XO �'N"-xir Y d _ � k . 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N.,dI�Y.� .`G."if`. • �Y Bell USGS-Provided butput t 47 }'.4� ;. Ps + SS BSE 2ND.• 0.586+8 `3. SS.780, 780-` g } 1� •' ' S1,e5E62N1"70 262 ''0 492 g `"a ..� '' _ -� , .x - � , �� .fes :''•, °Sxi,BSE-zN -. ]. yM _a.� y Spectrum r "v Vertical Spectrum t�<� }�-Horizontal Y� 080 a' } 054 r' ,p 720.4E ^0.64 e #' 0 42 0.56 ,x M. ...'-0.36- E X `, v' �• 6 ,t ' r s atv 0.30 �. a, 1 ` M.0.40 a r r • ` L y 2 i4 a 0 sl . ^' „ �.: O.H2 � r • a k '` 4 0.19 +., ¢ ' 0.24- ; � , +4/ ' +e Art: ,� .. s. t T ^;. e { 4 + 0.16 0 12 1 r I +ai 0.0B + ✓ J7 ', it 0 06 c, ` •� 0.004.. 7 000 ,l 0•`0.2010.40 060'0:80. 1.00 .1.20 1.40 1.60 1.90'2.00 0.00--0:20 0.40 0.60. 0.80 1.00 1.20 1.40 1.60 .1.802.00,' ti ~� Period, T (sec) t' w, x '�; �, ',_s Period, T (sec)', ' Y Although this information is a product. of the U.S.' Geological•Survey, we provide,no.warranty,':expressed or implied, as to the • accuracy of the data contained therein. This tool is nota substitute for technical subject-matter knowledge: Y X- k `- r. NO V � K - 'i r. �.w, • -� �� lx ` d ..,• � a1 _� yer' '� [,� .. rTltle =DM hai.m+, l-,1S: un+.. Cloud� Circle%c• 2'C, +Orovl1https://earthquak•e.usgs.gov/designmaps/us/summary.php?templateY.min Ad'ac79f24.94687769&rePage 1 of, l - Get Lat Long from Address Convert Address to Coordinates 1/25/17, 2:36 PM 0 LatLong. net » Home » Address to Lat Long » Lat Long to Address » Lat Long to DMS » DMS to Decimal Degrees » Latest Places » Country List » Add Place » Lat Long to UTM » +LatLong » @latlong_net Get Lat Long from Address By using this geographic tool you can get the lat long coordinates from an address. Please type the address which would include the name of the city/town, state and street name to get more accurate lat long value. Also, the gps coordinates of the address will be calculated below. Address 1128 Sun Cloud Circle, Oroville, California, USA Find , Write city name with country code for better results. Latitude i' Longitude 39.455925 � (��121 603�4�55��. ' Lat Long GPS Coordinates Map Mouse Over Location (39.455925, -121.603455) 390 27'21.33" N (39.459369, -121.600392) 1210 36' 12.438" W Share this location link " 3 steps to Fast Maps & Directions ® 1. Click Start Download 2. Free Access - No Sign upl 3. Got Free Directions & Maps �iE� mopsgoloxy Location page url http://www.latlong.net/convert-address-to-lat-Iong.html Page 1 of 2 mm �s r, Im mm Com �L,C E: C-,--p�' 4011 Sierra College Blvd, Loomis, CA 95650 Phone (916) 652-4655, Fax ' (916) 652-3860 - - 5033 Feather River Blvd., Olivehurst, CA 95961 'Phone - (530),74j-8855. Fax (530) 743=8856 "serving The Best Builders' - ° % =. WWW.GOHOMEWOOD.COM ruse calc Submittal, Client: - - Su D h �...�..12 nn a m i + �': i1 .li. I.• . I till t ! .S ! IZ -,i t 5� - "} g-� i - 4 + - - • .. ! t �, ,� •'- Project: PERMIT # m BUTTE COUNTY DEVELOPMENT SERVICES R-Bedr0Om Residence �� REVIEWED FOR. . 'COD E c®MPLIAIVC 28 Sun Cloud Circle DATE BY - u - Oroville, CA .. Truss Designer: _ Tracking / Work Order # Bryan Wagner BLyanw(a 0620117 _woodbu'1d'nusuoI2l,v.corn Phone: (530) 743-8855 !" = Com �L,C E: C-,--p�' ..... . ... IR ; ! • • ( . G C10I A01 t I 7 +i 7' • - COI C2IIPL17 y _ '+4. - ; - C .+fes ,r,• -' MG . ti D -' - p0.? HANGER LEGEND (: w b= HU526' L= LSSU28 S= LSSU210 (. F it •.. `-T� - t r < Fpyp :I: �• _ *_ ,, .,. Eo,63 i. PH (530)743-8855 3 BEDROOM RESSDENCE SALES REP: BW WO#: 0620117 Fax (530)743-8856 DOE DATE: 01/27/17 SCALE: 1"=11' O^ ,. SUNNY. DHAM I' , DSGNR/CHKR': AW / BW Date: .1/30/2017 9:44 TC Live 20.00 psf Dur Fac-Lbr 1.25 28 S UN CLOUD C I ROLE HOMEWOOD TRUSS CO - _ ' r OROVILLE� CA µ TC Dead 17.00 psf - DurFec-Plt 1.25'J �� j " BCLive 0.00 psf 0.,C., ,Spacing: 2 a '5033 FEATHER RIVER BLVD` - - BC Dead'' 8.00 psf Design Spec: CBC -2016 ' #Tr/#Cfg:. 55' / 27 OLIVEHURST, CA 95901 - Total 45.00 psE c ea ac o otrial vLersio- Y Job Name: 3 BEDROOM RESIDENCE Truss ID: A01 Qty: 10 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 - UPLIFT REACTIONS) - 1 0- 1-12 1275 3.50" 1.50 BC 2x4 DFL #1 & Btr. Fabrication Tolerance 20.0% Support C&C Wind Non -Wind , 2 24- 2- 4 1275 3.50" 1.50" WEB 2x4 DFL STANDARD Bearings designed for an FcPerp value of the - 1 -110 lb MAX DEFLECTION (s an) : Kcr (creep factor) = 3.00 lesser of the truss chord lumber value or 2 -110 lb L/999 MEM 6-7 (LIVE) LC 44 Refer to Joint QC Detail Sheets for 625 for all bearings. This truss is designed using the L. -0.22" CC- -0.28" CL= -0.49" Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on - ASCE7-10 Wind Specification ®= joint Locations 6e Loaded for 10 PSF non -concurrent BCLL. testingy and approval as required by IBC 1703 Bldg Enclosed = Yes, 1 0- 0- 0 6 0- o- 0 2 7- o- 0 7 s- 7- 8 Loaded for 200# non -concurrent moving BCLL. and ANSI/TPI and are reported in ESR -1118. Truss Location Not End Zone ' 11z- i- 0 a 15- s- a 9 24 4 0 Not designed for attic storage unless - noted otherwise. PLATING BASED ON GREEN LUMBER VALUES. Exp Category C Bldg Length = 40.00 ft, Bldg Width = 30.00 ft s 27- a- 0 position as shown above and on ma Joint Details report uNess rested oNervrise. n report Mean roof height - 12.70 ft, mph = 110 CRITICAL MEMBER FORCES: - - - Lfl OC[UpanCy Category II, Dead Load 13.2 psf 7c cm v. (DDR. / TENS. OUR.) csI . - - - 17.00 psf Designed as Main Wind Force Resisting System 1-2 -21x7(I.zs / 83 1.60 0.41 2-3 -1886(1.25 / l0sst1.603 0.32 c""".."" with ANSIfrPI 1, or for handing, shipping, installation 8 bracing of trusses. A seal on this drawing orcoverpage listing this drawing, Indicates acceptance of professional engineering responsibilityBC ' - Low-rise and Components and Cladding 3-4 -1886(1.25)/ 1os(I." 0.32 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairfo, TX 75050 Tributary Area = 49 sgft 4-S -2127(1.25)/ 83(11.60) 0.40 BC Dead 8.00 psf - - COMP9DRTENS0(DUR5) - -- - 6B -C OCS 7 2.60)/189(1.2 .61 • TRUSPLUS 6.0 VER: T6.S.21 Por moreintorm8T1neeethisjob'agenerelutaapagaendhesewebsites: 7-8 / 1280 C(1.25) 0.46 8-9 -29(1.60)/ 1890 1.25) 00:41 8-9 Blit Code CBC -2016 DEFL RATIO: L/240 TC: L/24 x'B CONP. (DUR.)/ TENS. (OUR.) CSI - - 9 2-7 -457(1.25)/ 91(1.603 0.10 '3-7 -7(1.60)/ 651 1,2S 0.26 - - 3-8-7(1.fi0)/ 652 1.25) 00.26 4-8 -45311.25)/ 91 1.60) .10 - - - - . 12-2-0 12-2-0 -1 2 3 4 5 5.00 -5.0 6X6 1.5X3. 1.5X3 ' 5-4-12 6-2-10 SHIP 1I 2X10 2X10 r S = 0-3-15 2.5X4 5X6 0-3-15' 81 B2 .. W:308 W:308 - R:1275 R:1275 U:-110 U:-110 2I-0 I -I - 24-4-0 6 7 8 9 T 7 i� No. C 72160 uT CIVIL. P 9�pF CALIF" All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super , Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 1/30/2017 �} A J I �O are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 1 JOI 1 / 268 - Homewood Trus "WARNING!"READ AND FOLLOWALL NOTES ON THIS DRAWINGI Cust: SUNNY DHAMI ICU) "IMPORTANT`* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Drive J4 0620117_L00007_100001 Trusses repuire mdreme care in fabricating, handing, shipping, i sml0n0 and bracing. Refer to and follow the latest edition of BCSI (BuildnB Component W0: Dri ve�L0620117_L000 /�\\V Safely Information, by TPI aM WfCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r : AW #LC = 65 WT/PLY: 132 i•r r� rl noted otheuwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint webs shag have installed per BCSI sections 83, 87 or 870, as applicable. Apply plates to each face of truss and TC Live 20.00 psf Li r L=1.25 P=1.25 � IU��\V\I-III /`�/ �� position as shown above and on ma Joint Details report uNess rested oNervrise. n report TC SnOW (Pf) 0.00 psf owDu $nOWDu r L=1.15 P=1.15 Lfl Alpine, a division of ITW St ildng Components Group Inc.. shall net be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 17.00 psf Rep Mb r End / Comp / Tens AN ITW COMPANY c""".."" with ANSIfrPI 1, or for handing, shipping, installation 8 bracing of trusses. A seal on this drawing orcoverpage listing this drawing, Indicates acceptance of professional engineering responsibilityBC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairfo, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility o1 the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 , - Designer per ANSI/TPII Sec.2 • TRUSPLUS 6.0 VER: T6.S.21 Por moreintorm8T1neeethisjob'agenerelutaapagaendhesewebsites: Blit Code CBC -2016 DEFL RATIO: L/240 TC: L/24 ALPINE: NNNraloineitw.eom� TPI: ' WfCA: wvrwsbdntlustrv.ara:ICC: wvrvr.iccaele.om 9 Job Name: 3 BEDROOM RESIDENCE Truss ID: AOG 12-2-0 Qty:, 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 UPLIFT REACTIONS) 1 0- 8-10 632 17.20" 1.50" BC 2x4 DFL #1 & Btr. Fabrication Tolerance - 20.0% Support C&C Wind Non -Wind 2 2- 8-10 196 3.50" 1. SO" DG SLIDER 2x4 DFL #1 & Btr. Bearings designed for an FcPerP value of the 1 -23 lb 3 4- 0- 0 387 3.50" 1.50" WEB 2x4 DFL STANDARD lesser of the truss chord lumber value or 2 -1 lb -7 lb ' 4 5- 4- 0 286 3.50" 1.50" Kcr (creep factor) - 3.00 625 for all bearings. 3 -14 lb 5 6- 8- 0 307 3.50" 1.50" IRC/IBC truss plate values are based on Refer to Joint QC Detail Sheets for 4 -7 lb 6 8- 0- 0 273 3.50.. 1.50" testingy and approval as required by IBC 1703 Cq factors and Rotational Tolerances. 5 -9 lb 7 9- 4- 0 315 3.50" 1.50" and AN and are reported in ESR -1118. Loaded for 10 PSF non -concurrent BCLL. 6 -9 lb 8 9 10- 8- 0 11- S- 0 271 304 3.50" 3.50" 1.50" 1.50" Mark all interior bearing locations. Loaded for 200# non -concurrent moving BCLL. 7 -10 lb 10 12-11- 0 299 3.50 1.50" Permanent bracing is required to Install interior sugport(s) before erection. loads 8 -7 9 lb lb 11 13- 8- 0 239 3.50" 1.50" PPrevent rotation/toppling. See Building designer shall verify gable -8 12 15- 0- 0 279 3.50 1.50" BCSI and ANSI/TPI 1. PLATING BASED ON GREEN LUMBER VALUES. and eave loads, if appPlicable. Refer to ITWBCG's Standard 10 -8 11 -7 lb lb - 13 16- 4- 0 310 3.50" 1.50" 25 26 appropriate 14 17- 8- 0 307 3.50" 1.50 HORIZONTAL REACTION(S) - Gable Details for information regarding 12 -10 lb 15 19- 0- 0 249 3.50" 1.50" support 1 -221 lb the bracing of this gable truss. 13 -9 lb 16 20- 4- 0 387 3.50" 1.50" support 2 222 lb Not designed for attic storage unless 14 -9 1b 17 21- 7- 6 188 3.50" 1.50" support 17 -209 lb noted otherwise. - 15 -7 lb 18 -23- 7- 6 630 17.20" 1.50" support 18 207 lb SUPPORT 16 -14 lb MAX DEFLECTION (span) : 7-24 8-2S This truss is designed using the 17 -1 lb -4 lb L/999 MEM 1-2 (LIVE) LC 1 ASCE7-10 Wind Specification 18 -23 lb L=''0.00" CC= -0.01" CL= -0.01" Bldg Enclosed Yes, Truss Location = Not End Zone Truss designed to support 2-0-0 top chord outlookers -r= 1 joint Locations 0- 0- 0 18 m 0- 0- o Exp Category C and cladding load not to exceed 10 PSF one face, 2 4- 0- 0 19 4- 0- o Bldg Length e 40.00 ft, Bldg Width - 30.00 ft and 24" span opposite face. Top chord may be notched 1 4 5- 4- 0 20 6- a- 0 21 5- 4- 6- e- 0 o Mean roof height a 12.70 ft, mph 110 1.5 dee x 3.5' P at 48" o/c along to edge. DO NOT 9 P 9 5 S 8- 0- 0 zz e- o- 0 Occupancy Category II, Dead Load 13.2 psf OVER CUT. No knots or other lumber defects allowed 9- 4- 0 z3 9- 4- 0 Designed as Main Wind Force Resisting System within 12" of notches. Do not notch in overhang or 7 s 10- 8- 0 24 11- 5- 0 25 10- 8- 11- 5- o o - Low-rise and Components and Cladding heel panel. P 9 1z- 2- 0 26 12-11- 0 Tributary Area a 103 sqft 10 12-11- 0 27 13- 8- 0 1113- 12 8- 0 26 1f- 0- 0 29 15- 0- 16- 4- 0 0 13 14 16- 4- 0 30 17- 8- 0 31 17- 8- 19- 0- 0 0 - - .. 15 19- 0- 0 32 20- 4- 0 268 - Homewood Tru5s 12-2-0 - 12-2-0 - 17 244- o- 0 33 za- a- o I 1 2 3 4 5 6 7 8 9 1011 12 13 14 15 16 17� CRITICAL MEMBER FORCES: Eatery Information, by TPI and WTCA) for safety practices prior to performing Nese functions. Instaflers shall provide temporary bracing per BCSI. Unless Dsgn r : AW #LC = 65 WT/PLY: 218 yN noted otherwise, top chord shall have property attached strucbnal sheathing and bottom chord shall have a properly attached dgid ceiling. Locations shown TC 1-2 COMP. DUR.)/ TENS. DUR.) CSI -158 1.2f)/ 28 1.2f) 1).10 5.00 -5.0 owDU SnOwDU r L=1.1 S P=1.15 2-3 -146 1.25)/ 12 1.25 0.10 TC Dead 17.00 psf - 4X4 - conformance with ANSUrPI i, or tot handling, shipping, installation 8 bracing of trusses. As eal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility 3-4 -Ido 1,2s)/ 20 1.253 0.04 2820 N. Great SWPAwy. GreMPralrfe, TX 75050 1.5X3 BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 4-5 -143 1.25))/ 20 1.25) 0.04 1.5X3 For more information see this job's general notes page and these web sites: 5-6 6-7 -141(1.2f)/ 21 1.25) 0.04 -149 1.2f / 21 1.25 0.04 1.5X3 5X3 7-e -121 l.zs;/ v 1.25; 0.04 - 1.5X3 1.5X3 5X3 8-9 9-10 -14011:22551/ 15 1.60) 0.04 -1401/ 15 1.60 0.04 - 1.5X3 1.5X& 100-u -1211.25/ 17 1.25 0.04 1.5X3 11-1 z. -1491.zs/, . " 1.z5) 0.04 5-4-12 - 1.5X3 5X3 2- 12-13 13-14 -1451.2f/ 21 1.23) 0.04 -1431,21/ 20 1.25) 0.04 1.5X3 5X3 14-11 15-16 -140l.zs;/ 20 1.25; 0.04 -1461.21 / 11 1.25 0.10 16-17 -1S81.2f)/ 29 1.25) 0.10 4X1D 1D BC COMP.(DUR.)/ TENS.0 CSI = 18-19 %) -83(1.60)/ 223(1.25) 0.06 0-3-15 19-20 / 0.03 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 2.5X4 2 i o:0a - 2.5X4 1.5X3 5X6 1.5X3 1.5X3 22 ii-zo % o:oi 1.5X3 1.5X3 1.5X3 25 26 % 0:004 1.5X3 1.5X3 26-21 '. / 0.03 - 0.03 04 �D� 29-30 31-32 / 0.02 % 0:04 - - 18 19 20 21 .22 23 24-4-0 2425 2627 28 29 30 31 32 33 32-33 / 0.06 P'8 COMP. DUR,)/ TENS.(DUR.) CSI - 2-19 3-20 -373 1.2f)/ 0.04 -188 1.2S / 0.02 4-21 -238 1.2f)/ 0.03 TYPICAL PLATE: 2X4 OVER CONTINUOUS SUPPORT 5-22 6-23 -244 l,zf)))))/ 0.04 -2f7 1.ZS / 0.06 7-24 8-2S -183 1.2f / - 0.06 -98 1.2f / 0.03 - 0-3-15 t 6-2-10 ` t SHIP 10-26 -98 1.2f / 0.03 All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S" for Super 11-27 -183 1.25)/ 0.06 Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 1 /30/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Tru5s "WARNING!`* READ AND FOLLOWALL NOTES ON THIS DRAWINGI Cust: SUNNY DHAMI ICU) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Drive J4 0620117_L00007_]00001 ^ irusses reQuire etueme care in fabricating, handling, shipeing. installing and bracing. Refer to and follow the latest edition of BCSI (Building component W0: D rive- M -0620117_L000 Eatery Information, by TPI and WTCA) for safety practices prior to performing Nese functions. Instaflers shall provide temporary bracing per BCSI. Unless Dsgn r : AW #LC = 65 WT/PLY: 218 yN noted otherwise, top chord shall have property attached strucbnal sheathing and bottom chord shall have a properly attached dgid ceiling. Locations shown TC Live 20.00 sf Li - - r L-1.2 5 P=1.2 S for permanent lateral restraint n the hs int D have bracing image n per other ise. re 83, B7 or 810, as applicable. Appy plates m each lace of truss and position es shown above and on Ua Joint Details report, unless rated otherwise. TC Sr1OW (Pf) 0.00 psf owDU SnOwDU r L=1.1 S P=1.15 �f f Alpine. a division of I7VJ Building Components Group Inc., shall not be responsible far any deviation from this drawing, arty failure to builtl me lass in TC Dead 17.00 psf Rep Mb r Bnd / Comp / Tens AN ITW COMPANY conformance with ANSUrPI i, or tot handling, shipping, installation 8 bracing of trusses. As eal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.00 / 1.00 / 1.00 2820 N. Great SWPAwy. GreMPralrfe, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility o1 the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 DesignerperANSI/TPI t Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information see this job's general notes page and these web sites: Bldg Code: CBC -2016 DEFL RATIO: L/240 TG L/24 ALPINE: rywefdneiwcemrTPl:wwwtainst,r WTCA:-abdndeshvo,, ICC: - iccsafeem Job Name: 3 BEDROOM RESIDENCE Truss ID: B01 Qty: 11 ERG X -LOC REACT SIZE REQ -0 TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 Required bearing widths and bearing areas 1 0- 1-12 1526 3.50" 1.63" BC 2x4 DFL #1 & Bt r. Fabrication Tolerance - 20.0% appl when truss not supported in a hanger. " 2 29- 9- 4 1346 HER 1.50" NOTE WEB 2x4 DFL STANDARD •- Bearings designed for an FcPerp value of the UPLIFT REACHONS5) : _ BRG HANGER/CLIP 2 •HUS26 Kcr (creep factor) = 3.00 Refer to Joint QC Detail Sheets for lesser of the truss chord lumber value or - 625 'for all bearings. Support C&C Wind Non -Wind 1 -110 lb Support Connection(s)/Hanger(s) are Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on 2 -4S lb not designed for horizontal loads. Loaded for 10 PSF non -concurrent BCLL. testing and approval as required by IBC 1703 This truss is designed using the SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES Loaded for 200# non -concurrent moving BCLL. and AN5I/TPI and are reported in E5R-1118. - A5CE7-10 Wind Specification MAX DEFLECTION (span) : Not designed for attic storage unless noted otherwise. PLATING BASED ON GREEN LUMBER VALUES. - - Bldg Enclosed a Yes, Truss Location - Not End Zone L/999 MEM 8-9 (LIVE) LC 44 ow TC Sr10W (Pf) 0.00 psf Exp Category C L- -0.21" CC- -0.31" CL- -0.53" - -- - Bldg Length 40.00 ft, Bldg Width 30.00 ft _= Joint Locations ® -5 -. - Mean roof height a 13.31 ft, mph 110 7 29-11- o% BC Live 0.00 psf 1.15 / 1.10 / 1.10 Occupancy Category II, Dead Load 13.2 psf 27- 0- 0 8 0- o- o 3 11- 0- 0 9 a- 7- 8 BC Dead 8.00 psf Designed as Main Wind Force Resisting System '4 15- 1- 0 10 ls- 1- 0 Deslgnerper ANSUTPI 1 Sec.2 - Low-rise and Components and Cladding ,is- 2 0 11 21- 6- 8 TRUSPLUS 6.0 VER' T6.5.21 ' - Tributary Area 60 sqft .6 23- 2-"0 12 29-11- 0 CRITICAL MEMBER FORCES: - R.) CSI TC COMP. DU R. / TENS.11.600) - - 1-2 -2748 1.253/ 811.6.0) 0.54 2-3 -2515 1.253/ 971.60) 0.29 3-4 -1775 1.25 / 1181.60) 0.14 - " 4-5 -1776 1.251))/ 1221.60) 0.12 - - - 5-6 -2443 1.I5)/ 1101.6) 0.21 6-7 -2671 0.36 _ - BC COMP.(DOR.)/ TENS. WR.) CSI 8-9 -18(1.60)/ 2460 1.25) 0.68 9-10 / 2007 1.25) 0.510 _ 10-11 / 1984 1.25) 0.51 11-12 -22(1.60)/ 2376 1.25) 0.63 - - WBCOMP.(DUR.)/ TENS. DUR.) CSI - 1 I JOI �O 1130/2017 -2-9 3-9 -4051(1.251)/ 72 1.60) 0.09 / Sf7 1,25) 0.23 - - 3-10 -630 1.25)/ 11 1.60) 0.41 15-1-0 14-10-D 4-30 .S-10 -21 1.60)/- 1010 1.25) 0.41 -596(1.25)/' 'S8 1.60) 0.39 - 1 2 3 4 5 6 7 5-11 6-11 15 1.60 / 503 1.2f 0.20 - -3516(1.25)/ 92 1.60) 0.08 �. ,, 5:00 - -5.0 - la Salety Information, by TPI and WTCA) for safety practices prior to performing these functions. InsOars shall provide temporary bracing per SCSI. Unless .. 5X6 .. .. .. v VTrusses ry noted otherwise, top chard shall have properly attached structural sheathing and bottom chord shall have a property attached dgid ceiling. Locations shown have installed SCSI 83, 87 870, Apply face 2.5X4 - Ll r L=1.25 P=1.25 2.5X4 r� n �uj�\v� � for permanent lateral restraint n webs obeli D2dtB per aectiors of as applicable. plates to each of truss and position as shown above and on the Joint Details report unless noted oNervrise. ow TC Sr10W (Pf) 0.00 psf 1.5X3 1.5X3 r 6 -5 AN ITW COMPANY conformance with ANSVrPI 1, or for handing, shipping, installation & bracing of trusses. A seal on this drawing or cover page Haling this drawing, Indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Groat SWPkwy. Grand Praide, TIC 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 7- -3 Deslgnerper ANSUTPI 1 Sec.2 TRUSPLUS 6.0 VER' T6.5.21 ' SHIP Bldg Code: CBC -2016 9 3X10 08 0-3-15, 2.5X4 5X6 2.5X4 0.5-3 B1 B2 W:308 'HUS26 R:1526 W:308 U:-110 R:1346 U:-45 12 I 29-11-0 � 8 9 10 11 12 ` Ag connector plates are ALPINE Wave 20 ga., unless preceded by 'H" for High Strength 20 ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates - q are positioned as shown above. Shift gable stud plates to avoid overlap wit structural plates. 1 I JOI �O 1130/2017 268 - Homewood Trus "WARNING!" READ AND FOLLOWALL NOTES ON THIS DRAWING! Cust: SUNNY DHAMI (CAT "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Dri ve_•L0620117_L00007_100001 re 01, e,ireme care in fabricating, handing, shipping, Installing and bracing. Refer to and follow the latest edition of SCSI (Buildng Component W0: Dri ve._i•L0620117_L000 la Salety Information, by TPI and WTCA) for safety practices prior to performing these functions. InsOars shall provide temporary bracing per SCSI. Unless Dsgn r : AW #LC = 70 WT/PLY: 177 v VTrusses ry noted otherwise, top chard shall have properly attached structural sheathing and bottom chord shall have a property attached dgid ceiling. Locations shown have installed SCSI 83, 87 870, Apply face TC Ll 20.00 psf Ll r L=1.25 P=1.25 Q � �� r� n �uj�\v� � for permanent lateral restraint n webs obeli D2dtB per aectiors of as applicable. plates to each of truss and position as shown above and on the Joint Details report unless noted oNervrise. ow TC Sr10W (Pf) 0.00 psf owDu SnotvDu r L=1.15 P=1.15 Alpine. a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 17.00 psf Rep Mb r Bnd / Comp / Tens - AN ITW COMPANY conformance with ANSVrPI 1, or for handing, shipping, installation & bracing of trusses. A seal on this drawing or cover page Haling this drawing, Indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Groat SWPkwy. Grand Praide, TIC 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. $pacing 2- 0- 0 Deslgnerper ANSUTPI 1 Sec.2 TRUSPLUS 6.0 VER' T6.5.21 ' For more information see this job's general notes page and these web sites: ALPINE:www-Moinei6Y.eom:TPI:knMNjgrisLore�WrCA:wwwsbdntlustrvore: ICC: wvw.icesefeem Bldg Code: CBC -2016 9 DEFL RATIO:.. L/240 TC: L/24 i Job Name: 3 BEDROOM RESIDENCE Truss ID: BOF Qty: 1 BRG X -LOC REACT SIZE REQ 'D TC 2x6 DFL #2 Designed per ANSI/TPI 1-2014 UPLIFT REACTIONS) : . 1 0- 1-12 1717 3.50 1.83 BC 2x6 DFL #2 Fabrication Tolerance - 20.0% Support C&C Wind Non -Wind 2 24- 0- 8 1487 3.50" 1.50" 2x6 DFL SS 10-12 Bearings designed for an FcPerp value of the 1 -63 lb 3 2S-11-10 -167 3.50" 1.50" DG SLIDER 2x4 DFL #1 & Btr. lesser of the truss chord lumber value or 2 -54 1b 4 28-10-14 2238 HGR 1.50" WEB 2x4 DFL STANDARD 625 for all bearings. 3 -S29 lb -954 lb BRG HANGER/CLIP NOTE GBL BLK 2x4 DFL STANDARD Kcr (creep factor) =.3.00 " 4 -83 lb 4 Hanger TBE" 2x6 DFL #2 1 ,3 ,5 Refer to Joint QC Detail Sheets for HORIZONTAL REACTIONS) -HANGER(S) TO BE ENGINEERED 7 ,10 Cq factors and Rotational Tolerances. support 2 3046 lb Support Connection(s)/Hanger(s) are Loaded for 10 PSF non -concurrent BCLL. IRC/IBC truss plate values are based on support 3 -1426 lb not designed for horizontal loads. Loaded for 200# non -concurrent moving BCLL. - testing and approval as required by IBC 1703 support 4 -1722 lb MAX DEFLECTION (span) Mark all interior bearing locations. _ and ANSI/TPI and are reported in ESR -1118. This truss is designed using the L/999 MEM 10-11 (LIVE) LC 1 Permanent bracing is required to Install interior supports) before erection. ASCE7-10 Wind Specification L- -0.14" CC- -0.30" CL= -0.44" prevent rotation/toppling. See Building designer shall verify gable loads Bldg Enclosed Yes, _ Joint Locations ® SCSI and ANSI/TPI 1. - and eave loads, if appPlicable. _ Truss Location Not End Zone i o- 0- 0 7 29-11- 0 PLATING BASED ON GREEN LUMBER VALUES. Refer to appropriate ITWBCG's Standard Exp Category = C t 1- o- o e o- 7- 0 Due to high uplift reaction, this truss Gable Details for information regarding 81d Length 40.00 ft, Bldg Width - 30.00 ft 3 11- 0- 0 9 8- 7- 8 9 P 9 9 9 9 4 1s- 1- 0 10 15- 1- o requires sppecial connection details the bracing of this gable truss. Mean roofheight - 13.31 ft, mph - 110 s 19- 2- 0 11 21- 6- 8 (designed by others) to secure truss Occupancy Category II, Dead Load - '13.2 psf 6 23- 2- 0 12 29-u- o to a grgidlyy anchored support. Designed as Main Wind Force Resisting System CRTCICAL OMP B(DURER FO�CETENS.(OUR.) CSI Not des�yned for attic Storage unless - Low-rise and Components and Cladding -3595(1.ts�/ 0.36 noted otherwise. Tributary Area = 96 sgft 2-3 -3348(1.2'1)/ 0.18 ----Dir-LOADPI CASE #1 DESIGN oc RPOf ---------------- 3-4R. Loc LL/TL -2475 1.t5 / 0.12 a-'1- -2601 1.25 / 0.30 TC Vert 90.00 - 2- 0- 0 90.00 0- 0- 0 0.44 5-6 -2975 1.2f / 0.33 6-7 -3a24 1.25 / 0.58 TC Vert 74.00 0- 0- 0 74.00 15- 1- 0 0.54 BC COMP.(DUR.)/ TENS. WR.) CSI TC Vert 210.00 IS- 1- 0 160.00 29-11- D 0.54 8-9 / 3343 1.25)) 0.66 BC Vert 16.00 '0- 0- 0 16.00 29-11- D 0.00 10-1i % '799s 1:is) 0.63 C°) Brace this member by attachment to lower u-lz / 3046 1.zs) 0.99 roof diaphragm or with purlins at 24" o. c. WBCDMP. (DUR:)/ TENS. 1116 CSI 2-9 -505(1.25)/so 0.08 .. Truss designed to support 2-0-0 top chord outlookers 3-9 / 6091.25 0.25 - and cladding load not to exceed 10 PSF one face, 3-10 -721(1.25)/' 651.60 0.440 15-1-0 14-10-0 and 24" span o osite face. To chord may be notched a - lo / 1319 1.25 0.sa P PP P Y 5-10 a891.zs)/ 0.aa 1 2 3 4 5 6 7 1.5 deep x 3.5' at 48" o/c along top edge. DO NOT s-11 -6 8 1.253/ 13U.zs) 0.16 OVER CUT. No knots or other lumber defects allowed 6-11 -668 1.25 /. 0.11 ' 5.00 2x4 X4 -5.O within 12" of notches. Do not notch in overhang or 2X4 heel panel. 2X4 2X4 - T 8X10 2X4 2X4 2X4 2.5X4 .5X4 2X42X4 6- 5 2X4 M 2X4 2X4 C 2X4 7- -3 2X42X4 ISHIP 7X12 �) X12 _ 0-3-15 2.5X4 7X8 2.5X4 0-5-3 81 4X4 2.5X4 Q� / 24-0-e, T. Tgly" 4C F2� 29-11-0 8 s 10 1.1 12 I No. C 72160 TYPICAL PLATE: 1:5X3 OVER SUPPORT AS SHOWN All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super `! Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 1/3 �} are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 1 /30/2017 268 - Homewood Truss "WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: SUNNY DHAMI (CA) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Dri ve M 0620117_L00007_J00001 Trusses rertuire e�drema care in labriwting, handling, shipping, installing and bracing. Refer to and follow me latest edNon of BCSI (Buildng Component WC: Drl ve-4_0620117_LDDD Safety Information, by TPI and VJfCA) for safety practices prior to performing Nese functions. Installers shall provide temporary bracing pet BCSI. Unless Dsgn r : AW #LC = 72 WT/PLY: 3364 V ry noted otherwise, top chord shall have property attached structural sheathing and bottom chord shag have a properly attached rigid calling. Locations shown TC Live 20.00 psf Li r L=1.25 P=1.25 ii rt t�� r� rt J_J I ��I��\V\�JII /`�/ for permanent shown ab restraint n webs int D have bracing installed per BCSI sections 83. B7 or 870, as applicable. Apply plates to each face of truss and position as shown above and on me Joint Details report unless rested otherwise. TC Snow(Pf) 0.00 psf owDu SnowDu r L=1.15 P=1.1 S `f� III II�IILII_r Alpine, a division of I3W Building Components Group Inc.. shag not be responsible for arty deviation from this drawing, arty failure m build the truss in TC Dead 17.00 psf Rep Mb r 8nd / Comp / Tens AN ITW COMPANY conformance with ANSInfol 1, or lot handling, shipping, instaflatiun & bracing of trusses. A seal on this drawing or cover page lisdng this drawing, Indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.00 / 1.00 / 1.00 2820 N. Groat SIN Pkwy. Grand Prattle, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C .Spacing 2- 0- 0 Designer per ANS11TPI t Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information see this job's general notes page and these web ares; ALPINE: 281562.t11piOemacOm: TPI: k=LWnatsteWrCAwwwebdndutnie ICC: Yomiccaafeere Bldg Code: CBC -2016 DEFL RATIO: L/240 TC: L/24 Job Name: 3 BEDROOM RESIDENCE Truss ID: BOG Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 UPLIFT REACTIONS) : 1 0- 8-10 641 17.20" 1.50 BC 2x4 DFL #1 & Btr. Fabrication Tolerance - 20.0% Support C&C Wind Non -Wind 2 2- 8-10 193 3.50" 1.50" DG SLIDER 2x4 DFL #1 & Btr. Bearings designedfor an FcPerp value of the 1 -22 lb 3 4- 0- 0 386 3.50" 1.50" WEB 2x4 DFL STANDARD lesser of the truss chord lumber value or 2 -1 lb -11 lb 4 S- 4- 0 287 3.50" 1.50" Kcr (creep factor) - 3.00 625 for all bearings. 3 -14 lb 5 6- 8- 0 306 3.50" 1.50" IRC/IBC truss plate values are based on Refer to Joint QC Detail Sheets for 4 -7 lb 6 8- 0- 0 272 3.50" 1.50" testing and approval as required by IBC 1703 Cq factors and Rotational Tolerances. S -9 lb 7 9- 4- 0 312 3.50" 1.50" and AN5I/TPI and are reported in ESR -1118. Loaded for 10 PSF non -concurrent BCLL. 6 -9 lb 8 9 10- 8- 0 12- 0- 0 316 291 3.50" 3. 50" 1.50" 1.50 Mark all interior bearing locations. Loaded for 200# non -concurrent moving BCLL. 7 -9 lb 10 13. 4- 0 279 3.50" 1.50" Permanent bracing is required to Install interior supports) before erection. loads 8 -10 lb lb 11 14- 4- 0 317 3.50" 1.50" .prevent rotation/toppling. See Building designer shall verify gable 9 -10 12 15-10- 0 302 3.50" 1.50" SCSI and ANSI/TPI 1. and eave loads, if apPPllcable. 10 -8 lb 13 16- 0 259 3.50" 1.50" PLATING BASED ON GREEN LUMBER VALUES. Refer to appropriate ITWBCG's Standard 11 -9 lh 14 1- 17-11- 0 298 3.50 1.50" HORIZONTAL REACTION(S) Gable Details for Information regarding 12 -8 lb 15 19- 3- 0 312 3.50" 1.50" support 1 -215 1b the bracing of this gable truss. 13 -7 lb 16 20- - 0 319 3.50" 1.50" support 2 232 lb 1.60 0.04 14 -10 lb 17 21-111- 0 288 3.50" 1.50" support 21 107 lb 15 -10 lb 18 23- 3- 0 303 3.50" 1.50" support 22 -156 lb 1.25 0.04 0.05 16 -10 lb 19 24- 7- 0 311 3.50" 1.50" This truss is designed using the 17 -9 lb 20 25-11- 0 272 3.50 1:501-10 Wind Specification 18 -9 lb 21 27- 3- 0 360 3.50" 1.50" Bldg Enclosed - Yes, Not designed for attic storage unless 19 -9 lb 22 29- 3-14 352 14.20" 1.50" Truss Location = Not End Zone noted otherwise. 20 -8 lb MAX DEFLECTION (span) : 34-35 / 0.03 Exp Category e C 21 -11 lb , L/999 MEM 1-2 (LIVE) LC 1 268 - Homewood Truss Bldg Length 40.00 ft, Bldg Width - 30.00 ft - 22 -12 lb L- 0.00" CC- -0:01' CL= -0.01" Mean roof height - 13.31 ft, mph 110 Safety Information, by TPI and VVTCA) for safety practices prior to performing these functions. Installers, shall provide temporary bracing per SCSI. UnIns Truss designed to support 2-0-0 top chord outlooker5 ®_ 1 Joint lecat;ons 0- 0- 0 23 ® 0- o- o 20.00 sf Occupancy Category II, Dead Load 13.2 psf Designed as Main Wind Force Resisting System ALM and claddin load not to exceed 10 PSF one face, 9 z a- o- o xa 4- o -o TC Snow (Pf) 0.00 psf - Low-rise and Components and Cladding /`�/ Lfl and 24" span opposite face. Top chord may be notched 3 s- 4- 0 25 s- 4- 0 17.00 psf Tributary Area - 1321 sgft AN ITW COMPANY 1.S deep x 3.5' at 48" o/c along top edge. DO NOT s s- o- o 27 s- o- o solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building BC Dead 8.00 psf OVER CUT. No knots or other lumber defects allowed 6 9- 4- 0 29 9- 4- 0 TRUSPLUS 6.0 VER: T6.5.21 _ Bldg Code: within 12" of notches. Do not notch in overhang or 7 8 10- 8- 0 2910- 12- 0- 0 30 B- 12- 0- o 0 heel panel. p 9 13- 4- 0 31 13- 4- 0 30 14- 4- 0 32 14- 4- 0 15-1-0 4-10-0 11 Is- 1- 0 33 11_17- 0 - 12 15-10- 0 34 16- 0 1 2 3 - 4 5 6 7 8 9 1 11213 14 15 16 17 18 19 20 21 22 13 16- 7- 0 3S 17-17- 1- 0 14 17-11- 0 36 19- 3- 0 5.00 .-5.0 _ .. . 1s 19- 1- 0 37 zo- 7- o 16 20- 7- 0 38 21-1 1 - 0 17 21-11-0 39 23- 1- o 1.5X3 1.5X3 - 1.5X3 1:5X3 - 18 23- 3- 0 40 24- 7- 0 1.5X3 19 24- 7- 0 41 2S-11- 0 20 2S-11- 0 42 27- 3- 0 1.5X3 - 1.5X3 - - 21 27- 3- 0 43 29-11- 0 1.5X3 .5X3 1.5X3 22 29-11- 0 - CRITICAL MEMBER FORCES: - 1.5X3 $X3 1.5X3 TC COMP. 1?R. / TENS. ((DU R.)) CSI 1.5X3 1-z -Iso 1.21 / 9(1.z5) 7.17 2'-3 -139 1.25)/ 0.10 -1.5X3 6-1-5 _2 .5X3 1.5X3 _ 7- _g - 3-4 -133 1.25 / 1 2 a -s 1361.zs/ 21.21 1.25 0.03 7.04 1.5X3 .5X3 SHIP 5-6 -137 1.25)/ 2 6-7 -138 1.25)/ 10 1.25 0.04 1.60 0.04 4X10 X8 ' 7-8 -140 1.25)/ 23 '8-9 1.60 0.04 = 1 -144 1.25 / 43 9-10 -125 1.2S / 63 10-11 -137 1.2f / 51 1.60 0.04 1.60 0.04 1.60 0.04 0-3-15 D-5-3/ u-lz -137 1.zs / sz 1.60 o.oa 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 12-13 -ll4 1.25 / 67 13-14 -145 1.2f / 58 14-1s _141 1.11 / 41 1.60 0.0a . 1.60 0.04 1.60 0.0a 2.5X4 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3�L 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1 T. Tda, �`rV 1s -1s -14a 1.21 / 21 1.60 0.04 5X6 1.5X3 2.5X4 16-17 -138 1.25 / 8 17-18 -137 1.2S / 3 1.60 0.04 1.21 0.04 1.5X3 18-19 -136(1.25)/ 2 1.25 0.04 19-20 -135(1.25)/ 2 20-21 -129(1.25)/ 1.25 0.04 0.05 - 29-11-0 - 21-22 -115 1.25 / 4((1.60)) o.os 23 24 25 26 27 28 29 30 3132 3334 35 36 37 38 39 40 41 42 43 I No. C 72160 CSI TE233 23-24 87(1.60)/ (lu2S) 0 07 24-2S / 0.03 25-26 / 0.0226 27 _" 0.044 - TYPICAL PLATE: 2X4 OVER CONTINUOUS SUPPORT 30 3i i 0.044 OF IF 31-32 / 0.03 33-33 % o.o All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga.,'S' for Super Strength 18 Plates to be Joint Detail Re on. Circled and false frame 34-35 / 0.03 ga. are positioned per plates plates Shift to 1 /30/2017 are positioned as shown above. gable stud plates avoid overlap with structural plates. 268 - Homewood Truss "WARNING!"`" READ AND FOLLOWALL NOTES ON THIS DRAWINGI Cust: SUNNY DHAMI (CA) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Dri veJ4 0620117_L00007_J00001 ^ Tfuues require extreme care in fabricating, handling, shipping, iissmlting and bracing. Refer to and follow the latest edition of BCSI (Buitdng Component W0: Drive -A -0620117-L000 Safety Information, by TPI and VVTCA) for safety practices prior to performing these functions. Installers, shall provide temporary bracing per SCSI. UnIns Dsgn r : AW #LC = 70 WT/PLY: 287 v V n, noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown TC Live 20.00 sf L1 r L=1.25=P=1.25 ALM � �� r� rl l� I�S��\v\Illl for permanent lateral restraint n webs int have bracing Installed per BCSI sections B3, 87 or 810, as applicable. Appy plates to each lace of lass and position as shown shwa am on the Joint oetatls repos, umeaa noted otherwise. TC Snow (Pf) 0.00 psf owDu SnowDu r L=1.15 P=1.15 /`�/ Lfl III IIS III��`. Alpine. a division of ITN Building Components Group Inc., shag not be responsible for any deviation from this drawing. any failure to build the truss in TC Dead 17.00 psf Rep Mb r Bnd / Comp / Tens AN ITW COMPANY conforms- W11 ANstn PI 1, at for handling, shipping, instaaalion 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professlonal engineering responsibility BC Live 0.00 psf 1.00 / 1.00 / 1.00 2810 N. Groat SWPkwy. GrandPrairle, TX 76050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building BC Dead 8.00 psf 0. C .Spacing 2- 0- 0 Designerper ANSI/TPI i Sec.2 - TRUSPLUS 6.0 VER: T6.5.21 For more information see Otis job's general notes page and these web sites: ALPINE,.oeooelm7cibr8m:TPLww+„an.,aneWTCA_w,wrebdndusty e. ICC:wwww��arg_ Bldg Code: CBC -2016 DEFL RATIO: L/240 TC: L/24 Job Name: 3 BEDROOM RESIDENCE Truss ID: C01 Qty: 2 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. 1 0- 1-12 2255 3.50" 1.50" BC 2x10 DFL #2 2 9- 1-12 8694 3.50 3.50" WEB 2 x 4 DFL STANDARD 3 16- 2- 8 6822 3.S0" 3.50 SCAB 2-2x10 DFL #2 4 24- 2- 4 3306 3.S0" 1.76" Kcr (creep factor) - 3.00 BRG REINFORCEMENT: �� ^ n ALFDO IRC/IBC truss plate values are based on BRG TYPE FACES NAILS LENGTH 2 BBR 2 20 18" 12 testingg and approval as required by IBC 1703 3 BBR 2 20 18" TC Dead 17.00 psf and ANSI/TPI and are reported in ESR -1118. Mark all interior bearing locations. MAX DEFLECTION (span): conformance with ANSifTPI 1, or for handling. shipping, installation & bracing of mases. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility ++++++++++++++++++++++ L/999 MEM 1-2 (LIVE) LC 72 W:308 Nail pattern shown is for PLF loads and L= -0.05' CC= -0.11" CL= -0.15" B4 point loads converted to PLF loads only. EX.W8 DEF CRITERIA:L/120 R:6822 Concentrated loads shall be distributed to IN MEM 14- 8; T- 0.02" TYPICAL PLATE :3X6 each ply equally. Multi -ply with hangers are ._= 3oint Locations ® _ based on hanger nails using 3.0" nails min. 1 0- 0- 0 B 24- 4- o z s- 3-15 9 0- o- o into the carrying member. 3 9- 1-12 10 S- 3-15 U:-86 If shown, use additional fasteners for point 4 111- B- z 11 9- 1-111 loads from the back plys, distributed sygmm. 5 16- z- 8 111 16- 2- 8 6 18- 1- z 13 21- i- s in the chords, within 12" of hanger 7 Z1- z- 9 14 24- 4- o IF 2.5" GUN NAILS ARE USED, ANY NA CLUSTER CRITICAL MEMBER FORCES: AMOUNTS SHOWN shall BE INSTALLED FROM THE 7C ca1P.(DUR.)/ TENS. (OU R.) c5I FRONT AND BACK FACE EQUALLY(TOTAL NAILS = 1-2-2914(l.zs)/ 0.35 DOUBLE THE AMOUNT SHOWN), 3 PLY OR LESS. z-3 / 11114 1.11 s) 1.114 lOd - 10d NAILS, SDS - Simpson SDS screws 3-4 / 1697 1.25 0.16 4-5 / 413 1.265 0.09 orequivalent substitute. s -s / 365 1.25 0.0& (') = Special Connection Req. (by others) 6-7 -926(1.2 s)/ 0.07 NAIL pattern shown is based on: 7-8 -931(1.25)/ 0.06 10d BOX = 0.128" dia. x 3.0" lonyy nail BC COMP.(DUR.)/ TENS. (DUR.> CSI 10d COMMON - 0.148" dia. x 3.0" lOng nail 9ao / 1121zC1.zs> 1.651 l6d BOX = 0.135" dia. x 3.5" long nail 10-11 / ZS43 1.25) 0.67 16d COMMON = 0.162" dia. x 3.5" long nail 11-111 -766 1.2f)/ 0.f6 111-13 -102 1.115;/ 1100(1.25) 0.465 13-14 -73 1.60 / 19101.60) 0.09 WB COMP.(OUR.)/ TENS. OUR.)) CSI 2-10 / 3488 112 0.71 2-11 -4704(1.25)/ 0.52 3-11 -252(1.253/ 46(1.60) 0.03 4-11 -1398(1.25 / 0.21 4-12 / 716 1.25) O.lS 5-12 -302(1.25)/ 23 1.60) 0.05 6-12 -1517 1.11 s)/ 0.30 6-13 / l6so 1.265) 0.34 7-13 -209(1.25)/ 107 1.603 0.03 8-13 / 1540 1.25 0.31 8-14 -1729(1.25)/ 0.22 Not designed for attic storage unless 7-5-12 noted otherwise. Full height blocking reinforcement required to prevent buckling of members over Brg 3. Blocking design and attachment are per the Building Designer. Designed per ANSI/TPI 1-2014 Fabrication Tolerance - 20.0% Bearings designed for an Fc Perp value of the lesser of the truss chord lumber value or 625 for all bearings. Refer to loint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200# non -concurrent moving BCLL. Install interior support(s) before erection. Permanent bracing is required to prevent rotation/toppling. See SCSI and ANSI/TPI 1. PLATING BASED ON GREEN LUMBER VALUES. End verticals are designed for axial loads only, unless noted otherwise. 2 -PLY! Nail w/lOd COMMON, sta22ered(pper NDS) in: TC- 2 BC- 2 WEBS- 2 PER FOOT!" Cluster screws, if shown, are 3" long. Brg. Block Reinforcing member: Attached to required face(s) of the truss at the noted support(s). Attach each block with 10d common nails as indicated evenly spPaced and staggered throughout, per NDS. Blocks) shall not carry any tie-in loads. Full height blocking reinforcement required to prevent buckling ofmembers over Brg 2. Blocking design and attachment are per the Building Designer. 18-1-2 6-2-j 4 - F 1 2 3 4 5 6 7 81 2� REQUIRED 3X6 3X6 0-6-0 131 W:308 R:2255 U:-61 4r 63 6X6 1.5X3 1.5X3 3X43X4 1.5X3 T r5 4X8 5-1-1 1 UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -61 lb 2 -242 lb 3 -186 lb HORIZONTAL REACTIONS) support 1 263 lb support 4 263 lb This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed - Yes, Truss Location - Not End Zone Exp Category = C Bldg Length = 40.00 ft, Bldg Width - 30.00 ft Mean roof height - 13.74 ft, mph = 110 Occupancy Category II, Dead Load 13.2 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 457 sgft Vertical members exposed to wind: 14- 8 ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 74.00 0- 0- 0 74.00 24- 4- 0 0.54 BC Vert 16.00 0- 0- 0 16.00 24- 4- 0 0.00 .Type... lbs X.Loc LL/TL Fastener BC Vert 1340.0 2- 0-12 0.44 BC Vert 1340.0 4- 0-12 0.44 BC Vert 2100.0 6- 0-12 0.44 BC Vert 1340.0 8- 0-12 0.44 BC Vert 2100.0 10- 0-12 0.44 BC Vert 1340.0 12- 0-12 0.44 BC Vert 1340.0 14- 0-12 0.44 BC Vert 2100.0 16- 0-12 0.44 BC Vert 1340.0 18- 0-12 0.44 8C Vert 1340.0 20- 0-12 0.44 BC Vert 1340.0 22- 0-12 0.44 BC Vert 1340.0 24- 0-12 0.44 7-5-12 SHIP n 3X10 n 4X12 9-1-12 1 16-2-81 n 12X12 10X10 n 2X4 DIR: Drive M 0620117_L00007_100001 1340# 1340#1 1340# 21010# 1340# 1340# Dsgn r: = 134!)# 2110 JI� 2110# 13 130# 1340# �� ^ n ALFDO 9 10 2-0 11 12 1312 13 141 Alpine. a division of ITW Building Components Group Inc.. shag not be responsible for any deviation from this drawing, any failure to build me truss in TC Dead 17.00 psf B2 83 conformance with ANSifTPI 1, or for handling. shipping, installation & bracing of mases. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.00 / 1.00 / 1.00 W:308 W:308 BC Dead 8.00 psf B4 R:8694 R:6822 W:308 TYPICAL PLATE :3X6 Bldg Code: CBC -2016 . R:3306 U:-86 OVER 4 SUPPORTS AB connector plates are ALPINE Wave 20 ga., unless preceded by 'H' for High Sirength 20 9a.,'S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shovm above. Shift gable stud plates to avoid overlap with structural plates. 1/30/2017 268 - Homewood Trus ""`WARNING!"`" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Lust: SUNNY UHAMI (G41 "IMPORTANT""' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Drive M 0620117_L00007_100001 Trusses require extreme care in 1,1:4 sting, handling, shipping, insta@ng and bracing. Refer to and follow the latest edition of BCSI (Building Component WO: Drive -M -0620117-L000 AW #LC 80 WT/PLY: 2570 Safety Information, by TPI and WTCA( for safety practices prior to performing these functions. Instaflem shag provide temporary bracing per BCSI. Unless Dsgn r: = ,e noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a propeM attached rigid ceiling. Locamms shown TC Live 20.00 sf Li - r L-1.2 5 P=1.25 �� ^ n ALFDO for permanent lateral restraint n webs chap have bracing finless tl per BCSI sections 83, 87 or 810, as applicable. Apply plates to each face of Vose and p°sition az shown eboveaM on malaint Oeails report unless rated amerwise. TC SnOw(Pf) 0.00 psf owDu $nOWDUr L=1.15 P=1.15 Alpine. a division of ITW Building Components Group Inc.. shag not be responsible for any deviation from this drawing, any failure to build me truss in TC Dead 17.00 psf Rep Mb r Brill / Comp / Tens AN/TW COMPANY conformance with ANSifTPI 1, or for handling. shipping, installation & bracing of mases. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.00 / 1.00 / 1.00 2820 N. Gmf SW Pkwy. Grand Prairie, TX 75060 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building BC Dead 8.00 psf 0. C . SpaCi ng 2- 0- 0 Designer per ANSI/TP/ 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 ALPINE: For more information see this job's general notes page and Nese web sitm: wwwaloineitwcorn :TPI: w"vxtoinston, WrCA: v sbcindustryOra :ICC: www)eesafeora Bldg Code: CBC -2016 DEFL RATIO: L/240 TG L/24 Job Name: 3 BEDROOM RESIDENCE BRG X -LOC REACT SIZE REQ'O TC 2x4 DFL #1 & Btr. 1 0- 5- 4 1708 3.50 1.82 BC 2x4 DFL #1 & Btr. 2 33- 7- 6 1502 3.50" 1.60" WEB 2x4 DFL STANDARD MAX DEFLECTION (span) : WEDGE 2x4 DFL #1 & Btr. L/999 MEM 10-11 (LIVE) LC 65 Kcr (creep factor) = 3.00 L= -0.29" CC- -0.49" CL= -0.78" IRC/IBC truss plate values are based on MAX DEFLECTION (cant) : testing and approval as required by IBC 1703 L/370 MEM OL- 1 (LIVE) LC 81 and AN5I/TPI and are reported in ESR -1118. L- -0.08" CC= -0.14" CL= -0.22" PLATING BASED ON GREEN LUMBER VALUES. oe 3otnt Locations =_= Left Overhang(s) are not to be removed. 1 o- o- 0 7 33- 9- 2 OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! 2 7- 0- o B 0- 0- o - Left Overhang Soffit loading 5.0 psf 3 12- 1- 0 9 8- 7- 8 4 l7-1-15 10 17- 1-1S - 5 22- 2-15 11 25- 8- 6 for permanent lateral above and n webs shall have bracing inlessetl per BCSI sections B3. 87 or 810, as applicable. Apply plates to each lace of truss and posi6an as shown above aM on the Joint Details report unless rated otherwise. 6 27- 3-14 12 33- 9- 2 CRITICAL MEMBER FORCES: 0.00 5f TC COMP. DUR.)/ TENS.ID,R.) CSI III'I� \��lJl OL- 1 _ 6 1.25)/ 651.25) 0.26 1-2 -3007 1.1S)/ 681.60) 0.612-3 TC Dead -2781 1.21 / 921.60 0.243-4 Rep Mb r Bnd / Comp / Tens -1974 1.21 / 1181.60 0.22 4-5 -1976 1.21))/ 1261.60 0.24 confonnis-with ANSUTPI 1, or tar handling, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility, S-6-2712 1.21)/1121.600.256-7 -2912 1.2Si)/ 911.60 0.47 0.00 psf BC ODMP. (DUR.)/ TENS. DU R.) CSI 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 8-9 -11(1.60)/ 2677 1.25) 0.68 9-10 / 2233 1.25) 0.67 - 10-11 / 2221 1.25) 0.68 0. C .Spacing 2- 0- 0 11-12 -22(1.60)/ 2596 1.25) 0.67 DesignerperANSI/rP/ 1 Sec.2 WB COMP.(OUR.)/ TENS. DUI.) CSI 2-9 -341(1.25)/ 70 1.60) o.07 TRUSPLUS 6.0 VER: T6.5.21 3-9 / 508 1.25 0.21 S Bldg Code: Truss ID: D01 Designed per ANSI/TPI 1-2014 Fabrication Tolerance a 20.0% Bearingsdesigned for an FcPerp value of the lesser Of the truss chord lumber value or 625 for all bearings. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent 8CLL. Loaded for 200# non -concurrent moving BCLL. Not designed for attic storage unless noted otherwise. Qty: 1 UPLIFT REACTIONS) ' Support C&C Wind Non -Wind 1 -120 lb 2 -45 lb This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed a Yes, Truss Location Not End Zone Exp Category = C Bldg Length 40.00 ft, Bldg Width 30.00 ft Mean roof height = 13.74 ft, mph 110 Occupancy Category II, Dead Load = 13.2 psf Designed as Main Wind -Force Resisting System - Low-rise and Components and Cladding Tributary Area - 68 sgft 3-10 -679 1.25 / 72 l.so; 0.61 17-1-15 16-7-3 4-10 -12 1.603/ 1105 1.21 0.45 J 5-10 -657 1.253/ 73 1.60 0.59 1 2 3 4 5 6 7, 5-11 -10 1.60 / 470 1.25 0.19 - 6-11 -299 1.25)/ 96 1.60) 0.06 - 5.00 -5.0 5X6 6X8 2.5X4 7-5-12 1.5X3 1.5X3 8-3- I 3X10 6X10 1 x I 0-3-15 2.5X4 5X8 2.5X4 0-6-12 B1 B2 W:308 W:308 0-3-8 R:1708 R:1502 U:-120 U:45 2-0� 33-9-2 8 9 10 11 12 A8 connector plates are ALPINE Wave 20 ga., unless preceded by "H'tor High Strength 20 ga.,'S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are postboned as shown above. Shift gable stud plates to avoid overlap with structural plates. 1/30/2017 768 - Homewood Truss "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: SUNNY DHAMI (G4) "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Dri ve�06201117_L00007_]00001 Trusses require extreme care in fabricating, handing, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Buildng Component W0: Dri ve�+L0620117_L000 #LC 81 WT/PLY: 203 Safely Information, by TPI end W1CA) for safety practices prior to performing mese functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r : AW = yy noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown TC Live 20.00 psf - Li r L-1. 2 5 P=1. 2 5 r5 �� r� rl Q I h� I 1 for permanent lateral above and n webs shall have bracing inlessetl per BCSI sections B3. 87 or 810, as applicable. Apply plates to each lace of truss and posi6an as shown above aM on the Joint Details report unless rated otherwise. TC SfSGW Pf ( ) 0.00 5f owDU $nowDU r L=1.15 P=1.15 III'I� \��lJl Alpine. a divisional ITW Buudng Components Group Inc., shag not be responsible for any deviation from this drawing, any fadure to build the truss in TC Dead 17.00 psf Rep Mb r Bnd / Comp / Tens AN/TIN COMPANY confonnis-with ANSUTPI 1, or tar handling, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility, BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C .Spacing 2- 0- 0 DesignerperANSI/rP/ 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information see this job's general notes page and these websites: Bldg Code: CBC -2016 DEFL RATIO: L/240 TC: L/24 ALPINE:=Maluae'm crm TPI, wwwtairs,om WTCAwwwa�ICC: wwwiraaferrr Job Name: 3 BEDROOM RESIDENCE Truss ID: D02 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 Required bearing widths and bearing areas 1 0- 4- 6 1497 3.50" 1.60" BC 2x4 DFL #1 & Btr. Fabrication Tolerance - 20.0% apcl when truss not supported in a hanger. 2 28-11-12 1297 HGR 1,50" NOTE WEB 2x4 DFL STANDARD Bearings designed for an Fc Perp value of the UPLIFT REACTION(S) : BRG HANGER/CLIP 2 Hanger TBE- Kcr (creep factor) - 3.00 Refer to Joint QC Detail Sheets for lesser of the truss chord lumber value or 62S for all bearings. Support C&C Wind Non -Wind 1 -118 lb 'HANGER(S) TO BE ENGINEERED Co factors Rotational Tolerances. IRC/IBC truss values are based on 2 -52 lb Support Connection(s)/Hanger(s) are and Loaded for 10 PSF non -concurrent BCLL. plate testingg and approval as required by IBC 1703 HORIZONTAL REACTION(S ) not designed for horizontal loads. Loaded for 200# non -concurrent moving BCLL. and ANSI/TPI and are reported in ESR -1118. support 1 145 lb MAX DEFLECTION (span) : D End verticals are designed for axial loads PLATING BASED ON GREEN LUMBER VALUES. support 2 145 lb L/999 MEN 8-9 (LIVE) LC 58 only, unless noted otherwise. This truss is designed using the Cust: SUNNY DHAMI L- -0.26" CC- -0.32' CL- -0.57" Left Overhang(s) are not to be removed. ASCE7-10 Wind Specification - DIR: Dri veJ4L0620117_L00007_J00001 MAX DEFLECTION (cant) : OVERHANG(S)-MAY BE SHORTENED UP TO 3" MAX.! Bldg Enclosed Yes, W0: Dri ve._hL0620117_L000 L/385 MEM OL- 1 (LIVE) LC 83 Left Overhang Soffit loading - 5.0 psf Truss Location Not End Zone - - L- -0.07" CC- -0.08" CL= -0.16" Not designed for attic storage unless Exp Category C EX.WB DEF CRITERIA:L/120 noted otherwise .IN Bldg Length 40.00 ft, Bldg Width - 30.00 ft �t rr �� MEM 11- 6; T. 0.00" Mean roof height - 13.74 ft, mph - 110 Locations ® - i - Occupancy Category II, Dead Load - 13.2 psf /�,/ JI IIIII� o -Joint o- 0 7 0- 0- 0 Designed as Main Wind Force Resisting System - - - 2 7- o- 0 8 B- 7- B 3 12- 1- 0 9 17- 1-15 17.00 psf - Low-rise and Components and Cladding P AN ITMI COMPANY 4 17- 1-1510 23- 1-12 - Tributary Area - 58 sqft 0.00 psf 5 23- 1-12 11 29- 1- 8 - Vertical members exposed to wind: 11- 6 6 29- 1- 8 CRITICAL MEMBER FORCES: 8.00 psf 0. C. Spaci ng 2- 0- 0 TC COMP.(DUR.)/ TENS.ff(lt.) CSI OL- 1 0(((0.90)))/ 6S 0.261-1 . TRUSPLUS 6.0 VER: T6.5.21 For more information see mit jobs general notes page and these web sites: ALPINE: „m ataaeM mm. lac www teh-tam•wrCawww ahciadustvare ICC: wwwicca=r� ((1.2S) 1-3 -2313 C1.2 S)% 79(1.60) 0.17 22 CBC -2016 DEFL RATIO: L/240 TC: L/24 - 3-4 -1448(1.25)/ 116(1.60) 0.20 4-5 -1467 1.2S / 114(1.60) 0.34 5-6 -1483(1.2S)/ 73( 1.60) 0.34 BC COMP. OUR.)/ TENS DUR.) CSI 7-8 -118 1.60))/ 2256 1.M 0.59 17-1-15 ,4 11-11-9 ' a -99-30 - -7f 1.60)% 1339 1.25) 0.47 r1 2 3 5 6 10-11 -36 1.60))/ 110 1.60)) 0.38COM .. _ 5.00 - -5.0 2w8-3CSI 73(lu2f)/.T�73 1u60) 008 3-8 / 548 1.25) 0.22 3-9 -702 1,25)/ 72 1.60) 0,63 4-9 -3 1.60)/ 682 1.25))) 0.28 - 6x6 . 5-9 -168 1.25 / 73 1.60 0.17 5-10. -434 1.25))/ 74 1.60 0.17 . 6-10 -38 1.60)/ 1414 1.2S) 0.17 6-11 -1256 1.2f)/ 76 1.60) 0.16 AB connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates �} //�� A J 1/3017 /30/L0 7-5-12 D-3-1! u=11a K6 8-3-10 T SHIP 2-5-15 1 B2 50:308 R:1297 U:-52 T. 29-1-8 4-7-10 No. C 72160 7 8 9 10 11 STUB * 4 CIVI �pP 9�Q CAUF� AB connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates �} //�� A J 1/3017 /30/L0 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 1 1 / 268 - Homewood Truss *"WARNING!** READ AND FOLLOWALL NOTES ON THIS DRAWING! Cust: SUNNY DHAMI (C4) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Dri veJ4L0620117_L00007_J00001 Trusses require extreme care in ratrcmating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component W0: Dri ve._hL0620117_L000 Safety Information, by TPI and WTCA) for safety practices prior to performing Nese functions. Installers shall provide temporary bracing per SCSI. Unless Dsgn r : AW #LC = 83 WT/PLY: 190 V V rr noted otherwise, top chord shall have property attached structural sheathing and bottom chord shag have a property attached dgid ceiling. Locations shown TC Live 20.00 psf Li veDu r L=1.25 P=1.25 �t rr �� r� T7 �Uj�\v�� for permanent lateral restraint o1 webs shag have bracing installed per SCSI sections B3, 87 or 810, as applicable. Appy plates to each face of truss and positionasshownaboveaMontna.loimoetailsreporLunlessnotedotherwise. TC Snow(Pf) 0.00 psf SnowOur L=1.15 P=1.15 /�,/ JI IIIII� Alpine. a division of ITW Building Components Group Inc., shag trot be responsible for arty deviation from this drawing, arty legate m build the truss in TC Dead 17.00 psf Rep Mbr Bnd / Comp / Tens AN ITMI COMPANY conformance with ANSIRPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page luting this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2620 N. Great SWPkwy. Grand Prafde, 7X 75050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANSYTPI l See.2 TRUSPLUS 6.0 VER: T6.5.21 For more information see mit jobs general notes page and these web sites: ALPINE: „m ataaeM mm. lac www teh-tam•wrCawww ahciadustvare ICC: wwwicca=r� Bldg Code: CBC -2016 DEFL RATIO: L/240 TC: L/24 Job Name: 3 BEDROOM RESIDENCE Truss ID: D03 c OFuF�" Q 1 BRIG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 ga. positioned per plates plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. Required bearing widths and bearing areas 1 0- 3- 8 1283 3.50" 1.50" BC 2x4 DFL #1 & Btr. "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Fabrication Tolerance - 20.0% Cust: SUNNY DHAMI app! when truss not supported in a hanger. 2 24- 3z 4 1088 HGR 1.50" BRG HANGER/CLIP NOTE WEB 2x4 DFL STANDARD DIR: Dri Ve M 0620117_L00007_J00001 Bearings designed for an FcPerg value of the require e,treme rare in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edNon of BCS! (Buitdng Component UPLIFT REACTION(S) : WO: Dri veli -0620117_L000 2 Hanger TBE* Kcr (creep factor) - 3.00 Refer to Joint QC Detail Sheets for lesser of the truss chord lumber value or 625 for all bearings. #LC = 78 WT/PLY: -167 Support C&C Wind 1 -116 lb Non -Wind _ *HANGER`S) TO BE ENGINEERED Cq factors and Rotational Tolerances. Ll r L=1. 2 5 P=1.2 IRC/IBC truss plate values are based on ^ 17 lU�\vl I 2 -71 lb per sectiora or as applicable. plates to each of truss and permanent shown abrestraint n webs slag have bredng position as shown shwa and on the Joint Details report unless robed otherwise. Support Connection(s)/Hanger(s) are Loaded for 10 PSF non -concurrent BCLL. owDu $nOwDu r L=1. 15 P=1.15 5 testing and approval as required by IBC 1703 - HORIZONTAL REACTION(S) not designed for horizontal loads. Loaded for 200# non -concurrent moving BCLL. TC Dead 17.00 psf and AN and are reported in ESR -1118. AN ITW COMPANY support 1 259 lb MAX DEFLECTION (span) End verticals are designed for axial loads 2820 N. Great SW Pkwy. GrandPra6fo, 7X 750SO PLATING BASED ON GREEN LUMBER VALUES. support 2 "259 16 L/999 MEM 8-9 (LIVE) LC 56 only, unless noted otherwise. This truss is designed using the TRUS PLUS 6.0 VER - T6 . S . 21 ' For more information see this job's general notes page and these web sites: ALPINE: www.elolneitx.edm:TPI: ympmjmmf1RID:WTCAwwws6ondustrv.om:ICC: L- -0.26" CC- -0.20' CL= -0.46" Left Overhang(s) are ut to be rcmoved. DEFL RATIO: L/240 TC L/24 ASCE7-10 Wind Specification MAX DEFLECTION (cant) OVERHANG(S) MAY 8E SHORTENED UP TO 3" MAX.! Bldg Enclosed Yes, L/400 MEM OL- 1 (LIVE) LC 77 Left Overhang Soffit loading - 5.0 psf Truss Location - Not End Zone - - L- -0.07" CC- -0.02" CL= -0.09" Not designed for attic storage unless Exp Category = C EX.WB DEF CRITERIA:L/120 noted otherwise. Bldg Length 40.00 ft, Bldg Width - 30.00 ft IN MEM 10- 6; T- 0.03" Mean roof height - 13.74 ft, mph110 X13.2 _= joint Locations ®_ Occupancy Category II, Dead Load psf 1 0- o- 0 6 24- 5- 0 - Designed as Main Wind Force Resisting System 2 7- 0- 0 7 0- 0- o 3 12- 1- 0 8 8- 7- 8 - - - LOW -rise and Components and Cladding 4 1 1-1s 9 17- 1-1s - Tributary Area 49 Sq - 5 2: 9- 8 10 24- s- 0 Vertical members exposed to wind: 10- 6 - CRITICAL MEMBER FORCES: - TC COMP. DUR. / TENS. DUR. CSI OL- 1 0 1.60 / 65 1.25 0.25 1-2 -2056((1.25)))/ 35 1.601 0.3S273 - - - 60)) 24 -1916 3-4 1.601 60)) 0.20 4 -510 -899(1.60)% 5-6 122 1.60) 0.11 BC COMP.(DUR.)/ TENS. (DUR.) CSI 7-8 -195(1.60)/ 1813(1.25) 0.59 r 17-1-15 7-3-1 ' 14 - 8-9 -167((1.603/ 1289 (C1.2S) 0.538 1 - 2 - 3 5 6 9-30 -118 1.60 /, 565 1.25)) 0.53 MB COMP. ((DUR.))/ TENS. OUR.) CSI F5 DO -5'Q - - - 2-8 -395(1.25)/ 74 1.60) 0.08 3-8 '/ 574 1.20) 0.23 3-9 -728(1.25)/ 76 1.60) 0.65 4-9 - -19(1.60)/ 369 1.25) 0.15 - - 6X6 - - - 5-9 / 381 1.25) 0.15 5-10 -1086(1.25)/ 98 1.60) 0.83 . - 6-10 . -114 1.25 / 49 1.60) 0.32 3X6 ' - - 5X6 1.5X3 7-5-12 1.5X3 T B-3-10 - SHIP 2X1D l 0-3-15 61 zsxa sxs soca. Bz �OFES&p�,� W:308 W:308�T. TgN`r�Ej R:1283 R:1088 J U:-116 U:-71 y 24-5-0 s a e No. C 72160 7 8 9 10 STUB * >4 c OFuF�" All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super Strength 18 Plates are to be Joint Detail Report. Circled and false frame ga. positioned per plates plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 1 /30/2017 268 - Homewood Truss "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: SUNNY DHAMI i Job Name: 3 BEDROOM RESIDENCE Truss ID: D04 Qty: 1 BRIG X -LOC REACT SIZE REQ -0 TC 2x4 DFL #1 & Btr. Web bracing required at each location shown. Required bearing widths and bearing areas in hanger. 1 0- 3- 0 1071 3.50" 1.50" 2 19- 6-12 876 HGR 1.50" BC 2x4 DFL #1 & Btr. ® Refer to BCSI for proper required lateral For bracing, aPp1 when truss not supported a UPLIFT REACTION(S) : BRIG HANGER/CLIP NOTE WEB 2x4 DFL STANDARD Designed per ANSI/TPI 1-2014 restraint. alternative web see ITWBCG's standard details. Support C&C Wind Non -Wind 2 'LSSU28 Bean ngs designed for an FcPerp value of the Fabrication Tolerance - 20.0% 1 -116 lb " Support Connections)/Hanger(s) are lesser of the truss chord lumber value or Kcr (creep factor) - 3.00 2 -108 lb not designed for horizontal loads. 625 for all bearings. Refer to Joint QC Detail Sheets for HORIZONTAL REACTION(S) SEE SIMPSON CATALOG IRC/IBC truss plate values are based on Cq factors and Rotational Tolerances. support 1 37S lb FOR ADDITIONAL INSTALLATION NOTES testing and approval as required by IBC 1703 Loaded for 10 PSF non -concurrent BCLL. support 2 375 lb MAX DEFLECTION (span).: and AN and are reported in ESR -1118. Loaded for 200# non -concurrent moving BCLL. This truss is designed using the L/999 MEM 7-8 (LIVE) LC 58 - End verticals are designed for axial loads PLATING BASED ON GREEN LUMBER VALUES. ASCE7-10 Wind Specification L= -0.22" CC- -0.17' CL= -0.39" only, unless noted otherwise. Not designed for attic storage unless Bldg Enclosed - Yes, MAX DEFLECTION (cant) : Left Overhang(s) are not to be removed. noted otherwise. Truss Location Not End Zone L/407 MEM OL- 1 (LIVE) LC 70 OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! Exp Category = C L- -0.07" CC- 0.02" CL= -0.05" Left Overhang Soffit loading = 5.0 psf Bldg Length 40.00 ft, Bldg Width 30.00 ft EX.WB DEF CRITERIA:L/120 Mean roofheight = ft, mph = 110 IN MEM 9- 5; T- 0.15" - , De Occupancy Category II, Dead Load = 13.2 psf �= Ioint Locations ®_ - Designed as Main Wind Force Resisting System 1 0- 0- 0 6 0- 0- 0L ow-rise - Low-rise and Components and Cladding 7- 0- 0 7 8- 7- s 3 12- 1- 0 8 17- 1-15 Tributary Area - 39 sqft 4 17- 1-15 9 .19- 8- 8 Vertical members exposed to wind: 9- 5 5 19- 8- 8 CRITICAL MEMBER FORCES: TC' COMP. DU0..11 TENS. DU0..) CSI OL- 1 0 1.25)/ 6f 1.25) 0.2S 52 1.25 / 38 1:60) 0.29 1-2 -1'I'll-'2'5 2-3 -1317 1.25)/ 63 1.60) 0.26 3-4 -376 1.25))/ 118 1.60) 0.20 - - - 4-5 -320 1.25)/ 116 1.60) 0.07 BC COMP. DUR.)/ TENS. (DU R.) CSI 6-7 -2211.60)/ 1352 (1.25) 0.56 - 7-8 -1901.60))/ 802 1.25 0.52 17_1_15 r 2{-g r - 8-9 - 9811.60 / 277 1.60 0.36 2 3 74 WB COMP.(OUR.)/ TENS.IOUR.) CSI 2-7. -410(1.25)/ 781.60) 0.09 5.0x5 0 - 3-7 / 6091.2S 0.253-8-747(1.25)/ 771.60) 0.67 4-8 -60(((1.25)/1171.60)0.056X65-8 -107 1.60)/. 7491.25) 0.30S-9881 1.25)/. 1021.60) 0.87 - - 5X6 3X4 7-5-12 1.5X3 6-5-0 8-3-10 SHIP 3X6 0-33--16 J 2.sxa 5X6 2xa RA0781 W 30828 V§W U:-116 R:876�ya�� U:-108 4 r� 19-8-8 .14-0-10 6 7 B 9 STUB No. C 72180 All connector plates are ALPINE Wave 20 ga., unless preceded by *H* for High Strength 20 a., -S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 1 /30/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Trus "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: SUNNY DHAMI (G4y **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Dri veJ4-0620117_L00007_100001 T --,-, 6,e extreme care in fabricating, handling. shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component WO: D rT ve-M-0620117_LD00 Dsgn AW #LC 71 WT/PLY: 142 Safety Information, by TPI and WTCA) for safety practices prior to performing Nese functions. Installers shall provide temporary bracing per SCSI. Unless r : = v V ru noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown TC Live 20.00 psf _P=1.25 L7 r L-1. 2 S for permanent tan a restraint n webs shall have bracing installed per SCSI iseCore B3, 87 or 870, as applicable. Apply plates to each face of buss and position as shown above and on the Joint Details report, amass noted otherwise. TC Snow(Pf) 0.00 psf owDu SnowDu r L=1.15 P=1.15 Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing. any failure to build the truss in TC Dead 17.00 psf Rep Mb r Bnd / Comp / Tens . AN 17DY COMPANY conformance with ANSIrrPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building BC Dead 8.00 psf 0. C .Spacing 2- 0- 0 Designer per ANSVTPI t Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For mora information see this job's general notes page and these web sites: Bldg Code: CBC -2016 DEFL RATIO: L/240 TC: L/24 ALPIME:www.aoneiwcam:rPcw cafe stere-WTCA: wwwalcindustry.or, :ICC:-icrsafe.ara s Job Name: 3 BEDROOM RESIDENCE Truss ID: DOS Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 Required bearing widths and bearing areas " 1 0- 3- 0 862 3.50" 1.50" BC 2x4 DFL #1 & Stir. Fabrication Tolerance 20.0% aPp1 when truss not supported in a hanger. 2 14-10- 4 663 116 1.50" WEB 2x4 DFL STANDARD Bearings designed for an FcPerg value of the UPLIFT REACTIONS) : BRG HANGER/CLIP . NOTE Kcr (creep factor) - 3.00 lesser of the truss chord lumber value or Support C&C Wind Non -Wind 2 °LSSU28 Refer to Joint QC Detail Sheets for 625 for all bearings. 1 -161 lb Support Connections)/Hanger(s) are Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based an 2 -171 lb not designed for horizontal loads. Loaded for 10 PSF non -concurrent BCLL. testing and approval as required by IBC 1703 HORIZONTAL REACTION(S) SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES Loaded for 200# non -concurrent moving BCLL. and AN I/TPI and are reported in ESR -1118. VALUES. - support 1 448 b 2 448 lb MAXDEFLECTTON (span) : End verticals are designed for axial loads only, unless noted otherwise. PLATING BASED ON GREEN LUMBER This truss is designedusing the support L/853 MEM 5-6 (LIVE) LC 58 Left Overhang(s) are nut -to be rcmoved. - ASCE7-10 Wind Specification _ _ Ll r L-1.2 5 P-1.2 S L- -0.21" CC- -0.14" CL- -0.35" - OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! Bldg Enclosed - Yes, - owDu SnOWDUr L=1.15 P=1.15 MAX DEFLECTION (cant) : Left Overhang Soffit loading - 5.0 psf Truss Location - Not End Zone - '- L/412 MEM OL- 1 (LIVE) LC 74 Not designed for attic storage unless Exp Category C 1.15 / -1.10 / 1.10 L- -0.07" CC- 0.03" CL= -0.04" EX.WB DEF CRITERIA:L/120. noted otherwise. Bldg Length 40.00 ft, Bldg Width - 30.00 ft 0. C. Spaci ng 2- 0- 0 IN MEM 7- 4; T. 0.15" Designer perANSI/TP/ t Sec.2 X Mean roof height = 13.13 ft'mph 110 Occupancy Category II, Dead Load -13.2 psf ® loint Locations m - -Designed as Main Wind Force Resisting System - 1 D- 0- 0 . s 0- o- 0 - Low-rise and Components and Cladding 2 7- 0- 0 6 a- 1- B 3 12- 1- 0 7 15- 0- 0 Tributar Area 30 sgft - y 4 15- 0- 0 Vertical members exposed to wind: 7- 4 CRITICAL MEMBER FORCES: TC CDMP6. OUR. / TENS. DUR. CSI OL- 1 0 1.25 / -65 1.25 0.25 " - 1-2 -1034 1.2f / 107 1.60 0.31 2-3'.' -795 1.2f / 123 1.60 0.29 3-4 -150 1.60 / 111 1.60 0.12 - - .- - BC NMP. (OUR.)/ TENS. (DUR.) CSI S-6 -278(1.603/ 878(1.253 O.54 6-7 -168(1.60 / 308(1.25 0.44 - 1 2 3 4 �WB COMP. DUR. / TENS. WR. CSI 2-6 -435 1.2f / 145((1,60 0.09 3-6 -6f 1.60)/ 0.11 '. - 5.00- - .626(1.253 3-1 -627 1.2 S)/ 143(1.60) 0.36 . - .. . '4-7 -61 1.25)/ 71(1.60) 0.72 1.5X3 2.5X4 - 6-6-15 1.5X3 6-6-15 . 7-0 13 SHIP . 2 5X4 _ J 0-3-15 2.5X4 2.50 B1 82 W:308 *LSSU28 R:862 W:308 U:-161 R:663 U:-171 15-0-0 118-92 .0 No. C 72160 5 s 7 Slue CMI. 4TFOF IF - AB connector plates are ALPINE Wave 20 ga., unless preceded by •H' for High Strength 20 ga., •S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled places and false frame plates 1/30/2017 n A J /3O/2O • are postttoned as shown above. Shift gable stud plates to avoid overlap with structural plates. 1 1 -/ 268 - Homewood Trus **WARNING!** READ AND FOLLOWALL NOTES ON THIS DRAWING! Cust: SUNNY DHAMI (C41 **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Dri vejL0620117_L00007_)00001 Trusses require ezUeme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component W0: Dri veJL0620117_L000 Safety Information, by TPI and WTCA) for safety practices prior to performing Nese functions. Installers shag provide temporary bracing per BCSI. Unim Dsgn r : AW #LC = 74 WT/PLY: 96 v V ry noted otherwise, tap chord shall have properly attached structural sheathing and bottom chord shell have a propend attached rigid ceiling. Locations shown TIC Live 20.00 psf _ _ Ll r L-1.2 5 P-1.2 S D I�\II ��r� r7 for permanent lateral ve and n webs shag have bracing mess etl per Cher sections B3, B7 or 870, as applicable. Appy plates to each face of Inas and position as shown above on the.loint Details report. amass noted otherwise. TC SnOW (Pf) 0.00 psf owDu SnOWDUr L=1.15 P=1.15 u v Alpine, a division of ITW Building Components Group Inc. shag not be resporaible for any deviation from this drawing, any failure to build the truss in TC Dead 17 .00 psf Rep Mb r Bind /Comp /Tens AN /TW COMPANY centormance vdth ANSIrTPI 1, or for handling, shipping, instaflation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / -1.10 / 1.10 2820 N. Great SWPimy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building BC. Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer perANSI/TP/ t Sec.2 TRUSPLUS 6.0 VER: T6.5.21 Far more irdormetian see Uis job's general notes page arty these web gibes: AIPiNE:wnwvatoineihvmm:TPi: wrcawvw.axineaaw.oro Icc: Bldg Code: CBC -2016 DEFL RATIO: L/240 TC: L/24 Job Name: 3 BEDROOM RESIDENCE BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. 1 0- 8- 9 624 17.15" 1.50" 8C 2x4 DFL #1 & BLT.. 2 3- 5-15 347 3.50" 1,50 DG SLIDER 2x4 DFL #1 & Btr. - 3 4- 9-15 287 3.50" 1.50" WEB 2x4 DFL STANDARD 4 6- 1-15 288 3.50" 1.50 Kcr (creep factor) - 3.00 5 7- 5-15 311 3.50" 1.50" IRC/IBC truss plate values are based on 6 8- 9-15 299 3.50" 1.50 testingg and approval as required by IBC 1703 7 10- 1-15 264 3.50 1.50" and ANSI/TPI and are reported in ESR -1118. 8 11- 4- 3 243 3.50 1.50" Mark all interior bearing locations. MAX DEFLECIION (span) 'Permanent bracing is required to L/999 MEM 9-10 (LIVE) LC 52 pprevent rotation/toppling. See L= 0.00" CC- 0.00" CL= 0.00" SCSI and ANSI/TPI 1. EX.WB DEF CRITERIA:L/120 PLATING BASED ON GREEN LUMBER VALUES. IN MEM 16- 8; T= 0.04" End verticals are designed for axial loads �= Joint Locations only, unless noted otherwise. 9 0-.0- 0 Not designed for attic storage unless 3 4- 9 -IS 11 210 4- 9-15 3- 5-15 noted otherwise. 4 6- 1-15 12 6- 1-15 - 5 7- 5-15 13 7- 5-15 6 6- 9-5 14 8- 9-15 7 10- 1-115 15 10- 1-15 8 11- 5MES 16 11- 5-15 - - CRITICAL MEMBER FORCES: TC COMP. OUR.)/ TENS. DU R.) CSI 1-2 -231 1.60)/ 18 1.25) 0.07 _ 2-3 1-202 1.60)/ 13 1.2f) 0.07 - 3-4 -190 1.60)/ 16 1.2f) 0.04 4-S -166 1.60)3/ 17 1.25 0.04 5-6 -141 1.60 / 38 1.60 0.04 6-7 -120 1.60 / 63 1.60 0.04 7-8 -108 1.60)/ 87 1.60) 0.04 BC' CDM' MR.)/ TENS.((DUR.) CSI 10-11 -63 (1.60) 202(1.2S) 0.06 11 / 0.04 12-13 / 0.03 1 14 111 0.14 15-16 / 0.03 _ WB COMP.(OUR J/ TENS.(DUR.) CSI 2-10 -309 1.zs;/ 0.03 3-11 -201 1.zs / 0.02 - 4-12 -231 1.25)/ 0.03 - - 5-13 -23811.25)/ 1.25)/ 0.04 6-14 -2471.25)/. - 0.05 -7-1f -1271.25)/ 0.04 7-16 -1271.25)/ 60 1.60) 0.04 - 8-16 -111 .12(1.60) 0.34 5-1-7 0-0-2 Truss ID: D06 Designed per ANSI/TPI 1-2014 Fabrication Tolerance - 20.0% Bearings designed for an FcPerP value of the lesser of the truss chord lumber value or 625 for all bearings. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200# non -concurrent moving BCLL. Install interior support(s) before erection. Building designer shall verify gable loads and eave loads, if applicable. ,Refer to appropriate ITWBCG's Standard Gable Details for information regarding the bracing of this gable truss. 2 3. 4 5 6 7 8 5.00 z.axn I__2:�11-5-1 s 9 .10 11 1213 14 15 16 1 UPLIFT REACTIONS) : Support C&C Wind Non -Wind - 1 -86 lb 2 -52 lb 3 -32 lb 4 =38 lb 5 -38 lb 6 -40 lb 7 -22 lb 8 -63 lb HORIZONTAL REACTIONS) support 1 -196 b support 2 202 lb This truss is designedusingthe ASCE7-10 Wind Specification Bldg Enclosed - Yes, Truss Location = Not End Zone Exp Category C Bldg Length 40.00 ft Bldg Width - 30.00 ft Mean roof height - 12.f4 ft, mph 110 Occupancy Category II, Dead Load 13.2 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 48 sqft Vertical members exposed to wind: 16- 8 . . Truss designed to support 2-0-0 top chord outlookers and cladding load not to exceed 10 PSF one face, and 24" spanopposite face. 'Top chord may be notched 1.5 deep x 3.5' at 48" o/c along top edge. DO NOT OVER CUT. No knots or other lumber defects allowed within 12" of notches. Do not notch in overhang or heel panel. 5-11-4 HIP 11SHIP TYPICAL PLATE: 2X4 OVER CONTINUOUS SUPPORT ,k T. No. C 72160 All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S" for Super �J Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 1/30/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "*IMPORTANT" Cust: SUNNY DHAMI DIR: Drivel 117_L00007�00001 (G4) FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. \\\V Trusses require ertreme cars in rabdcatirg, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component WO : D ri ve�L06201620117_L000 AW #LC 63 Wi/PLY : 109 Safety Information, by TPI and WTCAI for safety practices prior to performing Nese functions. Installers shall provide temporary bracing per SCSI. Unless Dsgn r : = /e/'// Tu noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown TC Live 20 . QQ 5f - Li veDu r L-1 . 2 $ P=1.2 $ r� ri � I�\II ALM lateral restraint n webs intshall have bracing installed per Cher sections B3. B7 or 870, as applicable. Appy plates o each face of truss and for permas shown position as shown above and on the Joint Details report, unless noted otherwise. TC Snow (Pf) 0.00 psf $nowDUr L=1.1$ P=1.1$ '1LII� u v Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 17.00 psf Rep Mb r Bnd / Comp / Tens AN /TW COMPANY cath°rmaxe with ANSUTPI 1, at for hang, shipping, installation & bracing o1 trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.00 / 1.00 / 1.00 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 ' Designer per ANSI/TPI 1 Sec.2 TRUSPLUS 6.0 VER T6.5.21 For more information see mis job's general notes page and these web sites: Bldg Code CBC -2016 9 DEFL RATIO: L/240 TG L/24 ' ALPINE :=0ejfloineitw-mm: TPI: vdetjtaast.oraWTCA:wvrw.ebdndastrv.=ICC: www.iecsafe.ora Job Name: 3 BEDROOM RESIDENCE Truss ID: DOF Qty: 1 BRG X -LOC REACT SIZE REQ -0 TC 2x4 DFL #1 & Btr. --[PMI-PLATE MONITOR USED -See Joint Report"" UPLIFT REACTION(S) : 1 0- 6- 0 1673 3.50 1.78" BC 2x6 DFL #2 Plates outside the truss perimeter are Support C&C Wind Non -Wind 2 32- 9- 3 1656 3.50" 1.77" 2x6 DFL SS 10-12 designed for the location shown only. 1 -121 lb MAX DEFLECTION (span) : MEM LC 79 DG SLIDER 2x4 DFL #1 & Btr. Trim to match profile if necessary. 2 -115 lb L/999 5-6 (LIVE) L. -0.16" CC- -0.39" CL= -0.55" WEB 2x4 DFL STANDARD GBL BLK 2x4 DFL STANDARD Designed per ANSI/TPI 1-2014 Fabrication Tolerance - 20.0% This truss is designed using the ASCE7-10 Wind Specification MAX DEFLECTION (cant) : 2x6 DFL #2 3 ,7 ,11 Bearings designed for an FcPerP value of the Bldg Enclosed - Yes, L/461 MEM OL -RS (LIVE) LC 42 Kcr (creep factor) - 3.00 lesser of the truss chord lumber value or Truss Location - Not End Zone L=1 0.07" CC- 0.01" CL= 0.08" Refer to Joint QC Detail Sheets for 62S for all bearings. Exp Category C ]aint Locations =a=te Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on Bldg Length 40.00 ft, Bldg Width = 30.00 ft i 0- o- 0 7 32-10-15 z 7- a- 0 6 0- 0-0 Loaded for 10 PSF non -concurrent BCLL. - testingg and approval as required by IBC 1703 Mean roof height = 13.74 ft, mph 110 3 12- 1- 0 9 8- 7- a Loaded for 200# non -concurrent moving BCLL. and AN and are reported in ESR -1118. Occupancy Category II, Dead Load = 13.2 psf 4 1-15 10 2S- 1-1s PLATING BASED ON GREEN LUMBER VALUES. r Building designer shall verify able loads 9 9 Y 9 Desi ned as Main Wind Force Resisting System 9 Y s zz- z-ls a 2f- a- 6 '2 Left Overhang(s) are not to be removed.- and eave loads, if appplicable. i - Low-rise and Components and Cladding 6 27- 3-14 lz 32-10-15 OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! Refer to appropriate ITWBCG's Standard Tributary Area - 66 sqft CRITICAL MEMBER FORCES: TC COMP. DUR. / TENS.11)11,� CSI Left Overhang Soffit loading - 5.0 psf Gable Details for information regarding " () Brace this member by attachment to lower OL -RS 0 1.60/ 6s1.20.26 Not designed for attic storage unless the bracing of this gable truss,roof diaphragm or with purlins at 24" o.c. 1-2 -3113 1.25)/ 651.60 0.32 -2891 1.25)/ 821.60 0.253-4 -1987 1.25)/ 1091.60) 0.21 noted otherwise.2-3 - - Truss designedto support2-0-0 top chord outlookers 4-5-1990 1.253/ 1181.603 0.26and 5X12 TRUSPLUS 6.0 VER: T6.5.21 - cladding loadnot to exceed 10 PSF one face, S-6 -2535 1.25 / 881.60 0.34 6-7-230 1.25)/ 701.60) 0.82 ( _ and 24" span opposite face. Top chord may be notched 1.5 deep x 3.5' at 48" o/c along top edge. DO NOT ac coMP. TENs.i0iuh CSI 0-3-153X4 OVER CUT. No knots or other lumber defects allowed a-9 zs 1.60)/ 2aso1.2s o.49 9-10 -71.60)/ 23201.2s 0.50 - 3X4 within 12" of notches. Do not notch in overhang or 10-11 / 21981.25)) 0.34 heel panel. 11-12 -18(1.60)/ 2464.2f) 0.65 W:308 WB COMP. (DUR.)/ TENS. 111 CSI - 0 2-9 -411(1.25)/ 64 1.66 0.07 '3-9 / S39 1.25 0.22 3-10 -749((1.25))/• 74 1.60 0'.61 4-10 -6(1 60)/ 1117 1 2f 0 45 - - U:-121 .5-10-566 1.25 / 74 1.60 0.48 - - 17-1-15 °?9�,QFCAU.P 15-9-0 All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., 'S' for Super 3 2 1 25 13 6-1119 . -3(1.21, 326 69 1.60) 0.05 1 2 2X4 3, 4 5 6 7 are poslboned as shown above. Shift gable stud plates to avoid overlap with structural plates. 5.00 1 1 -5.0 **WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: SUNNY DHAMI 3X4 3X4 3X4 2X4 DIR: Dri ve M 0620117_L00007_100001 ^ require nrtrema care in fabricating, handling. shipping, installing and tracing. Refer to and follow the latest edition of BCSI (Buildng Component 2X4 2X4 2X4 Safety ].formation, by TPI and WTCA) for safety practices prior to performing Nese functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r : AW 2X4 2X4 X6 3X4 T2X4 20.00 psf Li veDu r L=1.25 P=1.25 2X4 X4 2X4 for permanent lateral restraint of webs shag have bracing installed per BCSI sections B3, B7 or 810, as applicable. Appy plates to each face of truss and position as shown above and on the Joint Details reporL unless noted otherwise. 2.5X4 0.00 psf 2.5X4 II 2X4 2X4 17.00 psf 7-5-12 2X4 conformarxe wbh ANSVTPI 1, or tar handiing, shipping, imtagadon & bradng of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility ( X4 2X4 1.15 / 1.10 / 1.10 2X4 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building BC Dead 2X4 8-3-10 2X4 Designer per ANSYTF11 Sec.2 (• 2X4 SHIP 5X12 TRUSPLUS 6.0 VER: T6.5.21 - Formoreinformation see this job's general notes page and these web sites: ALPINE:yary_aluneiN,.mmluneiNr.mm:TPI: XoTyJinatore:WrClcyyy .rLftyaLS tinetigrnre:ICC:y !ccsafa.em ( S0712 ' 11 x o-1]-0 0-3-153X4 7X8 3X4 2.5 4 81 5X6 6P W:308 W:308 0 R:1673 R:1656 U:-121 U:-115 2 �2-0 32-10-15 8 9 10 11 12 SSIo�,� T. TANiR No. C 72160 TYPICAL PLATE: 1.5X3 °?9�,QFCAU.P All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., 'S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled Wtes and false (fame plates 1/30/2017 �} A /30/20 T are poslboned as shown above. Shift gable stud plates to avoid overlap with structural plates. 1 1 268 - Homewood Tr SS **WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: SUNNY DHAMI A) "IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Dri ve M 0620117_L00007_100001 ^ require nrtrema care in fabricating, handling. shipping, installing and tracing. Refer to and follow the latest edition of BCSI (Buildng Component WO: Drive-A-0620117_LQDO Safety ].formation, by TPI and WTCA) for safety practices prior to performing Nese functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r : AW #LC = 80 WT/PLY: 387 v VTrusses TV not ed otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached dgid ceiling. Locations shown TC Live 20.00 psf Li veDu r L=1.25 P=1.25 �� r� rl _ IU!\\\Vv! for permanent lateral restraint of webs shag have bracing installed per BCSI sections B3, B7 or 810, as applicable. Appy plates to each face of truss and position as shown above and on the Joint Details reporL unless noted otherwise. TC Snow(Pf) 0.00 psf SnowDu r L=1.15 P=1.15 II Alpine. a division of 17W Building Components Group Inc., shag not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 17.00 psf Rep Mb r Bnd / Comp / Tens AN /TW COMPANY conformarxe wbh ANSVTPI 1, or tar handiing, shipping, imtagadon & bradng of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Pralde, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANSYTF11 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 - Formoreinformation see this job's general notes page and these web sites: ALPINE:yary_aluneiN,.mmluneiNr.mm:TPI: XoTyJinatore:WrClcyyy .rLftyaLS tinetigrnre:ICC:y !ccsafa.em Bldg Code: CBC -2016 DEFL RATIO: L/240 TC: L/24 Job Name: 3 BEDROOM RESIDENCE Truss ID: E01 Qty: -1 BRG X -LOC REACT SIZE REQ'D TC 2x4 .DFL #1 & Btr. Designed per ANSI/TPI 1-2014 UPLIFT REACTIONS) 1 0- 1-12 1261 3.50 1.50" BC 2 x 4 DFL #1 & Btr. Fabrication Tolerance - 20.0% Support C&C Wind Non -Wind 2 23-11-10 1266 3.50" 1.50" WEB 2x4 DFL STANDARD factor) .Bearingsdesigned for an FcPerp value of the 1 -109 lb lb MAX DEFLECTION (span) : L/999 MEM 6-7 (LIVE) LC 48 Kcr (creep - 3.00 Refer to Joint QC Detail Sheets for lesser of the truss chord lumber value or 625 for all bearings. 2 -114 This truss is designed using the L- -0.22' CC- -0.27" CL- -0.49" _ Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on ASCE7-10 Wind Specification MAX DEFLECTION (cant) : - Loaded for 10 PSF non -concurrent BCLL. e testing and approval as required by IBC 1703 Bldg Enclosed Yes, L/424MEM 5 -OR (LIVE) LC 70 Loaded for 200# non -concurrent moving BCLL.' and ANSI/TPI and are reported in ESR -1118. Truss Location Not End Zone L. -0.06" CC- 0.05" CL- -0.02" Right Overhang(s) are not to be removed. OVERHANGS) MAY BE SHORTENED UP TO 3" MAX..! PLATING BASED ON GREEN LUMBER VALUES. Not designed for Exp Category C Bldg Length 40.00 ft, Bldg Width - 30.00 ft �= Joint Locations ® 1 D- o- o 6 D- 0- 0 , Right Overhang Soffit loading 5.0 psf attic storage unless noted otherwise. Mean roof height - 12.68 ft, mph 110 S'8- 7- 8 - - - .Occupancy Category II, Dead .Load - 13.2 psf 0 6 1S- 6- 8 4 17- z- 0 9 24- 2- 0 CIVIL� _Q`P OF CAUV Designed as Main Wind Force Resisting System 5 -24- 2- 0 � �} J 1/30/2017 IJ OI�O - - Low-rise and Components and Cladding CRITICAL MEMBER FORCES: 1 / 268 - Homewood Trus Tributary Area 48 sqft TC COMP. DUR.)/ TENS.(DUR6 CSI 1-2 -2090 1.25)/ 81((1.60) 0.40 - "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Dri ve-M-0620117_L00007_)00001 2-3 -1850 1.25)/ 103(1.60, 0.31 - W0: Dri ve�0620117_L000 3-4 -1823 1.25)/ 99((((((1.60 0.29 4-S -2060 1.25)/ 78 1.60 0.31 Dsgn r : AW - - $-OR 0 1.25)/ 65 1.25 0.26 TC Live 20.00 psf - BC COMP. (OUR.)/ TENS. ((((((DUR.)) CSI � �uj�\V� �� r� rl � for permanent lateral restraint of webs shad have bracing finless n per BCS! sections 03, B7 or 810, as applicable. APPN Plates to each face of truss end position as shown above and on the Joint oefaits report unless noted otherwise. 6-7 -13(1.60)/ 18S7C1.2 f) 0.65 0.00 psf owDu SnowDu r L=1.15 P=1.15 7.-8-" / 12SS((((1.25) 0.46 8-9 -23(1.60)/ 1823 1.25) 0.61 Alpine. a division of ITW Building Components Group Inc.. shag not be responsible for any deviation from this drawing, any failure to build the truss in - TC Dead MB COMP. (OUR.)/ TENS. (DUR.) CSI - AN ITW COMPANY - 2-7 -449(1.25)/ 89(1.603 0.10. 3-7 10((1.60)/ 650 1.2S 0.26 3-8 -4 1.60)/ 606 1.25) 0.25 . 0.00 psf - - 2020 N. Great SWPkwy. Grand Plaids, TX 75050 - T. W:308 W:308 R:1261 R:1266 U:-109 U:-114 No. C 72160 L 24-2-0 t Ar 6 7 8 9 CIVIL� _Q`P OF CAUV AD connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 gga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false trema plates � �} J 1/30/2017 IJ OI�O are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 1 / 268 - Homewood Trus "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: SUNNY DHAMI (1541 "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Dri ve-M-0620117_L00007_)00001 ^ Trusses require ertreme Care in fabricating, handling, slipping, installing and bracing. Refer to and follow the latest adtion of SCSI (Building Component W0: Dri ve�0620117_L000 Satsly Information, by TPI and VJTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless Dsgn r : AW #LC = 71 Wl/PLY: 131 v V noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a properly atbched dgid ceiling. locations shown TC Live 20.00 psf - - L1 r L-1.2 5 P-1.2 5 17 IIL= � �uj�\V� �� r� rl � for permanent lateral restraint of webs shad have bracing finless n per BCS! sections 03, B7 or 810, as applicable. APPN Plates to each face of truss end position as shown above and on the Joint oefaits report unless noted otherwise. TC Snow(Pf) 0.00 psf owDu SnowDu r L=1.15 P=1.15 Alpine. a division of ITW Building Components Group Inc.. shag not be responsible for any deviation from this drawing, any failure to build the truss in - TC Dead 17.00 psf Rep Mb r Brill /Comp /Tens AN ITW COMPANY conformance with ANSUTPI 1, or tot handling, shipping, installation 8 bracing a1 trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance o1 professional engineerfng responsibility BC Live . 0.00 psf 1.15. / 1.10 / 1.10 2020 N. Great SWPkwy. Grand Plaids, TX 75050 - solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 • Designer per ANSI/TPI 1 Seat TRUSPLUS 6.0 VER: T6. 5.21 For more information see this job's general notes page and Nese web sites: ALPINE: TPI: www toinsLort, VyTC,www.andnda9w.em:ICC:wwwieaara.em Bldg Code: CBC -2016 DEFL RATIO: L/240 TC L/24 Job Name: 3 BEDROOM RESIDENCE Truss ID: E02 Qty: . 1. BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 UPLIFTtREACTION(S) : • - 1 0- 1-12 1258 3.50" 1.50" BC 2x4 DFL #1 & Btr. Fabrication Tolerance - 20.0% Support C&C Wind Non -Wind 2 23-11- 0 1269 3.50 1.50" WEB 2x4 DFL STANDARD Bearings designed for an FcPerg value of the - 1 -109 lb MAX DEFLECTION (span) : WEDGE 2x6 DFL #2 lesser of the truss chord lumber value or - 2 -117 lb L/999 MEM 6-7 (LIVE) LC 48 Kcr (creep factor) - 3.00 625 for all bearings. This truss is designed using the L= -0.22"- C& -0.27" CL- -0.49" IRC/IBC truss plate values are based on Refer to Joint QC Detail Sheets for ASCE7-10 Wind Specification MAX DEFLECTION (cant) : testing and approval as required by IBC 3.703 Cq factors and Rotational Tolerances. Bldg Enclosed - Yes, L/429 MEM 5 -OR (LIVE) LC 70 0.05" CL- and ANSI/TPI and are reported in E5R-1118. - Loaded for 10 PSF non -concurrent BCLL. Truss Location Not End Zone L= -0.06" CC- =0.01" -r_ Joint Locations ® - `•0- PLATING BASED ON GREEN LUMBER VALUES. Right Overhang(s) are not to be removed. Loaded for 200# non -concurrent moving BCLL. _ Not desiggned for attic storage unless Exp Category = C Bldg Length = 40.00 ft, Bldg Width - 30.00 ft 1 0- 0- 0 6 0- 0 - 2 7- 0- 0 7 8- 7- B OVERHANGS) MAY BE SHORTENED UP TO 3" MAX.! Right Overhang Soffit,loading - S.0 psf noted otherwise. - Mean roof height - 12.68 ft, mph 110 Occupancy Categor II, Dead Load - 13.2 psf y -' 3 12- 1- 0 8 1S- 6- 8 4 v- z- o s z4 --i- o - Designed as Main Wind Force Resisting System s 24- z- o - - - - Low-rise and Components and Cladding CRITICAL MEMBER FORCES: _. Tributary Area - 48 sgft TC P. IOUR.)/ TEN,. DUR.) CSI1-2 -20841.2 f)/ 86 1.0 0.402-3 -18431.zS / 102 1.60) 0.313-4 -18071.25 1.60) 0.27 4-S -20121.2S)/ 78 1.603 0.34 OR 01.25)/ 65 1.25 0.26 BC COMP.(D!11 )/ TENS. (((DUR.) CSI - - - 6-7_ -13(1.60)/ - 1851(1.25) O.6S 7-8 / 1249((1.25) 0.46 - 8-9. -22(1.60)/ 1804 1.25) 00-41 1.11 - WB CbMP.(DUR.)I TENS.(DUR.) CSI - - - 2-7 -449(1.25)/ 89(1.60) 0.10 - - - 3-7 -8 1.60 / 649 1.2S 0.Z6 3-8 -4 1.60)/ 592 1.25) 0.24 ' 4-8 -422 1.2S / 84 1.60) 0.09 - 12-1-0 12-1-0 t 1 2 3 4 5 5.00 5.00 5X6 1.5X3 1.5X3 5-4-5 -g SHIP 2X10 2X10 0-3-15 2.5X4 5X6 0-3-15 B1 B2 3X8 T.TA\AO W:308 W:308 R`.1258 R:1269 U:-109 U:-117 No. C 72160 24-2-0 6 7 8 9 All connector plates are ALPINE Wave 20 ga., unless preceded by *H' for High Strength 20 ga.,'S' for Super � a'� A J Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled places and false frame plates 1/30/2017 are positioned as shovm above. Shit gable stud plates to avoid overlap with structural plates. - 1 /30/20 1 / 268 - Homewood Trus ""WARNING!*" READ AND FOLLOWALL NOTES ON THIS DRAWING! Cust: SUNNY DHAMI (C4) "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: DriveM ^ Trusses require ertrema care in l b i-1 g, handling, shipping, installing and tracing. Refer to and follow, the latest edition of BCSI IBuildng Component - 06200117_L00007_J00001 W0: Drl Ve �'L0620117_L000 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r : AW #LC = 71 WT/PLY: 1350 ry noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown TC Live 20.00 psf _ _ L1 r L-1. 2 S P=1.2 S (] lu�\vII A�� ^ n a restraint n webs int D have bracing installed per BCSI iseEora 83, 87 or 810, as applicable. Apply plates to each face of truss and for permanent shown posiuonasanowoabweand onmeJointoetaibreporturues:noted omanvise. TC Snow(Pf) 0.00 psf owDu SnowDur L=1.15 P=1.15 Alpine. a division of ITw Building components croup Inc.. shag not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 17.00 psf Rep Mb r Bnd / Comp / Tens AN ITW COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility - BC Live 0.00 psf 1.1S / 1.10 / 1.10 2620 Al. Great SW Pkwy. Grand Preirfe, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANSI/7P11 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information see this job's general notes page and these web sites: Bldg Code: CBC -2016 DEFL RATIO: L/240 TC L/24 ALPINE: xwnafonehweom;1:2yw.rain,farn.wrcA: www abdriclustivor, ICC: Job Name: 3 BEDROOM RESIDENCE BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. 1 0- 1-12 1256 3.50 1.50 BC 2x4 DFL #1 & Btr. 2 23-10- 6 1272 3.50" 1.50" WEB 2x4 DFL STANDARD MAX DEFLECTION (span) : WEDGE 2x6 DFL #2 L/999 MEM 6-7 (LIVE) LC 48 Kcr (creep factor) - 3.00 Le -0.22" CC- -0.27" CL= -0.49" Refer to Joint QC Detail Sheets for MAX DEFLECTION (cant) : Cq factors and Rotational Tolerances. L/417 MEM 5 -OR (LIVE) LC 70 Loaded for 10 PSF non -concurrent BCLL. L- -0.07" CC- 0.03" CL= -0.04" Loaded for 200# non -concurrent moving BCLL. )Dint Locations® - Rigght Overhang(s) are not to be removed. 1 0- 0- 0 6 0- 0- 0 OVERHANGS) MAY BE SHORTENED UP TO 3" MAX.! 27- o- 0 7 e- 7- 8 Right Overhang Soffit loading = 5.0 psf 3 12- 1- 0 B 15- 6- 8 4 2- 0 9 24- 2- 0 24- 5 24- 2- 0 CRITICAL MEMBER FORCES: TC COMP.(DUR,)/ TENS. DU 0..) CSI _ 1-2 -2078 (1.25)/ BO 1.60) 0.40 2-3 -1837(1.25)/ 10211 0.31 3-4 -1790((1.25))/ 99 1.60) 0.- .26 - 4 4-S -1994(1.253/ 77 1.603 0..0 5 -OR 0C(1.25 / 65 1.25 0.26 BC COMP. DUR. / TENS. (OUR.) CSI 6-7 -12 1.60 / 1845(1.25) 0.64 7 1243 1.25 0.46 8-9 -22(1.60)/ 1785 1.25) 0.57 WB COMP. (DU0..)/ TENS.(OUR.) CSI 2-7 -448(1.25)/ 89(1.60) 0.10 3-7 -8 1.60 / "0((1.25)) 0.26 584(1.60) 4-B0.23 -412 1.25)% 0.09 4 Truss ID: E03 e<[pM]=PLATE MONITOR USED -See Joint Report - Designed per ANSI/TPI 1-2014 Fabrication Tolerance - 20.0% Bearings designed for an Fc Perp value of the lesser of the truss chord lumber value or 625 for all bearings. IRC/IBC truss plate values are based on testingy and approval as required by IBC 1703 and AN and are reported in ESR -1118. PLATING BASED ON GREEN LUMBER VALUES. Not designed for attic storage unless noted otherwise. 12-1-0 12-1-0 .1 2 3 4 5 5.00 5.0 1.5X3 5X6 1.5X3 5X8 Qty: 1 UPLIFT REACTION(S) Support C&C Wind Non -Wind 1 -109 lb 2 -118 lb This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed - Yes, Truss Location Not End Zone Exp Category C Bldg Length = 40.00 ft, Bldg Width - 30.00 ft Mean roof height - 12.68 ft, mph 110 Occupancy Category II, Dead Load 13.2 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 48 sgft 6-2-3 SHIP `\ 2 2.5X4 5X6 v 0-3-15 B1 B2 3X8 J, W:308 W:308 R:1256 R:1272 0 1-14 U:-109 U:-118 24-2-0 6 7 8 9 AB connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super Strength 1B ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss "WARNING!'"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! (CA) `*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. V Trusses require exbeme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Buildng Component Safety Information, by TPI and WrCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing pet SCSI. Unless ry noted otherwise, top chord shag have property attached structural sheathing and bottom chord shag have a property attached dgid ceding. Locations shown rr t�� r� rt for permanent lateral restraint of webs shag have report installed no per other cecUore 83, B7 or 610, as applicable. Apply plates to each lace of truss and /��L/ fl IILII'=IILII�I I IUI��\V\l.11l position as Chown above are on Na Joint Details report, unless rotetl oNerwisa. Alpine. a division of ITW Building Components Group Inc.. shag not be responsible for any deviation from this drawing, any failure to build the truss in AN /TW COMPANY clormance with ANSUTPI i, or for handling, shipping, installation 8 bradng o1 trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility 2820 N. Great SWPkwy. Grand Prairie, TK 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSUTPI I Sec.2 TRUSPLUS 6.0 VER T6.5.21 For more lNormabon see this job's general notes page and Nese web sides: ALPINE: vmw.atoineitw.com: TPI: wwwleimLQElL WTCA www abdnd Oigx= ICC: www.icrsete.om evil T. Tiy�tj No. C 72160 � CNIL P Or 1/30/2017 Cust: SUNNY DHAMI DIR: DriveJ40620117_L00007_100001 W0: Drive -M -0620117-L000 Dsgnr: AW #LC = 72 WT/PLY: 135 TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDUr L=1.15 P=1.15 TC Dead 17.00 psf Rep Mbr Bind / Comp / Tens BC Live 0.00 psf 1.15 / 1.10 / 1.10 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Bldg Code: CBC -2016 DEFL RATIO: L/240 TC: L/24 Job Name: 3 BEDROOM RESIDENCE Truss ID: E04 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. -PLATE MONITOR USED -See Joint Report UPLIFT REACTION(S) 1 0- 1-12 1253 3.50 1.50" BC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 Support C&C Wind Non -Wind 2 23- 9-12 1275 3.50" 1.50" WEB 2x4 DFL STANDARD Fabrication Tolerance - 20.0% 1 -109 lb MAX DEFLECTION (span) : WEDGE 2x6 DFL #2 Bearingsdesigned for an FcPerp value of the 2 -120 lb L/999 MEM. 6-7 (LIVE) LC 48 Kcr (creep factor) - 3.00 lesser of the truss chard lumber value or This truss is designed using the L= -0.22' CC- -0.27" CL= -0.49" Refer to Joint QC Detail Sheets for 625 for all bearings. ASCE7-10 Wind Specification MAX DEFLECTION (cant) : Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on Bldg Enclosed Yes, L/386 MEM S -OR (LIVE) LC 70 Loaded for 10 PSF non -concurrent BCLL. testingg and approval as required by IBC 1703 Truss Location Not End Zone L= -0.07" CC- 0.01' CL= -0.06" Loaded for 200# non -concurrent moving BCLL. and AN and are reported in ESR -1118. Exp Category C c= Joint Locations - - 1 0- o- 0 6 0- 0- o Right Overhang(s) are not to be removed. OVERHANG(5) MAY BE SHORTENED UP TO 3" MAX.! PLATING BASED ON GREEN LUMBER VALUES. Not designed for Bldg Length 40.00 ft, Bldg Width - 30.00 ft Mean height 12.68 ft, 110 z 7- 0- 0 7 8- 7- 8 Right Overhang Soffit loading 5.0 psf attic storage unless noted otherwise. roof - mph Occupancy Categor II, Dead Load = =13.2 psf 3 12- 1- 0 8 15- 6- B 4 v- z- 0 9 za- z- o Alpine, a d 'sion of liw Building Components Group tnc., shag not be responsible for any deviation from this drawing, any failure to build the truss in B1 - Designed as Main ind Force Resisting System S 24- z- 0 - - AN ITW COMPANY - Low-rise and Components and Cladding CRITICAL MEMBER FORCES: BC Live W:308 . Tributary Area = 48 sq ft TC CDMP.(DUR.)/ TENS. DUR.) CSI 1-2 -2071(1.25))/ 80 1.60) 0.40 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building R:1275' 2-3 -1831(((1.2S)/ 10211.60) 0.31 - - - - 3-4 -1774(1.2S)/ 981.60 0.25 - 4-S -1976C(((1.25)/ 771.603 0.27 • - - - S -OR 0 1.25)/ 6S1.25) 0.26 ' • BC COMP. ((DUR.)/ TEMS. (DUR. CSI DEFL RATIO: L/240 TC L/24 ALPINE: www.eloineitw.rom TPI: www toinstom: wick twnv.abdndustrv.ora:ICC:wwwicaefe.ora 6-7 -12(1.6 )/ 1839(1.253 0.64 7 8 7-8 / 1237((1.253 0.46 8-9 -21(1.60)/ 1766 1.25 0.S6 VB COMP. (OUR.)/ TENS. (DUR.) CSI 2-7 -447(1.25)/ 89(1.60) 0.10 - - 3-7 -8(((1.60)/ 651(((1.25))) 0.26 3-8 -3 1.60)/ Sfi3 1.25 0.23 4-8 -403 1.25)/ 84 1.60 0.09 - - - 12-1-0 12-1-0- . 1 •. 2 3 4 - 5 5.00 _ -5.0 ''"WARNING!"`* READ AND FOLLOWALL NOTES ON THIS DRAWING! Cust: SUNNY DHAMI 5X6 **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Dri ve-JL0620117_L00007_100001 ^ busses repairs e�drema care in fabricating, bending, aNpping, installing and bracing. Refer to and fallow me latest edition of BCSI (Building Component 1.5X3 , 1.5X3 Safely Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless 54-5 Dsgn r : AW #LC = 72 WT/PLY: 1351 v V ry noted otherwise, top chord shag have property attached structural sheathing and bottom chord shall have a property attached dgid calling. Locations shown TC Live l2X1D - Ll r L=1=. 2 5 P-1.2 5 �� 5x8 for permanent tetanal restraint n webs shag have Deport unstaged per BCSI sections 83, B7 or 810, as applicable. Appy plates to each face of truss and position as shown above and on the .joint Details report unless rated otherwise. TC Snow(Pf) 0.00 psf owDu STIowDU r L=1.15 P=1.15 0-3-15 2.5X4 5X6 ' - Alpine, a d 'sion of liw Building Components Group tnc., shag not be responsible for any deviation from this drawing, any failure to build the truss in B1 TC Dead 17.00 psf B2 3X8 AN ITW COMPANY W:308 BC Live W:308 . 1.15 / 1.10 / 1.10 R:1253 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building R:1275' 8.00 psf U:-109 DeslgnerperANSI/TP/ f Sec.2 U:-120 TRUSPLU$ 6.0 VER: T6.5.21 For more information see this job's general notes page and these web sites: • 24-2-0 DEFL RATIO: L/240 TC L/24 ALPINE: www.eloineitw.rom TPI: www toinstom: wick twnv.abdndustrv.ora:ICC:wwwicaefe.ora 6 7 8 9. SHIP _ OFESS/ 0-3-15 ' 0 >k No. C 72160 UT CiViL P RTFOf �F� All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled islets. and false frame pates 1 /30/2017 - are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268,- Homewood Trus ''"WARNING!"`* READ AND FOLLOWALL NOTES ON THIS DRAWING! Cust: SUNNY DHAMI (G41 **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Dri ve-JL0620117_L00007_100001 ^ busses repairs e�drema care in fabricating, bending, aNpping, installing and bracing. Refer to and fallow me latest edition of BCSI (Building Component WO: Dri ve-1-0620117_L000 Safely Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r : AW #LC = 72 WT/PLY: 1351 v V ry noted otherwise, top chord shag have property attached structural sheathing and bottom chord shall have a property attached dgid calling. Locations shown TC Live 20.00 psf - Ll r L=1=. 2 5 P-1.2 5 �� ^ f7 lU�\vl I for permanent tetanal restraint n webs shag have Deport unstaged per BCSI sections 83, B7 or 810, as applicable. Appy plates to each face of truss and position as shown above and on the .joint Details report unless rated otherwise. TC Snow(Pf) 0.00 psf owDu STIowDU r L=1.15 P=1.15 Alpine, a d 'sion of liw Building Components Group tnc., shag not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 17.00 psf Rep Mb r Brill / Comp / Tens AN ITW COMPANY conformance with ANSI/rPI 1, or tot handling, shipping, installation 8 bracing of pusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2920 N. Great SWPkwy. Grand Praldo, fir 75050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 DeslgnerperANSI/TP/ f Sec.2 TRUSPLU$ 6.0 VER: T6.5.21 For more information see this job's general notes page and these web sites: Bldg Code: CBC -2016 DEFL RATIO: L/240 TC L/24 ALPINE: www.eloineitw.rom TPI: www toinstom: wick twnv.abdndustrv.ora:ICC:wwwicaefe.ora Job Name: 3 BEDROOM RESIDENCE Truss ID: E05 Qty: 1 BRIG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. ° [PM]=PLATE MONITOR USED -See Joint Report"' UPLIFT REACTIONS) - 1 0- 1-12 1251 3.50 1.50 BC 24 DFL #1 & Bir. Designed per ANSI/TPI 1-2014 Support C&C Wind Non -Wind 2 23- 9- 2 1277 3.50" 1.50" WEB 2x4 DFL STANDARD Fabrication Tolerance = 20.0% 1 -109 lb MAXDEFLECTION (span) WEDGE 2 x 6 DFL #2 Bearings designed for an FcPerP value of the 2 -121 lb L/999 MEM 6-7 (LIVE) LC 48 Kcr (creep factor) - 3.00 lesser of the truss chord lumber value or This truss is designed using the L- -0.22", CC= -0.27" CL= -0.49" Refer to Joint QC Detail Sheets for 625 for all bearings. ASCE7-10 Wind Specification MAX DEFLECTION (cant) : Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on Bldg Enclosed = Yes, L/400 MEM 5 -OR (LIVE) LC 70 L- CL= Loaded for 10 PSF non -concurrent BCLL. - testing and approval as required by IBC 1703 Truss Location Not End Zone -0.07" CC= -0.02' -0.09" Loaded for 200# non -concurrent moving BCLL. Right Overhangs) to be and AN5I/TPI and are reported in ESR -1118. PLATING BASED ON GREEN LUMBER VALUES. Exp Category = C Bldg Length 40.00 ft, Bldg Width 30.00 ft �= 3oint Locations ® --- 1 0- o- 0 6 0- o- o are not removed. OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! - Not designed for attic storage unless - Mean roof height - 12.68 ft, mph 110 2 7- D- 0 7 e- 7- a Right Overhang Soffit loading = 5.0 psf . noted otherwise. - Occupancy Category II, Dead Load 13.2 psf 3 12- 1- 0 8 1f- 6- 8 4 17- 2- 0 9 24- 2- o Designed as Main Wind Force Resisting System 5 24- '_0 - -1 Low-rise and Components and Cladding CRITICAL MEMBER FORCES: - - Tributary Area 48 sqft TC COMP. DUR.)/ TENS. DUR. CSI 1-2 -2065 1.257/ 80 1.60 0.40 - - ' 2-3 -1825 1.25 / 102 1.60 0.31 3-4 -1757 1.25)/ 98 1.60 0.23 - - - 4-5 -1958 1.257/ 76 1.60 0.24 5 -OR 0 1.25)/ 65 1.25 0.26 - BC COMP. (DUR: )/ TENS. <DUR.) CSI - 6-7 -12(1.60)/ 1833(1.25) 0.64 _ 7-8 / 1231((1.25)) 0.47 8-9 -21(1.60)/ 1747 1.2S) 0.55 WB COMP. OUR. )/ TENS. (DUR.) CSI - - - 2-7 -4471.25)/ 89(1.60) 0.10 3-7 -81.60)/ 652 1.25 0.27 3-8 -31.60/ 548 1.25) 0.22 ills)'/ - 4-8 -394 84 1.60) 0.08 .. - 12-1-0 12-1-0 - 1 2 3 4 5 5.00 -5.00 - 5X6 1.5X3 1.5X3 54-5 6-2-3. SHIP 2X10 5X8 2 2 0-3-15 - 2.5X4 5X6 0-3-15 B1 B2 3X8 W:308 W:308 R:1251 R:1277 0-3-2' U =109 U:-121' 2�0� 24-2-0 6 7 8 9 AB connector plates are ALPINE Wave 20 ga., unless preceded by 'H' for Hi h Strength 20 ga.. "S- for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled Plates and false frame plates - 1/30/2017 �} n A are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. I /3O/2O 1 T 268 - Homewood Trus "WARNING!" READ AND FOLLOWALL NOTES ON THIS DRAWING! Cust: SUNNY DHAMI (C41 "IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Dri ve_J+L0620117_L00007_JO0001 Trusses require extreme caw in fabricating, handling• skipping, imtalting aM bracing. Refer to end follow the latest edition of BCSI (Building Component WO: Dri ve_M_0620117_L000 Safely andInformation, b/ TPI aWTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r : AW #LC = 72 WT/PLY: 1350 ry av he a property attached attached dgid ceiling. Locations sham noted otherwise, top chord shall he property attached stimbural sheathing and bottom chord shagav TC Live 20.00 psf - Li veDu r L-1.25 P=1. 2 5 �LMNIE py plates to each face of buss and for permanent lateral restraint of webs sham have bracing installed per BCSI sections B3. B7 or B10. as applicable. Apply position as shamabove and the Joint Details report, unfess noted otherwise. TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 U U Alpine, a division of ITN Building Components Group Inc.. sham rot be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 17.00 psf Rep Mb r Bind / Comp / Tens AN 17W COMPANY conformance with ANSVTPI 1, or for handling, shipping, installation 8 bracing of busses. A seal on this drawing or cover page listing this drawing, Indicates acceptance o1 professional engineering responsibility BC Live 0.00 psf 1.15 / 1.1.0 / 1.10 2820 N. Great SWPkwy. Gm d Prame, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2-'0- 0 Designer per ANSI/TPI f Seat - TRUSPLUS 6.0 VER' T6.5.21For more information see this job's general notes page and these web sites: ALPINE: www.efoineitw.cam:TPI: www.t nstaro: wrcA www.ahaneu9 w.ara:Icc: Bldg Code: CBC -2016 DEFL RATIO: L/240 TC: L/24 Job Name: 3 BEDROOM RESIDENCE Truss ID: E06 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. "'(PM)=PLATE MONITOR USED -See Joint Report- UPLIFT REACTION(S) : 1 0- 1-12 1246 3.50" 1.50 BC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 Support C&C Wind Non -Wind 2 23- 8- 8 1280 3.50" 1.50" WEB 2x4 DFL STANDARD Fabrication Tolerance - 20.0% 1 -109 lb MAX DEFLECTION (span) : WEDGE 2x6 DFL #2 Bearingsdesigned for an Fc Perp value of the 2 -123 lb L/999 MEM 6-7 (LIVE) LC 48 Kcr (creep factor) - 3.00 lesser of the truss chord lumber value or This truss is designed using the L- -0.22" CC- -0.27" CL- -0.49" Refer to Joint QC Detail Sheets for 625 for all bearings. ASCE7-10 Wind Specification MAX DEFLECTION (cant) : Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on Bldg Enclosed Yes, L/392 MEM 5 -OR (LIVE) LC 70 Loaded for 10 PSF non -concurrent BCLL. testingy and approval as required by IBC 1703 Truss Location Not End Zone L- -0.08' CC- -0.05" CL- -0.12" Loaded for 200# non -concurrent moving BCLL. Right Overhang(s) to be and ANSI/TPI and are reported in ESR -1118. PLATING BASED ON GREEN LUMBER VALUES. Exp Category C Bldg Length 40.00 ft, Bldg Width - 30.00 ft �= joint Locations . 1 0- 0- 0 6 0- 0- 0 are not removed. OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! Not designed for attic storage unless Mean roof height - 12.68 ft, mph 110 z 7- o- 0 1 8- 7- a Right Overhang Soffit loading =. 5.0 psf noted otherwise. Occupancy CategoryII, Dead Load - 13.2 psf 3 12- 1- 0 B 15- 6- 8 4 17- z- o9 za- z- o 2X10 1 Designed as Main Wind Force Resisting System S 24- z- 0 5X8 - Low-rise and Components and Cladding - CRITICAL MEMBER FORCES: 2 Tributary Area 48 sgft TC COMP. OUR.)/ TENS. DUR.) CSI 1-2 -2059 1.25)/ 80 1.60) 0.40 2 D-3-15 2-3 -1819 1.25)/ 102 1.60) 0.31 5X60 _ -3-15 3-4 -1740 1.2S)/ 98 1.60) 0.22 4-S -1940 1.25)/ 76(1.60) 0.22 _ S -OR 0 1.23))/ 65 0.26 W:308 (C1.2S))) -12 T1827(lU2f) W:308 R:1248 607 (1u60)% O.64 R:1280 0-3-12 7-8 / 1225(1.25) 0.47 8-9 -20(1.60)/ 1728(1.25) 0.55 U: -123 WB COMP.(DUR.)I TENS.(DUR.) CSI 2-7 -446(1.25)/ 89(1.60) 0.10 - 242-0 3-7 -8 1.6D / 653(((1.25) 0.27 3-8 -3 1.60)/ 535 1.25) 0.22 - � 6 4-8 -385 1.25)/ 84 1.60) 0.08 8 9 . 12-1-0 12-1-0 Cust: SUNNY DHAMI .. 1 2 3 4 Trusses require ememe care in fabricating, handing. shipping, Installing and bracing. Refer to and follow the latest edition of SCSI (Building Component 5 \\V 5.00 -5.0 TV noted otherwise, top chord shag have propend attached structural sheathing and bottom chord shall have a propend attached rigid ceiling. Locations shown TC L1Ve 20.00 ppsf 5X6 (] �� for permanent lateral restraint n webs shag have bracing iremged per BCSI sections B3, 87 or 810, as applicade. Appty pWtes N each lace of truss end position as shown amus and on the Joint Details repoR amass rotetl otnanvise. TC $nOw(Pf) 0.00 sf SnoWDUr L=1.15 P=1.15 T 1.5X3 1.5X3 Rep Mbr Bnd / Comp / Tens AMPANY conformance with ANSVTP1 % of for handing, shipping, insta0ation 8 ting of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility 545 - 1.1$ / 1.10 / 1.10 2820 N. Greer SW Pkwy. Grand Pnlde, Tx 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designerper ANSYTPI 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 Fof more information see Mu joD's general nates page end these web sites: 623 DEFL RATIO: L/240 TC: L/2421 ALPINE:wwwaloneiw.com:TPl: wrcAwwwamnevsworo lcc: SHIP 2X10 1 5X8 2 2 D-3-15 2.5X4 5X60 -3-15 B1 B2 3X8 W:308 W:308 R:1248 R:1280 0-3-12 U:-109 U: -123 t 242-0 � 6 7 8 9 AB connector plates are ALPINE Wave 20 ga., unless preceded by -H' for High Strength 20 ga.,'S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled elates and false frame plates 1/30/2017 n A J are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 1 /30/20 1 / 268 - Homewood Truss ''`WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI Cust: SUNNY DHAMI (c4) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Dri Ve�06201117_LDDDD7_]00001 Trusses require ememe care in fabricating, handing. shipping, Installing and bracing. Refer to and follow the latest edition of SCSI (Building Component W0: Dri ve�L0620117_L000 \\V Salary Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r: AW #LC = 72 WT/PLY: 1354 TV noted otherwise, top chord shag have propend attached structural sheathing and bottom chord shall have a propend attached rigid ceiling. Locations shown TC L1Ve 20.00 ppsf - LlowDur L-1. 2 S P=1.2 5 (] �� for permanent lateral restraint n webs shag have bracing iremged per BCSI sections B3, 87 or 810, as applicade. Appty pWtes N each lace of truss end position as shown amus and on the Joint Details repoR amass rotetl otnanvise. TC $nOw(Pf) 0.00 sf SnoWDUr L=1.15 P=1.15 UfTWCO Alpine, a division of ITW Building Components Grouplnc., shag not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 17.00 psf Rep Mbr Bnd / Comp / Tens AMPANY conformance with ANSVTP1 % of for handing, shipping, insta0ation 8 ting of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility BC Live 0.00 psf - 1.1$ / 1.10 / 1.10 2820 N. Greer SW Pkwy. Grand Pnlde, Tx 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designerper ANSYTPI 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 Fof more information see Mu joD's general nates page end these web sites: Bldg Code: CBC -2016 DEFL RATIO: L/240 TC: L/2421 ALPINE:wwwaloneiw.com:TPl: wrcAwwwamnevsworo lcc: Job Name: 3 BEDROOM RESIDENCE Truss ID: E07 . Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. •°[PM)=PLATE MONITOR USED -See Joint Report -UPLIFT REACTION(S) : ' 1 0- 1-12 1245 3.50" 1.50" BC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 Support C&C Wind Non -Wind 2 23- 7-14 1283 3.50" 1.50" WEB 2x4 DFL STANDARD Fabrication Tolerance - 20.0% 1 -109 16 MAX DEFLECTION (span) : WEDGE 2x6 DFL #2 Bearingsdesigned for an FcPerp value of the 2 -124 lb L/999 MEM 6-7 (LIVE) LC 48 Kcr (creep factor) - 3.00 lesser of the truss chord lumber value or This truss is designed using the L- -0.22' CC- -0.27" CL- -0.49" RefertoJoint QC Detail Sheets for 625 for all bearings. ASCE7-10 Wind Specification MAX DEFLECTION (cant) : Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on Bldg Enclosed Yes, L/365 MEM 5 -OR (LIVE) LC 70 CC- CL- Luaded for 10 PSF non -concurrent BCLL. testingg and approval as required by IBC 1703 Truss Location Not End Zone L- -0.08" -0.07" -0.15" L. Loaded for 200# non -concurrent Tnuving BCLL. Right Overhang(s) to be and AN and are reported in ESR -1118. PLATING BASED ON GREEN LUMBER VALUES. Exp Category C Bldg Length 40.00 ft, Bldg Width 30.00 ft ®= joint Locations 1 0- 0- 0 6 0- o- a are not removed. OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! Not designedattic storage unless - Mean roof height - 12.68 ft, mph = 110 2 1- 0- 0 1 a- 7- a 3 12- 1- 0 8 1S- 6- 8 Right Overhang Soffit loading 5.0 psf .for noted otherwise. Occupancy Categor II, Dead Load 13.2 psf 4 17- 2- 0 9 24- 2- 0 _ - Designed as Main Wind Force Resisting System 5 24- 2- o Bldg Cade: CBC -2016 - Low-rise and Components and Cladding - CRTfI01LL MEMBER ALPINE: www.afoineRwsam:TPI: www.teinsLMWTCA www.abelroestrv. ICC:www.icaateam Tributary Area 48 sgft RFORCETENS. DUR.) CSI 1-2 -20S2 1.25)/ 79 1.60) 0.40 2-3 -1812 1.25)/ 102 1.60) 0.31 3-4 -1724 1.25)/ 97 1.60) 0.21 4-5 -1922 1.25)/ 76 1.603 0.24 _ _ S -OR 0 1.25 / 65 1.25 0.26 'C11 (DUR.)/ TENS. (((DUR.) CSI 6-1 -12(1.60)/ 1821(1.25) 0.64 7-8 / 1219((1.25) 0.41 8-9-20(1.fi0)/ 1708 1.25) 0.54 W8 COMP. (DUR.)/ TENS. ((DUR.) CSI - 2-1 -445(1.25)/ 89(1.60) 0.10 3-7 9 1.60 / 654 1.25 0.27 3-8 1.25) 0.21 4-8 -375 1.25)/ 83 1.60) 0.08 - .. 12-1-0 ., 12-1-0 - 1 2 3 4 5 5.00 5.0 5X6 T 1.5X3 1.5X3 5-4-5 623 SHIP 1 2X10 2 5 X8 2 0-3-15 2.5X4 5X6 0-3-15 811 1 B2W: 3X8 W W:308 W:308 R:1245 R:1283 0 4 6 U:-109 U:-124 24-2-0 6 7 8 9 All connector plates are ALPINE Wave 20 ga., unless preceded by 'H' for High m Strength 20 ga..'S' for Super Strength 18 Be. Plates are to be positioned per Joint Detail Report. Circled fates and false frae plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. c OF CWV 1 I �OI �O A7 1/30/2017 1 / 268 - Homewood Trus **WARNING!`* READ AND FOLLOWALL NOTES ON THIS DRAWING! Cust: SUNNY DHAMI (1541 **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Dri ve__j•L0620117_L000O7_1OOOO1 Trusses require exbeme care in fabricating, handing, slipping. irefalbng and bracing. Refer to and follow the latest edition of SCSI (Buildng Component W0: Dri ve�L0620117_L000 Safety Information, by TPI and WSCA) fot safety practices pdoi to performing these funcbom. Installers shall provide temporary bracing per BCS1. Unless Dsgn r: AW #LC = 72 WT/PLY: 135 yy noted otherwise. top chord shag have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown TC Live 20.00 psf - Ll r L-1.2 S P=1.25 � I^\II �� ^ r7 of webs shag have bracing installed per Cher sections 83. B7 or B18, as applicable. Apply Plates to each face of buss and for permanent Lateral above position as shown above aM on the Joint Details report unless noted otherwise. and TC SnOW (Pf) 0.00 psf owDU SnGWDUr L=1.15 P=1.15 U v Alpine, a division o1 ITW Buildng Components Group I-. shag net be responsible for any deviation from this drawing, any failure to build the mass in TC Dead 17.00 psf Rep Mb r Bnd / Comp / Tens AN ITW COMPANY conform.-. with ANSUTPI 1, or for hanging, shipping, installation a bracing of busses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Groat SWPewy. Grand Prolde, TX 75OW solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANSYTPI 1 Seat TRUSPLUS 6.0 VER T6. 5.21 For more information see this job's general notes page and mese web sites: Bldg Cade: CBC -2016 RATIO: L/240 TG L/24 • ALPINE: www.afoineRwsam:TPI: www.teinsLMWTCA www.abelroestrv. ICC:www.icaateam DEFL Job Name: 3 BEDROOM RESIDENCE Truss ID: E08 Qty: 2 - BRG X-LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. ""[PM]-PLATE MONITOR USED-See Joint Report- UPLIFT REACTION(S) " 1 0- 1-12 1243 3.50 1.50 BC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 Support C&C Wind Non-Wind 2 23- 7- 4 1286 3.50" 1.50" WE 2x4 DFL STANDARD Fabrication Tolerance - 20.0% 1 -108 lb MAX DEFLECTION (s an) : WEDGE 2x6 DFL #2 Bearings designed for an Fc Perp value of the 2 -126 lb L/999 MEM 6-7 (LIVE) LC 48 Kcr (creep factor) - 3.00 lesser of the truss chord lumber value or This truss is designed using the L= -0.22" CC. -0.27" CL- -0.49" 'Referto Joint QC Detail Sheets for 625 for all bearings. ASCE7-10 Wind Specification MAX DEFLECTION (cant) : Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on Bldg Enclosed Yes, L/378 MEM 5-OR (LIVE) LC 70 L= CC- CL- Loaded for 10 PSF non-concurrent BCLL. - testing and approval as required by IBC 1703 Truss Location Not End Zone -0.08" -0.10" -0.18" ® Loaded for 200# non-concurrent moving BCLL. and AN and are reported in ESR-1118. - Right Overhang(s) to be PLATING BASED ON GREEN LUMBER VALUES. Exp Category C Bldg Length 40.00 ft, Bldg Width - 30.00 ft ®n 3oint:Locat:ion. - 1 D- D- 0 6 0- 0- 0 are not removed. OVERHANGS) MAY BE SHORTENED UP TO 3" MAX.! Not designed for attic storage unless Mean roof height - 12.68 ft, mph 110 2 7- 0- 0 7 3- 7- B Right Overhang Soffit loading 5.0 psf noted otherwise. Occupancy Categor II, Dead Load 13.2 psf 3 12- 1- 0 .8 1S- 6- 8 4 17- 2- 0 9 24- 2- 0 Designed as Main Wind Force Resisting System S 2a- 2- 0 - - Low-rise and Components and Cladding, CRI(ICALLMMEMBER FORCETENS. ', - Tributary Area 48 sgft OUR.) cu 1-2 -2046 1.25)/ 79 1.60) 0.40 2 1.60) 0.31 2-3 -18061.21 / 1"111" 3-4 -17071.25)/ - 97 1.60) 0.24 - 4-S -1904 1:,2513/ 75 1.603 0.28 S-0R Oil / 65 1.2S 0.211 ' 68C COMP.(DURJ/ TENS. (DUR.) CSI - _ - 6-7 -12(1.60)/ 1815(1.25) 0.64 7-8 / 1213 1.25 0.41 8-9 -20(1.60)/ 1689 1.2 S) 0.53 - ' - %8 COMP. (DUR.)/'TENS.(WR.) CSI 2-7 -445(1.25)/ 8fflit ) 0.10 . 3-7 -9 1.60 / 6ff 1.25 0.27 - 3-8 -2 514 1.25) 0.21 4-8 -366 1.25 / 83 1.60) 0.08 - - .� 12-1-0 12-1-0 1 2 3 4 5 5.00 5.0 - 5X6 -. k 1.5X3 1.5X3 5-I4-6 3 SHIP 2X10 SXB � 1 2 2 _ 0-3-15 2.5X4 5X6 B1 B2 3X8 0-3-15 W:308 W:308 R:1243 R:1286 0-5-0 . U:-108 U:-126 No. C 72160 D� ~ate 24-2-0 * � 6 7, 8 9 CMIL P y�OF • AD connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga.,'S' for Super Strength 18 Plates to be Joint Detail Report. Circled lates false frame ' - 4 ga. are positioned per and plates Shift R 1/30/2017 are posdtoned as shown above. gable stud plates to avoid overlap wit structure) plates. 268 - Homewood Trus "WARNING!'" READ AND FOLLOWALL NOTES ON THIS DRAWWNGI Cust: SUNNY DHAMI CC4) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Dri ve_L0620117_L00007_300001 ^ require extrema care in fabriwtirtg, handling, shipping, installing and bracing. Refer to and toflow the latest edition of SCSI (Building Component WO: D rl ve._NL062O117_L000 m ..rely Information, by TPI and WTCA) for safety practices prior performing Nese functions. Installem shall provide temporary bracing per SCSI. Unless Dsgn r : AW #LC = 72 WT/PLY: 135 v VTrusses 1V noted otherwise, rap chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown installed TC Live 20.00 psf Ll r L=1.25 P=1.25 d [] �� ^ t7 lU�\vl I for permanent lateral restraint n webs int D have bracing petother sections B3. B7 or BtD, as applicable. Apply plates m each lace of cuss and position as shown shwa and on ma Join[ Details report artless rated otherwise. TC St10W (Pf) 0.00 psf owDu Sr10wDu r L=1.15 P=1.15 Alpine. a dm'sion of ITN Building Components Group Inc., shag not be responsible for any deviation from this drawing, any failure to build the lass in TC Dead 17.00 psf Rep Mb r Bnd / Comp / Tens AN ITCOMPANY W comormance with ANSI/rPl 1, of tot handing, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineerfng responsibility BC Live 0.00 psf-. 1.15 / 1.10 / 1.10 2820 N. Great SIN Pkwy. Grafts lomirfe, TX 76050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANSVTPI f Sec.2 TRUSPLUS 6.0 VER T6.5.21 ' For more information see thit;)Wsgeneral notes page and these web sko: Bldg Code CBC-2016 DEFL RATIO: L/240 TC: L/24 ALPINE :www.aloineitw.com:TPI: www.leiretom[WrCP:vrvm�.ab i duM.ora ICC:vnrcr.iccame.ere 9 Job Name: 3 BEDROOM RESIDENCE Truss ID: E09 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. °O[PM]=PLATE MONITOR USED -See Joint Report" UPLIFT REAC7ION(5) 1 0- 1-12 1241 3.50" 1.50" BC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 Support C&C Wind Non -Wind 2 23- 6-12 1288 3.50" 1.50" WEB 2x4 DFL STANDARD Fabrication Tolerance = 20.0% 1 -108 lb MAX DEFLECTION (span) : WEDGE 2x6 DFL #2 Bearings designed for an FcPerp value of the 2 -127 lb L/999 MEM 6-7 (LIVE) LC 48 Kcr (creep factor) - 3.00 lesser of the truss chord lumber value or This truss is designed using the L= -0.22' CC- -0.27" CL= -0.49" Refer to Joint QC Detail Sheets for 625 for all bearings. ASCE7-10 Wind Specification MAX DEFLECTION (cant) : Cq factors and Rotational Tolerances. - IRC/IBC truss plate values are based on Bldg Enclosed - Yes, L/372 MEM 5 -OR (LIVE) LC 70 Loaded for 10 PSF non -concurrent BCLL. testing and approval as required by IBC 1703 Truss Location Not End Zone L= -0.08" CC- -0.12" CL= -0.21" Loaded for 200# non -concurrent moving BCLL. Right Overhang(s) to be and AN5I/TPI and are reported in ESR -1118. PLATING BASED ON GREEN LUMBER VALUES. Exp Category = C Bldg Length 40.00 ft, Bldg Width 30.00 ft .r. joint Locations . 1 0- 0- 0 6 0- 0- 0 are not removed. OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! Not designed for attic storage unless = - Mean roof height = 12.68 ft, mph 110 z 7- o- o- 7 5- 7- 8 Right Overhang Soffit loading 5.0 psf noted otherwise. Occupancy Categor II, Dead Load = 13.2 psf 3 12- 1- 0 8 15- 6- 8 4 17- 2- 0 9 24- z- o Designed as Main ind Force Resisting System S 24- 2- 0 - Low-rise and Components and Cladding CRITICAL MEMBER FORCES: ' - Tributary Area = 48 sgft TC COMP, DUR.)/ TEN5.000R.) CSI 1-2 -204179 1.60) 0.40 2-3 -1801 1.2f)/ 102(1.60) 0.31 3-4 -1694 1.25)/ 97 1.60) 0.25 4-S -1890 1.25)/ 75(1.60) 0.31 5 -OR 0 1.25)/ 6501.25) 0.26 BC CDMP.(DUR.)/ TENS. (OU R.) CSI r 6-7 -12(1.66)/ 1810(1.25) 0.64 7-8 / 1208 1.2f 0.48 8-9 -19(1.60)/ 1673 1.2S 0.52 W8 COMP. 'D11 )/I TENS. WR.) CSI 2-7 -444 1.2f)/ 89 1.60) 0.10 3-7 -9 1.61)/ 656 (1.2f) 0.27 - 3-8 -2 1.60)/ 505(1.25) 0.21 - 4-8 -359 1.25)/ 83(1.60) 0.08 - 2X10 .. 12-1-0 12-1-0 1 2 3 4 5 5.00 5.00 5X6 1.5X3 1.5X3 5X8 v " 2.5X4 5X6V B1 B2 3X8 W:308 W:308 R:1241 R:1288 U:-108 U:-127 24-2-0 t 6 7 8 9 tR pit-OFESS1 EN" QQ T No. C 72160 14 All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 a., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 1/3 �} A are positionedas shown above. Shift gable stud plates to avoid overlap with structural plates. 1 /3OI2O 1 T 268 - Homewood Truss "WARNING!"" READ AND FOLLOWALL NOTES ON THIS DRAWING! Cust: SUNNY DHAMI (154) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Drive M 0620117_L00007_100001 ^ Trusses repair, ,, bele care in fabricating, handing, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Sinking Component W0: Dri ve_]+L0620117_L000 Safety Information, by TPI and WTCA) for safety practices prior to performing Nese functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r: AW #LC = 72 WT/PLY: 1350 v V ry noted otherwise, top chord shag have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown TC Live 20.00 psf - Ll r L=1=.2 5 P-1.2 5 f7 (] I �\ I I AURNF lateral restraint n webs shag have bracing installed d per BCSI sections 83, B7 or 870, as applicable. Apply plates m each face of Uucs and for permas shown poaibon as shown above and on me Joint Details report vmesa noted otherwise. TC Snow(Pf) 0.00 psf owDu SnoSvDu r L=1.15 P=1.15 U �f Alpine, a division of I7W Buildng Components Group Inc., shall not be responsible for arty deviation from this drawing, arty failure to build Ua fres in TC Dead 17.00 psf Rep Mb r Brill / Comp / Tens AN ITW COMPANY conformance with ANSUrPI 1, or tot handing, shipping, installation a bracing of busses. A seal on this drawing or cover page listing this drawing, Indicates acceptance o1 prafesslonal engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prattle, TX 750M solely for the design shown. The suitability and use o1 this drawing for any structure Is the responsibility of the Building BC Dead - 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANSI/TPI 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more irdormation see d>b pb'e general nates page end mese web sites: ALPINE:cawvnlone w.eom:TPl:yapp8{maglgSg WTCA ICC: wwwiecsefaam Bldg Code: CBC -2016 DEFL RATIO: L/240 TC L/24 Job Name: 3 BEDROOM RESIDENCE Truss ID: EOG 1 2 3 4 5 6 7 8 9 1011 1213 14 15 16 17 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 UPLIFT REACTIONS) : 1 0- 8- 9631 17.15" 1.50" BC 2 x 4 DFL #1 & Btr. Fabrication Tolerance - 20.0% Support C&C Wind Non -Wind 2 2- 8- 9 196 3.50" 1.50 DG SLIDER 2x4 DFL #1 & Btr. Bearings designed for an FcPerp value of the 1 -23 lb 3 4- 0- 0 386 3.50" 1.50" WEB 2x4 DFL STANDARD lesser of the truss chord lumber value or 2 -1 lb -7 lb 4 5- 4- 0 285 3.50" 1.50" Kcr (creep factor) - 3.00 625 for all bearings. 3 -14 lb S 1.60 0.04 161.zs o.03 6- 8- 0. 306 3.50" 1.50" IRC/IBC truss plate values are based on Refer to 3oint QC Detail Sheets for 4 -7 lb 6 8- 0- 0 273 3.50" 1.50 resting and approval as required by IBC 1703 Cq factors and Rotational Tolerances. 5 -9 lb 7 9- 4- 0 314 3.50" 1.50 land ANSI/iPI and are reported in ESR -1118. Loaded for 10 PSF non -concurrent BCLL. 6 -9 lb 8 9 10- 8- 0 11- 4- 0 264 303 3.50" 3.50" 1.50" 1.So" Mark all interior bearing locations. Loaded for 200# non -concurrent moving BCLL. 7 -10 lb 10 12-10- 0 302 3.50" 1.50" Permanent bracing is required to Install interior support(s) before erection. 8 -7 lb lb 11 13- 6- 0 252 3.50" 1.50" prevent rotation/toppling. See SCSI ANSI/TPI 1. Building designer shall verify yable loads loads, if 9 -7 10 -7 lb 12 14-10- 0 299 3.50" 1.50 and and eave applicable. 13 16- 2- 0 295 3.50" 1.50" PLATING BASED ON GREEN LUMBER VALUES. Refer to appropriate ITWBCG's Standard 11 -7 lb 14 17- 6- 0 311 3.50" 1.50" HORIZONTAL REACTIONS) Gable Deilfor information regarding 12 -10 lb ' 15 18-10- 0 271 3.50" 1.50" support 1 -219 1b the bracing of this gable truss. 13 -9 lb 16 20- 2- 0 386 3.S0" 1.50" support 2 220 lb pp Not designedattic storage unless 14 -9 lb 17 21- 5- 7 197 3.50" 1.50" support 17 -183 lb .for noted othe revise. 1s -7 lb 18, 23- S- 7 629 17.15" 1.50"- support 18 -193 lb 16 -14 lb - MAX DEFLECTION (span) : This truss is designed using the / 17 -1 lb -3 lb L/999 MEM 16-17 (LIVE) LC 1 ASCE7-10 Wind Specification 30-31 18 -23 lb L- 0.00" CC- -0.01" CL= -0.01" Bldg Enclosed = Yes, Truss Location Not End Zone Truss designed g to support 2-0-0 to chord autlookers P =loin 1 Locations ® 0- 0- 0 18 0- 0-0 18 19 20 21 22 23 2425 2627 28 29 30 31 32 33 Exp Category C and cladding load not to exceed 10 PSF one face, 2 4- a- 0 19 a- o -o Bldg Length 40.00 ft, Bldg Width 30.00 ft and 24" span opposite face. Top chord may be notched 3 S- a- 0 20 s- a -o Mean roof height = 12.68 ft, mph 110 1.S deep x 3.5' at 48" o/c along top edge. DO NOT 4 5 6- e- o n 8- 0- 0 2Z 6- a-0 -6- 0- 0 - 6-23 4.06 Occupancy Cate or - II, Dead Load - 13.2 psf 9 07 0.05 OVER CUT. No knots or other lumber defects allowed 6 9- 4- 0 23 9- 4- o AS connector plates are ALPINE Wave 20 ga., unless preceded by "H* for High Strength 20 ga., "S' for Super Designed, as Main ind.Force Resisting System - - within 12" of notches. Do not notch in overhang or 7 10-8- 0 24 10- 8- o 13-29 - Low-rise and Components and Cladding 0.04 heel panel. 6 11- 4- 0 25 11- 4- o Tributary Area - 102 sq ft (C41 9 10 12- 1- 0 26 12-10- 0 27 12-10- 13- 6- 0 - 0 ^ - Trusses require extreme rare in fabriwgng, handling, snipping, installing and bracing. Refer to and follow the latest edition of SCSI (Starting Component WO: Drive -M -0620117-L000 11 13- 6- 0 28 14-10- 0 Dsgn r: AW _ - v V yy 12 13 14-10- 0 29 16- 2- 0 30 16- 2- 17- 6- 0 0 _ _ Li r L-1.2 5 P=1.2 5 - - - - n 14 17- 6- 0 31 18-30- 0 - - 15 18-10- 0 32 20- 2- 0 12-1-0 16 20- 2- 0 33 24- 2- 0 , 17 z4- z- 0 1 2 3 4 5 6 7 8 9 1011 1213 14 15 16 17 CRITICAL MEMBER FORCES: TC COMP.(DUR.)/ TENS.(OUR. CSI 1-2 -lS7 1.25)/. 20(1.25 n.11 - - - - 5.00 -5.0 - - _ - 2-3 -3-4 -146 1.25;/ u�1.zs o.10 1.5X3 4-S -140 1.25 / -142 1.25)/ zo 1.zs 0.03 21 1.25 0.04 - 1.5X3 1.5X3 - 5-6 -144 1.25)/ a 1.zs o.04 1.5X3 4 6-1 7-s -148 1.21 / -117 1.2S�/ 21 1.25 0.04 16 l.zs 0.03 1.5X3 1,5X3 8-9 -139 1.25)/ is 1.60 0.04 - 1.5X3 5X3 1.5X3 9-10 i0-11 -139 1.2f / -1171.213/ S 1.60 0.04 161.zs o.03 1:5X3 5X3 11-12 12-13 -1aa 1.zs / -1a4 1.zs / 21 1.2s 0.04 i1 1.zs 0.04 5-4-6 1.5X3 2- 13-14 -1az 1.zs / 21 1.25)0.04 1.5X3 5X3 6-2-3 14-15 -140 1.21))/ 10 1.zs 0:13 SHIP 15-16 16-17 -146 1.2 S)/ -157(1.25)/ 11 1.25 0.10 29 1.25) 0.11 4X10 10 BC COMP. DUR. / TENS. (WR.) CSI = 18-19 10-20 -831.60;/ / z:1(1.2s) 0.06 0.03 0-3-15 • 1.5X3 0-3-15 ,,�Q 2i i % 0.0a . 1.5X3 1.5X3 1.5X3 1.5X3 2.5X4 1.5X3 r`'OS/Qti� 22-2 4 % o:oi 2.5X4 1.5X3 5X6 1.5X3 1.5X3 1.5X3 1.5X3 �s 1 j. 24-25 / 0.021.5X3 26-27 %27 0.03 1.5X3 .2 80. 28-29 / 11 0.042F -0i 30-31 24-2-0 No. C 72160 31-32 % 0.04 18 19 20 21 22 23 2425 2627 28 29 30 31 32 33 32-33 / 0.06 W8 CDM P. DUR.)/ TENS.(DUR.) CSI 2-19 3-20 a-21 5-22 -373(1.2S)/ -1E7 1.zs / -237 1.2S / -243 1.25 / 0.04 0.02 0.03 0.04 TYPICAL PLATE: OVER CONTINUOUS SUPPORT t�, CN4LP '9 6-23 4.06 -255 172 .25 / s -193 07 0.05 8-2S 10-26 11-27 1.25 % -93 1.25)/ -175 1. zs)/ 0.03 0.03 - 0. os AS connector plates are ALPINE Wave 20 ga., unless preceded by "H* for High Strength 20 ga., "S' for Super �} 12-29 5 5 -243 1.25)/ 0.06 Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates A /30/20 T 1/30/2017 13-29 -243 1.25)/ 0.04 are oslhoned as shown above. Shia able stud plates to avoid oveda with structural plates. D 9 P P 1 1 268 - Homewood Trus "WARNING!" READ AND FOLLOWALL NOTES ON THIS DRAWING! Cust: SUNNY DHAMI (C41 "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Dri veJ40620117_L00007_300001 ^ Trusses require extreme rare in fabriwgng, handling, snipping, installing and bracing. Refer to and follow the latest edition of SCSI (Starting Component WO: Drive -M -0620117-L000 Safely Information, by TPI and WTCA) for safety practices prior to performing these functons. Installers shag provide temporary bracing per BCSI. Unfess Dsgn r: AW #LC = 65 WT/PLY: 217 v V yy noted otherwise, top chord shag have property attached structural sheathing and bottom chord shall have a properly attached dgid ceiling. Locations shown TC Live 20.00 psf _ _ Li r L-1.2 5 P=1.2 5 A n ^ n ILI��VI n webs int D have bracing finless n per Cher sec ons 83, B7 or 810, es .applicable. Appy pla es o each face o1 toes and /or permanent lateral r e and position as shown above arM on me Joint Details vegan, unless rated otherwise. TC Sr10W (Pf) 0.00 psf owDu $nOWDU r L=1.15 P=1.15 II'`' IJ�O opine, a division of ITW Building components croup Inc., shag not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 17.00 psf Rep Mb r Bnd / Comp / Tens AN ITW COMPANY conformance with ANSVMI 1, or for hendiing. stripping, installation & bracing of trusses. A seal on this drawing or cover page flailing this drawing, Indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.00 / 1.00 / 1.00 2820 N. Great SW Pkwy. Grand Prairia, TX 75060 safety for the design shown. The sukability and use of this drawing for any structure Is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designerper ANSUTPI 1 Sec.2 TRUSPLUS 6.0 VER: T6. S.21 Far more information see is job's general notes page and these web saes: informationthm Bldg Code: CBC -2016 DEFL RATIO: L/240 TC: L/24 ALPINE: wwwatananvmm inatam WTCww .nGIDadusiDr=ICC:v !-ate em A: Job Name: 3 BEDROOM RESIDENCE Truss ID: E10 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr.°d[PM]-PLATE MONITOR USED -See Joint Report- UPLIFT REACTIONS) 1 0- 1-12 1240 3.s0 1.50" BC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 Support C&C Wind Non -Wind 2 23- 6- 8 1289 3.50" 1.50" WEB 2x4 DFL STANDARD Fabrication Tolerance a 20.0% 1 -108 lb MAX DEFLECTION (span) WEDGE 2x6 DFL #2 Bearings designed for an Fc Perp value of the 2 -127 lb L/999 MEM 6-7 (LIVE) LC 48 K c r (creepp factor) - 3.00 lesser of the truss chord lumber value or This truss is designed using the L- -0.22" CC- -0.27' CL- -0.49" Refer to ]oint QC Detail Sheets for 625 for all bearings. ASCE7-10 Wind Specification MAX DEFLECTION (cant) : Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on Bldg Enclosed Yes, L/370 MEM 5 -OR (LIVE) LC 70 L- CC- -0.13" CL- -0.22" Loaded for 10 PSF non -concurrent BOLL. testingg and approval as required by IBC 1703 in Truss Location Not End Zone C -0.09" -r= 3oint Locations ® -0- Loaded for 200# non -concurrent moving BCLL. Right Overhang(s) are not to be removed. and AN and are reported ESR -1118. PLATING BASED ON GREEN LUMBER VALUES. Exp Category Bldg Length 40.00 ft, Bldg Width - 30.00 ft 1 0- 0- 0 6 o- 0 z 7- o- o- 7 e- 7- a OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! Right Overhang Soffit loading 5.0 psf Not designed for attic storage unless noted otherwise. Mean roof height - 12.68 ft, mph 110 Occupancy Categor II, Dead Load 13.2 psf 3 12-. 1- 0 8 15- 6- 8 4 17- 2- 0 9 24- 2- 0 - Ll veDu r L=1.25=P-1.2 5 O �� Designed as Main ind Force Resisting System 5 24- 2-'0 for permanent lateral restraint n webs shall have bracing installed per Cher sections B3. B7 or 810, as applicable. Apply plates to each face of truss and position as shown above and on me Joint Details report uNess rated otherwise. - - Low-rise and Components and Cladding C..CALDMEMBBER FORCE11 SFJJs.(DURJ Tributary Area 48 sqft - CSI 1-2 -2038(1.25)/ 79(1.60) 0.40 TC Dead 17.00 psf Rep Mb r Bnd / Comp / Tens 2-3, -17991.25)/ 101(1.60) 0.31 3-4 -16871.25)/ 96 1.60) 0.25 conlrimn oe with ANSV TPI 1, or for handling, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility BC Live 0.00 psf 4-5 1-18831.253/ 75(1.60) 0.33 5 -OR Oil .25 / 65(1.25) 0.26 2820 N. Great SWPkwy. Grand Prairie, TX 76060 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead BC COMP. DUR.)/ TENS.(DUR.) CSI 0. C . SpaCi ng 2- 0- 0 Designer per ANSf/TP/ 1 Sec.2 6-7 -12(1.60)/ 1808(1.25) 0.64 _ TRUSPLUS 6.0 VER" T6.5.21 ' 7-8 / 1205(1.25) 0.48 8-9 -19(1.60)/ 1666(1.25) 0.52 Bld Code" 9 _ DEFL RATIO: L/240 TC: L/24 WB COMP.(DUR.)/ TENS.(DUR.) CSI ALPIN- www .stomeitw-mm:TPI:www.mins[omWTCAtaea4.ebiinduslivoral ]CC:wvn+.Mafe.oro 2-7 -444(1.25)/ 89(1.60 0.10 3-7 -9(1.60)/ 657 1.25 0.27 ' l :2XIO r 0-3-15 2.5x4 B1 W:308 R:1240 U:-108 5X6 anter 5X8 2 t 0 P XN,.0 S/ 0-3-15 82 axe rr.CW:308R:1289U:-127 72160 IQ� 24-2-0 6 7 8 9 CIVI P 4�OF AB connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates A /30/20 A T are positioned as shown above. Shift gable stud plates to avoid overlap With structural plates. 1 1 268 - Homewood Truss ""WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: SUNNY DHAMI (CA) "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Dri ve�620117__L00007_J00001 - ^ Trusses mwim extrema care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component W0: Dri ve�L0620117_L000 Safety Information, by TPI and WTCA) for safety practices prior to performing mese functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r : AW #LC = 72 WT/PLY: 1350 V V ry noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown TC Live 20.00 psf - Ll veDu r L=1.25=P-1.2 5 O �� ^ n lU�\vl I for permanent lateral restraint n webs shall have bracing installed per Cher sections B3. B7 or 810, as applicable. Apply plates to each face of truss and position as shown above and on me Joint Details report uNess rated otherwise. TC Sf10W (Pf) 0.00 sf SnOwDu r L=1.15 P=1.15 Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing• any failure to Widths the truss in TC Dead 17.00 psf Rep Mb r Bnd / Comp / Tens AN fTW COMPANY conlrimn oe with ANSV TPI 1, or for handling, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great SWPkwy. Grand Prairie, TX 76060 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C . SpaCi ng 2- 0- 0 Designer per ANSf/TP/ 1 Sec.2 TRUSPLUS 6.0 VER" T6.5.21 ' For maraud-rmationSee this job's general notes page and these websites: Bld Code" 9 CBC -2016 DEFL RATIO: L/240 TC: L/24 ALPIN- www .stomeitw-mm:TPI:www.mins[omWTCAtaea4.ebiinduslivoral ]CC:wvn+.Mafe.oro Job Name: 3 BEDROOM RESIDENCE Truss ID: F01 Qty: 8_ BRG X -LOC -REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 UPLIFT REACTIONS) : . ' 1 0- 1-12 731 3.50" 1.50 BC 2x4 DFL #1 & Btr. Fabrication Tolerance - 20.0% Support C&C Wind Non -Wind 2 12- 1- 4 731 3.50" 1.50" WEB 2x4 DFL STANDARD Bearings designed for an FcPerp value of the 1 -120 lb MAX DEFLECTION (span)_: K c r (creep factor) - 3.00 lesser of the truss chord lumber value or 2 -120 lb L/999 MEM 6-7 (LIVE) LC 43 - "- Refer to Joint, QC Detail Sheets for 625 for all bearings. This truss is designed using the L= -0.07" CC- -0.06" CL- -0.13" Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on ASCE7-10 Wind Specification �_ Joint Locations - 1 0- o- 0 S 12- 3- o Loaded for 10 PSF non -concurrent BCLL. - for testing and approval as required by IBC 1703 Bldg Enclosed - Yes, Not End Zone z 4- 6- 0 6 D- 0- 0 Loaded 200# non -concurrent moving BCLL. Not designed for and ANSI/TPI and are reported in ESR -1118. PLATING BASED ON GREEN LUMBER VALUES. Truss Location Exp Category C 4 7- 9- 0 e li- i- o attic storage unless noted otherwise. = Bldg Length 40.00 ft, Bldg Width - 30.00 ft CRITICAL MEMBER FORCES: ��0r� _ Mean roof height = 11.44 ft, mph 110 TC COMP. DUR. / TENS. DUR.) CSI. restraint of -els shag per sections or as applicable. plates to each of truss and permanent sh ,.p rt position as shown above and on tne.ldnt Details report unless noted otherwise. Occupancy Category II, Dead Load 13.2 psf 1-z -942 1.25 / 91 1.60) 1.20 Designed as Main Wind Force Resisting System is a4s l.zs / » 1.60) 0.10 3-4 -745 1.21 / 77 1.60) 0.10 - - - Low-rise and Components and Cladding 9 4-s -941 1.25 / 911.60) 0.19 - AN ITW COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation & bracing of mases. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional eng/neerfng responsibility Tributary Area 25 sqft BC COMP. ((DUR. ))/ TENS. (DUR.) CSI 1.15 / 1.10 / 1.10 2820 N. Greer SINPkry. Grand Prafde, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building 6-7-SB(1.60)/ 825(1.25) 0.38 BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 7-8 SBCC1.60)/ 825(1.25) 0.37 NB COMP. (DUR.)/ TENS. (((DUR.) CSI For more information see Nis job's general notes page and these wet, sites: ALPINE: TPI: www toinstomWrCA:wwwabdndusrvem'ICC: www icrsefe.on, Bldg Code: CBC -2016 2-7 -254(1.25)/ 80(1.60) 0.04 3-7 -37((1.60)/ 491 1.2S 0.20 ' 4-7 -254 1.2S)/ 80 1.60) 0.04 ' l 6-1-8 1 6-1-8 I.. 1 2 3 4 5 5.00 5.0 6X6 1.5X3 1.5X3 387 2.5X4 2.5X4SHIP 3X6 0 5 B1 B2 W:308 W:308 R:731 R:731 U:-120 U:-120 -0-0 -0-0 12-3-0 6 7 g U> CIViL P gTFOF All connector plates are ALPINE Wave 20 ga., unless preceded by *H" for High Strength 20 Ia.,'S' for Super Strength 18 Plates to be Joint Detail Re Cirded false frame CAWp Be. are positioned per Pon.plates and plates 1 /30/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Trus "'WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: SUNNY DHAMI � "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Dri ve1+L0620117_L00007_)00001 Trusses requiretrema fu core in 11111-11 9. handing, shipping, installing and tracing. Refer to and toflow the latest edition of SCSI IBuUding Component WD : Drl VE_"LQ62 Q117_LODO Safety Information, try TPI a1M WTCA) for safety practices pdoi to performing these functions. Installers shag provide temporary bracing per SCSI. Unless Dsgnr : AW #LC = 53 WT/PLY: 67 tinted otherwise, mp chord shall have properly attached structural sheathing and bottom chord shag have a property attached dgid ceiling. Locati shown for lateral have installed SCSI B3, 87 870, Appy face TC Live 20.00 psf Ll Dur .1S P=1. 25 ��0r� (] rs I �\ I' restraint of -els shag per sections or as applicable. plates to each of truss and permanent sh ,.p rt position as shown above and on tne.ldnt Details report unless noted otherwise. TC Snout(Pf) 0.00 psf ov SnowDu r L=1.15 P=1.15 W U v Alpine, a dnision of ITW Buildrlg Components Group Inc., shag hot be responsible for any deviation from this drawing, a" failure to build the truss in TC Dead 17.00 psf Rep Mb r Brill /Comp /Tens AN ITW COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation & bracing of mases. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional eng/neerfng responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Greer SINPkry. Grand Prafde, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANSI/TPI 1 Sec.2 TRUSPLUS 6.0 VER: T6.S.21 For more information see Nis job's general notes page and these wet, sites: ALPINE: TPI: www toinstomWrCA:wwwabdndusrvem'ICC: www icrsefe.on, Bldg Code: CBC -2016 DEFL RATIO: L/240 TC: L/2401 Job Name: 3 BEDROOM RESIDENCE Truss ID: FOG "WARNING!"` READ AND FOLLOW ALL NOTES ON THIS DRAWING! Qty: 2 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 UPLIFT REACTION(5) : , 1 0- 8-10 641 17.20" 1.50" BC - 2x4 DFL #1 & Btr. Fabrication Tolerance - 20.0% Support C&C Wind Non -Wind 2 2- 8-10 196 3.50 1.50" DIG SLIDER 2x4 DFL #1 & Btr. Bearings designed for an FcPerp value of the 1 -53 lb 3 4- 0- 0 390 3.50" 10" WEB 2x4 DFL STANDARD lesser of the truss chord lumber value or 2 -3 lb -S lb 4 5- 4- 8 304 3.50" 1.50" Kcr (r.reep factor) - 3.00 625 for all bearings. 3 -32 lb S 6-10- 8 288 3.50" 1.50" IRC/I8C truss plate values are based on Refer to loint QC Detail Sheets for 4 -15 lb 6 8- 3- 0 390 3.50" 1.50" testing and approval as required by IBC 1703 Cq factors and Rotational Tolerances. 5 -15 lb 7 9- 6- 6 194 3.50" 1.50" and ANSI/TPI and are reported in ESR -1118. Loadcd for 10 PSF non -concurrent BCLL. 6 -32 lb 8 11- 6- 6 641 17.20"' 1.50" Mark all interior bearing locations. Loaded for 200# non -concurrent moving BCLL. 7 -3 lb -2 lb MAX DEFLECTION (span) : L/999 MEM 1-2 (LIVE) LC 1 - Permanent bracing is required to Install interior support(s) before erection. 8 -53 lb L- 0.00" CC- -0.01" CL- -0.01" revent rotation/toppling. See Building designer shall verify gable loads HORIZONTAL REACTION(S) - ®= joint locations m SCSI and ANSI/TPI 1. and eave loads, if appPlicable. support 1 -224 lb 2 218 16 1 0- 0- 0 8 0- o- 0 z 4- 0- 0 9 4- PLATING BASED ON GREEN LUMBER VALUES. This truss is desi ned usin the 9 9 Refer to appropriate I7WBCG's Standard Cable Details for information regarding 9 9 support su ort PP 7 -194 lb " o- 0 3 S- 4- 8 10 s- 4- 8 ASCE7-10 Wind Specification the bracing of this gable truss. support 8 196 1b 8 11 6-10- a Bldg Enclosed - Yes, Not designed for attic storage unless s 6-10- a 12 6- 3- 0 Truss location = Not End Zone noted otherwise. 6 8- 3- 0 13 12- 3- 0 1 12- 3- 0 Ex or P 9 y C CRITICAL MEMBER FORCES: BldgCate Length 40.00 ft, Bldg Width 30.00 ft DUR. CSI TC COMP. OUR. / TENS.11.2B Mean roof height - 11.44 ft, mph 110 1-2 -179 1.zs�/ 3s1.253 0.10 Occupancy Category II, Dead Load = 13.2 psf za -vo 1.25>/ zz1.is o.10 3-4 -1511.25 / 31.2f 0.02 Designed as Main Wind Force Resisting System _ 4-s-1s11.zs / a1.25 O.oz s-6 -170 1.Is / 2z1.2 0.10' - Low-rise and Com g Components and Cladding Tributary Area 48 sgft Truss designed 9 u ort 2-0-0 topchord outlookers to support pp 6-7 -179 1.25 / 37 0.10 and cladding load not to exceed 10 PSF one face, and 24" span opposite face. Top chord may be notched BC COMP. DUR. / TIIS.((DUR. CSI 8-9 -961.60;/ z1a<1.I 0.06 1.5 deep x 3.5' at 48" o/c along top edge. DO NOT 9-10 / 0.04 OVER CUT. No knots or other lumber defects allowed 10:11 % 0.03 within 12" of notches. Do not notch in overhang or 12-13 / 0.06 04 heel panel. WB COMP. ((DUR. )/, (OUR.) CSI-" - - - 2-9 -375(1.25)/ 0.04 " 3-10 81 1.2f / 0.01 5-11 81 1.25)/ 0.01 6-12 -37S 1.2s / 0.04 6-1-8 6-1-8 3-10 -81 1.21 / 0.01 S_ 11 -81 1.2S)/ 0.01 1 2 3 4 5 6 7 r5 00 -5.0 4X4 1.5X3 1.5X 1.5X3 (3 T, 2-10-9 1-2-8 4X1 0 1= 0-3-15 2.5X4 1.5X3 1.5X3 1.5X3 1.5X3 2.5X4 0-0 2-0-0 8 9 10 11 12 13 TYPICAL PLATE: 2X4 OVER CONTINUOUS SUPPORT 3-8-7 fHIP = 0-3-15 AB connector plates are ALPINE Wave 20 ga., unless preceded by 'H" for High Strength 20 ga., "S" for Super 1/30/2017 Qin A Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as sham above. Shift gable stud plates to avoid overlap with structural plates. wn 1 I JO/LO 1 268 - Homewood Trus "WARNING!"` READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: SUNNY DHAMI �G4� "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Dri ve M 0620117_L00007_)00001 ^ Trusses require actreme car, in rabriwtirg, handing, shipping, installing and bracing. Refer to and follow the latest eddon of BCSI (Building Component W0: Drive -M -0620117-L000 Safety Information. by TPI and WTCA) for safety practices prior to performing mese functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r : AW #LC = 53 WT/PLY: 89 /(///�\\ ry noted otherwise, top chord shall have propeM attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown TC Live 20.00 - Ll r L=1.25=P=1.25 � I �\ I I �� r� r7 for permanent lateral ve and n webs int D have bracing installed per BCSI sections 63. B7 or 810, as applicable. Appty plates to each face of truss en0 position as,h,wn above am on tne.rdnt details repos, urdeaa noted otherwise. TC Snow Pf) 0.00 psf ( oEDu SnoWDU r L=1.15 P=1.15 U v Alpine, a division of ITW BuBd'ng Components Group Inc.. shag not be responsible for arty deviation from this drawing, arty failure m build the vasa in TC Dead 17.00 psf Rep Mb r Bnd / Comp / Tens AN ITW COMPANY -1--with ANSUrPI 1, or for hanging, shipping, installation 8 bracing o1 trusses. A seal on this drawing or cover page Haling this drawing, Indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.00 / 1.00 / 1.00 2820 N. Great SW Pkwy. Grand Pralrfe, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 DesignerperANSUTPI f Sec.2 . TRUSPLUS 6.0 VER: T6. 5.21 For more information =met Ar ALPINE:www.eloineitw.camr TPI: vrvrvr.toinstore: WTCA: 'IC C: www.iaaafe.ore Bldg Code: CBC -2016 DEFL RATIO: L 240 TC: L 24 Job Name: 3 BEDROOM RESIDENCE Truss ID: MG Qty: 1 •BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL S1 & Btr. Designed per ANSI/TPI 1-2014 UPLIFT REACTION(S) : 1 0- 1-12 431 3.SO" 1.50" BC 2x4 DFL #1 & Btr. Fabrication Tolerance - 20.0% Support C&C Wind' Non -Wind 2 2- 0- 3 342 3.50" 1.50" DC SLIDER 2x4 DFL #1 & Btr. Bearings designed for an FcPerg value of the 1 -69 lb 3 3- 4- 3 289 3.50" 1.50" WEB 2x4 DFL STANDARD lesser of the truss chord lumber value or 2 -58 lb 4' 4- 8- 3 304 3.50" 1.50" Kcr (creep factor) .= 3.00 625 for all bearings. 3 -42 lb 5 6- 0- 3 230 3.50 1.50" IRC/IBC truss plate values are based on Refer to Joint QC Detail Sheets for 4 -48 lb 6 7- 2- 7 204 3.50" 1.50" testing and approval as required by IBC 1703 Cq factors and Rotational Tolerances. 5 -31 lb MAX DEFLECTION (span) : and ANSI/TPI and are reported in ESR -1118. Loaded for 10 PSF non -concurrent BCLL.- 6 -57 lb L/999 MEM 7-8 (LIVE) LC 51 Mark all interior bearing locations. Loaded for 200# non -concurrent moving BCLL. HORIZONTAL REACTION($)) L- 0.00" CC- 0.00" CL= 0.00" EX.W8 DEF CRITERIA:L/120 Permanent bracing is required to Install interior support(s) before erection. support 2 172 lb• pprevent rotation/toppling. See Building designer shall verify gable loads This truss is designed using the IN MEM 12- 6; T- 0.01" SCSI and ANSI/TPI 1. and eave loads, if appPlicable. ASCE7-10 Wind Specification ®_ Joint: Locations m 1 0- 0- 0 7 0- 0- o PLATING BASED ON GREEN LUMBER VALUES. End verticals are designed for axial loads Refer to appropriate I7WBCG's Standard Gable Details for information regarding Bldg Enclosed Yes, - Truss Location Not End Zone z z- o- 0- 3 3 3- 4- 3 9 3- 4- 3 only, unless noted otherwise. Y. the bracing of this able truss. 9 9 Ex Category = C P 9 Y 4 a- B- 1 10 4- B- 1 Not designed for attic storage unless Bldg Length = 40.00 ft, Bldg Width - 30.00 ft S 6- 0- 3 11 6- 0- 3 noted otherwise. Mean roof height - 11.75 ft, mph 110 6 7- 4- 3 12 7- a- 3 - ' DCCUPartyCategory II, Dead Load = 13.2 psf CRITICAL MEMBER FORCES: Tc [OMP. DUR.11 TENS. (DUR.) csl Designed as Main Wind Force Resisting System 1-2 -1761.60)/ z6(1.2s 0.07 - - - Low-rise and Components and Clad ding 2-3 -146 1.60)/ 4 l.fio 0.06, - Tributary Area - 29 sqft 3-4 -126 1.60 / 22 1.60 0.03 - - Vertical members exposed to wind: 7- 1, 12- 6 ' - 4-S -101 1.60 / -47 1.60 0.04 S-6 -911.60)/ 68(1.60) 0.03 - - Trussdesigned to support 2-0-0 top chord outlookers COMP. (OUR.)/ TENS.(DUR:) - and cladding load .not to exceed 10 PSF one face, 00506 7B8 and 24" span op posits face. Top chord may be notched 9:10 % 0.02 1.5 deep x 3.Sat 48" o/c along top edge. DO NOT 1i-11 % 1:oa - OVER CUT. No knots or other lumber defects allowed - within 12" of notches. Do not notch in overhang or _ 1, COMP.(DUR.)/ TENS.(DUR. CSI 1 2 3 - 4 5 6 heel panel. 1-7 -351(1.25)/ 48(1.60) 0.04 1-8 / 184(1.60) 0.06 2-8 -288 1.25)/ 0.03 - � 41 96 - , 3-9 -202 1.25)/ 0.02 4-10 -232((((1.25I 0.03 - _JJ)/ -195(1.25)))/ - I-12 54(1.60) 0.02 1.$X3 6-12 -1OS 1.2S)/ 13(1.60) 0.20. • 2.5 , 4-1-9 1.5 41-9 4-2-10 1.5 2X4 2.5 SHIP . '7 7 7 7 7 7 2.5X4 7 7 7 7 777777 1.5X3 2.SX 1.5X3 J.SX3 1.5X3" ",T.TgN 8 7-0 317 9 10 1112 No. C 72160. TYPICAL PLATE: 2X4 OVER CONTINUOUS SUPPORT - -COF All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., 'S" for Super 1/30/2017 �} Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 1 IJ OI� O A 1 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. - 268 - Homewood Truss "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: SUNNY DHAMI (CA) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Dri VeM0620117_L00007_100001 Trusses require av[rema cam in lebricating, handing, shipping, insteRing and bracing. Refer to and follow the latest edition of SCSI (Building Component WO: Drive -M -0620117-L000 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. InsteOersobaB provide temporary bracing per BCSI. UnIm Dsgnr: AW #LC = 59 -WT/PLY: 750 v V to noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached dgid ceiling. Locations shown _ installed B7 TC Live 20.00 psf -Li r L=1'. 2 5 P=1. 2 5 rr �� Ir��r7I r� - for permanent tan a restraint of webs shag have bracing per the seniors B3. or 810, as applicable. Apply plates m each face of truss and position as shown above and on the Joint Details report unless noted oihervrisa. TC SnowPf '0.00 psf C ) owDu SnowDU r L=1.1 S P=1.1 S IILII� U V IIL_~�J Alpine, a division of ITW Building components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the trues in TC Dead 17.00 psf Rep Mb r Bnd' / Comp / Tens • AN /flNCOMPANY conformance with ANSUTPI 1, or for handing, slipping. installation & bracing of trusses. A seal on this drawing or cover page IJstlng this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.00 / 1.00 / 1.00 2670 N. Great SW Pkwy. Grand Praldo, 7X 76060 solely for the design shown. The suitabllhy and use of this drawing for any structure Is the responsibility of the Bufiding BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 - Designer per ANSI/TPI 1 Sec.2 - TRUSPLUS 6.0 VER: T6.5.21 For more information see thisob's general notes page and these web sites: ALPINE: www.aloine'nw.com:TPI:www.toimrLor:WTCA:www.sbcindwtw.-Acc: Bldg Code: CBC -2016 DEFL RATIO: L/240 TC: L/24 � � �_ W � v� y_ �. � 9� '� � o ®.: i �� v� � � 9� �. ��