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Plans (66) At5T•—c)1 ----0e4.23— , 1 ot-e-1 a tvr,, ,,--1{.- -,1,,, ;'-""D , , , ..4,.. . ITW Building Components Group, Inc. ,,,. .. k : {%,„„.0.i„,.,, le L„ — ' ' 8351 Rovana Circle Sacramento,CA 95828 (916)387-0116 Page 1 of 1 Document ID:1UYT7175Z0916124543 AUG 2 7 2013 rsITTruss Fabricator: Truss Conponents of Oregon '' � Job Identification: 0813115--Zuver construction -Monroe Add i t i on -- 10470 sw 69th A OR N Model Code: IBC Truss Criteria: IBC2009/TPI-2007(STD) ae L 17) iEnG Engineering Software: Alpine proprietary truss analysis software. Version 12.03. .c0- PROF�Sd' Truss Design Loads: Roof - 42 PSF @ 1.15 Duration C9p �O i N); . ,p Floor - N/A 4119575 P ' 9 Wind - 100 MPH (ASCE 7-05-Closed) �� Notes: it -�.. 1. Deternination as to the suitability of these truss conponents for the OREGON '4 structure is the responsibility of the building designer/engineer of 9i�i V°" 2o.�e� ,� record, as defined in ANSI/TPI 1. 'fit.D W. 2. As shown on attached drawings; the drawing nunber is preceded by: CAUSR7175 RiS enewal 46&i GaroldW.'eaI Details: A1001505-GBLLETIN-GABRST05-A1003005-BRCLBSUB- Submitted by GBH 12:45:31 08-16-2013 Reviewer: PBC $ $ # Ref Description Drawing# Date 1 58010--CGE 13228021 08/16/13 2 58011--C 13228022 08/16/13 3 58012--C1 13228025 08/16/13 4 58013--AGE 13228023 08/16/13 5 58014--A 13228026 08/16/13 6 58015--Al 13228027 08/16/13 7 58016--BGE 13228024 08/16/13 8 58017--DGE 13228028 08/16/13 9 58018--D 13228029 08/16/13 • (0813115--Zuver construction -Monroe Addition -- 10470 sw 69th ave PORTLAND, OR - CGE) Top chord 2x4 DF-L #1&Bet.(g) _.• -' """ Bot chord 22x4 DF-L,#2(g) 62 2x4 DF-L #1&Bet. • 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Webs 2x3 HF #2 :W1, W6 2x4 DF-L Std/Stud(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC D12=4.2 psf. :W3, W5 2x6 HF #2: :W4 2x4 DF-L #2(g): (g) Connectors ingreen lumber Wind loads based on both MWFRS and C&C, reactions based on MWFRS. (g) designed using NDS/TPI reduction factors. Right cantilever is exposed to wind Left end vertical not exposed to wind pressure. Truss spaced at 24.0" OC designed to support 1-0-0 top chord outlookers. See DWGS A10015050109, GBLLETIN0212, & GABRST050109 for more Cladding load shall not exceed 3.00 PSF. Top chord must not be cut or requirements. notched. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Provide lateral wind bracing per ITWBCG wind bracing details or per applied per IBC-09 section 1607. engineer of record. 2X3 studs require reinforcement at 70% of the length 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. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. + Laterally brace this member by attachment to nailer at edge of roof diaphram, or with purl ins 0 24" oc. 4X8(R) III JT PLATE LATERAL CHORD 1, No SIZE SHIFT BITE [ 11 W2X4 0.25 R 1.25 8 , , v + �� 9-1-10 2X4[1][1] �/��, 3X7 s W6 2-4-7 i W1 ., 2X4 III 3X5= 3X5= 3X5 3X5(61) 11-6-0I 10-1-12 -11-11 5-6-12 6-11-155-0-12 -6- 8-9-3 6-6-14 II� 10-1-12 ,I. 13-1-12 J I` 23-3-8 Over 2 Supports R=185 PLF U=26 PLF W=8-0-0 RL=33/-34 PLF R=1193 U=130 W=5.5" Note: All Plates Are 1 .5X4 Except As Shown. Design Crit: IBC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=2% 0% /4 0 r. Truss Components of Oregon (503)357-2118 ( ) ( ) 12.03• ,� "�~� . �' F�` OR/—/1/—/—/R/— Scale =.25"/Ft. **WARNING** READ AND FOLLOW ALL NOTES ON THIS SHEET! /s `, 17" 825 N4 Ave,ComeliusOR97 13 IMPORTANT** FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. ��� �v�r•E J�v TC LL Trusses require extreme care In fabricating, handling, shipping, N . 25.0 PSF REF R7175— 58010 follow the latest edition of BCSI (Building Component installing and bracing. Refer to and 1 9575 P practices prior to performing these functions. Installersishally oprovide, by TPI and acing for safety } 9 TC DL 1 0.0 PSF DATE Unless noted otherwise, provide temporary bracing per BCSI. , 08/16/13 top chord shall have properly attached structural sheathing and bottom chord ' shall have a properly attached rigid tel Locations shown for permanent lateral restraint of webs 441WBC DL 7.0 PSF Shall have bracing installed per BCSI sections 63, BT or 010, a applicable. DRW CAUSR7175 13228021 MI ALPINE _ ITA Building Components Group Inc. (ITWBCG) shall not be responsibleanyBC LL any failure to build the truss In conformance with ANSI/TPI 1, shipping,nrforhandling,tlpping from thisldesign, 0.0 PSF CA—ENG PBC/GWH bracing of trusses. Apply plates to each face of truss and aInstallation& OREGON Details, unless noted otherwise. Refer to drawings 16OA_ or stand as shown above and on the Joint drawing or covergs =for standard plate positions. Asea, an this `Q TOT.LD. 42.0 PSF ,t. n page listing this drawing, indicates acceptance of professional engineering "'.A �4„.20,1941b V S EQN— 7 1 693 1TW Building Components Group,Inc. theprnsibility solely for 271::=::::.1 he design sown. The suitabl l;ty and use of this t ign for any s ructure is O Sacramento,CA 95828 al notes page of the G:ww ng Designer per ANSI/TPI ,t.org: Far m nfantian see. tTM1is Jeb., ( W DUR.FAC. 1 .15 FROM BB general noccs page; ITW-BCG: www.itwbcg.com: TPI: www.tpinst.org; WTCA: www.sbcindustry.tom: safe.org Renewal date 8130/2015 SPACING 24.0" JREF— 1 UYT7175Z09 (0813115--Zuver construction -Monroe Addition -- 10470 sw 69th ave PORTLAND, OR - C) ..- - - - ..._`.. --- ------ " " Top chord 2x4 DF-L #1&Bet.(g) 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg,----Located. __ _ —7 _ Bot chord'2x4 DF-L #2(g) :B2 2x4 DF-L #1&Bet.(g): ' anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) :W4, W5 2x4 DF-L #2(g): psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. (a) Continuous lateral bracing equally spaced on member. Left end vertical not exposed to wind pressure. Deflection meets L/360 live and L/240 total load. Creepincrease factor Bottom chord checked for 10.00 psf non-concurrent bottom chord live for dead load is 2.00. load applied per IBC-09 section 1607. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X5 ii r- 3X5 1 .5X4///1 .5X4 III 9-1-10 Aiiihhih.. T \ " 2-4I-7 l ligAL 9-0-0 3X5(R) III 3X5= 3X5= B2 3X5= 3X5(81) 7-6-8 >lc15-9-0 >-I1-6-d 3-5-7 _1_ 6-8-5 I 6-6-14 ,� I. 6-6-14 5-9-3 8-9-3 � 8-9-3 10-1-12 I 13-1-12 J I23-3-8 Over 3 Supports R=939 U=137 W=5.5" RL=236/-241 R=150 U=3 W=5.5" R=1117 U=157 W=5.5" Design Crit: IBC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=2% 0% /4 0 .. Truss Components of Oregon (503)357-211 ( ) O 12.03. 's—w . w�' $'�p OR/-/1/-/-/R/- Scale **WARNING** READ AND FOLLON ALL NOTES ON THIS SHEET! 1]"• =.25"/Ft.5 825 N 4t'h Ave,Comellus OR 97113 IMPORTANT** FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. \� G I N 'Gti TC LL Trusses require extreme care in Fabricating, handling, ah; o t� F� 25.0 PSF REF R7175— 58011 follow the latest edition of BCS( (Building Com shipping, installing and bracing. Refer to and 1 9675 P practices o panent Safety Information. by TPI and bracing per safety p TC DL 1 0.0 PSF DATE prior to performing these functions. Installers shall provide temporary bracin r 08/16/13 Unless noted otherwise, top chord shall have 9 tom BCSI. '' shall have _ properly attached structural sheathing and bottom chord a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs 4-:/� BC DL 7.0 PSF shall have bracing installed per SCSI sections B3, B7 or 810, asapplicable. DRW CAUSR7175 13228022 EllEr ALPINEIMMO IPA BuildingCom BC LL Components Group nnc. (Irmanc) shallhnot 1.responsible and any deviation from this design, 0.0 PSF CA-ENG PBC/GWH any failure to build the truss to conformance with ANSI/TPI 1, or For handling, shipping, installation& bracing of trusses. Apody plates to each face of t and position as shown above and on the Joint OREGON Details, unless noted otherwise. Refer to drawings160A-2for standard plate positions. A seal on this �► TOT.LD.LD. 42.0 PSF drawing or cover page listing this drawing, indicates acceptanceofprofessional engineering 9R `en.20,19P SEQN— 71699 ITWBuildingComponentsGroup,Inc. I. Pons lb'I1ty salary far the design shown. The suitability and use of this design for any structure ; Q Sacramento,CA 95828 esponsibility o£the Building Designer per ANSI/TPI 1 Sec.2. For more Information see This job's 'Otto DUR.FAC. 1.15 FROM BB general notes page; ITW_BCG: www.i twbcg.com; TPI: ;or www.tpinst. gNTCA: www.sbcindustry,com; ICC: www.lccsafe.org _ Renewal date 813012015 SPACING 24.0" JREF- 1UYT7175Z09 (0813115--Zuver construction -Monroe Addition -- 10470 sw 69th ave PORTLAND, OR - Cl) -- --- "- ....`.. "�-" -"'-'"'-" "" -CLOSED bid- - vgLa c ted -V - -V- . Top chord 2x4 DF-L #1&Bet.(g) 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, Bot chord'2x4 DF-1_ #2(g) :B2 2x4 DF-L #1&Bet.(g): anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, windBCDL=4.2 Webs 2x4 DF-L Std/Stud(g) :W4, W5 2x4 DF-L #2(g): psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Left end vertical not exposed to wind pressure. Right cantilever is exposed to wind Deflection meets L/360 live and L/240 total load. Creep increase factor Bottom chord checked for 10.00 psf non-concurrent bottom chord live for dead load is 2.00. load applied per IBC-09 section 1607. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X5 i s r- ii 1 .5X4/// 3X5% 1 .5X4 III \ 9-1-10 Is T :1111111111111111, 2-4-7 _L Ili GS 3X5= ID 9-0-0 3X5(R) III 3X5= 3X5= B2 3X5(61) 11-6-d L _3-5-7 I_ 6-8-5 I_ 6-6-14 f 5-9-3 �r _8-9-3 -I, ,I_ 6-6-14 �I 8-9-3 1_ 10-1-12 ,1_ 13-1-12 ,I 23-3-8 Over 2 Supports >J R=1014 U=139 W=5.5" RL=236/-241 R=1155 U=158 W=5.5" Design Crit: IBC2009/TPI-2007(STD) _ PLT TYP. Wave FT/RT=2% 0% /4 0 r Truss Com onents ofvegon (503)357-211$* ( ) O 12.03.h •5~* . . OR/-/1/-/-/R/- Scale =.25"/Ft. **WARNING** READ AND FOLLOW ALL NDTES ON TN!S SHEET! G 825 N 4 Ave,Cornelius OR 97113 INPORTAW.. FURNISH THIS DESIGN TO ALL CONTRACTDRS INCLUDING INSTALLERS. Vi M E ,,0� TC LL Trusses require extreme=are in fabricating, handling, !b lr,Q 25.0 PSF REF R7175- 58012 followthelatest edition of BCSI (Building Component shipping, Installing and bracing. Refer to and 19575 P _ practices prior to performing these Functions. Installerstshalloprovide by TPI and WTCAbracing for safety T? TC DL 10.0 PSF DATE Unless noted otherwise, top chord shall have pro structural temporary bracing per chord BCSI08/1 6/1 3 shall have properly attached structural sheathing and bottom chord ' a properly attached rigitl ceiling. Locations shown for permanent lateral restraint of BC DL snag I have bracing Instal lea per BCSI s s B3, gT or 010, a Wena /` 7.0 PSF DRW CAUSR7175 13228025 ALPINE °° °^ app!i°able. - ITW Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design, BC LL any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, installation& 0.0 PSF CA-ENG PBC/GWH bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint OREGON Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this drawing or cover page listing this drawing, indicates acceptanceofprofessional Q, TOT.LD. 42.0 PSF engineering 4R `an,2O,t SEAN- 71676 ITW Building Components Group,Inc. L',7, sibiliby solely Fer the design shown. rhe 4�itab;lity and^se of this design=,any strnntere i Q Sacramento,CA 95828 al ne Ility of the Building Designer per ANSI/TPI 1 t.org; For me nformation see' This jab's v C W DUR.FAC. 1.15 FROM BB general notes page; ITW-BCG: www.itwbc9.com; TPI: www.tpinst.org; WiCA: www.sbcindustry.c°m; ICC: www.iccsafe.org Renewal date 8!3012015 SPACING 24.0" JREF- 1UYT7175209 (0813115--Zuver construction -Monroe Addition -- 10470 sw 69th ave PORTLAND, OR - AGE) Top chord 2x4 DF-L #1&Bet.(g) 100 mph wind, 15.00 ft mean hot, ASCE 7-05, CLOSED bldg, Located, Bot chord'2x4 DFL #1&Bet.(g) :B2 2x4 DF-L #2(g): anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x3 HF #2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. See DWGS A10015050109, GBLLETIN0212, & GABRST050109 for more Truss spaced at 24.0" OC designed to support 1-0-0 top chord requirements. outlookers. Cladding load shall not exceed 3.00 PSF. Top chord may be notched 1.5" deep X 3.5" AT 48" o/c along top edge. DO NOT OVERCUT. No Provide lateral wind bracing per ITWBCG wind bracing details or per knots or other lumber defects allowed within 12" of notches. Do not engineer of record. 2X3 studs require reinforcement at 70% of thlength notch in overhang or heel panel . tabulated for 2X4 studs of the same grade. (a) Continuous lateral bracing equally spaced on member. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IBC-09 section 1607. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 4X5 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. .ri 9 111111 8 r— 8-4-7 d -1 8 ■ IA, 1 ,,_••=m1...mimmi.immilmImimmihimmimnmimmiimmimil ill ■ .. 11111116. " 9-0 0 2X4(A1) = 5X5 2X4(A1) --- 4-6-6 L 12-0-0 -I, 12-0-0 -I 24-0-0 Over 2 Supports R=118 PLF U=16 PLF W=24-0-0 RL=13/-13 PLF Note: All Plates Are 1.5X4 Except As Shown. Design Crit: IBC2009/TPI-2007(STD) eO PROF PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03. 0, �J� k'T.., __ Truss Components Of Oregon ($03)3$7-211 **WARNING** READ AND FOLLOW ALL NOTES ON THIS SHEET! i r� i OR/-/1/-/-/R/- Scale .25"/Ft. 82$N 4t Ave,Cornelius OR 9113 'IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. �` 10 � 9 TC LL 25.0 PSF Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and 1 9575 P REF R7175- 58013 _ follow the latest edition of SCSI (Building Component Safety Information, by TPI end WTCA) for safety TC DL practices prior to performing these functions. Installers shall �l 10.0 PSF DATE 08/16/13 Unless noted otherwise, top chord shall have provide temporary bracing per BCSI. shall have at properly attached structural ural sheatM1ing and bottom chord r- a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs BC DL 7.0 PSF shall have bracing stalled per BCSI sections B3, 87 or B,n, as applicable. DRW CAUSR7175 13228023 ALPINE _ ITW Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design, OREGON BC LL any failure to build the truss in conformance with ANSI/TPI 1, "a 0.0 PSF CA-ENG PBC/GWH bracingof t or for handling, shipping, installation& Details, futrusses. Apply to eachofacew f truss and position as shown above and on the Joint drawing or coverat =far standard Plate positions. A seal on this "9°t `��•20 +ems TOT.LD. 42.0 PSF SEQN- 71649 page listing this drawing, indicates acceptance of professional engineering O` D r-. ITW Building Components Group,Inc. ihsponsibillty solely for the design shown. The suitability ant use of this design for any structure i /� •Wr Sacramento,CA 95828 espynsib;lity of the Builtling Designer per ANSI/TPI , sec.z. Fnr m nfarmat,rn see. This Jrb s DUR.FAC. 1.15 FROM BB general page; ITW-BCG: www.itwbcg.com; TPI: www.tpinst.org; MA, www.sbcindustry.com: ice: .'�naafe.rrg Renewal date 513012015 SPACING 24.0" JREF- 1UYT7175Z09 (0813115--Zuver construction -Monroe Addition -- 10470 sw 69th ave PORTLAND, OR - A) "' "- ""'" "" "' "" Top chord 2x4 DF-L #1&Bet.(g)DF-1.. 100 mph wind, 15.00 ft mean hgt, ASCE 7-05,VCLOSED bldg` - _La c ted `V y V-- - Bot chord'2x4 DF- #1&Bet.(g) :B2 2x4 DF-L #2(g): anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC Webs 2x4 DF-L Std/Stud(g) :W2, W3 2x4 DF-L #2(g): psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Deflection meets L/360 live and L/240 total load. Creepincrease factor Bottom chord checked for 10.00 psf non-concurrent bottom chord live for dead load is 2.00. load applied per IBC-09 section 1607. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 4X5 illikaX4 1 1 .5X4��� 0 8 r— 8-4-7 .7 8 ,...ii /thhiliiihh... 3X5= 3X5-- -. -- B2 .. . 9 0 0 3X5(61) = 3X5= 3X5(61) 11-6-dh1-6-01 fc 6-2-7 _I. 5-9-9 I_ 5-9-9 8-1-10 'n _I_ 6-2-7 7-8-12 _I, 8-1-10 'I 12-0-0 12-0-0 24-0-0 Over 2 Supports R=1175 U=163 W=5.5" _ I RL=271/-271 R=1175 U=163 W=5.5" Design Crit: IBC2009/TPI-2007(STD) ,,E0 PROp PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03. r S Truss Components of Oregon (503 357-2118, "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! �� ��'�� Y� �� OR/-/1/-/-/R/- Scale =.25"/Ft. 825 N 4th Ave,Cornelius OR 9713 NPORTANT'• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. TC LL Trussed require extreme sura In Fabricating, handling, shipping, 1�;� 19575 P '�'� 25.0 PSF REF R7175- 58014 follow the latest edition of BCSI (Building Component Safety Information. TCA) forracing. fsafetyer to antl ` practices prior to performing these functions. Installers shall �� TC DL 10.0 PSF DATE 08/1 Unless noted otherwise, provideutemporary bracing per chord top chord shall have properly attached structural sheathing and bottom chord If_shall have a Properly attachetl rigitl ceiling. Locations shown For permanent lateral restraint of webs BC DL 7.0 PSF sM1all have bracing installetl per BCSI sections B3, B7 or 610,mow a applicable, estra DRW CAUSR7175 13228026 ALPINE _ ITA Building Components Groep Inc. (ITWUCG) shall not be responsible for any deviation from this design, OREGON BC LL * any Failure to build the truss in conformance with ANSI/TPI 1, or For handling, shipping, installation& 0.0 PSF CA-ENG PBC/GWH bracing of trusses. Apply plates to each face of truss and position as shown above and on the JointSairj Details. unless noted otherwise. Refer to drawings 160A_Z for standard plate positions. A seal on this aV4,`b 20,19 �� TOT.LD. 42.0 PSF drawing or cover page listing this drawing, indicates acceptance of professional engineering p _H SEQN- 71645 ITW Building Components Group,Inc. iM1ePonsibII h solely for the design shown. The sultabll 5 and use of this design For::::'t7,7:71,!: ny structure IS L W Sacramento,CA 95828 al notes page of the Builtling Designer per ANSI/TPI 1 Sec.2. For more Information see' This jab's DUR.FAC. 1 .15 FROM BB general notes page; ITW_gCG: www.itwbcg.com; TPI: www.tpinst.org; WTCA: www.sbcintlustry.com; www.iccsafe.org Renewaldatee/30/2015 SPACING 24.0" JREF- 1UYT7175Z09 • (0813115--Zuver construction -Monroe Addition -- 10470 sw 69th ave PORTLAND, OR - Al) Top chord 2x4 DF-L #1&Bet.(g) 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located. Bot chord'2x4 DF=L #1&Bet.(g) :B2 2x4 DF-L #2(g): anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) :W2, W3 2x4 DF-L #2(g): psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Deflection meets L/360 live and L/240 total load. Creepincrease factor Bottom chord checked for 10.00 psf non-concurrent bottom chord live for dead load is 2.00. load applied per IBC-09 section 1607. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 4X5 ri 1 .5X4\\\ —I 8 1 .5X4/0 B r— W2 W3 8-4-7 .. __ .....Allk 3X5= 3X5= B2 9-0 0 3X5(B1) --=.- 3X5= 3X5(81) 11-6-d 6-2-7 5-9-9 8-1-10 5-9-9 6 2-7 7-8-12 8-1-10 '1 I, 12-0-0 -I, 12-0-0 ,I k 24-0-0 Over 2 Supports >1 R=1179 U=164 W=5.5" RL=237/-252 R=1052 U=141 W=5.5" Design Crit: IBC2009/TPI-2007(STD) �p PROF PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03. �1� r 44,,Q Truss Components of Oregon (503)357-211$" "'WARNING`* READ AND FOLLOW ALL NOTES ON THIS SHEET! ',♦� �9,_ OR/-/1/-/-/R/- Sca I e =.25"/Ft. 825 N 4th Ave,Cornelius OR 91]3 IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. �AItA ��li� p TC LL 25.0 PSF Trusses require extreme care in Fabricating, handling, shipping, installing and bracing. Refer to and • 1 9575 P REF R7175- 58015 _ follow the latest edition of RCS' (Building Component Safety Information, by TPI and ATCA) for safety practices prior to performing these functions. Installers shall provide temporary �, TC DL 10.0 PSF DATE 08/16/13 Unless noted otherwise, top chord shall have bracing per BCSI. shall have _ Properly attached structural sheathing and bottom Chord �� a properly etl rigid ceiling. Locations shown for permanent lateral restraint of webs BC DL 7.0 PSF shall have bracing installed per BCSI sections B3, BT or 61o, as applicable. DRW CAUSR7175 13228027 MIIII ALPINEIMMEN ITA Building Com OREGON BC LL o pdnthes Group nc. f rmanc) shallinot TP responsible1, and any deviation fromIthis design, 0.0 PSF CA-ENG PBC/GWH any Failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, Installation& Wfti bracing of trusses. Apply plates to each face of truss and position as shown above and o the Joint /� �g Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions.on seal on this 1� ....In.2or fey` G TOT.LD. 42.0 PSF ,] !� drawing or cover page listing this drawing, indicates acceptanceofprofessional engineering O W. N SEQN- 71653 ITW Building Components Group,Inc. L7:7::=177;%?; „seponsibility solely for the desl gn shown. The sultabil ity ant use of this design Por any s ructure Is D r* _ Sacramento,CA 95828 esponsibility of the Builtling Designer per ANSI/TPI 1 Sec.2. For mo nformation s iThis,eb a DUR.FAC. 1.15 FROM BB general notes page; ITW-BCG: www.i twbcg.com; TPI: www.tpinst.org; AICA, www.sbcindustry.com; www."`safe.erg Renewal date 8/30/2015 SPACING 24.0" JREF- 1UYT7175Z09 (0813115--Zuver construction -Monroe Addition -- 10470 sw 69th ave PORTLAND, OR - BGE) - -- ..._`., "—" '"'"'" "'`•' '" ' Top chord 2x4 DF-L #1&Bet.(g) 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg,-,Located. -- - Vy- ^ Bot chord'2x4 DF-1 #1&Bet.(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x3 HF #2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. See DWGS A10015050109, GBLLETIN0212, & GABRST050109 for more Truss spaced at 24.0" OC designed to support 1-0-0 top chord requirements. outlookers. Cladding load shall not exceed 3.00 PSF. Top chord may be notched 1.5" deep X 3.5" AT 48" o/c along top edge. DO NOT OVERCUT. No Provide lateral wind bracing per ITWBCG wind bracing details or per knots or other lumber defects allowed within 12" of notches. Do not engineer of record. 2X3 studs require reinforcement at 70% of thlength notch in overhang or heel panel. tabulated for 2X4 studs of the same grade. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase factor load applied per IBC-09 section 1607. for dead load is 2.00. 4X5=_ Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. iAllon i $11116 5-7-7 ►� O 9-0-0 2X4(A1) 2X4(A1) LE1-6—(›.1 LE1-6-0_,J I, 7-10-8 ...1_ 7-10-8 I< 15-9-0 Over 2 Supports R=294 PLF U=49 PLF W=3-2-8 R=293 PLF U=49 PLF W=3-2-8 RL=69/-69 PLF Note: All Plates Are 1.5X4 Except As Shown. Design Crit: IBC2009/TPI-2007(STD) 410)PROp . PLT TYP. Wave FT/RT=2% 0% /4 0 Truss Components of Oregon (503)357-211 ( ) ( ) 12.03. Scale =.375"/Ft. ) **WARNING** READ AND FOLLOW ALL NOTES ON THIS SHEET! 4.!' �' H•� V4 OR/—/1/—/—/R/- 825 N 4th Ave,Cornelius OR 97113 II ORTANT** FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 4i TC LL Trusses require extreme are in fabricating, handling, shipping. {�� 19575 P 25.0 PSF REF R7175— 58016 follow the latest edition o£eCSI (aulntl t Com pping. Installing and bracing. Refer to and practices prior to o Component Safety Ill provide, by TN yob,aciWTCng per safety _ --...:0 t TC DL 10.0 PSF DATE performing these functions. Installers shall structural temporary bracing per choI. 08/1 6/1 3 Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rlSCS telling. Locations lateral restraint of webs / BC DL 7.0 PSF shall have bracing Inataltetl per ecsl �e�tinns as, aT er 13770:e:47= DRW CAUSR7175 13228024 mow ALPINE _ ITN Building Components Group Inc. (ITWBCG) shalt not be r OREGON BC LL any failure to build the truss in conformance with ANSI/TPI 1,responsible and any deviation from this design, �III� 0.0 PSF CA—ENG PBC/GWH bracing of trusses. Apply or for handling,above and o installation& 1/! _ pp y plates to each Face of t and position as shown osis ntl n the Joint �+II Details. Hole=s noted otherwise. Refer to drawings r 60A-Z far standard plate positions. A seal on this 1� `/4.20,10° t:, TOT.LD. 42.0 PSF ,] n f drawing or cover page listing this drawing, indicates acceptance of professional engineering *N SEQN— 71660 ITW Building Components Group,Inc. i,Pons;bility solely for the design shown. The suitability ant use oP ihis design for any structure O� W _ Sacramento,CA 95828 al notes page oP the gulltli.i Designer per , ammrTPI 7 t.org, For m r information see: This job's DUR.FAC. 1 .15 FROM BB general notes page; ITN_gCG: wwe itwbng.com; TPI; www.tpinst.org; WrCA: www.sbcintlustry.tom: ICC: www.lccsafe.org RenewalcateW30@015 SPACING 24.0" JREF- 1 UYT7175Z09 (0813115--Zuver construction -Monroe Addition -- 10470 sw 69th ave PORTLAND, OR - DGE) - --- ----- --m ----- ""-' Top chord 2x4 DF-L #1&Bet.(g) 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, ,Located. Bot chord2x4 DF-1 #1&Bet.(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x3 HF #2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. See DWGS A10015050109, GBLLETIN0212, & GABRST050109 for more Truss spaced at 24.0" OC designed to support 1-0-0 top chord requirements. outlookers. Cladding load shall not exceed 3.00 PSF. Top chord may be notched 1.5" deep X 3.5" AT 48" o/c along top edge. DO NOT OVERCUT. No Provide lateral wind bracing per ITWBCG wind bracing details or per knots or other lumber defects allowed 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. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase factor load applied per IBC-09 section 1607. for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 4X5 illiiiiiio I i 5 r— B Ili 5 3-6-6 • o I I I I I e 9-0-0 .1 2X4(A1) = / 2X4(A1) .---- L.<1-6-0>J X4(A1)L.<1-6-0>J 1.<1-6-0-- 7-8-0 7-8-0 F15-4-0 Over Continuous Support R=113 PLF U=23 PLF W=15-4-0 RL=7/-7 PLF Note: All Plates Are 1.5X4 Except As Shown. Design Crit: IBC2009/TPI-2007(STD) p PRO PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03.► F�S'n Truss Components of Oregon (503 357-2118 "WARNING"* READ AND FOLLOW ALL NOTES ON THIS SHEET! �t � S OR/-/1/-/-/R/- Scale =.375"/Ft. 825 N 4th Ave,Cornelius OR 9713 `IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. (jy _ Trusses 19575P '�� TC LL 25.0 PSF REF R7175- 58017 require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and • follow the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety TC DL practices prior to performing these functions. Installers shall �t 10.0 PSF DATE 08/16/13 Unless noted otherwise, top chord shall have provide temporary bracing per SCSI. shall have properly attached structural sheathing and bottom chord ,� /� a properly attachetl rigid ceilng. Locations shown for permanent lateral restraint of webs BC DL 7.0 PSF shall have bracing Installetl per SCSI sections B3, B7 or 610, as applicable. DRW CAUSR7175 13228028 Emmy ALPINE Immmi ISW Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design, a., OREGON BC LL any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, Installation 8 0.0 PSF CA-ENG PBC/GWH * bracing of trusses. Apply plates to each face of t and position as shown above and on the Joint -.,yw Details, unless noted otherwise. Refer to drawings160A-2for standard plate positions. A seal on this `� 'len.20,19� G TOT.LD. 42.0 PSF ,]' n n Inc. drawing or cover page listing this drawing, Indicates acceptance of professional engineering /1 •�`/ S EQN- 71706 ITW Building Components Group,In7,77::;:=T[77;%';for the tlesign shown. The suitability antl use of this tlesign for::::'-'7I7:76!: ny s C w SOCIOment0,CA 95828 tM1e Buiitling Designer per gNSI/TPI 1 Sec.2. Form a information see -'This job's DUR.FAC. 1 .15 FROM BB general notes page; ITW-BCG: www.itwbcg.com: TPI: www.tpinst.org; WrCA: www.sbcintlustry.com: www.iccsafe.org Renewal date 6/30/2015 SPACING 24.0" J REF- 1 UYT7175Z09 (0813115--Zuver construction -Monroe Addition -- 10470 sw 69th ave PORTLAND, OR - D) - - - `- _._- -"' ------ --V "---- - -------' - v VVM^ -V - La Top chord 2x4 DF-L #1&Bet.(g) lop mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bidc --y --.. Bot chord'2x4 DFL #1&Bet.(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) psf. • Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Deflection meets L/360 live and L/240 total load. Creepincrease factor Bottom chord checked for 10.00 psf non-concurrent bottom chord live for dead load is 2.00. load applied per IBC-09 section 1607. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X5(R1) -mss sx- 3-6-6 ea = 1 .5X4 III 9-0-0 2X4(A1) 2X4(A1) 11-s-off 1.<1-6-off k 7-8-0 'k 7-8-0 >I I`I, 7-8-0 _I,... 7-8-0 J I‹ 15-4-0 Over 2 Supports >I R=771 U=124 W=5.5" RL=100/-100 R=771 U=124 W=5.5" Design Crit: IBC2009/TPI-2007(STD) 03 PROFS PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03. P_,,- S Truss Components of Oregon (503)357-211 .,,„,„„ *"WARNING*" READ AND FOLLOW ALL NOTES ON THIS SHEET! ��� `�'�► Ir OR/-/1/-/-/R/- Scale =.375"/Ft, 8Com Ave,Cornelius OR 97113 INPORTAtlT"* FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. /J�i• Trusses i!(J-'lj 19$75P .Q� TC LL 25.0 PSF REF R7175- 58018 require extreme care in oN TO ALL C handling, shipping, installingERSand bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information. by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per 13CSI. �� TC DL 10.0 PSF DATE 08/16/13 Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs �_ '' BC DL 7.0 0 PSF shall have bracing installed per BCSI sections B3, BT or 610. asapplicable. DRW CAUSR7175 13228029 Emmy ALPINEImmo ITN Building Com TNBCG) BC LL g pnnents Group Inc. (ITWanG) shall not be responsible for any deviation from this design, OREGON 0.0 0 PSF CA-ENG PBC/GWH any failure to build the truss in conformance with ANSI/TPI 1, or for handling. shipping, installation& ik bracing of trusses. Apply plates to each face of truss and position as shown above and o the Joint Details, unless noted otherwise. Refer to drawings,BOA-Z for standard plate positions. "A seal on this Q 4�+.20,1e�° TOT.LD. 42.0 PSF ,J r� Inc. rawing or cover page listing this drawing, indicates acceptanceofprofessional engineering 01. •01, S EQN- 71701 ITWBuildingComponentsGrou ,In7,77::=177;%'; esponsibility solely For the design shown. The suitability and use of this tlesign for any structure is j • w Sacramento,CA 95828 P =he reapnna;b;,Ity of the Building Designer per ANSI/TPI , see. . Farm a infprmat;nn see. This;nb a DUR.FAC. 1 .15 FROM BB general n s page; ITW_Bwww.sbcintlustry,cow. CG: www.Itwbcq.cow, TPI: www.tpinst.org; WTCA: ICC: www.iccsafe.org Renewal date 6/30/2015 SPACING 24.011 JREF- 1UYT7175Z09 GABLE STUD REINFORCEMENT DETAIL ASCE 7-05: 100 MPH WIND SPEED, 15' MEAN HEIGHT; ENCLOSED, I = 100, EXPOSURE C, Kzt =' 1.00 2X4 BRACE (1) 1X4 'L' BRACE w (1) 2X4 "L" BRACE w (2) 2X4 'L' BRACE ww (1) 2X6 'L' BRACE w (2) 2X6 'L' BRACE MM T GABLE VERTICAL NO — SPACING SPECIES GRADE BRACES GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B r #1 / #2 4' 2' 7' 3' 7' 5" 8' 7" 8' 9" 10' 2" 10' 6" 13' 5" 13' 10' 14' 0" 14' 0' BRACING GROUP SPECIES AND GRADES: #3 4' 1" 6' 9" 6' 9" 8' 7" 8' 7" 10' 2' 10' 2" 13' 5" 13' 5" 14' D" 14' 0" ! - HF STUD 4' 1' 6' 9" 6' 9" 8' 7" 8' 7" 10' 2' 10' 2" 13' 5" 13' 5" 14' 0" 14' 0" GROUP AI I I STANDARD 4' 1" 5' 9" 5' 9" 7' 8' 7' 8" 10' 2" 10' 2" 11' 11' 11' 11" 14' 0" 14' 0" 1 / #2 PNE-FIR HEM-FIR #1 4' 7" 7' 3" 7' 9" 8' 7" 9' 3" 10' 2" 11' 0" 13' 5" 14' 0" 14' 0" 14' 0' I#1#3#2 ISTSTUDRDJ I #3 ISTUD I STANDARD S P #2 4' 6' 7' 3' 7' 9" 8' 7" 9' 3" 10' 2" 11' 0' 13' 5' 14' 0" 14' 0" 14' 0" #3 4' 3' 6' 11" 6' 11" 8' 7" 9' 0" 10' 2" 10' 9" 13' 5" 14' 0" 14' 0" 14' 0" DOUGLAS FIR-LARCH SOUTHERN PINE U (LJ 3 F L STUD 4' 3" 6' 10" 6' 10" 8' 7" 9' 0" 10' 2" 10' 9" 13' 5" 14' 0' 14' 0' 14' 0' #3 #3 H r STANDARD 4' 2" 5' 11" 5' 11" 7' 10" 7' 10" 10' 2" 10' 6" 12' 2" 12' 2" 14' 0" 14' 0" STUD STUD #1#3 #2 18" 8' 3" 8' 3" 9' 9" 10' S P r 4' 9' 9" 11' 8" 11' 8" 14' 0" 14' 0" 14' 0" 14' 0" STANDARD STANDARD ( )I H F STUD 4' 8" 8' 3" 8' 3" 9' 9" 9' 9' 11' 8" 11' 8" 14' 0" 14' 0' 14' 0" 14' 0" I--I I� STANDARD 4' 8" 7' 1" 7' 1" 9' 4" 9' 4" 11' 8" 11' 8" 14' 0" 14' 0" 14' 0" 14' 0" GROUP B #1 5' 3" 8' 3' 8' 11" 9' 9" 10' 7" 11' 8" 12' 7" 14' 0" 14' 0" 14' 0" 14' 0" HEM-FIR SP #2 5' 2' 8' 3' 8' 11' 9' 9' 10' 7' 11' 8' 12' 7" 14' 0' 14' 0' 14' 0' 14' 0' #1 & BTR W #3 4' 11" 8' 3" 8' 6' 9' 9" 10' 4" 11' 8' 12' 4' 14' 0" 14' 0" 14' 0" 14' 0" #1 c— 3 F L STUD 4' 11" 8' 3" 8' 5" 9' 9" 10' 4" 11' 8" 12' 4" 14' 0" 14' 0' 14' 0" 14' 0' SOUTHERN PINE DOUGLAS FIR-LARCH m STANDARD 4' 10" 7' 3" 7' 3" 9' 7' 9' 7" 11' 8" 12' 0" 14' 0" 14' 0" 14' 0" 14' 0" #1 #1 / #2 5' 3" 9' 1' 9' 4" 10' 9" 11' 1" 12' 10" 13' 3" 14' 0" 14' 0" 14' 0' 14' 0" I #2 I #2 _ S P F #3 5' 2' 9' 1" 9' 1" 10' 9" 10' 9" 12' 10" 12' 10" 14' 0" 14' 0" 14' 0" 14' 0" U STUD 5' 2" 9' 1" 9' 1" 10' 9" 10' 9' 12' 10" 12' 10" 14' 0" 14' 0" 14' 0" 14' 0" I I F STANDARD 5' 2" 8' 2" 8' 2" 10' 9" 10' 9" 12' 10' 12' 10" 14' 0' 14' 0" 14' 0" 14' o" GABLE TRUSS DETAIL NOTES: SP #1 5' 9' 9' 1" 9' 10" 10' 9" 11' 7' 12' 10" 13' 10' 14' 0" 14' 0" 14' 0" 14' 0" Q S f#2 5' 8" 9' 1" 9' 10" 10' 9" 11' 7" 12' 10' 13' 10" 14' 0" 14' 0" 14' 0" 14' 0" LIVE LOAD DEFLECTION CRITERIA IS L/240. 3 F L STUD 5' 5" 9' 1" 9' 7" 10' 9" 11' 4" 12' 10" 13' 6" 14' 0' 14' 0' 14' 0' 14' 0' PROVIDE NUOUSFT BEARING (5ONS P F OC DEADFR 60LLOAOVER D, STANDARD 5' 3" 8' 5" 8' 5" 10' 9" 11' 1" 12' 10" 13' 3" 14' 0" 14' 0" 14' 0" 14' D" GABLE END SUPPORTS LOAD FROM 4' 0' SYMM yy^^ CUTLOOKERS WITH 2' 0' OVERHANG, OR 12' ABOUTj`L PLYWOOD OVERHANG. GABLE TRUSS 0 ATTACH EACH 'L' BRACE WITH 10d NAILS. (0.128'x3' rAn) DIAGONAL BRACE OPTION �ri 2X4 #2N OR BETTER OK FOR (1) 'L' BRACE: SPACE NAILS AT 2' O.C. VERTICAL LENGTH MAY BE IN 18' END ZONES AND 4' O.C. BETWEEN ZONES, DOUBLED WHEN DIAGONAL 0 FOR (2) 'L" BRACES SPACE NAILS AT 3' O.C. BRACE IS USED. CONNECT /41, IN 18' END ZONES AND 6' O.C. BETWEEN ZONES. DIAGONAL BRACE FOR 48014 "L" 0 BRACE Sr,0 'L' BRACING MUST BE A MINIMUM OF 60% OF WEB AT EACH END. MAX WEB / MEMBER LENGTH. TOTAL LENGTH IS 14', 2x4 #3 OR GABLE VERTICAL PLATE SIZES BETTER DIAGONAVERTICAL LENGTH SHOWN /' TUD. BRACE; SINGLE VERTICAL LENGTH NO SPLICE IN TABLE ABOVE. OR DOUBLE CUT O 0 LESS THAN 4' 0' 1X4 OR 2X3 (AS SHOWN) AT 11111111111\ GREATER THAN 4' 0', BUT '� • • ■ • • ■t1 ■ LESS THAN 11' 6' 2X4 UPPER END. ■ ■ • ■ �r ■ ■ 00 ■ ■ r1 GREATER THAN 11' 6' 2.5X4 CONNECT DIAGONAL AT 10 ONTINUOUS BEARING + REFER TO COMMON TRUSS DESIGN FOR PEAK, SPLICE, AND HEEL PLATES, MIDPOINT OF VERTICAL WEB. REFER TO CHART ABOVE FOR M" L�R�-�•� AL LENGTH. 4� w*WARNING*w READ AND FOLLOW ALL NOTES ON THIS SHEET! Vf Trusses re(But ng extreme care n fabricating,Information, handling, Pipaind installing and bracing. Refer to and //� follow BCSI inf Component Safety Information, by TPI and WTCA) for safety practices prior toIIIITW jf✓ 19575P REF ASCE7-05—GAB10015 performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural panels and bottom chord shall have a Air DATE 1/1/09 properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3 & B7. See this Job's general notes page for more information. �� **IMPORTANT** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. (gyp D R W G Al 0 0 1 5 0 5 O1 0 9 ITW Building Components Group Inc (I7WBCG) shall not be responsible for any deviation from this o 0E7 94 Building Components Group Inc. design, any failure to build the truss in conformance with TPI, or fabricating, handling, shipping, Vw V/ 1�]r3- .J installing & bracing of trusses. I7WBCG connector plates are made of 20/16/16GA (W,H/S/ ) ASTM A653 grade 37/40/60 (K/W/H,S) galv, steel. Apply plates to each face of truss, positioned as shown above v98'20,1ST G And onl Joint Details. QLD W"�V MAX, TOT. LD. 60 PSF A seal on this drawing or cover page indicates acceptance and professionalftengineering responsibility solely for the truss component design shown. The suitability and use of this component for any building is the responsibility of the Building Designer per ANST/TPI I Sec. 2. Earth City,M063045 ITW-BCG, www.itwbcg.comi TPD www.tpinst.coml WTCA; wwwsbcindustry.coml ICC, www.iccsafe.org Renewal date 6!90120'15 MAX. SPACING 24,0" Gable Detail . For Let-in Verticals Gable Truss Plate Sizes About © Refer to appropriate ITW gable detail for minimum plate sizes for vertical studs. it Allill iii .1 liiiiiii. +°Refer to Engineered truss design for peak, 11K 11 a splice, web, and heel plates, ®If gable vertical plates overlap, use a single plate that covers the total area of the overlapped plates to span the web. Gable I . ' , g Vertical , Length Examples 2X4 d , typ. �� 12X4 / 2X8 ill "T" Reinforcement Attachment Detail ltirliiih%4Iti 'T' RMeinforcing "T' Reinforcing Member O A . M` Toe-nail pr - \ w �, ii s ' / End-Hall , >_ © O To convert from "L" to "T" reinforcing members, Provide connections for uplift specified on the engineered truss design, multiply "T" increase by length (based on Attach each "T" reinforcing member with appropriate ITW gable detail). End Driven Nails: Maximum allowable "T" reinforced gable vertical lOd 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, 10d Common (0.148"x3",min) Toenails at 4" o.c. plus i i (4) toenails in the top and bottom chords. Web Length Increase w/ „T" Brace 4 Nails T" This detail to be used with the appropriate ITW gable detail for ASCE T" RSinf. T' 2einf orcing Member wind load. Mbr. Size Increase ASCE 7-96 Gable Detail Drawings 2x4 30 A13015980109, A12015900109, A11015960109, A10015960109, Example: 2x6 20 A13030980109, A12030980109, A11030980109, A10030930109 ASCE 7 10 Wind Speed = 120 mph Gable Nails ASCE 7-02 Gable Detail Drawings Mean Roof Height = 30 ft, Kzt = 1.00 Truss Spaced At 9 4' o.c, A13015020109, A12015020109, A11015020109, A10015020109, A14015020109, Gable Vertical = 24"o,c. SP #3 A13030020109, A12030020109, A11030020109, A10031021109, A14030020109 "T" Reinforcing Member Size = 2x4 ASCE 7-05 Gable Detail Drawings T" Brace Increase (From Above) = 30% = 1,30 A13015050109, A120150501D9, A11015050109, A10015050109, A14015050109, (1) 2x4 "L" Brace Length = 8' 7" A13030050109, A12030050109, A11030050109, A10030050109, A14030050109 Maximum "T" Reinforced Gable Vertical Length ASCE 7-10 Gable Detail Drawings 1.30 x B' 7' = 11' 2" A11515ENC100212, A12015ENC100212, A14015ENC100212, A16015ENC100212, 't i 4 Nails I A18015ENC100212, A20015ENC100212, A20015EN0100212, A20015PED100212, " A A11530ENC100212, A12030ENC100212, A14030ENC100212, A16030E II 2, Ceiling A18030ENC100212, A20030ENC100212, A20030END100212, A ►' 't 'e ^t`1F See appropriate ITW gable detail for maximum unreinfor.. II. $0' a ,- eth. wwWARNINGiww READ AND FOLLOW ALL NOTES ON THIS DING THE • 1 i�TlS xwIMPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 19575P ' REF IIIITW Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to andLET-IN VERT follow the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety Vat practices prior to performing these functions. Installers shallynger /- j DATE 2/16/12 Unless noted otherwise, top chord shall have properly attached structural sheathingandbottom BCSI. chord shalt have a properly attached rigid ceiling. Locations shown for permanent lateral restraint DRWG GBLLETIN0212 of webs shall have bracing installed per BCSI sections B3, B7 or BID, as applicable. Apply plates to 1643A14.-EGO:' �C�t EGON each face of truss and position as shown above and on the Joint Details, unless noted otherwise, Building Components Group Inc. Refer to drawings 160A-Z for standard latelip v 99. p positions, G ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any -1 0L 2p"19 0V` failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation t, LO MAX, TAT, LD. 60 PSF bracing of trusses, A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility solely for the design shown, The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Renewal date 6l30l20t5 DUR, FAC, ANY Earth City,MO 63045 For more information see this Job's general notes page and -these web sites! MAX CPArTNIr P4 f1" ASCE 7-05: EXPOSURE C C❑Mvl❑N RESIDENTIAL GABLE END WIND 3RACING PEQUIREvIENTS - STIFFENERS ' 100 MPH, 30FT, MEAN HGT, ASCE 7-05, CLOSED H LESS THAN 4'6" - NO STUD BRACING REQUIRED BLDG, LOCATED ANYWHERE IN ROOF, CAT II, EXP C, Kzt = 1.00, WIND TC DL=5,0 PSF, WIND BC DL=5.0 PSF, H GREATER THAN 4'6" TO 7'6° IN LENGTH A 2X6LATERAL CHORD BRACING REQUIREMENTS TO❑VIDE R❑OF DIAPHRAGMFFBACK EVERY 6'0"ATM(SEEE DETAIL B E OW ORTIFFBACK TOP: C❑NTINU❑US ROOF SHEATHING REFER TO DRAWING A1003005), BOT: CONTINUOUS CEILING DIAPHRAGM 7'6SEE ENGINEER'S SEALED DESIGN REFERENCING THIS DETAIL H GREATER PR❑VIDETN AA2X6 S/T BACK ATXMID-HEIGHT AND BRACE FOR LUMBER, PLATES, AND OTHER INFORMATION NOT SHOWN TO ROOF DIAPHRAGM EVERY 4'0" (SEE DETAIL BELOW OR ON THIS DETAIL, REFER TO DRWG A1003005), NAILS: 10d COMMON (0,148"x3") OR BOX (0,128"x3",MIN) NAILS X ❑PTI❑NAL 2X L-REINFORCEMENT ATTACHED OR GUN (0.125"X 3,",min) NAILS, TO STIFFBACK WITH 10D BOX OR GUN (0.128" X 3", MIN.) NAILS @ 6" ❑,C. I y. I 0000000ililji 11 ,4 2X4 BLOCKING I litil NAILED TO 45° SHEATHING AND 24• MAX 4% EACH TRUSS (TYP) Yi H I--I-4 2X4 STUD, #3 _®�®- i_____ .® inH/2 ORBETTER DIAGONAL BRACE ATTACH EACH END F❑R 560#, I j ijjii ■I♦I ,, Aummumi ... NI ONTINUOUS BEARING - 2X6 #2 STIFFBACK ATTACHED TO EACH STUD W/ (4) 10 D BOX OR GUN (0.123" X 3", MIN.) NAILS ��op PR'OF4,,5'i wres READ AND FOLLOW ALL NOTES ON THIS SHEETI n Trusses SIrequire(Bgextreme care n fabricating,nflhandby shipping, Installing and bracing. Refer to and .�^� TC LL PSF REF follow BCSI (Building Component Safety Information, by WI and WTCA) for safety practices prior toAr 19575PGE WHALER performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural panels and bottom chord shall have a ,) TC DL PSF DATE 1/1/09 properly attached Igid telling. Locations shown For permanent lateral restraint of webs shell have �� j bracing Installed per BCSI sections 53 4 57. See this job's general notes page for more information, wwIMPORTANTww BC DL PSF DRWG GABRST050109 FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. I7W Building Components Group Inc (ITWBCG) shall not be responsible for any deviation from this difi(`il BC LL PSF Building Components Group Inc. design, any failure to build the truss In conformance with WI, or fabricating, handling, shipping, ��7T'IIQ7J'l�iJ�{'• instating t, bracing of trusses, ITWBCG connector plates are made of 20/18/16GA (W,H/S/K) ASTM A653 grade 37/40/60 (K/W/H,S) galv, steel. Apply positionedV and on Joint Details. PPY plates to each face of truss, as shown above �/� �fh•20��eG`�' TOT, LDS PSF A seal on this drawing or cover page indicates acceptance and professional engineering responsibility -1 OS.D w. v solely for the -truss component design shown, The suitability and use of this component for any building is the responsibility of the Building Designer per ANS7/TPI I Sec, 2. DUR. FAC, Earth City,M063045 ITW-BCG. www,itwbcg.coml TPI. www.tpinst.coml WTCA, www,sbcindustry,coml ICC. www,iccsafe.org Renewal date 613012015 MAX SPACING 24" GABLE STUD REINFORCEMENT DETAIL ASCE 7-05: 100 MPH WIND SPEED, 30' MEAN HEIGHT, ENCLOSED, I = 1,00, EXPOSURE C, 'Kzt • = 1,00 2X4 BRACE (1) 1X4 'L" BRACE x (1) 2X4 'L" BRACE x (2) 2X4 'L' BRACE xx (1) 2X6 'L' BRACE x (2) 2X6 "L" BRACE XX GABLE VERTICAL NO - SPACING SPECIES GRADE BRACES GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B LD #1 / #2 3' 11" 6' 10" 7' 0" 8' 1" 8' 4" 9' 8" 9' 11" 12' 8" 13' 1' 14' 0" 14' 0" BRACING GROUP SPECIES AND GRADES: / Lii I F STUD 3' 10" 6' 1" 6' 1" 8' 0" 8' 0" 9' 8" 9' 8" 12' 6" 12' 6" 14' 0" 14' 0" GROUP A: HF l I I I STANDARD 3' 10" 5' 3" 5' 3" 6' 11" 6' 11" 9' 3" 9' 3" 10' 9' 10' 9' 14' 0" 14' 0" SPRUCE-PINE-FIR HEM-FIR #1 4' 4" 6' 10" 7' 4" 8' 1" 8' 9" 9' 8" 10' 5" 12' 8" 13' 8" 14' 0" 14' 0" I#1#3#2 ISTSTUDRDJ I ##2 STUD 3 (STANDARD J SP #2 4' 3" 6' 10" 7' 4" 8' 1" 8' 9" 9' 8" 10' 5" 12' 8" 13' 8" 14' 0" 14' 0" #3 4' 1" 6' 3" 6' 3" 8' 1" 8' 3" 9' 8" 10' 2" 12' 8" 12' 10" 14' 0" 14' 0" DOUGLAS FIR-LARCH SOUTHERN PINE U (tJ DFL STUD 4' 1" 6' 2" 6' 2" 8' 1" 8' 2" 9' 8" 10' 2" 12' 8" 12' 9" 14' 0" 14' 0" #3 STUD #3 H H STANDARD 3' 11' 5' 4" 5' 4" 7' 1' 7' 1" 9' 6" 9' 6" 11' 0" 11' 0" 14' D" 14' 0" STUD S #1 / #2 4' 6' 7' 10" 8' 0" 9' 3' 9' 6" 11' 1" 11' 4" 14' 0" 14' 0" 14' 0" 14' 0" STANDARD STANDARD #3 4' 5' 7' 6" 7' 6' 9' 3" 9' 3" 11' 1" 11' 1" 14' 0' 14' 0" 14' 0" 14' 0" W _ STUD 4' S" 7' S" 7' S" 9' 3" 9' 3" 11' 1' 11' 1" 14' 0" 14' 0" 14' 0" 14' 0" STANDARD 4' 5" 6' 5" 6' 5" 8' 5" 8' 5" 11' 1" 11' 1" 13' 2" 13' 2" 14' 0" 14' 0" GROUP B: > #1 5' 0" 7' 10" B' 5" 9' 3" 10' 0" 11' 1" 11' 11" 14' 0" 14' 0" 14' 0" 14' 0" HEM-FIR #1 & BTR SP #2 4' 10" 7' 10" 8' 5" 9' 3' 10' 0" 11' 1" 11' 11" 14' 0' 14' 0" 14' 0" 14' 0" I LJ #3 4' 8" 7' 8" 7' 8" 9' 3" 9' 9" 11' 1" 11' 8" 14' 0" 14' 0" 14' 0" 14' 0" #1 J ---1P L STUD 4' 8" 7' 7" 7' 7" 9' 3" 9' 9" 11' 1" 11' 8" 14' 0" 14' 0" 14' 0" 14' 0" SOUTHERN PINE DOUGLAS FIR-LARCH m r STANDARD 4' 6" 6' 7" 6' 7" 8' 8" 8' 8' 11' 1" 11' 4" 13' 5" 13' 5" 14' 0" 14' 0" #1 I I #1 Q - S P r #1 / #2 4' 10"" 8' 7" 8' 17" 10' 2" 10' 2" 12' 2" 12' 2" 14' 0" 14' 0" 14' 0" 14' 0" #2 #2 0 U I I I F STUD 4' 10" 8' 7" 8' 7" 10' 2" 10' 2" 12' 2" 12' 2" 14' 0" 14' 0" 14' 0" 14' 0" I I STANDARD 4' 10" 7' 5" 7' 5" 9' 9" 9' 9" 12' 2' 12' 2" 14' 0" 14' 0" 14' 0" 14' 0" GABLE TRUSS DETAIL NOTES: X S P #1 5' 6" 8' 7" 9' 3" 10' 2" 11' 0" 12' 2" 13' 1" 14' 0" 14' 0" 14' 0" 14' 0" Q #2 5' 4" 8' 7" 9' 3" 10' 2" 11' 0" 12' 2" 13' 1" 14' 0" 14' 0" 14' 0" 14' 0' LIVE LOAD DEFLECTION CRITERIA IS L/240. DFL STUD 5' 1" 8' 7" 8' 19" 10' 2" 10' 9" 12' 2" 12' 10" 14' D" 14' 0" 14' 0" 14' 0" CPROVIDE NUOUPLIFT ARUS I NE TNG (5 PS FOR 75 PLF OVER F STANDARD 5' 0" 7' 7" 7' 7" 10' 0" 10' 0" 12' 2" 12' 6" 14' 0" 14' 0" 14' 0" 14' 0" GABLE END SUPPORTS LOADFROMc4' 0' LOAD). SYMM ��^^ OUTLOOKERS WITH 2' 0' OVERHANG, OR 12' A OUTI"r. PLYWOOD OVERHANG. I' GABLE TRUSS �f 'f I 41 ATTACH EACH 'L' BRACE WITH 10d NAILS. (0,128'x3' min) DIAGONAL BRACE OPTIONi �r•` 2X4 #2N OR BETTER )I( FOR (1) "L' BRACE, SPACE NAILS AT 2' O.C. VERTICAL LENGTH MAY BE i IN 18' END ZONES AND 4' O.C. BETWEEN ZONES. DOUBLED WHEN DIAGONAL )I()KFOR (2) 'L' BRACES: SPACE NAILS AT 3' O.C. BRACE IS USED. CONNECT I �`� IN 18' END ZONES AND 6' O.C. BETWEEN ZONES. DIAGONAL BRACE FOR 560# "L" 0 `L' BRACINGMUSTBEA MINIMUM OF 60% OF WEB AT EACH END, MAX WEBBRACE �;� MEMBER LENGTH, TOTAL LENGTH IS 14'. 2X4 STUD, #3 ORGABLEVERTICALPLATESIZESBETTER DIAGONAL VERTICAL LENGTH SHOWNBRACE; SINGLEVERTICAL LENGTHNO SPLICE IN TABLE ABOVE. OR DOUBLE CU70 fl,■` LESS THAN 4' 0' 1X4 OR 2X3 ' (ASSHOWN) ATn■ ■ 0 GREATERTHAN4' 0', BUT• • • ■ ■ ■�� ■ • LESS THAN 11' 6' 2X4 UPPER END, • • • • �r�■a�� ■ ■ ■ r1 GREATER THAN 11' 6' 2.5X4 CONNECT DIAGONAL AT ONTINU❑US BEARING + REFER TO COMMON TRUSS DESIGN FOR PEAK, SPLICE, AND HEEL PLATES, ill MIDPOINT OF VERTICAL WEB. REFER TO CHART ABOVE FOR M` .�� �,'-, ,�L LENGTH. wwWARNINGww READ AND FOLLOW ALL NOTES ON THIS SHEET! � 'N CF. Seo Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Refer to andC "!' 1. follow SCSI (Building Component Safety Information, by TPI and WTCA) for safety19575P 9 REF ASCE7-05—GAB10030 performing these functions. Installers shall provide temporarybracing practices prior to " �, otherwise, top chord shall have properly attached structural panels Per ttoI. Unlessrd s noted 't DATE 1/1/09 ve a properly attached rigid ceiling, Locations shown for permanentp lateral an restraint ofm owebs hshall all ahave bracing installed per BCSI sections B3 & B7, See this Job's general notes page for more information, /� /� CCIMPORTANTww FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR, ';/16/rygw�, DRWG A10030050109 ITW Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this /^� U�+t[EGON Building Components Group Inc. design, any failure to build the truss in conformance with TPI, or fabricating, handling, shipping, V, Installing & bracing of trusses. ITWBCG connector plates are made of 20/18/16GA (W,H/S/K> ASTM A653 4 Va grade 37/40/60 CK/W/H,S) gaiv. steel. Apply plates to each face of truss, positioned as shown above /A �+.20 1S41' �' and on Joint Details. Opp W"N� MAX. TOT, LB. 60 PSF A seat on this drawing or cover page Indicates acceptance and professional engineering responsibility solely for the truss component design shown. The suitability and use of this component for any - building is the responsibility of the Building Designer per ANST/TPI I Sec. 2. Earth City,MO 63045 ITW-BCG www.itwbcg,com; TPD www.tpinst,coml WTCA, www.sbcindustr come ICG Renewal date 8/90M0'15 Y• www.iccsafe.org MAX, SPACING 24.0" , CLI WEB BRACH ' SUBSTITU'ION � + . . T-BRACING THIS DETAIL IS TO BE USED WHEN CONTINUOUS LATERAL BRACING (CLB) OR IS SPECIFIED ON A TRUSS DESIGN BUT AN ALTERNATIVE WEB T-BRACE BRACING METHOD IS DESIRED. L-BRACING: OR L-BRACE 4, APPLY TO EITHER SIDE OF WEB NARROW FACE. ,,, ATTACH WITH 10d BOX OR GUN NOTES: (0.128"x 3.",MIN) NAILS. ,, AT 6" O.C. , BRACE IS A , THIS DETAIL IS ONLY APPLICABLE FOR CHANGING THE SPECIFIED MMINIMUM 80% OF EMBER LENGTH WEB ,,, CLB SHOWN ON SINGLE PLY SEALED DESIGNS TO T-BRACING OR SCAB BRACING. , ALTERNATIVE BRACING SPECIFIED IN CHART BELOW MAY BE CONSERVATIVE. • FOR MINIMUM ALTERNATIVE BRACING, RE-RUN DESIGN WITH APPROPRIATE NM BRACING, NM T-BRACE L-BRACE WEB MEMBER SPECIFIED CLB ALTERNATIVE BRACING SIZE BRACING T OR L-BRACE SCAB BRACE SCAB BRACING: 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. - 2X6 1 ROW 2X4 1-2X6 ATTACH WITH lOd BOX OR GUN I] 2X6 2 ROWS 2X6 2-2X4(*) (0.128"x 3.",MIN) NAILS. AT6" O.C. 2X8 1 ROW 2X6 1-2X8 BRACE IS A MINIMUM 2X8 2 ROWS 2X6 2-2X6(*) 80% OF WEB MEMBER LENGTH SCAB BRACE II T-BRACE, L-BRACE AND SCAB BRACE TO BE SAME SPECIES AND GRADE OR BETTER THAN WEB MEMBER UNLESS SPECIFIED OTHERWISE ON ENGINEER'S SEALED DESIGN. (*) CENTER SCAB ON WIDE FACE OF WEB. APPLY (1) SCAB TO EACH FACE OF WEB. En SOL PROp4 '5 ,0GINF,k"„9„ ',co ..WARNING*.READ AND FOLLOW ALL NOTES ON THIS SHEET! L� Trusses require extreme care In fabricating,handling,shipping,installing and bracing. Refer to and follow 19575 P '7' TC LL PSF REF CLB SUBST. ////TH SCSI(Building Component Safety Informationby TPI end WTCA)for safety practices prior to performing 17 these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chordCDLshall have properly attached structural panels and bottom chord shall have a properly attached rigid PSF DATE 1/1/09 ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3&B7. See this job's general notes page for more information. ��y, BC DL P'SF DRWG BRCLBSUB0109 •5IMPORTANTOa FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. 1 q 6/VAREGON BuildingComponentsrrW Building Components Group Inc. (ITWBCG)shall not be responsible for any deviation from this design, v BC LL P SF Group Inc. any failure to build the truss in conformance with WI,or fabricating,handling,shipping,K) installingde & �dq..jQ y99W G bracing ) alv.trusses.e ITWBCG ppl connectors plates are made of po/IB/IBCA h/S/K) oASTM n653 o 37/40/60 ``, N�,, TOT. LD. (K/W/H,S)galy.steel. Apply plates to each face of truss,positioned as shown above and on Joint Details. OC j •f PSF A seal on this drawing or cover page indicates acceptance and professional engineering responsibility solely for the truss component design shown. The suitability and use of this component for any building is the responsibility of the Building Designer per ANSI/TPI I Sec.2. Renewal date 6130/2015 DUR. FAC. Earth City,MO 63045 17W—BCG:www.itwbeg.com; TPI:www.tpinst.com;RICA,wwwsbcindustry.com;ICC:wnw.icesefe.org SPACING