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Plans iX\5L-7,. .(2)\ - c)0(y) ‘\QM 'Ak) ePNC\and W\lk Ct . MAR 9if I". 58'3" I 10 co FGE AGE \---1. — C, 31 rn, .................... I< ro71 — I• 33 18 .13 1 4 4.-- . i 0 ID IMPIE -ni m _ -/- , iv s p r, < m . , , , 1 1 F2GE ,,,, _FiltzE — — — ,,__ LFq I 44' I 10• —•-•1 Customer: PARR LUMBER-HILLSBORO t-- -a 0C I) N o Desc. : Windwood Rockwell F o 0 1-- co ADDRESS: VERIFY 7 m N iiiiii111011M 0 z Desi9ned by: BILLY BREESE I— Z N 0 ,,,,p, 0 1--- •• Alpine, an ITW Company 8351 Rovana Circle Sacramento,CA 95828 (916)387-0116 Page 1 of 1 Document ID:1W2G7175Z0113135238 Truss Fabricator: Truss Components of Oregon Job Identification: 0717071--PARR LUMBER-HILLSBORO -Rockwell F Wi ndwood -- VERIFY VERIFY, OR Model Code: I BC Truss Criteria: I BC2015/TPI-2014(STD) Al,' SeQ PROFF Engineering Software: Alpine proprietary truss analysis software. Version 16.01. 4> Truss Design Loads: Roof - 42 PSF 2 1.15 Duration 5 0GlNF45.� c Floor - N/A 19575 9 Wind - 120 MPH (ASCE 7-10-Closed) f/ Notes: 07/ 3/2017 OEGON 1. Determination as to the suitability of these truss components for the ,9 �nRz 9d° structure is the responsibility of the building designer/engineer of �Q f�, record, as defined in ANSI/TPI 1. �' ' � 2. As shown on attached drawings; the drawing number is preceded by: CAUSR7175 Gane19 ro'� al Details: 12030EC1-GBLLETIN-GABRST10-BRCLBSUB-CNBRGBLK-12015EC1- Submitted by GWH 13:52:14 07-13-2017 Reviewer: BFR $ $ # Ref Description Drawing# Date 1 83676--AGE 17194015 07/13/17 2 83677--A 17194005 07/13/17 3 83678--A1 17194006 07/13/17 4 83679--B 17194009 07/13/17 5 83680--A1GE 17194016 07/13/17 6 83681--EGE 17194017 07/13/17 7 83682--E 17194007 07/13/17 8 83683--CGE 17194008 07/13/17 9 83684--DGE 17194018 07/13/17 10 83685--DG 17194019 07/13/17 11 83686--FGE 17194010 07/13/17 12 83687--F 17194011 07/13/17 13 83688--F1 17194012 07/13/17 14 83689--F2 17194013 07/13/17 15 83690--F2GE 17194014 07/13/17 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS SUBMI TTED BY TRUSS MFR. (0717071--PARR LUMBER-HI LLSBORO -Rockwell F Windwood -- VERIFY VERIFY, OR - AGE) Top chord 2x4 HF #2 120 mph wind, 22.82 ft mean hgt, ASCE 7-10, CLOSED bldg, Located • Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=3.0 psf, wind BC Webs 2x3 HF #2 DL=0.6 psf. :M12, M13, M14, M15, M16 2x4 HF #2: Wind loads and reactions based on MWFRS with additional C&C member Truss designed to support 1-0-0 top chord outlooker span and design. cladding load not to exceed 5 PSF one face, and 24" span opposi te face. Top chord may be notched 1.5" deep X 3.5" periodically Provi de I ateral wi nd braci ng per I TWBCG wind braci ng details or per al ong top edge.ed e. DO NOT OVERCUT. No knots or other I umber defects engi of record. 2X3 studs re uire rei nforcement at 70% of the 9 q allowed within 12" of notches. Do not notch in overhang or heel panel. length tabulated for 2X4 studs of the same grade. • See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind (a) #3 or better scab reinforcement. Same size & 80% length of web • braci ng requi rements. member. Attach wi th 10d Box or Gun nails (0. 128"x3",min.) @ 6" OC. • • Bottom chord checked for 10.00 psf non-concurrent bottom chord Iive I oad Deflection meets L/360 Iive and L/240 total I oad. Creep i ncrease • applied per IBC-15 section 1607. factor for dead load is 2.00. • • • 5X7-= -r 7 3X7 6 3X7- • u113' IA15% '� 12la) % , (e)1.111ka4 (a) 10-4-3 —, 6 3 B i i 9 - 9 9 ] 9 90 9 0 1 9 ] 9 9 9 I fl 18-0-0 ////////////////////////////////////////////////////////////�/////////////// 3X5(A1) 5X7= 3X5(A1) • L2-1-N 1-6-0 20-0-0 _I_ 20-0-0 _I 1< 40-0-0 Over 2 Supports R=141 PLF U=17 PLF W=20-0-0 R=130 PLF U=22 PLF W=20-0-0 RL=11/-11 PLF Note: All Plates Are 1.5X4 Except As Shown. Design Crit: IBC2015/TPI-2014(STD) PLT TYP. Wave FT/RT=2%(06/6)/4(0) 16.01. 0,. e'1 1:P tS% OR/-/1/-/-/R/- Scale =. 1875"/Ft. Truss Components of Oregon (503)357-2118 "WARNING!'•READ AND FOLLOW ALL NOTES ON THIS DRAM NG! Gj GIN S: REF R7175- 83676 825 N 4th Ave,COI71elIllS OR 971 13 "I NpORTANTT. FURNISH THIS DMINI NG TO ALL CONTRACTORS I NCLUDI NG THE I INSTALLERS. �0 e- . �� TC LL 25.0 PS F Trusses regal re extreme care I n fabrl cat!ng, handl I ng, shl ppi ng, 1 natal I I ng and bract ng. Refer to and fol I ow 19575 TC DL 10.0 PSF DATE 07/13/17 the latest edl ti on o£BCSI (Bal l di ng Component Safety Informati On, by TPI and YWCA) for safety practices prl or to performing these fundi ons. Installers shall prowl de temporary bracing per BCSI. Unless noted otherwise, t 1 top chord shat I have properly attached structural sheaths ng and bottom chord shat I have a properly attached ll have BC DL 7.0 PSF DRW CAUSR7175 17194015 rigid cel 11 ng. Locations shown for permanent lateral restraint of webs shave braclrg installed per BCSI sectl ons 83, 87 or 1310, as appl l cabl e. Apply plates to each face of truss and position as shown above and on 4011 .or ,4 I Ol I ' the Jaint Details, unless noted°them!se. Refer to drawings 160A_Z for standard plate po=i ti ons. 07 3120 7 BC LL 0.0 PSF CA-ENG BFR/GWH J Alpine, a di vi sl on of ITW Bull di ng Components Group Inc. shall not be responsible for any devl atl on from this drawl ng, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, MN ppi ng, OREGON AN ITW COMPANY i natal I ati on w bracing of trusses. zed TOT. LD. 42.0 PSF SEQN- 124612 . A seal on thl s drawl ng or cover pens I I stl ng thl s drew,ng, I ndl utas acceptance of profess!onsl engl neer!ng 1 "in.20,19� 835!ROyana Circle respond bl l l ty solely for the design erope. The sol t1bSec.2 and use of this drawing for any structure Is the ROI. W W w Nx0 DUR. FAC. 1. 15 FROM BB respond bl I 1 ty M the Sul 1 dl ng Desi goer per ANSI/TPI 1 See.2. Sacramento,CA 95828 For more Information see this)ob.s general notes page and these web si tea: SPACI NG 24.0" JREF- 1W2G7175ZO1 ALPINE: www.al pi mel tw.com; TPI: mew.tpi net.org• WiCA: www.sbci ndustry.con; ICC: www.,ccsafe.org R...,m,.A/'JnMJn1Y THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0717071--PARR LUMBER-HILLSBORO -Rockwell F Windwood -- VERIFY VERIFY, OR - A) Top chord 2x4 HF #2 120 mph wind, 22.82 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere i n roof, RISK CAT II, EXP B, wi nd TC DL=3.0 psf, wi nd BC Webs 2x4 HF #2 :W1, W7 2x4 HF Std/Stud: DL=0.6 psf. (a) Continuous lateral restraint equally spaced on member. Wind loads and reactions based on MINERS with additional C&C member desi gn. Bottom chord checked for 10.00 psf non-concurrent bottom chord Iive I oad applied per IBC-15 section 1607. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. 5X7 :a. --/- 3X5* 3X5 3X5-* 3X7-0 3X7 / � 1. 5X4�i 1.5X4 0� (a) 10-4-3 6 r (a) (a) 6 W1 r 1-- % 18-0-0 6X8 4X8(83) = 3X5= 3X5-- 4X8(B3) L-1-J 1-6-0 lac 7-0-5 10-3-4 0-10-3-4 6-5-13 J�9-8-12-5-13 6-5-13 6-5-13 1_ 10-3-47-13-5 20-0-0 I 20-0-0 I. 40-0-0 Over 2 Supports >1 R=1892 U=352 W=5.5" R=1840 U=343 W=5.5" RL=190/-192 Design Crit: I BC2015/TPI-2014(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01. 0 a 'j OFF e6% OR/-/1/-/-/R/- Scale =. 1875"/Ft. Truss Components of Oregon (503)357-2118 **WARM AIGI•' READ AND FDLLON ALL NOTES ON THIS DRAM WI `N .Qj 825 N4th Ave,Cornelius OR97113 •sigpgRTANr'• FURNISH 7X15 DRAIN NG TO ALL CONTRACTORS INCLUDING THE INSTALLERS. \ aG FF O TC LL 25.0 PSF REF R7175- 83677 Trusses regul re extreme care I n fabricating, handling, shipping, Installing and bract ng. Refer to and fol l ow 19678 'Q Z TC DL 10.0 PSF DATE 07/13/17 the latest edition of SCSI (Building Component Safety Information, by TPI and WCCA) for safety practices prior I` to performing these fundi ons. Installers shall provide temporary bracing per BCS1. Unless noted otherwise, 1 1 top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid cel I ng. Coati ens shown for permanent lateral restraint of webs shah have bracing installed per BCSI / BC DL 7.0 PSF DRW CAUSR7175 17194005 ,4 O`� s tons 03 B)or B1 as applicable. Apply plates to each face of truss antl posh tl on as shown above and on e- II L the Joint Details, unless noted otherwise. Refer to drawings 160A-2 for standard plate positions 07 /20 7 BC LL 0.0 PSF CA-ENG BFR/GWH I ' Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any devl atl on from this drawing, any failure to build the truss In conformance wl t:AN51/TPI 1, or for handling, shi ppl ng, OREGON AN ITN/COMPANY I metal I at on 0.bracing of trusses. v TOT. LD. 42.0 PSF SEAN- 124608 . A seal on tills drawl reg or cover pegs I I.01 ng this drawl no, I ndi eats.....captain.,of profe00l teal seg'neer'ng 4bA"an.20,19* '♦ responsi bill ty solely for the design shown. The sul tebl l lty end use of thl a drawing for any structure Is the 8351 Rovana Circle rasponsl bill ty of the Bet 1 dl reg Desi goer per NISI/TPI 1 Sea 2. O I , w.�� DU R. FAC. 1. 15 FROM BB ' .. Sacramento,CA 95828 For more nformati on a this jobs general notes page and these web liter: ` SPACING 24.0" JREF- 1W2G7175Z01 www. ALPINE: al pi neicow tw.coTPI: www.tpi net.org. WTCA: www.sbci ndustry.corn; ICC: www.I....safe.org &area,.AIVlMadO THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0717071--PARR LUMBER-HILLSBORO -Rockwell F Windwood -- VERIFY VERIFY, OR - Al) Top chord 2x4 HF #2 120 mph wind, 22.97 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere i n roof, RISK CAT II, EXP B, wi nd TC DL=3.0 psf, wi nd BC Webs 2x4 HF #2 :W1, W7 2x4 HF Std/Stud: DL=0.6 psf. (a) Continuous lateral restraint equally spaced on member. Wind loads and reactions based on MFRS with additional C&C member desi gn. Bottom chord checked for 10.00 psf non-concurrent bottom chord Iive load applied per IBC-15 section 1607. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. 5X5 7 3X5 3X5 3X5% 3X5-* N. )) 1.5X4�� 1. 5X444 I 10-4-3 (a) (a) W1 3X10(B3) = 3X5= 6X8= 3X5 \,441 18-0-01 4X8(B3) 1-6-0 7-0-5 J_ 6-5-13 J_ 6-5-13 6-5-13 _1_ 6-5-13 J_ 7-0-5 10-3-4 9-8-12 ›-c 9-8-12 .I_ 10-3-4 20-0-0 _._ 20-0-0 _I ` 40-0-0 Over 2 Supports "1 R=1724 U=325 R=1846 U=347 W=5.5" RL=177/-171 Design Cri t: I BC2015/TPI -2014(STD) Se°PROP PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01. 0, 6 -j: `ss'i OR/-/1/-/-/R/- Scale =. 1875"/Ft. Truss Components of Oregon (503)357-'.118 **WARM NGI'w READ AND FOLLOW ALL NOTES ON THIS DRAWING! (g �G E" . '-'00Se, TC LL 25.0 PSF REF 87175- 83678 825 N 4th Ave,-Comelius OR 97113 "I(PORTANT'• FUtNI SH THIS DRAM NG TO ALL CONTRACTGRS I NCLIDI NG THE INSTALLERS. 19575 Trusses requi re extreme care In fabrl cat l ng, handl Ing, shi ppi ng, installing and bracing. Refer to and follow , ' the latest edition of BCsi (Building Component Safety Information, by TPI and'MCA) for safety practices priorTC DL 1 0.0 PSF DATE 07/13/17 to performing these functions. Installers shall Provide temporary bracing per SCSI. Unless noted otherwise,0411164, .;011' ' top chord shal I have properly attached structural sheathing and bottom chord shat I have a properly attached i- '. BC DL 7.0 PSF DRW CAUSR7175 17194006 rigid ceiling. Locations shown for permanent lateral restral nt of webs shall have bracing installed per RCS! A I' [p[I N sections B3, BT or B4O, as applicable. Apply plates to each taco of truss and pusl tion as shown above and on 07 /20 7 I the Joint Details, unless noted otherwise. Refer to drawings,60A-Z for standard plate positions. G1 OREGON J BC LL 0.0 PSF CA-ENG BFR/GWH I Alpine, a dl vise on of ITR&A I ding Components Group Inc. shall not be responsible for any devl ate on from this drawing, any fanure to buiId the truss In conformance with ANSI/TPI 1. or for handling, shipping, /t Y9 19 Y TOT. LD. 42.0 PSF SEQN- 124614 AN ITW COMPANY i nstal I ate on A brace ng of trusses. -1- • # G A seal espond on I Ilty drawlsy for the dessi p se si n.i ng TThiessult tabllpl I ty ancedes ui see acceptance f this drawwi nprofess!for y sttuturreeei S nthe 0`0 w.Vv 835!Rovana Circle responsibility of the Bull ding Designer per 5551/TPI 1 Set.2. DUR. FAC. 1. 15 FROM BB Sacramento,CA 95828 For more information see this Jobs general nates page and-these web sites: Renews 5/30n019 SPACI NG 24.0" JREF- 1W2G7175Z01 ALPINE: www.al pi mei tw.con: TPI: www.tpl nst.org ARCA: maw.sbci ndustry.con; ICC: www.i ccsafe.org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0717071--PARR LUMBER-HILLSBORO -Rockwell F Windwood -- VERIFY VERIFY, OR - B) Top chord 2x4 HF #2 :T4 2x4 HF #1&Bet. : (01 1 plate(s) require special positioning. Refer to scaled plate Bot chord 2x4 DF-L #2 :B2, 64 2x4 HF #2: plot details for special positioning requirements. Webs 2x4 HF #2 :W1, W5, W9, W10 2x4 HF Std/Stud: 120 mph wind, 22.97 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Cal cul ated hori zontal defl ecti on i s 0.17" due to I i ve Ioad and 0.12" anywhere i n roof, RISK CAT I I, EXP B, wi nd TC DL=3.0 psf, wi nd BC due to dead I oad. DL=0.6 psf. (a) Continuous lateral restraint equally spaced on member. Wind Ioads and reactions based on MWFRS with additional C&C member desi gn. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Ioad applied per IBC-15 section 1607. Deflection meets L/360 live and L/240 total Ioad. Creep increase factor for dead Ioad is 2.00. (1) 2x4 x 7-11-4 x HF #1&Bet. Top chord scab centered 37-11-6 from left end. Attach to one face of chord wi th (2) rows of 0.120"x3", mi n. nails @ 6" O.C., staggered 3". 6X8iiit 1. 5X4 III T 3X5 • • 3X5% 3X5 1. 5X4 0� ../A \ (a) .. 3X5-. 10-4-3 (a) 6 �II T4 3X5(**) ----•.- W9 W9 (a\\V� 6 4X12 W5 0-7-8 W10 _ \N\ � • _ :lam\,. i. .. 1 nil. . J18-0-0 L T = \ 5X5(A2) = 3X5= 3X5= B2 8X8- 8X8= 4X5= H0514 3.54 1. 5X4 III B4 \ 1. 5X4111 2x4 DF-L # 4,.1-6-0 Fc 7-0-10-3-4 6-5�13 _L 9-8-162-5-13 4 718 6-7-4 6-5-8 'I` 6-5-8 ,j22-5--3-1 2 5-18 J 20-0-0 - 21-6-0 __ 1-6-Q c 24-7-8 M 12-11-0 12 5 Sa 40-0-0 Over 2 Supports R=1708 U=322 R=1861 U=347 W=5.5" RL=177/-171 Desi gn Cri t: I BC2015/TPI-2014(STD) FIE9 PROp .s PLT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 16.01. I/ • f• S'i OR/-/1/-/-/R/- Scale =. 1875"/Ft. Truss Components of Oregon (503)357-2_118 ""WARN!NGI""READ AND FOLLgY ALL NOTES ON THIS DRAM NGI �` �G �` O1. TC LL 25.0 PSF p ••IRPORTANr•• FURNISH Tills DRAM TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 19678 y REF R7175- 83679 825 N 4th Ave,Cornelius OR 97113 Trusses regulre extreme care In fabricating, handl I I, shipping, installing and bracing. Refer to and follow r p • TC DL 10.0 PSF DATE 07/13/17 the latest edl ties of BCS! (Bull ding Component Safety Ieftempoion, by TPI and WrCfor safety practi ,slot /' to pchordmi ng these functl s. Installers shall provi de temporary bracing per BCSIIIUnless noted attached , top chord shall have properly attached structural ,-aI rel ng and bottom chord snail have a properly attached *AAddikhk l gid cel I i ng. Locati ons shown for permanent I ateral eachi nt of webs shat 1 nave bract ng instal I ed per BCS! BC DL 7.0 PSF DRW CAUSR7175 17194009 ,4 �� , sections B3, B7 or B10, as applicable. Apply plates to face of truss and posi ti on as shown above and on 07 /20 the Jalnt Betalin, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. OREGON BC LL 0.0 PSF CA-ENG BFR/GWH ( Alpine, a di vi sl on of ITV Bel 0011909 ng Components Group Inc. shall not be responsible for any devl ati on frau this drawing, any fol lure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, .44 AN IrweoMR4NV installation A bracing of trusses. '9A 1'it.20.00P r TOT. LD. 42.0 PSF SEON- 124644 _. Ar..H on tills deC01 ng or roust p09.11•1;,"°. this orewl np I mol cot.,.ce.ptenc,or prof.ssl oe.I .ngi n..rl ng enSpensl bi I 1 ty solely Por the reel gn The sus t.nl i i ty and usa ur this droning rpt any structure I s the OL OUR. FAC. 1. 15 FROM BB 8351 Rovana Cir/Ie responsi bill ty or the Bul I di ng heel gner per ANSI/TPI 1 Sec.2. Sacramento,CA 95828 Far more Informutl on see this job•s general notes page and these web sites: Renewers/30/2019 SPACI NG 24.0" JREF- 1W2G7175Z01 s ALPINE: www.al pi mei tw.can: TPI: vow.tpl net.ore: ViCA: www.sbci ndustry.con: ICC: www.I ccsafe.org • THI S DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMI TTED BY TRUSS MFR. (0717071--PARR LUMBER-HILLSBORO -Rockwell F Windwood -- VERIFY VERIFY, OR - A1GE) Top chord 2x4 HF #2 120 mph wind, 22.97 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere i n roof, RI SK CAT II, EXP B, wi nd TC DL=3.0 psf, wi nd BC Webs 2x3 HF #2 DL=0.6 psf. :M12, M13, M14, M15, M16 2x4 HF #2: Wind loads and reactions based on MWFRS with additional C&C member Truss designed to support 1-0-0 top chord outlooker span and design. cladding I oad not to exceed 5 PSF one face, and 24" span opposite face. Top chord may be notched 1.5" deep X 3.5" periodically See DWGS S12030ENC100815 & GBLLETIN1014 for gable wind bracing al ong top edge. DO NOT OVERCUT. No knots or other I umber defects requi rements. allowed within 12" of notches. Do not notch in overhang or heel panel. (a) #3 or better scab reinforcement. Same size & 80% length of web Provi de I ateral wi nd bracing per I TWBCG wi nd braci ng details or per member. Attach wi th 10d Box or Gun nails (0. 128"x3",min.) @ 6" OC. engi neer of record. 2X3 studs requi re rei nforcement at 70% of the I ength tabul ated for 2X4 studs of the same grade. Bottom chord checked for 10.00 psf non-concurrent bottom chord Iive load applied per IBC-15 section 1607. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead Ioad i s 2.00. 5X5 6 r 3X5 3X5 •e 0 13,V1140 155 M1)i a) .ka) Nab *(a, 10- 4-3 6 r . ! EA 3 CZ 0 9 3 • IF0 0 B E 0 f 11 9 0 9 a B 1 ® 1 18-0-0 //////////////////////////////// ///////////////////////////////////////////////////////////////////////////////////////////// 3X5 Al -- 5X5 3X5(A1) 1-6-0 20-0-0 ,I, 20-0-0 _1 1< 40-0-0 Over Continuous Support R=156 PLF U=24 PLF W=40-0-0 RL=7/-7 PLF Note: All Plates Are 1. 5X4 Except As Shown. Design Cri t: I BC2015/TPI-2014(STD) .so PROFF PLT TYP. Wave FT/RT=2°/D(0°/B)/4(0) 16.01. .0 ��. `p 4. OR/-/1/-/-/R/- Scale =. 1875"/Ft. Truss ComgonentsofOregon (503)357-2118 •`WARNINGI`•READ AND FOL1ON LL NOTES 011 THIS DRAWING, r NG F�� O12, TC LL 25.0 PSF REF R7175- 83680 825 N 4th Ave,Cornelius OR 97113 ••1 TAN7•• FURNISH TRIS DRAWING TO ALL CONTRACTORS 1 NCLUDI NG THE I NSTALLERs. 19575 Trusses regul re extreme are In fabrI cat ing, handl l ng, shi ppl ng, instal l I ng and bracing. Refer to and follow the latest edition O£BCSIo(BuiIding Component Safety Information, by TPI and WBCA) for safety practices prior %R TC DL 10.0 PSF DATE 07/13/17 to performi n9 these fpro[I ons. Installers shall Provide ng and bracing per BCSI. Unless noted attached se, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached / 41164 ri gl d mei i ng. Loca[i ons shown for permanent lateral rest rat nt of webs shat 1 have bract ng o=ral I ed per BC51 i BC DL 7.0 PSF DRW CAUSR7175 17194016 A �� i sections B3, B7 or 810, as applicable. Apply plates to each face of truss and position as shown above and on /20 he Joint Betal l , boles=meted nthe wise. Refer to drawings,6oA-Z for standard plate poli tions. OREGON BC LL 0.0 PSF CA-ENG BFR/GWH : ' Alpine, a division of ITW Bull di ng Components Group Inc. shall not be responsible for any devlatl on from this drawl ng, any failure to build the truss In conformance wl th ANSI/TPI 1, or for handling, shl ppl ng, AN ITW COMPANY I o=ral I atl on A braci ng of trusses. acceptancel cotes 9 "in,20,ale TOT. LD. 42.0 PSF SEON- 124635 reseal onllltBy solor cover elthe dstllgge shsti ng oot o. thi TNessuldrawl n ltypand use of tpof'wl pgrofess' al enturne It the O R35l ROvaon Circle response bill ty of the Bull ding Deal fiber per ANSI/TPI 1 Sec. • , • DUR. FAC. 1. 15 FROM BB Sacramento,CA 95828 For more Infnrmati on see this Job.s general notes Hage and mese web si Res: Renews 6/30/2019 SPACING 24.0" JREF- 1W2G7175Z01 ALPINE: www.al pi mel tor.corn: TPI: www.tpl nst.org: WI-CA: wrw.sbci ndustry.com: ICC. www.i ccsafe.org THI S DWG PREPARED FROM COMPUTER I NPUT (LOADS & DI MENSI ONS) SUBMITTED BY TRUSS MFR. (0717071--PARR LUMBER-HILLSBORO -Rockwell F Windwood -- VERIFY VERIFY, OR - EGE) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere i n roof, RISK CAT II, EXP B, wi nd TC DL=3.0 psf, wind BC Webs 2x3 HF #2 DL=0.6 psf. Truss designed to support 1-6-0 top chord outlooker span and Wind loads and reactions based on MWFRS with additional C&C member cladding load not to exceed 5 PSF one face, and 24" span design. opposite face. Top chord may be notched 1.5" deep X 3.5" periodically al ong top edge. DO NOT OVERCUT. No knots or other I umber defects Provide I ateral wi nd braci ng per I TWBCG wi nd braci ng details or per allowed within 12" of notches. Do not notch i n overhang or heel panel. engi neer of record. 2X3 studs requi re rei nforcement at 70% of the length tabulated for 2X4 studs of the same grade. See DWGS S12015ENC100815 & GBLLETIN1014 for gable wind bracing requi rements. Deflection meets L/360 Iive and L/240 total I oad. Creep i ncrease factor for dead load is 2.00. Bottom chord checked for 10.00 psf non-concurrent bottom chord Iive I oad applied per IBC-15 section 1607. (S) Add 2x4 x 6-0-0 HF #2 scab to be attached to one face of top chord wi th 10d (0.128"X3.0") nails at 6" o.c. Top edge of scab should be 1.5" below the existing top edge of the top chord. 4X5 • • • 6 ♦♦0111 ►� \\\\a\\\\ 16 3-4-3 410. —.4110. X11 11 11 _ 0 11 0 wit — _ 9-0-0 2X4 III 3X5(A1) = 3X5(A1) -=- 1<--1-6-0—>i L-1-6-0--->-1 6-0-0 _I, 6-0-0 _I 1< 12-0-0 Over 2 Supports R=987 U=282 W=5.5" R=987 U=282 W=5.5" RL=101/-101 Note: All Plates Are 1. 5X4 Except As Shown. Desi gn Cri t: I BC2015/TPI-2014(STD) EO PROF& PLT TYP.ppWave FT/RT=2%(0°/D)/4(0) 16.01. 1< <9 �• `riA` OR/-/1/-/-/R/- Scale =. 5"/Ft. Truss 8 SN4thAyetComeli�sOR973i13 2118 '•wARNINGI•' READ AND FOLLOW ALL NOTES oxTHIS WWINcI C9 !�©1 0. 11 Vy TC LL 25.0 PSF REF R7175- 83681 ••11PORTANT^ FIRM sH nus DRAM NB To ALL CONTRACTORS I NUM NG THE INSTALLERS. 19575 1f Trusses regul re extreme care In fabrl cat ng, handling, shipping, Instal l I ng and bracing. Refer to and follow the latest edition of BCSI (tellding Component Safety I nformatl on, by TPI and Ni OA) for safety practices prior - %, TC DL 10.0 PSF DATE 07/13/17 to performing these functl ons. Installers shall provide temporary bracing per BCSI. Unl essnnoted otherwise. top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached / 141164, ri gid cel I i ng. Locati ons shown for permanent I ateral eachi nt of webs shat I have bract ng stat I ed per BCSI �/ ' BC DL 7.0 PSF DRW CAUSR7175 17194017 ,4 L� sections B3, H7 or B10, as applicable. Apply plates to face of truss and position as shown above and on 07 3/20 7 I the lolnt Details, unless noted otherwise. Refer to drawings 16oO-zfor standard plate positions. BC LL 0.0 PSF CA-ENG BFR/GWH I Alpine, a y fell on of Ibi Building Components Group Inc. shall not be responsible for any devlatlon frau this OREGON drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for candling, shl ppl ng, — AN mW COMPANY Installation R bracing of tresses. np .9 �,� 20,�q�e '4,- A TOT. LD. 42.0 PSF SEAN- 124659 1 espond on I btsy drawl y r r the cover page iisl MI shown.. thin drawl rt EI 1 i sy nc fuses of acceptance �rMrrpforssny sttvnnterrs neer! the OL .07' DUR. FAC. 1. 15 FROM BB 8351 Roxana Circle resppnsl bl I I ty of the But I el ng Des'goer per ANSI IIPI 1 See.2. Sacramento,CA 95828 For more'nformati on see thi s 1 ob•s general notes page and these web sites: ALPI NE: www.al pi neitw.can, TPI a www.tpl nst.erg: WIC, wmv.sbcl ndustry.cora: ICC'. www.i cosafe.org Renews6/30/2019 SPACING 24.0" J RE F- 1W2G7175Z01 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0717071--PARR LUMBER-HILLSBORO -Rockwell F Windwood -- VERIFY VERIFY, OR - E) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere i n roof, RI SK CAT II, EXP B, wi nd TC DL=3.0 psf, wind BC Webs 2x4 HF Std/Stud DL=0.6 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord Iive Wind loads and reactions based on MWFRS with additional C&C member load applied per IBC-15 section 1607. design. Deflection meets L/360 Iive and L/240 total load. Creep increase factor for dead I oad i s 2.00. 4X5= 6 6 3-4-3 mai 0 49-0-0 1. 5X4 III \ 2X4(A1) ==-- 2X4(A1) L-1-6-0—>1 l<-1-6-0--->•1 r 6-0-0 + 6-0-0 6-0-0 I 6-0-0 12-0-0 Over 2 Supports R=633 U=88 W=5.5" R=633 U=88 W=5.5" RL=-66 Design Cri t: I BC2015/TPI -2014(STD) .EOPROFF PLT TYP. Wave FT/RT=2%(O%)/4(0) 16.01. .. % �• `pit's OR/-/1/-/-/R/- Scale =. 5"/Ft. Truss Components of Oregon (503)357-2118 **WARM NGI••READ AND FOLLOW ALL NOTES ON THIS DRAM NG' a adl Etc OZ TC LL 25.0 PSF REF R7175- 83682 h ••I IPDRFAM•• FIIRNI SH THIS ORIINI NG TO ALL CONTRACTORS INCLUDING THE I NSTALIFAS. 19575 TT11 825 N 4t Ave,Cornelius OR 97113 Trusses re extreme care I n fabri cats n handl 1 n shi I n 1 nstal I and bract n Refer to and fol I ow P requln. I at n, ng ng. t TC DL 10.0 PSF DATE 07/13/17 the lrfort gi ti on of nct1 (Building Component Safety Ieftempo on, by TPI and WTCSI for safety practices prior to Performing Ihese functions. Installers shall Provide temporary bracing per alI Unless noted otherwise, top chord shalhave properly attachedpe structural 511eatestr antl bottom b chord shall have a properly attached ri gid cel 1 ng. Locati ons shown for permanent ateral restraint of webs shat I have brat;ng;natal I ed per BCSI allk BC DL 7.0 PSF DRW CAUSR7175 17194007 ,4 ��)0 sections B3, B7 or B10J as applicable. Apply plates to each face of truss and position as shown above and on 07 /20 I i the Jai nt 0etai l s, unless noted otherwl se. Refer to drawings 160A-Z for standard plate post tl ons. I ' Alpine, a division of ITW BuiIding Components Group Inc. shalI not be responsih;e for any deviation from this OREGON BC LL 0.0 PSF CA-ENG BFR/GWH drawing, any failure to build the truss In conformance ad ANSI/TPI 1, or for handling, shi poi ng, AN ITW COMPANY Install atlon R bracing of trusses. TOT. LD. 42.0 PSF SEON- 124637 . A seal on this drawl ng or Cover page I I at'ng thin drawl ng, I ndi etas acceptance of professi,wlel engl neer'ng �•40,19 respond blllty solely for the design slow,. The sultool IIty and use of this drawing for any structure Is the ROIs • W.Nk DUR. FAC. 1. 15 FROM BB 8351 Roxana Circle response bi I I ty of the gul 1 dl 09 Deal goer per ANSI/IPI 1 Sec.2. Sacramento,CA 95828 For more i nformat;on see thi s j obi s general notes page and these web sites: ALPINE: www.al pi nei tw.corn; TPI: www.tpi net.erg: WTCA: wwwb .sci ndustry, rn,coI CC: www.,«safe.erg Renews 6/30/2019 SPACI NG 24.0" J RE F- 1 W2G7175 ZO1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0717071--PARR LUMBER-HILLSBORO -Rockwell F Windwood -- VERIFY VERIFY, OR - CGE) Top chord 2x4 HF #2 120 mph wind, 20.87 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=3.0 psf, wind BC Webs 2x3 HF #2 DL=0.6 psf. See DWGS S12030ENC100815 & GBLLETIN1014 for gable wind bracing Wind loads and reactions based on MWFRS with additional C&C member requi rements. desi gn. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Provi de lateral wi nd bracing per I TWBCG wi nd braci ng details or per load applied per IBC-15 section 1607. engineer of record. 2X3 studs require reinforcement at 70% of the length tabulated for 2X4 studs of the same grade. Truss designed to support 1-6-0 top chord outlooker span and cladding load not to exceed 5 PSF one face, and 24" span Deflection meets L/360 live and L/240 total load. Creep increase opposite face. Top chord may be notched 1.5" deep X 3.5" periodically factor for dead load is 2.00. along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of notches. Do not notch i n overhang or heel panel . 4X5- 6 , 6-5-5 ,4llIi \ ■ ■ ■ ■ ■ ■ 18-0-0 / 2X4(B1) = 2X4(B1) R=172 PLF U=33 PLF W=14-6-0 L1-4-0i RL=16/-16 PLF -4-0 J 1 I, 7-3-0 ,I_ 7-3-0 J I< 14-6-0 Over Conti nuous Support >I • • Note: Al I Plates Are 1.5X4 Except As Shown. Design Cri t: 1 BC2015/TPI -2014(STD) O PROFF PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01. #• SLp OR/-/1/-/-/R/- Scale =. 3125"/Ft. **WARNING!'•READ AND FOLLOW ALL NOTES ON THIS DRAWING! I N REF R7175- 83683 Truss82ComponentsofOregon 971157-2118 c1G E TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 ••IIraRTANr•' FURNISH 7X15 DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. UI � Z Trusses regulre extreme care In fabricating, handling, shipping, InstalIIng and bracing. Refer to and follow 19575 r TC DL 10.0 PSF DATE 07/13/17 the latest edition of BCS! (BulIdi ng Component Safety Information, by TPI and WTCA) for safety practices prior to Performing these functions. Install sers tructural Prov;th Seaa.ry bracing per BCS!. Unless noted otherwise, /l top chord shall have properly attachetl str rural sheath)ng antl bottom chard shall have a properly attached ri gid cei I I ng. Locati ons shown for permanent I acarol estr int of webs shat I have bract ng I metal I ed per BCS! �- ----- BC DL 7.0 PSF DRW CAUSR7175 17194008 ,4 �O` e tl ons B3, e]or BiO as applicable. Apply plates to eang Face of truss and position as shown above a d on J I the Joint Detals, unless noted otherwise. Refer to drawings 160A-Z for standard plate post tions �7 20 I Alpine, a division of ITW BUIlh" components Group Ino. steal, net be responsible for any eev;atinn from this OREGON J BC LL 0.0 PSF CA-ENG BFR/GWH drawing, any fol l ure to bu;Id the truss In conformance with ANSI/TPI 1, or for handling, shl ppi ng, AN ITW COMPANY Installation&bracing of trusses. TOT. LD. 42.0 PSF SEAN- 124646 A seal on this drawl ng or cover page I I etl ng tN s drawl ng, I ndl cotes acceptance of professl one1 engl erl ng 9 V A•20.104 'f responsl el l l ty solely far the design shown. The sot tab)IK Merl and use of this drawl ng for any structure 1s the ro "s O/ W. N� OUR. FAC. 1. 15 FROM BB 8351 Rovana Circle sponsl bl I I ty of the But I dl ng Deal goer per ANSI/TPI 1 See.2, Sacramento,CA 95828 For more Information see this jobs general notes page and these web s;tee: SPACING 24.0" JREF- 1W2G7175Z01 ALPINE: www al pi mel tw.con: TPI: wow.tpi net.org' WTCA: www.sbci ndustry.toms ICC: www.i ccsafe.org Renews 0/30/2019 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (0717071--PARR LUMBER-HILLSBORO -Rockwell F Windwood -- VERIFY VERIFY, OR - DGE) Top chord 2x4 HF #2 :T2 2x6 HF #2: 120 mph wind, 22.64 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere i n roof, RI SK CAT II, EXP B, wi nd TC DL=3.0 psf, wi nd BC Webs 2x3 HF #2 DL=0.6 psf. Truss designed to support 1-0-0 top chord outl ookers and 5 PSF Wind I oads and reacti ons based on MWFRS with additional C&C member cladding on one face I n area (0) only, and 24" span on opposi te desi gn. face. Top chord may be notched 1.5" deep X 3.5" periodically along top edge. DO NOT OVERCUT. No knots or other I umber defects allowed Provide I ateral wi nd braci ng per I TWBCG wind braci ng details or per within 12" of notches. Do not notch in overhang or heel panel. engineer of record. 2X3 studs require reinforcement at 70% of the length tabulated for 2X4 studs of the same grade. See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind bracing requirements. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead I oad i s 2.00. Bottom chord checked for 10.00 psf non-concurrent bottom chord Iive I oad applied per IBC-15 section 1607. 4X5--- + X5=+ Provide I ateral bracing for inset chord. Attach nai I er �� at edge of I ower roof di aphragm, or use purlins at 24" oc. 3X7 11100,10 9-11-13 S ' 10 i IA AI : o �� +18-0-0 2_ 3X5= 2X4(B1) .- 3X5(81) Li 4-0I 14-0-12 —I1- -0 15-9-0 + 7-3-0 8-1-5 3-4-11 3-10-11 0-4-5 7-3-0 I` 23-0-0 Over 2 Supports R=220 PLF U=42 PLF W=8-11-8 RL=27/-27 PLF R=1131 U=123 W=5.5" Note: All Plates Are 1. 5X4 Except As Shown. Design Cri t: I BC2015/TPI -2014(STD) O PROF PLT TYP. Wave FT/RT=2%(O%)/4(0) 16.01. 0- ,� . FSLp1 OR/-/1/-/-/R/- Scale =. 25"/Ft. Truss Components of Oregon (503)357-2118 **WARM NGI ww READ AND FOLLOW ALL NOTES ON THIS DRAW!NGI ‘OtNE • TC LL 25.0 PSF 825 N 4th Ave,Comelius OR 97113 "I IPORUNrw• FURNISH THIS DRAWING TO ALL CONTRACTORS I NCLUDI NG THE INSTALLERS. C A y REF R7175- 83684 Trusses require extreme care in fabricating, handling, shlpoi ng, Installing and bract ng. Refer to and follow 19575 -r TC DL 10.0 PSF DATE 07/13/17 the latest edition of BCSI (Bull di ng Component Safety Information, by TPI and WTCA) for Safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,u /1 top chord shat I have properly attached structural sM1eatM1l ng and bottom chord steal I have a properly attached BC DL 7.0 PSF DRW CAUSR7175 17194018 rigid ceiling. Loran ons shown for permanentl ateral restraint of webs shall have bracing installed per eG51 alkj �O sections B3, B7 or B10, as applicable. Apply plates to each face of truss and poli ti on as shown above and on1 II 1 N I the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for stantlard plate positions. 07 X20 7 I ' Alpine, a dl vl sl on of ITN Buildi rg Components Group Inc. shall not be responsiblnor.' for any tlevl atl on from fin, BC LL 0.0 PSF CA-ENG BFR/GRH drawing, any fat I to but Id the truss In conformance WISP ANSI/TPI 1, or for handl Ing, sill ppl ng, J AN ITWC.OMPANY Installation a braving of trusses. 4 TOT. LD. 42.0 PSF SEAN- 124649 . A seal on thl s drawl ng or cover paps I I MI ng this drawl ng, I ndl cetes acceptance of prof sal anal enpl neer'rip • , V A•20,1996 G responsl bill ty solely for the design snow. The sol 005111 ty and use of this drawl ng for any structure Is the OL W w N OUR. FAC. 1. 15 FROM BB 8351 Rovana Circle responslblllty of the Dui lding Deslgn.r per ANSI/TPI 1 Sec. W Sacramento,CA 95828 For more'nformati on see this job's general notes page and these web sl tee: SPACING 24.0" JREF- 1W2G7175Z01 ALPINE: www.al pi neitw.can, TPI: www.tui net.org' WTCA: waay sbci ndustry.com, ICC: www.l ccsafe.org Renews 13/80/20/9 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (0717071--PARR LUMBER-HILLSBORO -Rockwell F Windwood -- VERIFY VERIFY, OR - DG) Top chord 2x4 HF #2 2 COMPLETE TRUSSES REQUI RED I t , Bot chord 2x6 DF-L SS Webs 2x4 HF Std/Stud :W3, W4, W6, W7 2x4 HF #2: Nail Schedul e:O.120"x3", min. nails :W5 2x4 HF #1&Bet. : Top Chord: 1 Row @12.00" o.c. :Rt Wedge 2x8 DF-L SS: Bot Chord: 2 Rows @ 2.50" o.c. (Each Row) Webs : 1 Row w 4" o.c. Special I oads Use equal spaci ng between rows and stagger nails (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) in each row to avoid splitting. TC- From 76 plf at 0.00 to 76 plf at 11.50 4" o.c. spacing of nails perpendicular and parallel to TC- From 76 plf at 11.50 to 76 plf at 23.00 grain required in area over bearings greater than 4" BC- From 7 plf at 0.00 to 7 plf at 23.00 BC- 1723.71 I b Conc. Load at 1.06, 3.06, 5.06, 7.06 Brg bl ocks:O.120"x3", mi n. nai I s 9.06,21.06 brg x-I oc #bl ocks I ength/bl k #nai I s/bl k wal I pl ate BC- 1708.22 I b Conc. Load at 11.06,13.06,15.06,17.06 1 0.000' 1 12" 5 Rigid Surface 19.06 Brg block to be same size and species as chord. Refer to drawing CNNAILSP1014 for more information. 120 mph wind, 23.19 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere i n roof, RISK CAT I I, EXP B, wi nd TC DL=3.0 psf, wi nd BC DL=O.6 Wi nd Ioads and reacti ons based on MWFRS. psf. Deflection meets L/360 Iive and L/240 total load. Creep increase factor for dead I oad i s 2.00. 5X7(R) III 1 6X6X8 4X8�i 4X8 9-11-13 )P11O_ ■ M i.- i 4_18-0-0 _L 6X12(B9R) 3X10 III 4X8(R) III 8X8(R) III 4X8(R) III 6X12(B9R) H0508= 3X10 III F--:4-2-3-+-3-7-14±-3-7-14+3-7-14-+-3-7-14-+-4-2-3H L- 11-6-0 _I_ 11-6-0 ,J 23-0-0 Over 2 Supports R=10774 U=2095 W=5.5" R=10019 U=1952 W=5.5" Desi gn Cri t: I BC2015/TPI -2014(STD) p PRO PLT TYP. 20 Gauge HS,Wave FT/RT=2%(O%)/4(0) 16.01. 0' .s 'ir FE3,o OR/-/1/-/-/R/- Scale =. 1875"/Ft. Truss Components of Oregon (503)357-2118 .'WARNING!••READ AND FOLLOW ALL NOTES ON THIS DRAWING! a oGIMEF /O TC LL 25.0 PSF REF R7175- 83685 ••Imp0RTANT•• BUNNI SH THIS DRAIN NG TO ALL CONTRACTORS INCLIAI NG THE INSTALLERS. 825 N 4th Ave,Cornelius OR 97 13 41 'L Trusses regulre extreme care In fabricating, handling, shi ppi ng, Installing and bracing. Refer to and felow 19575 7_, TC DL 1 0.0 PSF DATE 07/13/1 7 the latest edi tl on of SCSI (Bul!di ng Component Safety Informatl on, by TPI and WTCA) for safety practices art or r to performing these functions. Installers shall provide temporary bracing per BCS!. Unless noted otherwise, /l top chord shal I have properly attached structural sheath)ng and bottom chord shat I have a properly attached BC DL 7.0 PSF DRW CAUSR7175 17194019 rigid ceiling. Locations shown for permanent lateral rostral nt of webs shall have bracing installed per BCS! �- ,L=�� sections 83, By or B10, as applicable. Apply plates to each face of truss and position as shown above and o. the Joint DetaiIs, unless noted otherwise. Refer to drawings 160A-z for standard plate positions. n 07 /20 7 BC LL 0.0 PSF CA-ENG BFR/GWH I Alpine, a division of ITV BuiIding Components Group Inc. shall not be responsible for any deviation from this OREGON drawing, any failure to build the truss In conformance with ANSI/TPI ,, or for handling, shipping, AN ITW COMPANY I metal I at on x TOT. LD. 42.0 PSF SEON- 124657 bract ng of trusses. A seal on this drawl n9 or corer page 11.01 ng tills drawl nag I not utas acceptance of profess'oral engi neer)n9 V `on,20,19 '1, responsibility solely for the design shown. The sol tabs liura ty and use of this drawl ng for any structure's the �QQL• 0�G OUR. FAC. 1. 15 FROM BB 8351 Rovana Circle respansl GI I I ty of the Sul 181 tag Designer per AILS!/RI t See.2. Sacramento,CA 95828 For morelnformati on see thi s,ob•s general notes page and these web sites: SPACI NG 24.0" JREF- 1W2G7175Z01 ALPINE: www.al pi nein;tw.coTPI: www.tpl net.org WTCA: www.sbcindustry.con: ICC: www.I ccsafe.org Renews 8/90/2019 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0717071--PARR LUMBER-HILLSBORO -Rockwell F Windwood -- VERIFY VERIFY, OR - FGE) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere i n roof, RISK CAT II, EXP B, wind TC DL=3.0 psf, wi nd BC Webs 2x3 HF #2 :W1 2x4 HF Std/Stud: DL=0.6 psf. Truss desi gned to support 1-0-0 top chord outl ooker span and Wi nd I oads and reacti ons based on MWFRS wi th additional C&C member cladding load not to exceed 5 PSF one face, and 24" span design. opposite face. Top chord may be notched 1.5" deep X 3.5" periodically al ong top edge. DO NOT OVERCUT. No knots or other I umber defects Provi de I ateral wi nd bracing per I TWBCG wind bracing details or per allowed within 12" of notches. Do not notch in overhang or heel panel. engineer of record. 2X3 studs require reinforcement at 70% of the I ength tabul ated for 2X4 studs of the same grade. See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind bracing requirements. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead I oad i s 2.00. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IBC-15 section 1607. (S) Add 2x4 x 6-0-0 HF #2 scab to be attached to one face of top chord with 10d (0.128"X3.0") nai I s at 6" o.c. Top edge of scab should be 1.5" below the existing top edge R=134 U=69 of the top chord. .A . 12-5-8 111% 5 ♦�♦11- 1. 5X4 III ���111i♦♦\ 1. 5X4 III 100.:0" (S) 3-9-5 '14000-. 1. 5X4 III IP 61111 ,i1111111111 II ■ 1.5X4 M 1.5X4 M 2X4(A1) = 3X5 III 4-0-0 -1 L-1-6-0--->i 4-1-4 �z • 1 8-3-0 Over 3 Supports R=340 U=96 W=5.5" R=414 U=201 RL=173 Design Cri t: I BC2015/TPI—2014(STD) , 0PRO PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01. 00 .s 10 - FESS, OR/-/1/-/-/R/- Scale =. 5"/Ft. Truss Components of Oregon (503)357-5118 "WARNI NGI ww READ AND FOLLOW ALL NOTES ON THIS DRA0I NCI 0,0/14 '% TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 '•IIW'ORTANT'• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. F� 9 REF R7175- 83686 Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and follow 19575 TC DL 1 0.0 PSF DATE 07/13/17 the latest edition ofBCSI (Bus I di ng Component Safety Informatl on, by TPI and WTCA) for safety practices pri or to performing these functions. I nstal I ars shall provide temporary bracing per SCSI. Unless noted otherwise, r...„1 top chord shal I have properly attached structural sheathing and bottom chord shal I have a properly attached BC DL 7.0 PSF DRW CAUSR7175 17194010 rigid ceiling. Location shown for permanent I ateral r of webs shall have bracing installed per SCSI �/ / sect)ons B3, B7 or B10, as appli cab)e. Appl y pi ates to each face of truss and puss tl on as shown above and on 1 the Joint Detal I s, unless noted otherwise. Refer to drawl nos 16DA-Z for standard plate positions. 07 ,3/20 7 • o n BC LL 0.0 PSF CA—ENG BFR/GWH A I N I Alpine, a division of Ubu Builds ng Components Group Inc. shall not be responsible for any deviation from tM1is � lL � OREGON • drawing, any failure to build the truss i n conformance wi th ANSI/TPI 1, or for handl i ng. shi'1'ng, AN ITW COMPANY I nstal I ati on A braes ng of trusses. ng, G TOT. LD. 42.0 PSF SEAN— 124675 . r"`pons)DI II ty sol on thl s ol el yOor for the dessi g sl`i e.l ng tThe`sdrawl ll t bI I tynd�tue of ofCthis drawill ng for any structure I s the 9R n.Z0.1o� V 8351 Rovotu Circle respofsl bill ty of the OW I dl n9 Designer par ANSI/TPI 1 See.2. O` i W.V OUR. FAC. 1. 15 FROM BB Sacramento,CA 95828 For morelnformatlon see this Job's general notes page and these web,iter: SPACING 24.0" J RE F— 1 W2G7 1 7 5Z01 ALPINE: www.al pi neitw.can. TPI: www.tpl nst.org. WICA: www.sbci ndustry.con. ICC: wane i ccsafe.org Renews 6130/2019 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0717071--PARR LUMBER-HILLSBORO -Rockwell F Windwood -- VERIFY VERIFY, OR - F) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wi nd TC DL=3.0 psf, wi nd BC Webs 2x4 HF Std/Stud DL=0.6 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member load applied per IBC-15 section 1607. design. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. R=120 U=21 11 4_12-5-8 1.5X4 III 5 ' 3-9-5 1 o .t „ 9-0-0 3X5 III 2X4(A1) <-1-6-0-- 4-1-4 1"12 I8-3-0 Over 3 Supports R=311 U=25 W=5.5" R=354 U=66 RL=67 Design Crit: I BC2015/TPI -2014(STD) ,EOPROIF .• PLT TYP. Wave FT/RT=2%(O%)/4(0) 16.01. .4 : i `IFA% OR/-/1/-/-/R/ Scale =. 5"/Ft. Truss Components of Oregon (503)357-3118 "WARM NGI ww READ AND FOLLOW ALL NOTES ON THIS DRAIN HGI ei. 06` 0,� OZ TC LL 25.0 PSF REF 87175 83687 825 N 4th Ave,Cornelius OR 97113 w'1IpORTANT" FIIRNI SH 111I s DRAWI NB TO ALL CONTRACTORS I NCLUDI NG 111E INSTALLERS. 19578 Trusses require extreme care In fabrl rating, handling, shipping, installing and bracing. Refer to and follow ,,the latest edl ti on of BCSI (Elul l di ng Component Safety I nformati on, by Tel and WrCA) for safety practi res pri or %, TC DL 10.0 PSF DATE 07/13/17 To Pertbrmi ng these functions. Installers shall Provide temporary bracing per BCSI. Unless noted otherwise. top chord shall have properly attached structural sheathing antl bottom chard shall have a properly attached / ri gl d cei I i ng Loran ons shown for permanent I ateral reatr t of webs shat I have bract ng I^stat I ed per BCSI fill BC DL 7.0 PSF DRW CAUSR7175 17194011 All _PIN : sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and o 07 /20 7 1 t• the Joint Details, unless noted otherwise. Refer to tlrawi ngs 160A-Z Por standard plate post ti ons. I AI Ione. a di„ision of ITN enid„, is nrou Inc shall not bef r ble fpr tleviation from this OREGON BC LL 0.0 PSF CA-ENG BFR/GWH p rg I one` p or Ons drawl ng, any falluru to build the truss In conformance with ANSI/TPI 1, or for handling, hipping, AN ITW COMPANY Installation R bracing of trusses. 14A.. n.surlq�° .1' TOT. LD. 42.0 PSF SEON- 124662 A seal on thl s drew ng or Cover page I 1 sting tills drawl ng, I ndl cotes acceptance of profess)oriel eagl nearing respansi bill ty sol el y for the des'gn shorn. The nil tail I ty and use of thl s draw ng for any structure I s the OL a .VW DU R. FAC. 1. 15 FROM BB 8351 R6vana Circle respond bl l lty of the Bull ding Deslliner per MSI/Tp1 1 Sec.2. Sacramento,CA 95828 For more i nformati on see thi s j ob's general notes page and these web sites: ALPINE: www.al pineitw.co, TPI: www,tpinst,or, WTCA: wxw.sbcindustry.coin' ICG www.iccsafe.org Renew.0/30/2019 SPACI NG 24.0" J RE F- 1 W2G7 1 75 Z01 THIS DWG PREPARED FROM COMPUTER I NPUT (LOADS& DI MENSI ONS) SUBMITTED BY TRUSS MFR. (0717071--PARR LUMBER-HILLSBORO -Rockwell F Windwood -- VERIFY VERIFY, OR - Fl) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere i n roof, RISK CAT II, EXP B, wi nd TC DL=3.0 psf, wi nd BC Webs 2x4 HF Std/Stud DL=0.6 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member load applied per IBC-15 section 1607. design. Deflection meets L/360 live and L/240 total load. Creep increase factor Right end vertical not exposed to wind pressure. for dead I oad i s 2.00. 1. 5X4 III i SL 2-11-5 2-1-5 iggigilpl o riI 4, 9-0-0 ! / 3X7 III 2X4(A1) L-1-6-0- -2-0-0—>1 4-1-4 'R2 H 4-3-0 Over 2 Supports--H R=290 U=27 W=5.5" RL=53 R=340 U=61 Design Cri t: I BC2015/TPI-2014(STD) -V PROp PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01. i4 % V' S'..‘OOR/ /1/ / /R/- Scale =. 5"/Ft. Truss Components of Oregon (503)357-2118 **WARM NGI•*READ AND FOLLOW ALL NOTES ON THIS DRAWI NDI \ 0 825N4th Ave,CorneliusOR97113 IWORT DR• • AM NNTRACTDRSINCLwINGTHE INSTALLERS. Q575 + '." TC LL 25.0 PSF REF R7175- 83688 Trusses require extreme eme care are In fabrlcat Ing, handling, shi ppl no, Installleg and bracing. Refer to and follow the latest edi LI on of (Buil dl ng Component Safety I nformati on, by TPI and 01CA) for safety practices prior %1 TC DL 1 0.0 PSF DATE 07/13/17 n to performing these functions. l nstall ere shall provide temporary bracing per BCS!. Unless noted atherwi se, top chord shat I have properly attached structural sheathing a.bottom chord shall have a properly attached / ri gid cei I I ng. Locatl ons shown for permanent I ateral restral nt of webs shat I have bracing i nstal I ed per BM 4 BC DL 7.0 PSF DRW CAUSR7175 17194012 ,4 O�� I 1 sections B3 B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and o 07 /20 7 the Jol nt Detal l s, unless noted otherwise. Refer to drawl nos 160A-Z for standard plate post ti ons. I Al pi ne, a di vl si on of ITN Buil di ng Components Croup Ina. shall not be respond ble for any deviation from this OREGON BC LL 0.0 PSF CA-ENG BFR/GWH drawing, any fel l ure to WIld the truss In conformance vel th ANSI/TPI 1, or for handling, shi poi ng, et AN ITW COMPANY install ati on u bracing of trusses. _ 20.10* . TOT. LD. 42.0 PSF SEQN- 124667 A Baal On thl s drawl n9 or Cover page I 1 stingpte thl s drawl n9, I ndl eat..mesnce of profaaal onal enol neer)n9 dTheresponsl bl I l ty solely for the design shown. sul tablll ty and use of thl B drawl no for any structure is the ROL D .Vg". 01 R. FAC. 1. 1 5 FROM BB 8351 Rovana Circle reapanalblllty of the Bulldl no Desi goer par ANSI/TPI 1 Sec.2. Sacramento,CA 95828 For mare'nformati on see this job's general notes page and corm web sues: Renews 6/30/2019 SPACI NG 24.0" JREF- 1W2G7175Z01 ALPINE, wow al pi neitw.era.oTPI: www.tpi net.org. WM, sbcindustry. ICC. iccsafe.org THI S DWG PREPARED FROM COMPUTER I NPUT (LOADS& DI MENSI ONS) SUBMI TTED BY TRUSS MFR. (0717071--PARR LUMBER-HILLSBORO -Rockwell F Windwood -- VERIFY VERIFY, OR - F2) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere i n roof, RI SK CAT II, EXP B, wind TC DL=3.0 psf, wind BC Webs 2x4 HF Std/Stud DL=0.6 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member load applied per IBC-15 section 1607. design. Deflection meets L/360 live and L/240 total load. Creep increase factor Right end vertical not exposed to wind pressure. for dead I oad i s 2.00. 1. 5X4 III i 00111111111111115 2-1-5 �, 9-0-0 I 1. 5X4 III 2X4(A1) L-1-6-0-J 4-1-42 4-3-0 Over 2 Supports-->1 R=327 U=39 W=5.5" RL=39 R=151 U=29 Desi gn Cri t: I BC2015/TPI -2014(STD) EO PROP PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01. B a 'id `A% OR/ /1/ / /R/- Scale =. 5"/Ft. Truss Components of Oregon (503)357-2118 "WARNI NGI'•READ AND FOLLOW ALL NOTES ON THIS DRAY WI !*6/ ��' TC LL 25.0 PSF p •=INroarANr• FURNISH TITS DRAM NG TO ALL CONTRACTORS INCLUDING THE INSTALLERS. REF R7175- 83689 825 N 4th Ave,Cornelius OR 97113 Trusses extreme care I n fabri cati n handl I n shiI ng, i metal I19575 reds do n, Iat ng and brfor s. Refer ac and fol 'y TC DL 1 0.0 PSF DATE 07/13/17 the latest edi then of BC51 (Building Component Safety Information, by TPI and NTCSI for safety practi ces prior %1 t• to Performing these functions. Installershll Provide temporary bracing per BC51. Unless noted o[herwi se, lop chord shall have properly attached structural sheath)ng and bottom chord shall have a properly attached / ri al d cel I i ng. Locati Ons shown for permanent I ateral estr nt of webs shat I have bract ng i natal I.per BC51 fillk BC DL 7.0 PSF DRW CAUSR7175 17194013 [Flsections B3, BT or B10, as applicable. Apply plates to each face of truss and post tl on as shown above and on 07 /20 7 '111 , the Leine Petal Is, unless noted otherwise. Refer to drawings 160A-Z for standard plate posltions. BC LL 0.0 PSF CA-ENG BFR/GWH I Al pi ne, a di vi si on of I TW Bui I di ng Components Group Inc. shat I not be responsi bl a for any devi ati on from this OREGON drawing, any failure to build the truss In conformance with ANSI 1, or for handling, shipping, e� AN EEWCOMPANY Installation&bracing of tresses. t..� s9 19� ., TOT. LD. 42.0 PSF SEAN- 124669 A seal on this drawl ng or cover page listing this drawl ng, I ndi Cotes acceptance of profess!oral engi Marl ng responsi hi I I ty sol el y for the desi pn drown. The sul tab!II ty end use of this drawl ng for any structure I s the RoL. Y W.�� OUR. FAC. 1. 15 FROM BB 835)Roxana Circle respond bit I ty of the Bul l di n9 peal goer per ANSI/Till 1 Sec.2. Sacramento,CA 95828 For more Imaga e)on s this,ob.s general notes page and these web=Ices: Renews 6t30/2019 SPACI NG 24.0" JREF- 1W2G7175ZO1 ALPINE: wwe.al pi mei tw. TPI: .epi net. rg• WTCA: www. bei ndustry.corn', ICC: .I ccsafe.erg THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (0717071--PARR LUMBER-HILLSBORO -Rockwell F Windwood -- VERIFY VERIFY, OR - F2GE) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere i n roof, RISK CAT II, EXP 8, wi nd TC DL=3.0 psf, wi nd BC Webs 2x3 HF #2 DL=0.6 psf. Truss designed to support 1-6-0 top chord outlooker span and Wind loads and reactions based on MFRS with additional C&C member cladding load not to exceed 5 PSF one face, and 24" span design. opposite face. Top chord may be notched 1.5" deep X 3.5" periodically along top edge. DO NOT OVERCUT. No knots or other lumber defects Right end vertical not exposed to wind pressure. allowed within 12" of notches. Do not notch in overhang or heel panel. See DINGS S12015ENC100815 & GBLLETIN1014 for gable wind bracing Provi de I ateral wi nd braci ng per I TWBCG wi nd braci ng detai I s or per requi rements. engi neer of record. 2X3 studs requi re rei nforcement at 70% of the I ength tabulated for 2X4 studs of the same grade. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IBC-15 section 1607. 1.5X4 III 1. 5X4 III 1 1. 5X4 111 iiiiiill 5 iIll � 2-1-5 'I.I I Jl +9-0-0 1. 5X4 III 1.5X4 III 2X4(A1) = 1. 5X4 III L-1-6-0-wJ 4-3-0 Over 2 Supports- R=503 U=280 W=5.5" RL=194/-21 R=229 U=155 Design Cri t: I BC2015/TPI -2014(STD) • PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01. •• e'• •OFFS+ OR/-/1/-/-/R/- Scale =. 5"/Ft. Truss Components of Oregon (503)357-2118 "WARN!NGI••READ AND FOLLOW ALL NOTES DR MIS DIMING! GJ G N F S'O TC LL 25.0 PSF p ••INpoRrANr•• FURNISH 7X15 DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. n REF R7175- 83690 825 N 4th Ave,Cornelius OR 97113 mases Ire extreme care 1 n fabri earl n Handl I n sn1 so - -r Z redo g Component y I ming, Iystalliand WTCA) for s. etyeprec and fol 19575 P TC DL 10.0 PSF DATE 07/13/17 tM1e 1 ...- Trusses edl ti on of BCS!care !di n C t Safe[ I e temporary on, b TPI and MBCA For ess tines to Performing these Functions. Installers shall provide temporary bracing per BCS!. Unless noted otnerwl se, , top chord shat I have proper)y attached structural sheathing and bottom chord shall have a properly attached BC DL 7.0 PSF DRW CAUSR7175 17194014 ri gid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCS! ,4 �� se tions 83 B)or Blo as applicable. Apply plates to each face of truss and posi ti on as mown above and o O , the mint netalis, unless notetl otherwise. Refer to drawings,6oA-�for standard plate positions. 07 X20 7 BC LL 0.0 PSF CA-ENG BFR/GWH I Alpine, a di vi sl on of ITN euiltli ry Components Group Inc. shall not be responsible for any deviation frpn tM1is drawl ng, any fal lure to build the truss In conformance with ANSI/TPI 1, or for handl log, shipping, OREGON AN ITWCOMPANY installation B bracing of trnsee=. .i TOT. LD. 42.0 PSF SEAN- 124672 rrespspoonsl on 1 1.111 drawing d y'Rfoor the cover ggnn 1 Islwwn.ng The Owl drawing, 1 ty'and cotes of tt i ss'drool for"any structure I o the 9A�A.Y0.19� '� 833!Rovana Circle responsibility or the Bonding DOM gner per ANSI/TIN 1 Sec.2. •OI , •0� OUR. FAC. 1. 15 FROM BB Sacramento,CA 95828 For more Information see this fobs general notes page and these web sites: ` SPACI NG 24.0', JREF- 1W2G7175Z01 ALPINE: www.al pi nei tw.corn; TPI: www,tpi nst.org; sTCA: www.sbci ndustry.corn: ICC: www.l ccsafe.org Gwnuua Al9nNntY Gable Stud Reinforcement Detail ASCE 7-10: 120 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or: 100 Mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or: 100 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 2x4 Brace (1) 1x4 'L' Brace w (1) 2x4 'L' Brace r (2) 2x4 "L" Brace *w (1) 2x6 'L' Brace w (2) 2x6 'L' Brace HA Bracing Group Species and Grades: Gable Vertical No Braces Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B Group A, Spacing Species Grade __c Spruce-Pine-Fir Hem-Fir #1 / #2 4' 7' 7' 10' 8' 1" 9' 3' 9' 7' 11' 0' 11' 5" 14' 0" 14' 0' 14' 0' 14' 0" #1 / #2 Standard #2 Stud #3 4' 4' 7' 2' 7' 8' 9' 1" 9' 5' 10' 10' 11' 4' 14' 0' 14' 0` 14' 0' 14' 0' #3 Stud #3 Standard • 0 r Stud 4' 4" 7' 2' 6' 2' 7' 7' 9' 1' 9' 5' 10' 10' 11' 4" 14' 0' 14' 0' 14' 0' 14' 0' HF Standard 4' 4' 6' 7' 8' 2' 8' 9' 10' 10' 11' 4" 12' 10' 13' 9" 14' 0' 14' 0' Douglas Fir-Larch Southern Pineww■ CU #1 4' 10" 7' 11' 8' 2' 9' 4' 9' 8' 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' #3 #3 SP #2 4' 7' 7' 10' 8' 1" 9' 3' 9' 7' 11' 0' 11' S" 14' 0" 14' 0" 14' 0' 14' 0' Stud Stud Standard Standard #3 4' 6' 6' 6' 6' 11' 8' 7' 9' 2' 10' 11' 11' 4' 13' 6' 14' 0' 14' 0' 14' 0' (U D F L Stud 4' 6' 6' 6' 6' 11' 8' 7' 9' 2' 10' 11' 11' 4' 13' 6' 14' 0" 14' 0' 14' 0' d Standard 4' 4' 5' 9' 6' 1" 7' 7' 8' 2' 10' 4' 11' 1" 11' 11° 12' 10" 14' 0' 14' 0' Group BI U r #1 / #2 5' 3' 8' 11' 9' 3" 10' 7" 11' 0' 12' 7' 13' 1' 14' 0' 14' 0' 14' 0" 14' 0" Hem-Fir _ r #3 5' 0' 8' 10" 9' 3' 10' 5' 10' 10' 12' 5' 12' 11' 14' 0' 14' 0" 14' 0' 14' 0' #1 & Btr c_ U HF Stud 5' 0' 8' 9" 9' 2" 10' 5' 10' 10' 12' 5' 12' 11' 14' 0" 14' 0" 14' 0' 14' 0" #1 CD O Standard 5' 0' 7' 6' 8' 0' 10' 1' 10' 9" 12' 5' 12' 11' 14' 0' 14' 0" 14' 0" 14' 0' Douglas Fir-Larch Southern Pine*** #1 5' 6' 9' 1' 9' 5' 10' 8' 11' 1' 12' 8' 13' 2' 14' 0' 14' 0" 14' 0" 14' 0' #1 #1 SP #2 5' 3' 8' 11' 9' 3' 10' 7' 11' 0" 12' 7' 13' 1' 14' 0" 14' 0" 14' 0" 14' 0' #2 #2 #3 5' 1" 7' 11' 8' 5' 10' 6" 10' 11' 12' 6' 13' 0' 14' 0' 14' 0" 14' 0' 14' 0" 1x4 Braces shall be SRB (Stress-Rated Board). .13 Stud 5' 0' 7' 11' 8' 5' 10' 6' 10' 11' 12' 6' 13' 0' 14' 0" 14' 0" 14' 0' 14' 0' Q� ■mmFor 1x4 So. Pine use only Industrial 55 or Standard 5' 0' 7' 0" 7' 5' 9' 4" 10' 0" 12' 5' 12' 11" 14' 0" 14' 0" 14' 0' 14' 0' Industrial 45 Stress-Rated Boards. Group B O #1 / #2 5' 9" 9' 10' 10' 2' 11' 7' 12' 1" 12' 7" 14' 0' 14' 0" 14' 0' 14' 0' 14' 0' values may be used with these grades. d SPP #3 5' 6' 9' 8" 10' 1' 11' 6" 11' 11" 13' 8' 14' 0' 14' 0' 14' 0" 14' 0' 14' 0' Gable Truss Detail Notes U —FO Standard 5' 6" 8' 8' 9' 3' 11' 6' 11' 11" 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Provide uplift connections for 70 plf over x #1 6' 0' 10' 0' 10' 4" 11' 9' 12' 2" 14' 0" 14' 0' 14' 0" 14' 0" 14' 0' 14' 0' continuous bearing (5 psf TC Dead Load). d SP #2 5' 9' 9' 10' 10' 2' 11' 7" 12' 1" 13' 10" 14' 0' 14' 0" 14' 0" 14' 0' 14' 0' Gable end supports load from 4' 0' outlookers #3 5' 8' 9' 2' 9' 9' 11' 6' 12' 0' 13' 9" 14' 0' 14' 0" 14' 0' 14' 0' 14' 0' with 2' 0' overhang, or 12' plywood overhang. ClJ D L L Stud 5' 8' 9' 2' 9' 9' 11' 6" 12' 0" 13' 9" 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 5' 6" 8' 1" 8' 7' 10' 9' 11' 6" 13' 8' 14' 0' 14' 0' 14' 0' 14' 0" 14' 0' Symm l" Attach 'L' braces with l0d (0.128'x3.0' min) nails. About) able Truss rj i I 41 )1( For (1) 'L' brace. space nails at 2' o,c. in 18' end zones and 4' a.c between zones. Diagonal brace optlorn iii **For (2) 'L' braces, space nails at 3' o in 18' end zones and 6' a.c between zones. vertical length may be doubled when diagonal 18' � � •411.„„°4 0 'L'1::PRrreGt'eeeleso:i ngmustbemimumof 80% ofwebbrace is used Connect L r� memlength.diagonal brace for 385# "L' iat each end. Max web Brace 4� beVertical PlateSizestotal length is 14'. L� , , VerticalLenthNo Splice2x4 DF-L #2 orsthan 4' D' 1X4 or2X3ater than 40' butbetter diagonalrssthan 11' 6' 2X4Vertical len th shown bracer singlein table above. ordoublecut18' +Q 01ater than 1 63X 45' Casshown) atL_1��l M,1�` 0feto commnruss designforINupper end LJ GDI ■ jjY�� • 1"I aksplice, andeel plates.�/ / / / �ontinuaus gearing / / / Refthe Building Designer for conditions Connect diagonal atill e P' midpoint of vertical web. Refer to chart above for me` NP e er '`r e ngth. not addressed by thisI- detail, l wwWARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAWING! CO�` .OG1NZ.0 , ,OZ REF ASCE7-10-GAB12030 wwINPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme core in fabricating,handling,shipping,installing and bracing. Refer to and 19575 follow the latest edition of SCSI(Building Component Safety Information, by TPI and SBCA)for safety 9 DATE 10/01/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. ' %r Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord DRWG A12030ENC101014 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs / -j�LJ =F� FI[ shall have bracing Installed per BCS! sections B3,97 or B10,as applicable. Apply plates to each face allik j LIQ\\�\ f truss and position as shown above and on the Joint Details,unless noted otherwise. 07 3/20 7 Refer to drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc. shall not be responsible for any deviation from AN ITW COMPANY N this drawing,any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, • 0 MAX. TOT. LD. 60 PSF installation&bracing of trusses. A seal on this drawing orcover page listing this drawing,Indicates acceptance of professional 9 A•20 i9 engineering responsibility solely for the design shown. The suitability and use of this drawing •OLD`.'.,0 13389 Lakefront Drive for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. • Earth City,MO 63045 For more a re information see this jab's general notes page and these web sites. MAX. SPACING 24 0" ALPINE, w w.alpineitw.coml TPI www.tpinst.orgl SBCAi w w,sbcindustry.orgl ICC' www.iccsafe.org Amulets AIX0911tY • Gable � e ± all • ('I For Let-in Verticals Gable Truss Plate Sizes About O Refer to appropriate Alpine gable detail for minimum plate sizes for vertical studs. it +O Ref er to Engineered truss design for peak, splice, web, and heel plates. :010 O ©If gable vertical plates overlap, use a single plate that covers the total area of the overlapped plates to span the web. ble© tII * ica O Example, 2X4ngthdiyp. Pi % 2X4 d 2X8 "T" Reinforcement Attachment Detail "T' Reinforcing 'T' Reinforcing Member Member ik© I41. , OToe-nail - Or - X End-Hall © © To convert from 'L' to "T' reinforcing members, multiply "T' increase by length (based on Provide connections for uplift specified on the engineered truss design. appropriate Alpine gable detail). Attach each "T' reinforcing member with End Driven Nails Maximum allowable 'T' reinforced gable vertical IOd Common (0.148'x 3.',min) Nails at 4' o.c, plus length is 14' from top to bottom chord. (4) nails in the top and bottom chords. "T' reinforcing member material must match size, Rigid Sheathing Toenailed Nails specie, and grade of the "L` reinforcing member, ltd Common (0.148'x3',min) Toenails at 4' o.c. plus Web Length Increase w/ "I" Brace 4 Nails � � (4) toenails in the top and bottom chords. "T" Reinf. 'T" This detail to be used with the appropriate Alpine gable detail for ASCE Mbr. Size Increase Reinforcing wind load. 2x4 30 Member ASCE 7-05 Gable Detail Drawings Examples 2x6 20 A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, 7. ASCE 7-10 Wind Speed = 120 mph Nails A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 Mean Roof Height = 30 ft, Kzt = 1.00 Gable Spaced At ASCE 7-10 Gable Detail Drawin s Gable Vertical = 24'ao SP #3 Truss p g 'T" ReinforcingMember Size = 2x4 4' ac, A11515ENC101014, A12015ENC101o14, A14015ENC101014, A16015ENC101014, A18015ENC101014, A20015ENC101014, A20015END101014, A20015PED101014, 'T' Brace Increase (From Above) = 30% = 1.30 A1203 Aopria e Alpi14, gable detail014, A aximuNC101014, A1603OENC101014, (1) 2x4 'L" Brace Length = 8' 7" A1803OENC101014, A2003OENC101014, A20030END101014, A2003OPED1010L4 Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7" = 11' 2' See appropriate Alpine gable detail for maximum unreinforced gable vertical length. VI 4 Nails i Ceiling ��E0 PROFs. S 4 ww WIw RNINGw READ AND FOLLOW ALL NOTES ON THIS DRAWING! REF LET—IN VERT wwIMPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 19575 Trusses require extreme care in fabricating,handling, shipping, installing and bracing. Refer to and fallow the Latest edition of BCS! (Building Component Safety Information, by TPI and SOCA) for safety /I DATE I0/01/I4 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. / Unless noted otherwise, tap chord shot have properly attached structural sheathing and bottom chord DRWG GBLLETIN 1014 shall hove a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs 07 /20 7 LI fl shoo have bracing ion owed per BCSI sections B3, !lig; B1g,as apptkable. Apply plates to each face Qi i) lug\v of truss and position as shown above and on the Joint Details, unless noted otherwise. OREGON L Refer to drawings 160A-Z for standard plate positions. , 13/17 AN ITW COMPANY thisine, a drawing, anynof failureWtoabuild the Components truss in Gconformance aU not be with ANSI/TPI responsible,orforor any handtng deviation shipping,From 7 ''''A•20,19' ('� installation &bracing of trasse Of. w� MAX. TOT. LD. GO PSF A seal an this drawing or cover page listing this drawing,indicates acceptance of professional engineering responsibility solely the design shown. The suitability and use of this drawing DUR. F AC. ANY for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 13389 Lakefront Drive Renews 6/80/2019 For more Information s e this Job's general notes page and these web sites Earth City,/2063045 ALPINE wwwalpineitw.coml TPI. www.tpinst.org SBCA' www.sbcindustry.orgi ICC' www1ccsafe.org MAX, SPACING 24.0" ASCE 7-10 120 mph, 30' Mean Height, Closed, Exposure C Common Residential Gable End Wind Bracing Requirements - Sti- -Fevers 120 mph, 30ft. Mean Hgt, ASCE 7-10, Enclosed, Exp C, or H Less than 4'6" - no stud bracing required 100 mph, 30ft. Mean Hgt, ASCE 7-10, Enclosed, Exp D, or 100 mph, 30ft, Mean Hgt, ASCE 7-10, Part. Enclosed, Exp C, H Greater than 4'6" -to 7'6" in length Kzt = 1.00, Wind TC DL=5,0 psf, Wind BC DL=5.0 psf, provide a 2x6 stiffback at mid-height and brace stiffback -to roof' diaphragm every 6'0" (see detail below or Lateral chord bracing requirements refer to DRWG A12030ENC101014), Top: Continuous roof sheathing Bot: Continuous ceiling diaphragm H Greater than 7'6" to 12'0" max: provide a 2x6 stiffback at mid-height and brace See Engineer's sealed design referencing this detail to roof' diaphragm every 4'0" (see detail below or for lumber, plates, and other information not shown refer -to DRWG A12030ENC101014), on -this detail. X Optional 2x L-reinforcement attached Nails: 10d box or gun (0,128"x3",min) nails, -to stiffback with 10d box or gun (0.128" x 3", min.) nails @ 6" o,c, I ,, 111%ti ,1 N , 2X4 Blocking nailed to Ili*. 45° sheathing and 124 Max each truss (Typ) 1 H_� ®_®___®__ �®mi imemmimiimum . im 2X4 DE-L #2 H/2 or better diagonal brace Attach each end X 1 for 560#. �` X f rmimnir g �tem■ im ��� ■ ■ onnuous - 2x6 #2 Stiffback attached -to each Stud w/ (4) 10d box or gun (0123" X 3", min ) nails, G. ��s°PROF�Sif wwWARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAWINDRAWING1%0 INF. HO ...IMPORTANT.*FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Cn Z REF GE WHALER Trusses require extreme care in fabricating,handling, shipping,installing and bracing. Refer to and 19575 -1' 7 DATE 10/0114 follow the latest edition of BCSI (Bullding Component Safety Information, by TPI and SBCA) for safety ' r L practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. / Unless noted otherwise, top chard shall have properly attached structural sheathing and bottom chord DRWG GABRST101014 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs 44111) % [LI _ I� shall t hsse ndaposi instased per above and on th, B7 or Bet as unless Applyt plates to each face n,� 3/20 ,� lull\__ of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. o4'>,prw(j�tl� AN ITW COMPANY Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from 117711 JTT TT''//�� this drawing, any failure to build the truss In conformance with ANSI/TPI I, Or for handling, shipping, installatbn &bracing of trusse 7 9p i/�n.�0,190 �.r MAX. TOT. LD. 60 PSE A seal on this drawing orcover er page listing this drawing,indicates acceptance of professional 'TOL a engineering responsibility solely for the design shown. The suitability and use of this drawing �C •- 13389 Lakefront Drive for any structure is the responsibility of the Building Designer per ANSI/TPI I Sect. Earth City,MO 63045 For re Information see this job's general motes page and these web sites' R.ee,w B/BgM04g MAX, SPACING ALPINE' w w.alpinelt cram) TPI www.tpinst.argl SBCA. w w.sbclndustry.orgl ICG www.iccsafe.org CSRRein oro, g veHcer SL, bs , i LU t of T-Reinforcement This detail is to be used when a Continuous Lateral Restraint (CLR) Or" T-Reinf, is specified on a truss design but an alternative web L_-Reinforcement: or reinforcement method is desired. L-Reinf. ,� ,` Apply to either side of web narrow face, ,, Attach with 10d (0.128"x3,0",min) nails , at 6" o.c. Reinforcing member is , Notes a minimum 805 of' web , member length. ,, This detail is only applicable for changing the specified CLR ,, shown on single ply sealed designs to T-reinforcement or L-reinforecement or scab reinforcement. der \ - / All Alternative reinforcement specified in chart below may be conservative, INIE " For minimum alternative reinforcement, re-run design with appropriate X reinforcement type, T-Reinf. L-Reinf. Web Member Specified CLR Alternative Reinforecement Scab Reinforcement: Size Restraint T- or L- Reinf. Scab Reinf. 2x3 or 2x4 1 row 2x4 1-2x4 Apply scab(s) to wide face of web. 2x3 or 2x4 2 rows 2x6 2-2x4 No more than (1) scab per face, III Attach with 10d (0,128"x3,0",min) nails -� 2x6 1 row 2x4 1-2x6 at 6" o c. Reinforcing member is a 2x6 2 rows 2x6 2-2x40* minimum 80% of web member length. 2x8 1 row 2x6 1-2x8 2x8 2 rows 2x6 2-2x6010 Scab Reinf. T-reinforcement, L-reinforcement, or scab reinforcement to be same species and grade or better than web member unless specified otherwise on Engineer's sealed design, L ()10 Center scab on wide face of web, Apply (1) scab to each face of web. - - PROpSMEM 6.,0 wwWARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAWING! �� NG�NF...Ai ' pO9 TC LL PSF REF CLR Subst, wwINPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 19575 Trusses require extreme care in fabricating,handling, shipping, installing and bracing. Refer to and • T� ^ follow the latest edition of BCS! (Building Component Safety Information, by TPI and SBCA) for safety A...- ,, '_N_ r TC DL PSF LATE 1���1�14 G� practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. BC T r Unless noted otherwise, top chord shall hove properly attached structural sheathing and bottom chord f % DL PSF DRWC BMCLBSUB1014 ra shall have o properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs rui 0 I\ FI g shall have bracing installed per BCSI sections B3, 07 or B10,as applicable. Apply plates to each face 07 3/20 7 ��\ �� of truss and position as shown above and on the Joint Details,unless noted otherwise. ' ^pC��N BC LL PSF ILII \VVI Refer to drawings 160A-Z for standard plate positions. OM ?N a division of ITW Building Components Group Inc. shall not be responsible for any deviation from AN 1TW COMPANY this drawing, any failure to build the truss In conformance with ANSI/TPI 1,or for handling, shipping, r�O`.20 190 z,'4. TAT. LD. PSF installation S bracing of trusse ,r A seal on this drawing or cover page listing this drawing,indicates acceptance f professional ' engineering responsibility solely for the design shown. The suitability and use of this drawing DUR. FAC. 13389 Lakefront Drive for any structure is the responsibility of the Building Designer per ANSI/TPI I Sect. Earth City,MO 63045 For more e re information see this job's general notes page and these web sites, Renews 6!30!2019 SPACING ALPINE. w w.olpineitw.comi TPI wwwtpinst.orgi SUCH. wwwsbclndustry.orgl ICC' www.lccsafe.org BEARING BLOCK NAIL SPACING DETAIL MAXIMUM NUMBER OF NAIL LINES PARALLEL TO GRAIN CHORD SIZE MINIMUM SPACING FOR SINGLE BEARING BLOCK IS SHOWN. DOUBLE NAIL SPACINGS AND STAGGER NAIL TYPE 2X4 2X6 2X8 2X10 2X12 NAILING FOR TWO BLOCKS. GREATER SPACING MAY BE REQUIRED TO AVOID SPLITTING. 8d BOX (0.113"X 2.5",MIN) 3 6 9 12 15 A - EDGE DISTANCE AND SPACING BETWEEN STAGGERED ROWS OF NAILS (6 NAIL DIAMETERS) 10d BOX (0.128"X 3.",MIN) 3 5 7 10 12 B - SPACING OF NAILS IN A ROW (12 NAIL DIAMETERS) 12d BOX (0.128"X 3.25",MIN) 3 5 7 10 12 C - END DISTANCE (15 NAIL DIAMETERS) 16d BOX (0.135"X 3.5",MIN) 3 5 7 10 12 IF NAIL HOLES ARE PREBORED, SOME SPACING MAY BE REDUCED BY THE AMOUNTS GIVEN BELOW: 20d BOX (0.148"X 4.",MIN) 2 4 5 6 8 • SPACING MAY BE REDUCED BY 50% SPACING MAY BE REDUCED BY 33% 8d COMMON (0.131"X 2.5",MIN) 3 5 7 10 12 BEARING BLOCK TO BE SAME SIZE AND SPECIES AS BOTTOM lOd COMMON (0.148"X 3.",MIN) 2 4 6 8 10 CHORD. BLOCKS MAY BE ANY GRADE WITHIN THE SPECIES, 12d COMMON (0.148"X 3.25",MIN) 2 4 6 8 10 PROVIDED THE COMPRESSION PERPENDICULAR TO GRAIN 16d COMMON (0.162"X 3.5",MIN) 2 4 6 8 10 VALUE (Fc-perp) IS AT LEAST THAT OF THE CHORD. GUN (0.120"X 2.5",MIN) 3 6 8 11 14 GUN (0.131"X 2.5",MIN) 3 5 7 10 12 GUN (0.120"X 3.",MIN) 3 6 8 11 14 C** I NAIL GUN (0.131"X 3.",MIN) 3 5 7 10 12 1 LINE A MINIMUM NAIL SPACING DISTANCES DISTANCES i + T T} T } B* NAIL TYPE A B* C** 1 11 1 11 11 11 11 8d BOX (0.113"X 2.5",MIN) 3/4" 1 3/8" 1 3/4" T T i i i i i B/2* 10d BOX (0.128"X 3.",MIN) 7/8" 1 5/8" 2" 1 1 1 1 1 1 1 1 1 1 12d BOX (0.128"X 3.25",MIN) 7/8" 1 5/8" 2" T T T T T T T i T T A 16d BOX (0.135"X 3.5",MIN) 7/8" 1 5/8" 2 1/8" / 20d BOX (0.148"X 4.",MIN) 1" 1 7/8" 2 1/4" �`� AAA C** DIRECTION 8d COMMON (0.131"X 2.5",MIN) 7/8" 1 5/8" 2" A ♦ OF LOAD AND 10d COMMON (0.148"X 3.",MIN) 1" 1 7/8" 2 1/4" NAIL ROWS 12d COMMON (0.148"X 3.25",MIN) 1" 1 7/8" 2 1/4" 16d COMMON (0.162"X 3.5",MIN) 1' 2" 2 1/2" GUN (0.120"X 2.5",MIN) 3/4" 1 1/2" 1 7/8" GUN (0.131"X 2.5",MIN) 7/8" 1 5/8" 2" LENGTH OF BLOCK SPECIFIED ON SEALED DESIGN GUN (0.120"X 3.",MIN) 3/4" 1 1/2" 1 7/8" _ 0.131"X 3.",MIN) 7/8" 1 5/8" 2" (12" MINIMUM - 24" MAXIMUM) ���EO PROFFS aG1NE •• AWING REPLACES DRAWING B139 AND CNBRGBLK0699 G )•.WARNING.. TRUSSES REQUIRE EXTREME CARE IN FABRICATING,HANDLING,SHIPPING,INSTALLING AND 19575 • f ) REF BEARING BLOCK BRACING. REFER TO BCSI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE,218 NORTH LEE STR., SUITE 312 ALEXANDRIA,VA 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE LN,MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE Ar"/ DATE 2/23/07 FUNCTIONS. UNLESS OTHERWISE INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. 07 /207 DRWG CNBRGBLK0207 •IMPORTANT FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ITV BCG, INC„SHALL ^pC^?N ALPINE NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN)ANY FAILURE TD BUIL➢THE TRUSS IN �vy1J73�7y1 �/ -ENG SJP/KAR CONFORMANCE WITH TPII OR FABRICATING,HANDLING,SHIPPING,INSTALLING 6 BRACING DF TRUSSES. - DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI. 9 a.20,19s' ITW, BCG CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/K)ASTM A653 GRADE 40/60(W,K/H,SS) ROL • It"'GALV.STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS 17W BUILDING COMPONENTS GROUP,INC,DESIGN,POSITION PER DRAWINGS 16OA-Z. ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL POMPANO BEACH,FLORIDA ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND Renews 6/30/2019 USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER,PER ANSI/TPI 1 SEC.2. Gable Stud Reinforcement Detail ASCE 7-10: 120 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or. 100 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or: 100 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 2x4 Brace (1) 1x4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace xw (1) 2x6 'L' Brace w (2) 2x6 'L' Brace x5 Bracing Group Species and Grades: Gable Vertical No S pacing Species Grade Braces Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B Group A: S p g Spruce-Pine-Fir Hem-Fir +y #1 / #2 4' 10' 8' 2' 8' 6' 9' 8' 10' 1' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' #1 / #2 Standard #2 Stud #3 4' 7' 7' 9' 8' 3' 9' 7' 9' 11' 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0' #3 Stud #3 Standard OD O t ,r Stud 4' 7' 7' 8' 8' 2" 9' 7" 9' 11' 11' S' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0' I r Standard 4' 7' 6' 7' 7' 0' 8' 10' 9' 5' 11' 5' 11' 10' 13' 10' 14' 0' 14' 0' 14' 0" Douglas Fir-Larch Southern Pinewww CJ #1 5' 0' 8' 4' 8' 7' 9' 10' 10' 2' 11' 8' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 #3 -J SP #2 4' 10' 8' 2' 8' 6' 9' 8' 10' 1' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Stud Stud Standard Standard I #3 4' 8' 7' 0' 7' 5' 9' 3' 9' 11' 11' 5' 11' 11' 14' 0' 14' 0' 14' 0' 14' 0' (U D PL Stud 4' 8' 7' 0' 7' 5' 9' 3' 9' 11' 11' 5' 11' 11' 14' 0' 14' 0' 14' 0' 14' 0' d Standard 4' 7' 6' 2' 6' 7' 8' 2' 8' 9' 11' 1' 11' 10' 12' 10' 13' 9' 14' 0' 14' 0' Group B: US P r #1 / #2 5' 6' 9' 5' 9' 9' 11' 1' 11' 6' 13' 2' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' Hem-Fir _p _ #3 5' 3' 9' 3' 9' 9' 10' 11' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' #1 &#1Btr U H L Stud 5' 3' 9' 3' 9' 7' 10' 11' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' U O Standard 5' 3' 8' 1' 8' 7' 10' 10' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0" Douglas Fir-Larch Southern Pinewww \ #1 5' 9' 9' 6' 9' 10' 11' 3' 11' 8' 13' 4' 13' 10' 14' 0' 14' 0' 14' 0' 14' 0' #1 #1 / SP #2 5' 6' 9' 5' 9' 9' 11' 1' 11' 6' 13' 2' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' #2 #2 #3 5' 5' 8' 6' 9' 1' 11' 0' 11' 5' 13' 1' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 1x4 Braces shall be SRB (Stress-Rated Board). CU D L L Stud 5' 5' 8' 6' 9' 1' 11' 0' 11' 5' 13' 1' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' ***For Lx4 So. Pine use only Industrial 55 or Standard 5' 3' 7' 6' 8' 0' 10' 0' 10' 9' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' Industrial 45 Stress-Rated Boards, Group B O S P rr #1 / #2 6' 1' 10' 4' 10' 8' 12' 2' 12' 8' 13' 2' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' values may be used with -these grades, d #3 5' 9' 10' 2' 10' 7' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable Truss Detail Notes: L U — ( ' Stud 5' 9' 10' 2' 10' 7' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Wind Load deflection criterion Is L/240. OI Standard 5' 9' 9' 4' 9' 11' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0" Provide uplift connections For 35 plf over X #1 6' 4' 10' 6' 10' 10' 12' 4' 12' 10' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' continuous bearing (5 psf TC Dead Load). d SP #2 6' 1' 10' 4' 10' 8' 12' 2' 12' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable end supports load from 4' 0' outlookers #3 5' 11' 9' 10' 10' 6' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' with 2' 0' overhang, or 12' plywood overhang. al D L L Stud 5' 11' 9' 10' 10' 6' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 5' 9' 8' 8' 9' 3' 11' 7' 12' 5' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Symm Attach 'L' braces with l0d (0.128'x3.0' min) nails. About) I able Truss 1 � 0 A( For (I) 'L' brace: space nails at 2' o.c. in 18' end zones and 4' c.c. between zones. Diagonal brace option, ,____/ _.,_/ .. ,:11:111111,1440.1p-r+18 :iL:;; 2; : em:o , 3 eb gth. diagonal brace far 335# "L" � at each end. Max web Brace ��`� Gable Vertical Plate Sizes total length is 14'. *18 Vertical Length No Splice 2x4 DF-L #2 or Less than 4' 0' 1X4 or 2X3 better diagonalGreater than 4' 0", but 2X4 less than Vertical length shown brace; single 18" * o Greater than 111' 6' 3X V table above. or double cut ' 45° (as shown) at L_ FL ' i 0 + Refer to common truss design for upper end. i] LJ i J-10- i f o- u V peak, splice, and heel plates. / / �antinuaus Bearing/ p / / /,,,(2 Refer to the Building Designer for conditions Connect diagonal at "6©�w,}� ' length, not addressed by this detail. midpoint of vertical web. Refer to chart above for -lot irte ' , r OSWARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAWINGI .0% '4,3IP REF ASCE7-10-GAB12015 ...IMPORTANT..FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. s OW Ne. 0 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and 0 (% DATE 10/01/14 follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA)for safety 19575 9 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord %) DRWG Al2015ENC101014 shall have a properly attached rigid telling. Locations shown for permanent lateral restraint of webs �I I jr I I FI r shall have bracing installed per HCSI sections B3,B7 or B10,as applicable. Apply plates to each face �- IIILr'n,\\\VV\\lJllll of truss and position asshown above and on the Joint Details,unless noted otherwise. Refer to drawings 160A-Z for standard plate positions, • 07 3/20 7 AN ITW COMPANY Alpine,a division of ITW Building Components Group Inc. shall not be responsible for any deviation from Optp®f= this drawing, y failure to build the truss in conformance with ANSI/TPI 1,or for handling,shipping. Y/'l'e7f� wJ MAX. TOT. LD. 60 PSP installation 6 bracing of trusses. • A seal an this drawing cover page listing this drawing,Indicates acceptance of professional w9A�►n.20,a90 • a e engineering responsibility solely for the design shown. The suitability anduse of this drawing 'TOL , . • • 13389 Lakefront Drive for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sect. Earth City,MO 63045 Foram re information see this job's general notes page and these web sites: MAX. SPACING 24.0' ALPINE: www.alpineitccom; TPI www.tpinst.orgi SBCA: w w.sbcindustry.orgi ICC: www.lccsafe.org • l ONOWS WOINLY rw