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Plans (474)
sm572b1--/- coggs iLoqiLt - TA c4. Alpine, an ITW Company a 4 8351 Rovana Circle Sacramento,CA 95828 (916)387-0116 Page 1 of 1 Document ID:1 W6H7175Z 1305072147 D i I, ,?Ili Truss Fabricator: Truss Components of Oregon Cg Job Identification: 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master na t$r,;iOR Model Code: IRC Truss Criteria: I RC2012/TP I-2007(STD) p PRO Engineering Software: Alpine proprietary truss analysis software. Version 16.01. ,c�.�'� FFSS, Truss Design Loads: Roof - 42 PSF e 1.15 Duration �5 vyG'N EF �O Floor - N/A fy 83294PE 7, Mind - 120 MPH (ASCE 7-10-Closed) d: Notes: 1. Determination as to the suitability of these truss components for the OREGON structure is the responsibility of the building designer/engineer of �LY14.4Ct'�► record, as defined in ANSI/TPI 1. "iS'. Tan 2. As shown on attached drawings; the drawing number is preceded by: CAUSR7175 Rt 1 .: ..,./2018 Details: 12030EC1-GBLLETIN-GABRST10-12015EC1- Submitted by RTT 07:20:37 12-05-2017 Reviewer: JCJ $ $ 12/05/2017 # Ref Description Drawing# Date 1 02122--BGE 17338095 12/04/17 2 02123--B 17338084 12/04/17 3 02124--BG 17338100 12/04/17 4 02125--AGE 17338096 12/04/17 5 02126--A 17338094 12/04/17 6 02127--A1 17339002 12/05/17 7 02128--A2 17338093 12/04/17 8 02129--A2GE 17338085 12/04/17 9 02130--DGE 17338103 12/04/17 10 02131--DG 17338104 12/04/17 11 02132--GGE 17338088 12/04/17 12 02133--G 17338091 12/04/17 13 02134--G1 17338099 12/04/17 14 02135--G2 17338098 12/04/17 15 02136--G3 17338097 12/04/17 16 02137--CGE 17338102 12/04/17 17 02138--FGE 17338090 12/04/17 18 02139--HGE 17338105 12/04/17 19 02140--HG 17338092 12/04/17 20 02141--IGE 17338087 12/04/17 21 02142--I 17338086 12/04/17 22 02143--J 17338089 12/04/17 23 02144--K 17338101 12/04/17 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - BGE ) "op chord 2x4 HF #2 120 mph wind, 20.97 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. russ designed to support 1-6-0 top chord outlooker span and Wind loads and reactions based on MWFRS with additional C&C member :ladding load not to exceed 5 PSF one face, and 24" span design. )pposite face. Top chord may be notched 1.5" deep X 3.5" AT 48" o/c along top edge.DO NOT OVERCUT. No knots or other lumber defects Provide lateral wind bracing per ITWBCG wind bracing details or per Mowed 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. lee DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind )racing requirements. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. lottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. russ designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, :e=1.10, CAT II & Pf=21.17 psf. 5X5= 4 ----till T 4 Al 6-1-4 .Ildil11 18-0-0 3X5(A1) = 5X5= 3X5(A1) 1-6-0--0 1-6-0 1_ 17-4-0 J_ 17-4-0 -I 34-8-0 Over Continuous Support >1 R=149 PLF U=8 PLF W=34-8-0 RL=3/-3 PLF Jote: All Plates Are 1 .5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) CEO PRO�NS LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .►,`„ IAAVE17111_1116h 1% OR/-/1/-/-/R/- Scale =.187511/Ft. -uss Components of Oregon (503)357-2118 '�WARNIN61 ee READ Aro FOLLOW ALL NOTES a THIS aRNINGI t�? /Q TC LL 25.0 PSF REF R7175— 2122 825 N 4th Ave,Gemellus OR 97113 ”imraRromr. FURNISH THIS aRNING To ALL cawntw ems INCLUDING THE INSTALLERS. 83294PEIC/ Trusses require extreme care in fabricating. handling, shipping, installing and bracing. Refer to and follow DATE 12/04/17 the latest edition of Best (Building Component Safety Information, by TPI and RTCA) far safety practices prior / : DL 10.0 PSF o performing these functions. CInstallers shall provide temporary bracing per BCSI. Unless noted otherwise. to chord shall have properly attached structural sheathing and bottom chard shall have a properly attached BC DL 7.0 PSF rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per Bos DRW CAUSR7175 17338095 ,4�1 O`� sections 83, B7 or B10. es applicable. Apply plates to each face of truss and position as shown above and on 12/05/2017 ' L J the Joint Details. unlessnoted otherwise. Refer to drawings 180A-2 for standard plate positions. 1L/ J L L Alpine. a division of 1111Building Components Group Inc. shall not be responsible for any deviation from this OREGON BC LL 0.0 PSF CA-ENG BFR/RTT drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY installationa,bracing of trusses. • C TOT.LD. 42.0 PSF SEQN- 30399 . A.wl on this drawing er rover page listing this drawing, in.nwt...ee.pt nee er profa•.lan.l engineering y LY 14,20 4.0 r..ponalm S ity.e1My for civil design shorn. Tres.eltMI l Sty end use of thin drawing for any structure.Is the ..sell • DUR,FAC. 1 .15 FROM BB 8351 Rovana Circle r•.ponolbilSty or the wilding D..Ign.r p.r ANSI/TPI 1 S.e.2. S elf Tar •Saclamento,CA9582R For more Information see this Jobs general notes page end these web sites: - .,ninr. ..... _, ,__,_.. ,w,. .._....- - --. ..... . _ - - - .--•-- SPACING 24.0" JRFF- 1WfH7175713 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - B ) 'op chord 2x4 HF #2 120 mph wind, 20.97 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Sot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. lottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member oad applied per IRC-12 section 301.5. design. )eflection meets L/360 live and L/240 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf, 'or dead load is 1.50. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X5= 3X5 3X5 1 .5X4 � �11411401.):X4 4 —, 4 6-1-4 es18-0-0 1 3X10(81) = 3X5= 3X7= 4X5= 3X5= 3X10(B1) 11-6-0 1-6-0 6-3-9310-14 -I_ 5-6-1 _I_8-3-2-6-1 >I` 5-61 8-3-2-1- 5-6-1 y 9-0-643-13 17-4-0 17-4-0 F34-8-0 Over 2 Supports >1 R=1588 U=64 W=5.5" R=1588 U=64 W=5.5" RL=71/-71 Design Crit: I RC2012/TPI-2007(STD) ,kE©PROfi�' 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .fAs, 1.a1S1 lit '3i� OR/-/1/-/-/R/- Scale =.1875"/Ft. vssComponents ofOregon (503)357-2118 ”WARN INCIae READ AM FOLLOW ALL OWES ON THIS O NINGIREF R7175- 2123 _ 825 N 4th Ave,Cornelius OR 97113 aa1.PoRTANTer FURNISH THIS ARMING To ALL CONTRACTORS INCLUDING THE INSTALLERS. �� �f 83294PE � TC LL 25.0 PSF Trusses require extreme re in fabricating, handling, shipping, installing and bracing. Refer to and follow as the latest edition of BCS1(Building Component Safety infermetion, by TP1 and RICA) for safety practices prior �G / ' DL 10.0 PSF DATE 12/04/17 to performing these functions. Installers shall provide temporary bracing par BCS1. Unless noted otherwise.14111b ' - Cop Chord shell have properly ettacried structural sheathing and bottom chord shell have a properly attached T• rigid ceiling. Locations shgv„for permanent lateral restraint of webs shall have bracing installed per acs BC DL 7.0 PSF DRW CAUSR7175 17338084 A 11 OPO N the sections 83, ai or unl as appinoted oApply plates coeach race truss and position as shown above end m S L the Joint Details. 81 ass notatl cable.otherwise. Refer to co each at.of for stand po plate positions. 12/05/201• Alpine, a division of ITN Building Components Group inc. shall not be responsible for any deviation from this OREGON BC LL 0.0 PSF CA-ENG BFR/RTI drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY instal lotion bracing of trusses. C TOT.LD. 42.0 PSF SEQN- 30400 A semime an this drawing or cover •listing thie dee Ing, Indisstss acceptance of professional engineering 4 `ZLY 14,204 0 responsibility solely for the design sheen. The suitability and use of this drawing Tor any structre 1.the Se Tar'-N OUR.FAC. 1 .15 FROM BB X351 Rovana Circle responsibility or the Building Designer per ANSI/1PI 1 Sss.2. Saclamento.CA 95828 For more information see this Jobs general notes page and these web sites: m.a,ar. ....-. _. .__•_... �, ,- - ------- - SPACING 24.0" 1RFF- 1W6H7175713 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - BG ) t chord 2x4 DF-L 2400f-2.0E :B2 2x6 HF SS: 4 COMPLETE TRUSSES REQU I RED 2 Webs 2x4 HF Std/Stud :W7 2x4 HF #2: Nall Schedule:0.120"x3", min. nails Top Chord: 1 Row 012.00" o.c. special loads Bot Chord: 2 Rows 0 3.00" o.c. (Each Row) (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Webs : 1 Row 0 4" o.c. TC- From 71 plf at 0.00 to 71 plf at 17.33 Repeat nailing as each layer is applied. Use equal spacing TC- From 71 pif at 17.33 to 71 plf at 34.67 between rows and stagger nails in each row to avoid splitting. BC- From 7 plf at 0.00 to 7 plf at 34.67 In addition, apply (1) 0.22"-0.25" min/max dia. X 6.0" BC- 1437.99 lb Conc. Load at 0.73, 2.73, 4.73, 6.73 length wood screw at each joint location. 8.73,10.73,12.73,14.73,16.73,18.73,20.73,22.73,24.73 4" o.c. spacing of nails perpendicular and parallel to BC- 1401.64 lb Conc. Load at 26.73,28.73,30.73,32.73 grain required in area over bearings greater than 4" 20 mph wind, 21.22 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Wind loads and reactions based on MWFRS. Inywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL=4.2 isf. Calculated horizontal deflection is 0.13" due to live load and 0.13" due to dead load. ieflection meets L/360 live and L/240 total load. Creep increase factor 'or dead load is 1.50. Calculated vertical deflection is 0.51" due to live load and 0.51" due to dead load at X = 13-2-3. IT PLATE LATERAL CHORD lo SIZE SHIFT BITE NOTE: THIS TRUSS MAY NOT BE REPAIRED AND MUST BE REPLACED 5] W3X5 S 2.75 IF IMPROPERLY INSTALLED OR DAMAGED. 7] W4X5 S 1.75 8W4X5 S 1.25 12] W4X5 3.00 R 1.75 13] W4X5 3.25 L 1.25 17] W6X8 S 2.00 18] W4X5 3.25 R 1.25 19] W4X5 3.00 L 1.75 :23] W4X5 S 1.25 :26] W3X5 S 2.75 4X5[8] -0- 4X5[13] --0 5X7(R) III 4X5[18] 4X5[23] -r- 4 4 r -, 4 3X5 3X5` 6-1-4 ,. mi NT El .0, I I I I 1 1 +18-0-0 L B2 4X16(B7R) = 3X5[5] III 4X5[7] = 4X5[12] = 6X8[17] .4X5[19] = 4X5= 3X5[26] III 4X16(B7R) H0514= H0514 I< 5-3-13 4-0-1 >I< 4-0-1 >I< 4-0-1 >I< 4-0-1 ,1< 4-0-1 >I< 4-0-1 >I< 5-3-13-->I L 17-4-0 ,I_ 17-4-0 1 34-8-0 Over 2 Supports >1 R=13986 U=688 W=5.5" R=13022 U=633 W=5.5" Design Cr i t: 1 RC2012/TPI-2007(STD) �,�E. pR��FSs, 'LT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0 16.01 .. I L�OWE-J. '0� OR/-/1/-/-/R/- Scale =.1875"/Ft. vssCom nentsofOregon (503)357-2118 "WARNINGI•• READ AND FOLLOW ALL NOTES ON THIS DRAWING! TC LL 25.0 PSF 825 N 4thAve,Cornelius OR 97113 "IrraRr"trt" FURNISH THIS DRAWING i°"u cart""cTorts INCLUDING THE INSTALLERS. 83294PE 'p REF R7175- 2124 Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Refer to and follow t the latest edition of SCSI (Building Component Safety Information, by TPI and WrCA) for safety practices prior .10...."'- DL 10.0 PSF DATE 12/04/17 to performing these functions. Installers shall provide temporary bracing per SCSI. 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 Shall have bracing installed per SCSI 12/05/2017 'C DL 7.0 PSF DRW CAUSR7175 17338100 A �1]N E sections BD ai or unless as noted other Apply plates to each face of cru and position po shown above and m '''LIII� the mint Details. Rofes=rated otherwise. Refer to drawings,Bno-Z a responsibl Plata nyaie deviation OREGON BC LL 0.0 PSF CA-ENG BFR/RTT Alwin, a division of Ibu Building usnecos Group Inc. shell not be responsible hie for any ippingion from this drawing, any failure to build the truss in conformance with ANSI/TPI 1. or for handling, shipping, IA AN ITW COMPANY installation bracing of trusses. �1/ A see, on this soleltl,or town as listing thiTI..drawing. Indicates St chic d.of g for.any s structure �ss rl�Tar' � OUR.FAC. 1215 PSF FROM BBSEQN- 30401 A responsibility solely fine the enol pl•he.h. •D..+IGb11. and u.e et thin er all rip it any structIn engineering tM 8351 Rovana Circle responsibility of the bounding Designer per ANSI/IPI 1 Sne.2. Q Skramento,cnesszsFor more information owe this Job's general notes page end theca web sites: aa Rwnasral Atatu2m A SPACING 24.0" .JRFF- 1W6H7175713 I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - AGE ) "op chord 2x4 HF #2 120 mph wind, 20.87 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. "russ designed to support 1-6-0 top chord outlooker span and Wind loads and reactions based on MWFRS with additional C&C member :ladding load not to exceed 5 PSF one face, and 24" span design. )pposite face. Top chord may be notched 1.5" deep X 3.5" AT 48" o/c along top edge.DO NOT OVERCUT. No knots or other lumber defects Provide lateral wind bracing per ITWBCG wind bracing details or per Mowed 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. lee DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind )racing requirements. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. lottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. "russ designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, :e=1.10, CAT II & Pf=21.17 psf. 5X5 At _ T - 4 4 r • 5-10-15 0-5-9 E e a e , //,,//////// . / � /� - 3X5(B1) = 5X5= 3X5(A1) 1-6-0 L- 16-4-2 J_ 16-9-0 -J FC 33-1-2 Over 2 Supports ;{ R=154 PLF U=5 PLF W=15-1-2 RL=4/-4 PLF R=151 PLF U=3 PLF W=18-0-0 tote: All Plates Are 1 .5X4 Except As Shown. CEO PROpF 'LT TYP. Wave Design Crit: IRC2012/TPI-2007(STD) 0 `.6 FT/RT=2%(0%)/4(0) 16.01 ..' 0 4.Q GN E� 'Y. OR/-/1/-/-/R/- Scale =.1875"/Ft. vssComponents ofOregon (503)357-1118 eeWARNINGIYe N(P0 AND NUM ALL NOTES OR THIS ORPNINGI Co �(I 825 N 4th Ave,Cornelius OR 97113 .4 AMT.. FURNISH MIS DRONING To ALL CONTRACTORS INCLUDING THE NSll(/ E ITALLERS. 83294PE s A TC LL 25.0 PSF REF 87175- 2125 Trusses require extreme care In fabricating, handling. shipping, installing and bracing. Refer to and follow „woo,' DL 1 0.0 PSF DATE 12/04/17 the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions, t Installers shall provide temporary bracing per SCSI, Unless noted otherwise, — top chord shall nave properly o Cached structural sheathing and bottom chord shall nave a properly attached rigid telling. Locations shorn for permanent lateral restraint of webs shall have bracing installed per BC51 �� 1� sections Ba, B7 or B10, as applicable. Applyplates to each face of trussand1V05/20 1 7 'C DL 7.0 PSF DRW CAUSR7175 17338096 of IN E the Joint Details, unless noted otherwise. erto drawings 180A-Z forstandardplate positions.above and on Alpine, a division of ITN Building Components Group Inc. shall not be responsible for any deviation from this OREGON BC LL 0.0 PSF CA-ENG BFR/RTT drawing, any failure to build the truss In conformance with AN51/Tpl 1. or for handling, shipping, AN ITW COMPANY installation.bracing of trusses. 11014,20P TOT.LD. 42.0 PSF SEQN- 30402 r CMI onb this droving Cr the Bar listing TIs uitait drawing, Indicates of.chi.dr of profession.).ny s ucture engineering t �s$ �i Tar t� DUR.FAC. 1 .15 FROM BB A em.S ibis ity solely for the Seaton.Ion1. The suitability end u.►of Chia drawing r Cry structure I•this 8351RDvairaCircle roopon.IblIiey of the&Hiding Designs par ANSI/WI 1 S.w.2, e SaCrameoro,CA 95828 For more Information see this Jobs general notes page and these web sites: SPACING 74.I)" amr.. .._.. ..., - v - RonmwlEURENM1R 1RFF- 1W6H7175713 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - A ) op chord 2x4 HF #2 120 mph wind, 20.87 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. lottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member oad applied per IRC-12 section 301.5. design. )eflection meets L/360 live and L/240 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf, 'or dead load is 1.50. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X5= 7- 1 .5X4 3X5°- 3X5 ;:• 0-5-9 1 .5X4 q r IS 4 5-10-15 41111111111111111111 s = ■ = • +18-0-0 1 5X5(61) = 3X5= 4X5.--- 3X5= 3X10(B1) 3X7 1-6-0 5-8-10 5-3-12 5-3-12 5-3-12 5-3-12 6-1-8 8-4-8 7-11-10 7-11-10 8-9-6 1_ 16-4-2 _j_ 16-9-0 J I 33-1-2 Over 2 Supports i R=1404 U=56 R=1525 U=69 W=5.5" RL=61/-61 Design Crit: IRC2012/TPI-2007(STD) le- PROp76,SS 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .04 S gI G 6N we OR/-/1/-/-/R/- Scale =.1875"/Ft. las Components ofOregon (503)357-2118 "WARN� INGI•• HEIS NE HG TO ALL ones at nils LIAMHOORPININGI eyr TC LL 25.0 PSF REF R7175- 2126 825 N 4th Ave,Cornelius OR 97113 a•iwanTiwr• "15MTHIS ggAgiMo 1O ALL C0N1""C1OR3 1Na1D1NG THE 1NmAL1Oa Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition ofSCSI (auilaing Component Safety Information. by TPI and RICA) for safety practices prior �. DL 10.0 PSF DATE 12/04/17 o performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly atteched structural sheathing and bottom chord shall have a properly a Cached rigid ceiling. Locations shown for permanent eral restraint of webs shall have bracing installed per dCS1 12/05/2017 :C DL 7.0 PSF DRW CAUSR7175 17338094 ■[LL N[ '.. sections 83, 87 ort. and as oapplicable. Apply. R fplateso to each face of Z tfoU and dplata position as sloven above and on the Joint Details. unless noted otherwise. Refer to drawings 180A-Z forsstaroartl plata poaitlaae. OREGON BC LL 0.0 PSF CA-ENG BFR/RTT Alpine, a division o! ITYY Building Components Group Inc. shall not be responsible for any deviation from this yj drawing, any failure to bulla the truss in conformance with ANSI/TPI 1. or for handling, shipping, I— AN ITW COMPANY installation.bracing of trusses. p<1f�4,210 TOT.LD. 42.0 PSF SEQN- 30403 A semi on this drawing or cover page listing this drawing, indicates.00.pteror of professional engineering II_ e responsibility solely the leg design n.sheen.ANSI/TS, and a..of this drawing for WV atraletera Is the V el!Tar '-� DUR.FAC. 1 .15 FROM BB S351 Rovana Circleres , Sacramento,CA 95828 For more information see this Jobs general notes page and these web sites: Ronalrwl R/RAf9M11R SPACING 24.0" .1RFF- 1WRH717571 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. :1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - Al) -op chord 2x4 HF #2 Special loads lot chord 2x4 HF #1&Bet. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Webs 2x4 HF Std/Stud :W4, W5 2x4 HF #2: TC- From 71 plf at 0.00 to 71 plf at 16.34 TC- From 71 plf at 16.34 to 71 plf at 32.64 20 mph wind, 21.19 ft mean hgt, ASCE 7-10, CLOSED bldg, Located BC- From 14 plf at 0.00 to 14 plf at 32.64 anywhere in roof, RISK CAT II , EXP B, wind TC DL=6.0 psf, wind BC PLB- 50.00 lb Conc. Load at (15.20,18.04), (17.20,18.04) )L=4.2 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live find loads and reactions based on MWFRS with additional C&C member load applied per IRC-12 section 301.5. les i gn. Deflection meets L/360 live and L/240 total load. Creep increase russ supports 200# mech unit; unit centered at 16-2-7; supported by factor for dead load is 1.50. IC; unit width 2-0-0; supported by 4 trusses. JT PLATE LATERAL CHORD No SIZE SHIFT BITE [ 8] W3X7 1.25 L 1.25 [15] W3X7 1.25 R 1.25 5X5= 11 1.5X4 III 1.5X4 III I I r 4 t— 14 5-10-15 3X50 / W4 W5 3X5 i 0-5-9 0-5_1412,0 V e- I I = o al! 18-0-0 T 5X5(81) =-=- 1.5X4 III 3X7[8] ,EE H0308EE 3X7[15] = 1.5X4111 5X5(81) F` 5-8-10 ›1‹ 5-3-12 I_ 5-3-12 >Ic 5-3-12 ›l< 5-8-0 5-8-10 5-3-12 10-7-8 5-3-12 5-8-0 L- 16-4-2 L 16-3-8 32-7-10 Over 2 Supports =i R=1439 U=62 R=1438 U=62 RL=53/-53 Design Crit: IRC2012/TPI-2007(STD) ,CEO PRoi 'LT TYP. 20 Gauge HS,Wave FT/RT=296(096)/4(0) 16.01 .;/5_% .+AII•,+mft, S OR/-/1/-/-/R/- Scale =.25"/Ft. vss Components of Oregon (503)357-2118 alivanrANr�WARNINGI•• READ Aro FOLLDU ALL i1D7ES ON THIS OWNING! TC LL 25.0 PSF REF R7175- 2127 825 N 4th Ave,Cornelius OR 97113 FURNISH THIS OWNINGNG TO A" INCLUDING 1e INSTALLERS. CI 4' 83294PE Ap� •• Trusses require extreme re In fabricating, handling, shipping, installing and bracing. Refer to and follow _ / DL 10.0 PSF DATE 12/05/17 the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior o performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, o herwise, - [op chard shall have properly attached structural sheathing end bottom chord shall have a properly attached BC DL 7.0 PSF DRW CAUSR7175 17339002 rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BC ISA sections 63, 87 or 610, as applicable. Apply pla;:: : LI1]A II[ the Joint Details, posBC LL 0.0 L' ' `v'II{1�� Alpine, a divisionbny deviation fres this 1, or for handling, shipping, AN ITW COMPANY installation a bracing of trusses. 3 _ 0 TOT.LD. 42.0 PSF SEQN- 30404 A seal an this draping Sr cower pew listing this drawing. Indicates acceptance of professional engineering SLY r2Q responsibility solely for the design.howl. The suitability sand use of this drawing for any structure i.the S 74 a i DUR.FAC. 1 .15 FROM BB ye35I Rovana Circle reepell.iblilty of tl,.Building Designer per ANSI/11P1 1 s.e.z. sell Tar < Saclamento.CA95828 For more information see this job's general nates page and these web sites: SPACING 24.0" )RFF- 1W6H7175713 I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - A2 ) 'op chord 2x4 HF #2 120 mph wind, 20.87 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 :B2 2x4 HF #1&Bet.: anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. lottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member oad applied per IRC-12 section 301.5. design. )eflection meets L/360 live and L/240 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf, 'or dead load is 1.50. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X5= 3X5—'- 3X5 T 1 .5X4 1 .5X4 4 _, 4 5-10-15 0-5-12 j_ _... All1111111111111111.11.._.. 3X10(B1) = 3X5= 4X5= B2 3X5=-=- 5X5(81) = T 1-6-0 3X7= t E` 6-1-8 j 5-3-12 _I_ 5-3-12 5-3-12 I_ 5-3-12 7-11-10 —I` 8-9-6 �I` 7-11-10 I_ 8-3-15,;8 14 5-8-0 L- 16-9-0 —I— 16-3-8 _I I33-0-8 Over 2 Supports R=1523 11=69 W=5.511 R=1402 U=56 RL=61/-60 Design Crit: IRC2012/TPI-2007(STD) CEO PROFS 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .;Au,A�1 ��`rS OR/-/1/-/-/R/- Scale =.1875"/Ft. vss Components of Oregon (503)357-2118 "WARN INGI•• READ NO FOUJAI ALL NOTES ON THIS DRAWINGI • 825 N 4th Ave,Cornelius OR 9713 ..impoRTANT., FURNISH MIS DRAWING TO ALL caNTRACT°Rs INCLUDING THE INSTAI.I.eRs. �O 44 83294PE 'ph TC LL 25.0 PSF REF R7175- 2128 Trusses require extrema care in fabricating, handling,lirg, shipping, Installing and bracing. Refer to afollow DATE 12/04/17 the latest edition of SCSI (Guiiding Component Safety Information, by TPI and WTCA) for safety practices prior •••°'"- DL 10.0 PSF o performing these functions. Installers shall provide temporary bracing per Best. Unless noted otherwise, gailhbh Cop chord shall have properly attached structural sheathing and bottom chord shall have a properly attached BC DL 7.D PSF rigid ceiling. Locations sham for permanent lateral restraint of webs shall nave bracing installed per 1 DRW CAUSR7175 17338093 A�1 O�� sections G3, 87 or 810, as appll able Apply plates to each face of truss and position as shown above and an )2/05/2017 U iha Joint Dataiia. bnle,aopted othe,wlsa. Rafar to drawinga 17A-�far standard pieta poaitfbr�. BC LL 0.0 PSF CA-ENG BFR/RTT Alpine, a division of ITN build h truss 0roup Inc. shell not ba responsible for any tlppiatfon frau Yhfs OREGON drawing, any failure to Wild tine truss In conformance with ANSI/7P! 1, or for handling, shipping, AN ITW COMPANY inetnllatlen,orating of trusses. w- ,p TOT.LD. 42.0 PSF SEQN- 30405 A...1 an this drawing Sr clover p.g.listing this drawing, Indicates acceptance of prere..iansl engineering �/_ VLY 14,2�u_ ♦� reepo sibi I ity solely ror the Mian shoes. The wltabi 1 ity and use or this drawing ror.apo structure is the ' \ DUR.FAC. 1 .15 FROM BB 8351 RovanaCircle responsibility or the Building Designer per ANsi/Tp1 1 S.a.2, eel,Tar S3tramento,CA 95828 For more information see this Jobs general notes page end these web sites: a,.m. ..... ---. rn,. ......._-._ __-. SPACING 24.0" IRFF- 1WRH7175713 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - A2GE ) "op chord 2x4 HF #2 120 mph wind, 20.87 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. -russ designed to support 1-6-0 top chord outlooker span and Wind loads and reactions based on MWFRS with additional C&C member :ladding load not to exceed 5 PSF one face, and 24" span design. )pposite face. Top chord may be notched 1.5" deep X 3.5" AT 48" o/c along top edge.DO NOT OVERCUT. No knots or other lumber defects Provide lateral wind bracing per ITWBCG wind bracing details or per Mowed 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. lee DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind )racing requirements. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. lottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. russ designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, :e=1.10, CAT II & Pf=21.17 psf. 5X5= 7- 4 r 4 5-10-15 0-5-12 F, 18-0-0 3X5(A1) = 5X5= 3X5(B1) 1-6-0 16-9-0 I 16-3-8 k33-0-8 Over 2 Supports >1 R=129 PLF U=6 PLF W=15-6-0 RL=4/-4 PLF R=111 PLF U=2 PLF W=17-6-8 Jote: All Plates Are 1 .5X4 Except As Shown. Ea PROp Design Crit: IRC2012/TPI-2007(STD) �� Fs+ 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .e( O d�tE St OR/-/1/-/-/R/- Scale =.1875"/Ft. vssComponents ofOregon (503)357-?118 e• a lee READ AND rata ALL NOTES ON THIS DRAWING! 4 �q' Z1 TC LL 25.0 PSF REF R7175- 2129 825 N 4th Ave,Cornelius OR 97113 ..IMPORTANT.. FURNISH THIS GRATING TO ALL CONDUCTORS INCLUDING THE INSTALLERS. 4/ 83294PE Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow t _ _ the latest edition of SCSI (Building Component Safety Information, by TPI and NTCA) for safety practices prior ,.�' DL 10.0 PSF DATE 12/04/17 T• o performing Chest funcClons. Installersshallprovide temporary bracing per BCS!. Unless roied otherwise. Cop chord shall have properly attached structural *tithing and bottom chord shall have a properly a tacked „Addilh rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per SCSI /� BC DL 7.0 PSF DRW CAUSR7175 17338085 ILL O` sections 83, 87 or 610, as applicable. Apply plates to each face of truss and position as shown above and on 12/05/2017 L J H -:7,:.0.--.0::::::::-.„-:::7::::--- ha�nfnt 0ataila. „:lass net>d atharwiaa. Dafar t°drawings 160o_Z for atandartl plate positlan:. BC LL 0.0 PSF CA-ENG BFR/RTT Alwin , a ylf slur of Ibu&d ltling in s organ In w. h AN n C b1 rorpforihan for Ons dppingion from this OREGON drawing, any failure to bulla the truss oconformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY Installation.bracing of trusses. 8 �s C' TOT.LD. 42.0 PSF SEQN- 30406 A seal on this droving or cover pep.listing mi.drawing, Indicates acceptance or professional engineering 4 LY 14,24 t0 ragwnerespana1Ulllty efrr'a1:BBuuildinngthe dDeDei�1�per ANSI/TPI suitability S '�g"of this drawing fbY''°Y structure Is the �V e���A�• DUR.FAC. 1 .15 FROM BB 8351 Rmma Circle Ta V% For more information see this Job's general notes page and these web sites: SPA('I 24 () JRFF 1W6H7175713 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - DGE ) 'op chord 2x4 HF #2 120 mph wind, 20.62 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 :W4 2x4 HF Std/Stud: DL=4.2 psf. W1, W2, W3, W5, W6, W7 2x4 HF #2: Wind loads and reactions based on MWFRS with additional C&C member 'russ designed to support 1-6-0 top chord outlooker span and design. :ladding load not to exceed 5 PSF one face, and 24" span )pposite face. Top chord may be notched 1.5" deep X 3.5" AT 48" o/c Provide lateral wind bracing per ITWBCG wind bracing details or per ilong top edge.DO NOT OVERCUT. No knots or other lumber defects engineer of record. 2X3 studs require reinforcement at 70% of the allowed within 12" of notches. Do not notch in overhang or heel panel . length tabulated for 2X4 studs of the same grade. lee DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Bottom chord checked for 10.00 psf non-concurrent bottom chord live )racing requirements. load applied per IRC-12 section 301.5. )eflection meets L/360 live and L/240 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf, 'or dead load is 1.50. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. :S) Add 2x4 x 12-0-0 HF #2 scab to be attached to one face of top chord with 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(R) III 3X5=-- 3X5; T 4 r _, 4 (3) 3X5- ••,,t,„ 3X5 01°111P _ .�1 i n 1W6 , 5-4-15 i _ ., 18-0-0 1 / / / V//////////////// 3X5(A1) - - 3X5= 5X5= 3X7 3X5 3X5(A1) 1-6-0 1-6-0 -,--- 5-1-0 5-1-0 5-1-0 5-1-0 5-1-0 5-1-0 5-1-0 7-7-8 7-7-8 7-7-8 7-7-8 L- 15-3-0 J__ 15-3-0 J I30-6-0 Over 2 Supports R=205 PLF U=7 PLF W=12-9-8 R=331 PLF U=11 PLF W=5-11-8 RL=5/-5 PLF Jote: All Plates Are 1 .5X4 Except As Shown. �O PROp S Design Crit: IRC2012/TPI-2007(STD) R F 'LT TYP. Wave FT/RT=2% 0% /4 0 16.01 .'(4,01' '# ( ) E ole. It OR/–/1/–/–/R/– Scale =.187511/Ft. vss Components of Oregon (503)357-2118 "WARNitiG1•• READ AND FOLLOW ALL NOTES ON THIS oR/laNGI �� y 825 N 4thAve,Cornelius OR 97113 "'aT"Nr" FURNISH TINS DRONING,°ALL caNmaTaes ins uonw nE INSTALLERS. a� g32g4pE .k TC LL 25.0 PSF REF R7175– 2130 Trusses require extreme care in fabricating, handling, shipping, Installing and bracing. Refer to and follow et DATE 12/04/17 the latest edition of IlCsi (Building Component safety Information, by TPI and WTCA) for safety practices prior , - DL 10.0 PSF to performing Chose functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly att.ched structural sheathing and bottom chord shall hays a properly attached BC DL 7.0 PSF .. sections rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BC0' DRW CAUSR7175 17338103 A�1=-)NheJoin 83, ai or unless as appinoted °Che e.ApR plates to each lade of cru and position as shown ion above and an 12�1]5�2�1 L FE heJoint Details. enleas, ted n<garwlsa. Refer to drawing,,BSA-Z for standard plata positions. Alpine, a division of ITIr Building Components Group Inc. shall not be responsible for any devia<lan from this OREGON BC LL 0.0 PSF CA-ENG BFR/RTT awing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY installation.bracing of trusses. fb TOT.LD. 42.0 PSF SEQN- 30407 A...I an this droving or ewer page listing this drawing, Indicates acceptance of professional engineering �� `1111,14,20 e. re.poneibil Sty solely Ter the design shown. The.oItabll lty and use of this drawing for any structure is the 8351 Rovana Circle r..pbhrlen ley of t,»Building Designer per ANSI/TPI ,S .2. 61.0 ••Tan• DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 • For more Information see this fob's general notes page and these web sites: m,a,.,r. ......_, .__._... we m. ....... .,.m.......... SPACING 74.O" JRFF- 1WRH7175713 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - DG ) sot chord 2x6 DF-L 2400f-2.0E chord 2x4 DF-L 2400f-2.0E 3 COMPLETE TRUSSES REQU 1 RED I i Webs 2x4 HF Std/Stud :W7 2x4 HF #2: Nail Schedule:0.120"x3", min. nails Top Chord: 1 Row @12.01" o.c. ipecial loads Bot Chord: 2 Rows r) 3.00" o.c. (Each Row) (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Webs : 1 Row @ 4" o.c. TC- From 71 plf at 0.00 to 71 plf at 15.25 Repeat nailing as each layer is applied. Use equal spacing TC- From 71 plf at 15.25 to 71 plf at 30.50 between rows and stagger nails in each row to avoid splitting. BC- From 7 plf at 0.00 to 7 plf at 30.50 4" o.c. spacing of nails perpendicular and parallel to BC- 1403.86 lb Conc. Load at 2.06, 4.06 grain required in area over bearings greater than 4" BC- 1438.69 lb Conc. Load at 6.06, 8.06,10.06,12.06 4.06,16.06,18.06,20.06,22.06,24.06,26,06,28.06,30.06 120 mph wind, 20.87 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC find loads and reactions based on MWFRS. DL=4.2 psf. )eflection meets L/360 live and L/240 total load. Creep increase factor Calculated vertical deflection is 0.51" due to live load and 0.51" due for dead load is 1.50. to dead load at X = 18-10-9. IT PLATE LATERAL CHORD lo SIZE SHIFT BITE : 5] W3X5 S 3.00 7] W5X5 2.75 R 2.25 : 8] W4X5 2.75 L 1.25 :10] W5X5 3.75 L 1.25 :18] W5X5 3.75 R 1.25 6X6(R1) :20] W4X5 2.75 R 1.25 :21] W5X5 2.75 L 2.25 10 :23] W3X5 S 3.00 5X5[ ] % MA, 5X5[18] 4X5[8]5.---4 4X5 [20] -71,p1P- ' 3X5-% 3X5 5-4-15 _...iiiiiii oiikkikh._.,4iiotoitiitiio.-"'Mllil ....... '1111r4.,,,% _ _ __ _,`! 4_18-0-0 4X1. B7R) = 3X5[5] III 5X5[7] -=-- 5X7= 8X8(R) III 5X7= 5X5[21] = 3X5[23] III 4X16(B ') H0508 I< 4-9-9 >I< 3-5-13 >I< 3-5-13 )" 3-5-13 >1.‹ 3-5-13 , 3-5-13 >fc 3-5-13 >1.c 4-9-9--->. I_ 15-3-0 _ I_ 15-3-0 -I F30-6-0 Over 2 Supports R=11338 U=572 W=5.5" R=12555 U=633 W=5.5" Design Crit: I RC2012/TPI-2007(STD) 1%,9g0 PROp '.s LT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 16.01 .7_ II „ T;]�I� S� OR/-/1/-/-/R/- Scale =.25"/Ft. use Components of Oregon (503)357-2118 'eMARNINGi" READ All)RUM ALL SONS ON THIS ortAnNGI - 825 N 4th Ave,Cornelius OR 97113 '•IIvaNTANr•• FURNISH THIS DRAWING To ALL calpAcraNs INCLUDING TME iNsr/1LLERS. (LP, 83294PE . �] TC LL 25.0 PSF REF R7175- 2131 Trusses require extreme care In fabricating, fetyi handling, shipping, installing and bracing.safety to and follow r 1I" DL 10.0 PSF DATE 12/04/17 the latest edition of BC51 (Building Component Safety Information, by TPI and WTCA) for safety practices prior .L _./'- _ to performing these functions. Installers shallprovide temporary bracing per SCSI. Unless noted otherwise, top chord shell have properly attached structural sheathing and bottom chord shall have a properly attached BC DL 7.0 PSF DRW CAUSR7175 17338104 rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed par SC ,4 L.�F911N E sections 83, B7 or P10, as applicable. Apply plates to each race of truss and position as shown above and on 12/05/2017 ChB Joint oata;l,, unless noted otherwise. gofer to drawings 16OA_Z for standard plata positions,m. Alpine, a division of ITt Building Components Group Inc. shall not be responsible for any deviation from this OREGON BC LL 0.0 PSF CA-ENG BFR/RTT drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY insstellatlan.bracing of crosser. �, 1'r' TOT.LD. 42.0 PSF SEQN- 30408 A seal on this drawing or cover psis listing this drawing, indicates weaponse or professional engineers /- ( 6 rwpoasibiiity solely ter the assign sheet. The suitability and use or this drawing for aro structure i nth. 1/ Y 94,'2 • 8351 Rovana Circle responsibility of the Building Designer per ANSI/TPI 1 s.e.2. $$off Tai. DUR.FAC. 1 .15 FROM BB Sstramento,CA9s828 Far more information see this Job's general rotas page and chase web sites: SPAC I Nt; 24.0" JRFF- 1WF3H7175713 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - GGE ) 'op chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. russ designed to support 1-6-0 top chord outlooker span and Wind loads and reactions based on MWFRS with additional C&C member :ladding load not to exceed 5 PSF one face, and 24" span design. )pposite face. Top chord may be notched 1.5" deep X 3.5" AT 48" o/c along top edge.DO NOT OVERCUT. No knots or other lumber defects Provide lateral wind bracing per ITWBCG wind bracing details or per Mowed 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. ;ee DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind )racing requirements. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. lottom chord checked for 10.00 psf non-concurrent bottom chord live load ipplied per IRC-12 section 301.5. JT PLATE LATERAL CHORD No SIZE SHIFT BITE -russ designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, [16] W3X5 S 1.25 :e=1.10, CAT II & Pf=21.17 psf. [17] W1.5X4 S 2.50 :S) Add 2x4 HF #2 scab to be attached to one face *** DO NOT TURN TRUSS END-FOR-END *** of top chord with 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. 3X5[16] 4X5 (S) 2x4 x 6-0-0 .~.0 14,,,E (S) 2x4 x 8-0-0 .014101. 2-11-15 tiltillpoln MARIO 11111.1,44.- ■ ■ ■ 3X5= 1.— 2X4(A1) = 1 .5X4[17] III 3X5(`1) LEI-6-0 5-0-0 >lc 11-0-0 -1-6-0›.1 9-2-2 _I_ 6-9-14 8-0-0 r 8-0-0 I- 8-0-0 -L- 8-0-0 ,J Fc 16-0-0 Over 3 Supports >1 R=563 W=3.5" R=645 U=2 W=5.5" R=845 W=5.5" RL=48/-48 byte: All Plates Are 1 .5X4 Except As Shown. EO PROF Design Crit: IRC2012/TPI-2007(STD) F 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.O1 .FA: ■„0/ffiips, %'i OR/-/1/-/-/R/- Scale =.375"/Ft. 8 5 N4thAve,sofOreus 57-?118 ';1■1■FURNISH TIS RAW New All NOTES a■S ISN OJINGCi IP TC LL 25.0 PSF REF R7175— 2132 825 N 4th Ave,Cornelius OR 97113 "i1PdtTANT• FIIINIri avis DRAWING 70 ALL Aping, fiats 111icy and TME INSTALLERS. Trusses require extreme re in fabricating, handling, shipping, Installing end bracing. Refer to and fellow DL 1 0.0 PSF DATE 12/04/17 the latest edition of BCSI (Building Component Safety Information. by TPI and MTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, op chord shall have properly attached structural sheathing and bottom chord shall have a properly attached tached BC DL 7.0 PS F rigid ceiling. Locations sham for permanent lateral restraint of webs shall have bracing installed ac DRW CAUSR7175 17338088 A —�L0JII N E the t loin 83. 87 or B10dol as applicable. Apply. plateseto each face of fors and positionas shown above and m l��os�2o17 the Joint Batelle. unless noted otherwise. Refer Co drawings 180A-Z for standard plate positions. /� .,f BC LL 0.0 PSF CA—ENG BFR/RTT Alpine, a division of ITw Building Components Group Inc. shall not be responsible for deviation from this OREGON drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY installation.boating of trusses. 'WO �„ /�C TOT.LD. 42.0 PSF SEAN— 30409 • A vel on the.M..Inp or cover woe listing this drawing, indicates acceptance of profe..Isnot engineering Ly�4n�� �/ reapbnaibi i ity.OI.Iy for the design shows. The sitabi i ity and use of this drawing for any structure IC the (#081e2:1:15/11.42,0a2107004."0 , a .t DUR.FAC. 1 .15 FROM BB 8351 Rovana Circle responsibility or the Wilding D..Ige r per ANSI/TPI 1 S.e.2. Se/'Ta" Sacramento,CA 95828 For more information see this Job's general notes page and these web sites, V I P��•• m,--. . ,__._...__-. -- . -----. --. ..... __ . _ _ SPACING 74.n" JRFF- 1WRH7175713 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - G ) op chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. lottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member oad applied per IRC-12 section 301.5. design. leflection meets L/360 live and L/240 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf, 'or dead load is 1.50. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 6X6= 4 4 1 2-11-15 _' _ �- 0 9-0-0 1 .5X4 III 3X5(A1) 3X5(A1) L1-6-01c 5-0-0 alc 11-0-0 - 1-6-03J I' 8-0-0 >I‹ 8-0-0 > 8-0-0 8-0-0 k16-0-0 Over 3 Supports >1 R=707 U=5 W=3.5" R=765 U=2 W=5.5" RL=48/-48 R=186 W=5.5" Design Crit: IRC2012/TPI-2007(STD) CEO PRop 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .'! `rS . � . ♦ OR/-/1/-/-/R/- Scale =.375"/Ft. 825N4thAve,sof meliusn (503)357-2118 •wWARAINGIw•RIS oxoNGTOA NOTES TeTHIS aurlaGl (rj110TC LL 25.0 PSF REF R7175— 2133 825 N 4th Ave,Cornelius OR 97113 "IT •• flIW/i31t IRIS gRAIIN6 To ALL * mamma THE IBSTALIlRS. r� Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Refer to end follow ►/rya/ II the latest edition of BCSI (Building Component safety Information, by TPI and aTCA) for safety practices prior Ws 00/• _ DL 10.0 PSF DATE 12/04/17 to performing these functions. Installers shall prbvlde temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly wttached structural sheathing and bottom Chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BC BC DL 7.0 PSF DRW CAUSR7175 17338091 ,4 IL — Sections B3, B7ai or unless as appinoted other Apply pietas to wenn faceoffor and position po slows above end m ���O C/�n1 L J the Joint Details, nlesa rotas otherwise. Refer to drawings,BGA_Z for standard Plate positions. J V BC LL 0.0 PSF CA-ENG BFR/RTT Alpine, a division of IN Building Conponwnts Group Inc, shall not be responsible for any deviation from this OREGON drawing, any failure to build the truss in conformance with ANSI/TPI t, or for handling, shipping, AN ITW COMPANY inetallatien.bracing of trusses. 13 CTOT.LD. 42.0 PSF SEQN- 30410 A.«l on this drawing or cover page listing we.drawing, Indicates.m .t . n. acceptance pro.a.i. i engineering y .141,14,20% 0 responsibi I ity solely for tin design.flown. T).suitability end g.e of this drawing for any structure is the s$ DUR.FAC. 1 .15 FROM BB + 8351 RovanaCircle responsibility of the Building DeelpMr per ANSI/TPIs.e.z. ell Tar Skramento.CA 95828 For more information see this job's general notes page and these wan sites: SPACING 24.0" JRFF- 1WRH7175713 1115027--PARR FOREST GROVE —Riverside 2885 A Roof Mas -- master master , OR — G1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. op chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. lottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member oad applied per IRC-12 section 301.5. design. )eflection meets L/360 live and L/240 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf, 'or dead load is 1.50. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X5(R1) * A --7 4 4 x-- 2-11-15 0-6-2 m 4 = — ATE, i. 9-0-0 1 .5X4 III = 3X5(B1) = 2X4(11) 1= 4-5-8 11-0-0 L1-6-0� 7-5-8 >I< 8-0-0 L 7-5-8 .j_ 8-0-0 J I- 15-5-8 Over 3 Supports R=609 W=5.5" R=101 W=5.5" R=765 U=3 W=5.5" RL=40/-39 Design Crit: 1RC2012/TP1-2007(STD) 9so PROfiS LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .'t u CON W/. OR/-/1/-/-/R/- Scale =.375"/Ft. vas Components of Oregon (503)357-2118 •�wlltdilNGl•• READ NO POLLEN ALL NOTES ON THIS DRAWING! �!i R ,�TC LL 825 N 4th Ave,Cornelius OR 97113 aai T w• MINIM TMls DRONING m AIL corrin raps INCLUDING TIE INSTALLERS. ((f 83294PE 25.0 PSF REF R7175- 2134 Trusses require extremacare in fabricating, handling, shipping, installing and bracing. Refer to and tel ♦� the latest edition of SCSI Building Component Safety Information, by TPI and MICA) for safety practices prior "". DL 10.0 PSF DATE 12/04/17 to performing these functions. Installers shell provide temporary bracing per mai. Unless noted otherwise, — top chord shall have properly attached structural sheathing and bottom chord shell have a properly attached r• rigid ceiling. Locations sheen for permanent lateral restraint of webs shall have bracing installed per Bcsl .0 DL 7.0 PSF DRW CAl1SR7175 17338099 IIIl s hl O`� e sections 83, 87 or 810, as applicable. Apply plates to each face or truss and position as sheen above and on 12/05/2017 L J the Joint Details, unless noted otherwise. Refer to drawings 180A-Z for standard plate positions. /� Alpine. a division of ITS/Building Components Group Inc. shall not be responsible for any deviation from this OREGON BC LL 0.0 PSF CA-ENG BFR/RTT drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, snipping, ,,� �, = TOT.LD. 42.0 PSF SEQN- 30411 AN ITW COMH4NY installation et ion A bracing or trusses. III��� A arta NI.trh>.hro or hues ww listing till.lar slro. Ihxlta.hs.amwteno.er phehrlanel .rIGIM.rIro ,, 014,2� 0 awl 1,:,:m. ,:,I icy e.lely fbr the eeel i/,g The sultablI Ity end ase of tole chasing far sic.tluotW If tM ` R?SI Rovmla Circle responsibility of the Building De.lgn.r per ANSI/TPI 1 see.2. *ell Tar a-` DUR.FAC. 1 .15 FROM BB SaCIaBlento,CA 95828 For more Information see this Jobs general notes and these web sites, .. ........ page. as,..........1 amnronMt SPAC 1 NG 24.0" .1RFF- 1W8H7175713 I 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - G2 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. op chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x6 HF #2 anywhere in roof, RISK CAT II, EXP B, wind IC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. lottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member oad applied per IRC-12 section 301.5. design. )eflection meets L/360 live and L/240 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf, or dead load is 1.50. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X5 14 41 2-11-15 V 0-8-2 1 3X5(B1) _ 1 .5X4 III \ 9-0-0 3X5(A1) L; 3-11-8 11-0-0 >1< 1-6-0-->.I Ec 6-11-8 + 8-0-0 L- 6-11-8 J___ 8-0-0 I14-11-8 Over 3 Supports R=548 U=1 R=136 W=5.5" R=733 U=4 W=5.5" RL=39/-38 Design Crit: I RC2012/TPI-2007(STD) �to PRO�rF* LT TYP. Wave FT/RT=2%(0% /4 0) 16.01 .'4!� ( c EN �'/� OR/-/1/-/-/R/- Scale =.5"/Ft. vssComponents ofOregon (503)357-2118 '�WARNINGI•• READ AND FGLLDB NOTES GN TINS DRAWING! firaTC LL 25.0 PSF REF R7175- 2135 825N4thAve,ComeliusOR97113 "! T NmNISN'IIS DONNING mAu CONTRACTORS INCLUDING TIE INSTALLERS.Trusses require extreme c re in fabricating, handling, shipping, installing and bracing. Refer to and follow ..--- the latest edition of BCSI (Building Component Safety Information, by TPI and RICA) far safety practices prior DL 10.0 PSF DATE 12/04/17 to performing these functions. Installers shell provide temporary bracing par BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shell have a properly attached I'1 w. rigid ceiling. Locations shown for permanentlateralrestraint of webs shall have bracing Installed per SCSI :C DL 7.0 PSF DRW CAUSR7175 17338098 .4 1� O`� sections 83, B7 or B10, as applicable. Apply plates to each face of truss aM position as shown above and on 12/05/2017 J Joint Details, unless rated otherwise. Refer to drawings 180A_i for standard plate positions. BC LL Alpine, a division of ITN Building Components Group Inc. shall not be responsible for any deviation frdm this OREGON 0.0 PSF CA-ENG BFR/RTT awing, any failure to build the truss In conformance with ANSVTPI 1, or for handling, shipping, �El� AN ITTCOMMNY drawing. llotion r bracing of trusses. * •y�Y 2.3e. ov C TOT.LD. 42.0 PSF A seal g11 this solely or Wren sign listing Thethisuitabirewing,lity indicates or or pr ofessions'/s ucturengine lathe 4s$ell�Tan�.�� DUN.FAC. 1 .15 _ FROM BB30412 meal ai b111Cy solely Aar the rdesign p..Ilan The aulttlllity red nee er chi•drawing ra aep,aCnhetlera le Cha 8351 RDV8118 Circle reeprerlbll Ity or the Building Designer per ANSI/TPI 1 See.2, SacTanmegto,CA 95828 For more information see this Jobs general notes page and these Rab sites: SPACING 74.0" w... oa........irustligneQ 1RFF- 1W6H7175713 1 1 115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - G3 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. op chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. _eft end vertical not exposed to wind pressure. Wind loads and reactions based on MWFRS with additional C&C member lottom chord checked for 10.00 psf non-concurrent bottom chord live load design. ipplied per IRC-12 section 301.5. Deflection meets 1/360 live and L/240 total load. Creep increase russ designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, factor for dead load is 1.50. :e=1.10, CAT II & Pf=21.17 psf. JT PLATE LATERAL CHORD No SIZE SHIFT BITE [ 3] W1.5X4 S 2.25 6X6(R1) 41 3X5(R) \\\ WO 2-5-15 2-11-15 mem mom mg 19-0-0 1 .5X4[3] III 3X5= _ 2X4(A1) L-1-6-0- 1..c--1-6-0 4c 8-0-0 >1 1_ 1-6-0 -I- 8-0-0 J 1 9-6-0 Over 2 Supports ] R=395 R=562 W=5.5" RL=-44 Design Crit: IRC2012/TP1-2007(STD) 01t PRoi LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .',! b 4 r HV -.0 OR/-/1/-/-/R/- Scale =.5"/Ft. las ComponentsofOregon (503)357-1118 ';wl1RNiNOtew IS AND vatA ONTFs a Tris LUDI GGT /�,x t-+�TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 **WORM!'" fU111I3M TIAs mamma To Au calmAcmWs INCLUDING TIE INSTALLERS. `.` �; REF R7175- 2136 Trusses require extreme care in fabricating, handling. shipping. installing and bracing. Refer to and follow 1 the latest edition of BCS, (Building Component Safety Information. by TPI and WTCA) for safety practices priort /� DL 10.0 PSF DATE 12/04/17 o performing these functions, Installers shall Provide temporary bracing per SCSI. Unless noted Otherwise, ,Algikhtop chord shall have properly attached structural sheathing and bottom chord shell have a properly attached D rigid ceiling. Locations shown for permanent lateral restraint of webs shall neve bracing installed per BCS' :C DL 7.0 PSF DRW CAUSR7175 17338097 A b__,1 oil N sections ens 83, 07 or 010, as applicable. Apply plates to each face of trussand position as shown above and on 12/05/2017 L the Joint Details, unless noted caRefer teings of for tandapo plate positions. n. Alpine. a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this OREGON BC LL 0.0 PSF CA-ENG BFR/RTT drawing, any failure to build the truss in conformance with ANSI/TPI 1. or for handling, shipping, ,�a� AN ITWCOMR4NY installation a bracing of trusses. 3SLY 14,1U04 m TOT.LD. 42.0 PSF SEQN- 30413 • #earl an HMW treWIWO er never ppe Iletlnp tllls tlrnol,gi I,IAIeeW eeellpisnde of pro}eeelabl eetiar.is t reepe i.ibl l lty eel sly fbr the nhislgn Hnmen. The Mlltwbl l ity pf tbi•ererinW rr erten etrueeure i•tib el!Tan DUR.FAC. 1 15 respenelbll lty er the BuildingWner per ALSI/Tp1 1 s«.2. Ss ' FROM BB 8351 Rovana Circle Duel Sec*amente,CA 95828 For more information see this.lob's general notes page and these web sites: _ _._.__._...___. m�. wrr.. . i„..rr. 0...........Ieatinm1M SPACING 24.0" ARFF- 1W6H7175713 1 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - CGE ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. "op chord 2x4 HF #2 120 mph wind, 19.13 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. see DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Wind loads and reactions based on MWFRS with additional C&C member )racing requirements. design. lottom chord checked for 10.00 psf non-concurrent bottom chord live load Provide lateral wind bracing per ITWBCG wind bracing details or per ipplied per IRC-12 section 301.5. engineer of record. 2X3 studs require reinforcement at 70% of the russ designed for unbalanced snow load based on P 25.00 length tabulated for 2X4 studs of the same grade. :e=1.10, CAT II & Pf=21.17 psf. 9= psf, Ct=1.10, Deflection meets L/360 live and L/240 total load. Creep increase russ designed to support 1-6-0 top chord outlooker span and factor for dead load is 1.50. :ladding load not to exceed 5 PSF one face, and 24" span )pposite face. Top chord may be notched 1.5" deep X 3.5" AT 48" o/c Hong top edge.D0 NOT OVERCUT. No knots or other lumber defects )flowed within 12" of notches. Do not notch in overhang or heel panel . 4X5= 4 - 14 2-5-4 � '�- Q Q Q Q Q RE 18-0-0 2X4(A1) 2X4(A1) 6-4-0 I 6-4-0 (< 12-8-0 Over Continuous Support R=158 PLF U=5 PLF W=12-8-0 RL=3/-3 PLF late: All Plates Are 1 .5X4 Except As Shown. Desi n Crit: IRC2012/TPI-2007(STD) R3 PROAL )LT TYP. Wave 9 FT/RT=2%(0%)/4(0) 16.01 .'<0 `rS2 vssComponents ofOregon (503)357-2118 .nWARNINGI.e READ AND C� fi6. Q41 OR/-/1/-/-/R/- Scale =.5"/Ft. 825 N 4th Ave,Comelius OR 97113 ")NpaTANr' FURNISH THIS FOLLOW ALL NOTES Al THIS uoinsgl DRAWING A" 1O1S icing 1M61TIE 11J 83294PE 7e TC LL 25.0 PSF REF R7175- Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Refer to and follow a. 7 7 the latest edition of BCSI (Building Component Safety Information, by TPI and wTCA) for safety practices prior DL to performing these functions. Installers shall provide temporary bracing par SCSI. Unless noted attachede. -_- 10.0 PSF DATE 12/04/17 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 shall have bracing installed per BCSI BC DL 7.0 PS F �1 O`� rectioma 83. 87 or 810, as applicable. Apply Pietas to each face of truss and position as shown above and an 12/05/2017 DRW CAUSR7175 17338102 L J the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. L 1 Aspire, a division of ITN Building Components Group Inc. shall not be responsible for any deviation from this OREGON BC LL 0.0 PSF CA-ENG BFR/RTT drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITWCOMPANY iretaltetlon i bracing of trusses. ua- A...I on this drawing or cover pogo listing this drawing, indicates eee.ptanas of prefeasionel engineering 1P LLP 14,20 Ie, TOT.LD. 42.0 PSF SEQN- 30414 reepenaiblI lty solely for the design sheen. The eelteell Sty and nee of hole drawing far any structure Is she t 8351 RovanaCircle re.pen.Ibllsty of the Wilding Designer per ANSI/TPI 1 See,2. DUR.FAC. Sssemento,CA95828 For more information , general 'yell Tan 1 .15 FROM BB mien. see this Job's rotes peg.end these web sites: , .__._...__ . .n,. .-_ ..,.-. ..-....._._, _ -.__-. SPACING 74.O" JRFF- 1WBH7175713 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. : 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - FGE ) "op chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. lee DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Wind loads and reactions based on MWFRS with additional C&C member )racing requirements. design. lottom 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 IRC-12 section 301.5. engineer of record. 2X3 studs require reinforcement at 70% of the length tabulated for 2X4 studs of the same grade. russ designed for unbalanced snow load based on Pg=25.00 psf, Ct=1,10, le=1.10, CAT II & Pf=21.17 psf. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. russ designed to support 1-6-0 top chord outlooker span and :ladding load not to exceed 5 PSF one face, and 24" span )pposite face. Top chord may be notched 1.5" deep X 3.5" AT 48" o/c ilong top edge.D0 NOT OVERCUT. No knots or other lumber defects Illowed within 12" of notches. Do not notch in overhang or heel panel . 4X5= RI go 4 1 111 rim I4 9 111 2-1-15 II rai II II Ill II w. 9-0-0 / 2X4(A1) = 2X4(A1) -1-6-0-J L-1-6-0--->-1 (- 5-6-0 ,I_ 5-6-0 -J 11-0-0 Over Continuous Support R=161 PLF U=0 PLF W=11-0-0 RL=3/-3 PLF Jote: All Plates Are 1 .5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) �R��PROFFS 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .!L. IP rf �� . OR/-/1/-/-/R/- Scale =.5"/Ft. 'uss Components of Oregon (503)357-2118 ';MARNIHGI'e BEAD AND FOLLOW ALL NOTES ON THIS DIMINO! {G 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 ••I1PdtrANr• FURNISH THIS DRONING TO Al CONTRACTORS INCLUDING INSTALLERS. (y 83294PE TC LL REF R7175- 2138 Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Refer to and follow a - the latest edition of SCSI (Building Component Safety Information, by TPI and YYTCA) for safety practices prior - DL 10.0 PSF DATE 12/04/17 to performing these functions. Installers shall provide temporary bracing per SCSI. Unless notes otherwise, top chord shall have properly attached structural sheathing end bottom chord shall have a properly attached n rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per SCSI BC DL 7.0 PSF DRW CAUSR7175 17338090 ,4 rn L^`0 N a sections B3, B7 or. ung, as applicable. Apply. Rarer rlrito dv wing fof fors aitlte as stiun above antl m I''LIII� ' 1J sec Joist 3. Bi io, 810,unless r appd cable. A. la to drawings 160A-Z12 05/2017 ga for standardpoibl plots deviation OREGON BC LL 0.0 PSF CA-ENG BFR/RTT Alpine, a division ur of ITS Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN iTWCOMPANY insraelatidn.bracing of trusses. TOT.LD. 42.0 PSF SEQN- 30417 . A.RAI on this draw/ng or never page Ifeting aIle drawing, indicates.eeepf.nw of preheelarl engineering �(j VLY 14,2e e, 8351 Rovana Circle responsibility e: Building gl'o'w'ANSI/MI ty and ewe leelag far.�,.treat:e is the SSen Tag i DUR.FAC. 1 .15 FROM BB Sthnmento,CA 95828 For more information see this Job's general notes page and these web sites: ' ._... -�. - - . ._ .,.,...,,,aha., SPACING 74.n" JRFF- 1WRN7175713 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - HGE ) op chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. lee DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Wind loads and reactions based on MWFRS with additional C&C member )racing requirements. design. lottom chord checked for 10,00 psf non-concurrent bottom chord live load Provide lateral wind bracing per ITWBCG wind bracing details or per ipplied per IRC-12 section 301.5. engineer of record. 2X3 studs require reinforcement at 70% of the 'russ designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, length tabulated for 2X4 studs of the same grade. :e=1.10, CAT II & Pf=21.17 psf. Deflection meets L/360 live and L/240 total load. Creep increase 'russ designed to support 1-6-0 top chord outlooker span and factor for dead load is 1.50. :ladding load not to exceed 5 PSF one face, and 24" span )pposite face. Top chord may be notched 1.5" deep X 3.5" AT 48" o/c 'long top edge.D0 NOT OVERCUT. No knots or other lumber defects Mowed within 12" of notches. Do not notch in overhang or heel panel . 4X5= 14 4 q 1-3-15I wiii a� 9-0-0 V / 2X4(A1) =-= 2X4(A1) 1 .5X4 III LE-1-6-0� LE-1-6-0—>i I_ 3-0-0 .....A_ 3-0-0 -I F6-0-0 Over Continuous Support >1 R=186 PLF U=1 PLF W=6-0-0 RL=4/-4 PLF Design Crt: IRC2012/TPI-2007 STD CEO PROP. 'LT TYP. Wave 5 FT/RT=2%(0%)/4(0 ) 16.01 .►t��'S0� _ SS'i ��� . OR/-/1/-/-/R/- Scale =.5"/Ft. vBsComponents ofOregon (503)357-2118 • WARNING," READ AND FOLLOW ALL NOTES ON THIS ORA/INGI 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 Yet a FURNISH THIS DRAWING TO ALL anTNACTONs INa.uOING me INSTAIAERs. AU 832914 lle 4PE � TC LLREF R7175- 2139 Trusses require extremacare in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI Building Component Safety Information, by TPI and RICA) for safety practices prior ,'" DL 10.0 PSF DATE 12/04/17 o performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted Ctnetwlee, Sdikhltg rep 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 shall have bracing installed per scsi BC DL 7.0 PSF DRW CAUSR7175 17338105 A LL O`E1 N E sections B3, 87 or B10, as applicable. Apply plates to each face trussand rd plate as sloven above and on 12/05/2017 /05 20 1 L J the Joint Details. unless noted otherwise. Refer to drawings 18OA-Z forstandardplate positions. l Alpine, a division of truss In conformance with ANSI/TPI 1. or for handling, shipping, RTW Building Components Group Inc. shall not be responsible for any deviation from this OREGON BC LL 0.0 PSF CA-ENG BFR/RTT drawing, any failure o build the AN RTW COMA4NY installation a bracing of trusses. TOT. PSF LD. 42.0 A seal w this drawing or sever pegs listing this drawing, indicate..ocop enee of professional engineering �4 � t'A L`'LY 14,2d0 SEQN- 30418 resperuibil ity seleiy for the design sham. The witabiI ity and on.of this drawing for sly stnloturs Is the t 8351 RovanaCirda rpen. ity of t,»Building Weidner per ANSI/lel ,seas. 'b a It Tar DUR.FAC. 1 .15 FROM BB e. mn SacAamento,CA95828 For more information awe this .i ni r Job's general notes page and these web sites: ......_._.__._...---. w, ... ...... _._.__._—..__-. — . SPACING �4.n" JRFF- 1WBH7175713 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - HG ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. -op chord 2x4 HF #2 Special loads lot chord 2x4 HF #2 Webs 2x4 HF Std/Stud (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 71 plf at 0.00 to 71 plf at 3.00 20 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located TC- From 71 plf at 3.00 to 71 plf at 6.00 tnywhere in roof, RISK CAT II, EXP B, wind IC DL=6.0 wind BC BC- 1F70. 7 plf at d.at to 7 plf at 6.00 )L=4.2 psf. psf, BC- 170.34 lb Conc. Load at 2.06, 4.06 lottom chord checked for 10.00 psf non-concurrent bottom chord live load Wind loads and reactions based on MWFRS. ipplied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 4X5 4 1 ----1 4 1-3-15 —17F 9-0-0 1 .5X4 III 2X4(A1) = 2X4(A1) _ 1" 3-0-0 + 3-0-0 I_ 3-0-0 J_ 3-0-0 J 6-0-0 Over 2 Supports R=401 U=6 W=5.5" R=408 U=6 W=5.5" Design Crit: I RC2012/TPI-2007(STD) CEO PRO/a� LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 . `SS> '�- .? +. _ OR/-/1/-/-/R/- Scale _.5"/Ft. vssComponents ofOregon (503)357-1118 •`MARNINGI•• REPO AND FOLLOW ALL NOTES ON THIS ORAININGI 825 N 4th Ave,Cornelius OR 97113 ^IIPptTNA'• MINIM THIS ORAWINB TO ALL CONTRACTORS RncummO THE INSTALLERS, 83294PE TC LL 25.0 PSF REF R7175- 2140 Trusses require extreme re In fabricating, handling, shipping, Installing and bracing. Refer to and followit NI latest edition of BCs1(Building Component safety Information, by TPI and wrCA) for safety practices prior DL 10.0 PSF DATE 12/04/17 to performing these functions. Installers shall provide temporary bracing par SCSI. Unless noted otherwise,,441164, w top chord shall have properly attached structural sheattom chord shall have a properly attached rigid telling. Locations shown for permanent lateral restraint of webs shall have bracing installed per thing and boBCSBC DL 7.0 PSF ��� sections Ba, 87 or Rio, as applis applicable. Apply plates to each face of truss and position as shown above and do DRW CAUSR7175 17338092 the Joint Details, unless noted Otherwise. Refer to drawings 160A_2 for standard plata positions. 1ZIOSIZO I7 Alpine, a division of ITN Building Components Group Inc. shall not be responsible far any deviation from this OREGON )BC LL 0.0 PSF CA-ENG BFR/RTT drawing, any failure to bulla the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY Installation a bracing of trusses. Niel T:.:14*hi.dr..inp.r savor p■g.ii.nng aid drsing, SndSo.W.00.pe h,..or proh..lah.l .hgin..riro �{, �Ly 14,20 TOT.LD. 42.0 PSF SEAN- 30419 ra.pwlaib1 S1ty..1.Sy f.r th.r..igh.nowh, Thr wit.,SS Sty nW Ih...f Thi.drwi,g Aro.hy.tfenglne i.tAo 8351 RDvaBBCircle rresponsibility or o,.Building Designer per ANSI/TPS T S...2. S Belt Tan DUR.FAC. 1 .15 FROM BB Sa&ameSto,CA 95828 For more Information see this ,._.__._-•Job's general rotes page and these web sites: .. ...... ._ ____--- SPACING 24.0" 1RFF- 1W61-17175713 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. : 1115027—PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - PGE ) 'op chord 2x4 HF #2 lot chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Webs 2x3 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL=4.2 psf. >ee DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Wind loads and reactions based on MWFRS with additional C&C member )racing requirements. design. lottom chord checked for 10.00 psf non-concurrent bottom chord live load Provide lateral wind bracing per ITWBCG wind bracing details or per ipplied per IRC-12 section 301.5. engineer of record. 2X3 studs require reinforcement at 70% of the 'russ designed to support 1-6-0 top chord outlooker span and length tabulated for 2X4 studs of the same grade. :ladding load not to exceed 5 PSF one face, and 24" span Deflection meets L/360 live and L/240 total load. Creep increase )pposite face. Top chord may be notched 1.5" deep X 3.5" AT 48" o/c )long top edge.DO NOT OVERCUT. No knots or other lumber defects factor for dead load is 1.50. )Plowed within 12" of notches. Do not notch in overhang or heel panel . 1 .5X4 III 1.5X4 III 41 1 1 1-7-15 k 0-4-7 89-0-0 i 1 Ir 2X4(A1) = 1 .5X4 III 1 .5X4 III 3-10-8 Over Continuous Support R=127 PLF W=3-10-8 RL=5 PLF Design Crit: IRC2012/TPI-2007(STD) CEO PROp� LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .► R �1��I26, S1 vssComponents ofOregon (503)357-2118 **WARNING!** REM NW �- •:f a ►. /. OR/-/1/-/-/R/- Scale =.5"/Ft. h Ave,Cornelius OR 97113 FOLLD� Nom THIS Oalg)INBI (y 825 Not **I1PORTANT' 'mom nils OR/SING m Au lbnaocloRs INCLUDING THE INSTALLERS, , TC LL 25.0 PSF REF 2141 Trusses require extrema care In fabricating, handling, shipping, Installing and bracing. Refer to and follow re W 83284PE R7 1 75- the latest edition of BC51 (BuildingCan Component l Safety Information, by TPI and wBCSI for esstn practices prior ' DL 1 0.0 PSF DATE to p•atest ed these functions. Installers shell provide ormation, bracing per BCS). Unless rote othticerwlna 12/04/17 rigid chord)stall have Locations perly Sntarched structural sheathing and bottom chord shall have a properly attached t' sections 03, 87 or B,D, a permanentlateral restraint of ween shall have bracing Installed per BCS BC DL 7.0 0 PSF A 1, [Fq N r�- the Joint Details, unlesssnotedlother Apply plates to each race for and position te as Crown above and on 12/O`/2017 DRW CAUSR7175 17338087 gee. A Refer es drawings 100A-Z for standard plata positions. t J Alpine, a division of ITW Building Components Group Inc. shell not be responsible for any deviation from this /1 BC LL 0.0 PSF CA-ENG BFR/RTT OREL7 e ing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, 0N ri AN ITW COMPANY Inata ll mil a bracing or trusses. A..el an this drawing or cover pegs listing rhl.drawing, Indlmetas acceptance of professional engineering A �,�y >C TOT.LD. 42.0 PSF SEQN- 30420 responsibility solely for end design sheen. The sultabil sty and use of tole drawing for any structure I.the T 14 20 8,5I Rovana Circle responsibility of vie Building Designer per Alel/1P1 I See.2. _ Sacramento,CA 95828 wee!:Tan DUR.FAC. 1 .15 _ FROM BB For more information see this Job's general rotes page and these web sites: a,.�. ....._ ___. n,. SPACING 24.0" 1RFF- 1W6H7175713 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - I ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. op chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. lottom chord checked for 10.00 psf non-concurrent bottom chord live oad applied per NRC-12 section 301.5. Wind loads and reactions based on MWFRS with additional C&C member design. )eflection meets L/360 live and L/240 total load. Creep increase factor 'or dead load is 1.50. 1 .5X4 III 4 1 ' 1-7-15 If 0-4-7 L �� 4 2X4(A1) = 1 .5X4 III Fc 3-8-12 'f12 I'mS3 Over 2 Supports R=170 R=159 U=3 RL=21 Design Crit: IRC2012/TPI-2007(STD) QED PROP LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .PA!. I,„i/` `" _ Soi� OR/-/1/-/-/R/- Scale =.5"/Ft. uss Components of Oregon (503)357-2118 ••WARNINGI.e READ AND mum ALL NOTES ON THIS D„M,NO, 825 N 4th Ave,Cornelius OR 97113 ""IIPCRTANT" FURNISH THIS DIMING m ALL CONTRACTORS INCLUDING THE INSTALLERS TC LL 25.0 PSF REF R7175- 2142 Trusses require extreme care In fabricating, handling, shipping installing and bracing. Refer to and follow to the latest edition o /BCSI (Building Component Safety Information, by TPI and NTCA) for safety practices prior ng DL to performing these functions. Installers shall provide temporary bracing per SCSI. Unless nater/otherwise. 10.0 PSF DATE 12/04/17 f top chord shall hove properly attached structural sheathing and bottom chord shall havea properly attached n rigid ceiling. Locations shown for permanent lateral restraint of webs shall have braing Installed per BCS BC DL 7.0 0 PSF ,4�1 O`� sections B3, 87 or 810, as applicable. Apply plates to each face or truss and position as shown above and on DRW CAUSR7175 17338086 `f L J the Joint Details. unless noted otherwise. Refer to drawings 180A-Z for standard plate positions, 12/05/2017 Alpine, a division of ITR Building Components Group Inc. shall not be responsible for any deviation from this OREGON BC LL 0.0 PSF CA-ENG BFR/GTT drawing, any failure to build the truss in conformance with ANSI/TPN 1, or for handling, shipping, AN ITW COMPANY Irate l I at ion a brats ng of trusses. Ar awl w ql•drwllt0 or ee»r papa lla,:l hip ala Oraalwp, ,Mhgab..ee,Rtene.er pref wlanal •Dpihl..ring AI_ `LL'14,20 c TOT.LD. 42.0 PSF SEAN- 30421 rawib111tY wlaly fbr the PI:Hewn. Tb.wltwllity we we.er qia drealnp fer amen etnawture la tlr Y _ 8351 Rovana Circle reeilo elbl l lty er thel id e Dulep Dwr r 1plpANSI/TPI 1 s.e.2. we ell Tar DUG.FAC. 1 .15 FROM BB Saclamento,CA95828 For more Information ..-...r. ........ sue this Job's general notes Page and these web spas: SPACIN0 24.0" 1RFF- 1W6H7175713 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. op chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. lottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member oad applied per IRC-12 section 301.5. design. )eflection meets L/360 live and L/240 total load. Creep increase factor 'or dead load is 1.50. 1 .5X4 III 4 1 III 1-7-15 ■ 1 4_9-0-0 1 .5X4 III 2X4(A1) 1<---1-6-0-- 3-10-42 1-c--4-0-0 Over 2 Supports R=316 U=1 W=5.5" RL=30 R=137 U=1 Design Crit: IRC2012/TPI-2007(STD) CEO PROFS LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .rd,::, ssj ussComponents ofOregon (503)357-1118 ••MIARNiNGi++ REM)NO FatoN ALL NOTES a THIS owrlNcl ► n OR/ /-/-/R/- Scale =.5"/Ft. 825 N 4th Ave,Cornelius OR 97113 **IMPORTANT.. fURNIEN TM's OWNING To ALL cownmeTons INCLUDING THE INSTALLERS. FAB. �� 83294PE 'rlel TC LL 25.0 PSF REF R7175— 2143 Trusses require extreme re In fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI(Building Component safety Information, by TPI and W(CA) for safety practices prior DL 10.0 PSF DATE 12/04/17 „041164 .00°".".-sop Chord shall have properly attached structure sheathing and bottom chord shall have a properly attached n,for permanent lateral restraint of webs shall have bracing installed per rigid ceiling. Locations showBasBC DL 7.0 PSF ,4 �0�� s sections B3, 87 or Bno, ae applicable. Apply plates to each face of tru and position as shown above and an DRW CAUSR7175 17338089 IIn,_, the Joint Details, u less no d otherwise. Refer o drawings 19oA-Z forstandard place positions. )LIOS�LO)7 Alpine. a division of ITN Building Components Group inc. shall not be responsible for any deviation from this OREGON BC LL 0.0 PSF CA-ENG BFR/RTT drawing, any failure to build the r in conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY instauation.bracing of trusses. A seal on this drawing or.ower pepa listing ml.drawing, indicate. ?S �, TOT.LD. 42.0 PSF SEQN- 30422 responsibility solely for the design.ileo.,. The euitabli ity end Lees of ml.er.oi orora lan.1 ant ne.flro �j LY 14,2� Q/ 8351 RovanaCircle f"p01N1p11tr a the Building Designer per ANBI/lpl 1 s.o.z. ro Lely structure le the Ssell Tar DUR.FAC. 1 .15 FROM BB SatnmentaCA9582R more Information sea this job's For j general notes and these a page nab sites: n.. °g .-.--.- SPACING 74.0" 1RFF- 1WfiH7175713 1 115 __ THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 027 PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - K ) & DIMENSIONS) SUBMITTED BY TRUSS MFR. op chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. lottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member oad applied per IRC-12 section 301.5. design. leflection meets L/360 live and L/240 total load. Creep increase factor 'or dead load is 1.50. 1 .5X4 III 4 • /Mil 0-11I-15 �� Y9-0-0 1 .5X4 III 2X4(A1) L-1-6-0- 1<-1-10-4—12 2-0 0Over 2 Supports R=32 U=4 R=259 U=15 W=5.5" Design Crit: IRC2012/TPI-2007(STD) ikeD PRo 'LT TYP. Wave FT/RT=296(096)/4(0) 16.01 .►,; ii,AAV1kai,„ . OR/—/1/—/—/R/— Scale =.5"/Ft. -uss Components of Oregon (503)357-2118 .914110410031.. READ AND FOLIA ALL MOTES TO THISSIN ttwlrteot CO �'1 TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 "I rv+T' ruanlsM TMIg l10 ALL CONTRACTORS INCLUDING nc IMsrALLOBi. jL 83294PE �i REF R7175— 2144 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow A. the latest edition of BCSI (Building Component Safety Information, by TPI and WrCA r for safety practices prior to performing that.functions. tuand shall provide temporary bracing per SCSI, Unless noted otherwise, /'" DL 1 0.0 PSF DATE 12/04/17 Cop chord shall have properly a cathed structural sheathing abottom chord shell have a properly a caed rigid ceiling. Location shown for permanent lateral restraint of webs shall have bracing installed per BC BC DL 7.0 PSF DRW CAUSR7175 17338101 A11, O`� sections B3, 67 or 810, as applicable. Apply plates to each face of truss and position as shown above and on y 1 2/O J`/2O L J I11'�--sl' the Joint Details, unless noted otherwise. Refer to drawings 180A-Z for standard plate positions. Alwin, a division of ITW Building Components Group Inc. shell mat be responsible for any deviation from this OREGON BC LL 0.0 PSF CA—ENG BFR/RTT e Ing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMR4NY drawing, a bracing of trusses. rr TOT.LD. 42.0 PSF A...1 a,this draeing or cover page listing drawing, Indicates acceptance r pror...ion.i engineering y 4?/ty 14,2046 �i SEQN— 30423 r�p.,ribility solely for the design shown, The suitability and u..of this drawing r any structure,s tit* s ; DUR.FAC. 1 .15 FROM BB 8151 RovanaCircle r+Pon.Ibil Icy or the Building Designer per ANSI/BPI 1 Sso.2. ee J'Tan' Sacramento,CA 95828 For more Information sae this Job's general rotes page end these web sites, T .neer. n,. ,_--__- ... ...... . SPACING 24.G" 1RFF- 1WF3H7175713 Gable Stud ReinFo cement Detail 6566 7-10: 130 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 = LOU Or: 100 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 2x4 Brace (1) 1x4 'L' Brace ■ (1) 2x4 'L' Brace (2) 2x4 'L' Brace * (1) 2x6 "L' Brace a (2) 2x6 'L' Brace +�: Gable Vertical NoBracing Group Species and Grades - Spacing Species Grade Braces Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B GroupA: HI / #2 4' 7' 7' 10' 8' 1' 9' 3' 9' 7' 0' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0" Spruce-Pine-Fir Hen-Fir 9 14' 0' 14' 0' ' 0' 4' 0 / #2 Standard #2 Stud G' 1' 4'q' 9'CD 9' 3'' 8 1f7;; 1 DogsFirLarch/ 1 4' 0 4'4' 4° 5' 9' 6' 7' 7' 8' 2' Group B #1 42 111 9' 3' 107' 11' 0'/ 1 I Hen-Fir _ U — Stud 41 & Btr i 1 1 #1 U O $tandr)rd 1 #1 1 Douwlas Fir-Larch > 1 Southern Rine*** #2 1 #1 1 / / #2 #2 IIIIMIEEIMINI 8' 5' 10' 6' 10' 11' 12' 6' 13' 0' 14' 0" 14' 0' 14' 0' 14' 0° U Stud 5' 0' 7' 11" 1 12' 6' 13' 0' 14' 0' 14' 0' 1x4 Braces shall be SRB (Stress-Rated Board), 14' 0' 14' D' Standard 5' 0' 7' 0' 12' S' 2' 11' 14' 0' 14' 0' 4' 0' 4' 0' 'wwFor 1x4 So, Pine use only Industrial 55 or 2 #1 #2 5' 9' 9' 10° 10' 2' 11' 7" 0' 14' 0' 14' 0' values may be used with these grades. Industrial 45 Stress-Rated Boards. Group B - #3 12' 1' 12' 7' 14' 0' 14' 0' 14' 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: 3 f ___ Stud 5' 6' 9' 8' Standard 5' 6' 8' 8' 10' 1' 11' 6' 11' 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Wind Load deflection criterion is L/240. 9' 3' 11' 6' 11' 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' #1 6' 0' 10' 0' 10' 4' 11' 9' 12' 2' 14' 0' Provide uplift connections For 70 plf over S14' 0' 14' 0' 14' 0' 14' 0" 14' 0' continuous bearing (5 psF TC Dead Load), i a I- #2 5' 9' 9' 10' 10' 2' 11' 7' 12' 1' 13' 10' 14' 0' 14' 0' 14' 0' 14' ll' 14' 0' _ 5' 8' 9' 2' 9' 9' Gable end supports load From 4' 0' outlookers (� #311' 6' 12' 0' 9' 14' 0' with 2' 0' overhang, or plywood overhang. 13' 9' 14' 0' 14' 0" 14' 0' 14' 0' g, 2' D Stud 5' 8' 9' 2' 9' 9° 11' 6" 12' 0' 13 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 I�{{{{ I About l Attoch 'L' braces with 10d (0.128'•3.0' min) nails, ,Gable Truss 11 1Q )I( For (I) 'L' brace, spoce nails at 2' o.c in 18' end zones and 4' ec between zones, OkAlik)anal brace option: 3!(31(1 or (2) 'L' braces tical length may be : - T ' space nails at 3' ac, when diagonal © in 18' end zones and 6' ac between zones. ce is used, Connect 18' \ i ©4040 'L' bracing Host be a minimum of 80% of web ;oral brace For 395# member Length, L. L — each end. Max webBrace Goble Vertical Plate Sizes al length is 14'. / 1, 2x4 DF-L #2 or Vertical Length No Splice / Less than 4' 0' 1X4 or 2X3 1 better diagonal Vertical length shown / brace; single Greater than 4' 0', but 2X4 18' less than 11' 6' in table above. or double cut 31E ' 45' (as shown? at L- 1 © 0 Greater than 11' 6' 3% ,� © * Refer to common truss design For upper end. e : ■ : : : 11111111■ ■ �r �lir peak, splice, and heel plates, Connect diagonal at ontinuous Bearing .� .� .111i `�/ �. Refer to the Building Designer For conditions midpoint of vertical web. �11-/- Refer to chart above for r1w M +' e ap. : not addressed by this detail, ■wVARNINGIw■ READ AND FOLLOW ALL NOTES ON THIS DRAWING, nn •'IMPORTANT•■ FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. "r % REF A,SCE7-I0-GAB12030 Trusses require e,Yren � e core in fabricating, handling, shipping, installing and bracing. Refer to and � 83294PE C follow the latest edition of BCS, (Building Component So fety Infornotion, by TPI and SBC0) For safety /ter DATE IOi OI�I4 practices prior to performing these Functions. installers shall provide temporary bracing per ICS!. L riF � Unless noted otherwise, top chord shalt hove properly attached structural sheathing and bottom chord hall hove a properly attached rigid ceiling. Locations shown far permanent lateral restraint of webs DRW 1 Al']f'.']n-Nl.£ lll14 q,-' i I l) *,\ shall have bracing installed per HCS[ sections 03, 07 or BIO, as applicable. Apply plates to each face t t/05/20 t'� 2VJ J \\\\�. of truss and position asshown above and on the Joint Details, unless noted otherwise. lL J 1 L ��. I Refer to drawings 160A-7 For standard plate positions. OREGON AN ITW COMPANY Alpine' a tli vision of ITW Building Components Group Its. shall Hat be responsible For any devla tion iron 45/1:1174, this drawing, any Failure to sued the truss in cootarnance with PNS,/Tel 1, or for handling, shipping, 'p �5�17 C Inst se tion A bracing of trusses, (fir 14 ZQ �/� A X. TOT, L D, 60 P S� A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional _n V engineering responsibility solely for the design shown. The suitability and use of this drawing VV 13389 Lakefront Drive a r for any structure is the responsibility of the Building Designer per ANS[/TPI I Sec.2. 8e" U Earth City,MO 63045 roe n re information see this job's general notes page and these web sites: Al.PINE: wwwolnineitwrom: IP!: www.tninct.nrn: SPCA: www.sbrindustrv.ara: ICF.. www.:resofe.arn Renewal 6/30/2018 MAX, SPACING 24,0' Eac , e De LaiL For Let-in Vertical.s Gable Truss Plate Sizes AZYLt 0 Refer to appropriate Alpine gable detail for minimum plate sizes for vertical studs. ®Refer' to Engineered truss design for peak-, / \l-----\7(1_,,, s \I''''-'ll • 0 splice, web, ond heel plates. ...)If gable vertical plates overlap, use a single plate tho t covers the total area of the overlapped plates to span the web. / ittil, 1 5/ Goble ' + ) 2X4 p 1 5 . , E xample, di -im 7K.L.-/1 I Length \tYlo. i' P /I 2X4 I 2X8 1 1 ----- 'T" ReinFoc.cement Attachment Detail 'TReinforcing "Ii' Re)nf or ping ii Member Member Ensno ''-------.1C) Toe-nail Pli ph, 11 P 0- pi il , . ! CL1111. To convert f Odra 'L' to "1-' rein F orc_ing 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 neither with End Driven Nails, Maximum allowable 'T' reinforced gable ver tiral 10d Common (0.148x 3.',Imin) Nails at 4' o.c. plus length is 14' f rom top to bottom chord, (4) nails in the top and bottom chords. 'T' reinforcing member material must cloitEtT Size. specie, and grade of the 'L' reinforcing member. Rigid Sheathing Toenailed Nail si 10dCommon (0.148',K3',min) Toenails at 4' o.c. plus Vieh Length Increase w/ "T' Brace 1 4 Nails ii (4) toenails in the top and bottom chords. 'T' Reinf. This detoil to be used with the appropriate Alpine gob's detail For ASCE Mbr, Size Increase iiforcing - wind load. 2x4 30 % ember 206 , 20 % ASCE 7-05 Gable Detail Drawings Example: A13015051014, A12015051014, A11015051014, A1.0015051014, A14015051014, ASCE 7-10 Wind Speed = 120 mph 613030051014, A12030051014, 611030051014, 610030051014, 614030051014 Mean Roof Height = 30 Ft. Kmt = 1.00 Gable ,,, Nails Truss ''''''., Spaced At ASCE 7-10 Gable Detail Drawings Gable Vertical = 24'o.c. SP #3 4' orc, A11515ENC101014, A12015ENC101014, A14015ENC101014, A16015ENC101014, 'T' Reinforcing Member Size = 2x4 A18015ENC101014, A20015ENCI01014, A20015END101014, A20015PED101014, 'T' Brace Increase trt=0,1 Above) = 30N = 1.30 A11530ENC101014, 412030EN0101014, A14030ENC101014, 616030050101014, CD 2 x 4 "L' Brace Length = 8' 7' A18030ENC101014, A 20030ENC101014, A20030END101014, A20030PED101014 Maximum 'T. Reinforced Gable Ver tical Length 1.30 x 8' 7' = 11' 2' Lee appropriate Alpine gable detail for maximum unreinf or ced gable vertical length, _ 7 - 4 Nails 1 f ...._- t . Ceiling o PROp4 o' ar 1 lil wwWARNING1ww READ AND FOLLOW ALL NOTES ON THIS DRAWING! 83294PE REF LET-IN VERT •wIMPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care in fabricating, handling, shipping, installing and gracing. Refer to and 00''''.- Follow the latest edition of SCSI (Building Component Safety Information, by TEl and SBCA, f or safety DATE 10/01/14 ; --.. practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top cnord shall hove properly attached structural sheathing and bottom chord DR WG GBLLETIN1014 ..------------ , , shall have a properly attached rigid ceiling. Locations shown For permanent lateral restraint of webs 12/05/2017 --,,,,* --i----7 oi..shallt,Pace,, and b ra cp i,,,n&I,,r,,5 t oa 11%1 h ,,B,,,CoSvl:eocri,tdionosr, Et3,3;516,otr 1133e10t,„„.: aL,p4isc,alonleiteAdpItcprlwae; to each Face I Pefer to drawings 160A-Z for standard plate positions. OREGON (0, L 2 Alpine, a division of ITV Building Components Group Inc. shall not be responsible For any deviation from 1 4P/17 0 AN ITW COMPANY this drawing, any failure to build the truss in conformance with ANSI/Tel I, or for hondting, shipping, r 14, 0 ie. MAX. TUT. LD, 60 PSE installation & bracing of trusse A seal on thls drawing or cover page listing this drawing, indicates acceptance of professional6'8e II Tan l' engineering responsibility solely for- the design shown. The suitability and use of this drawing DUR. FAL ANY far any structure Is the responsibility of the Building Designer per ANSI/TPI I Sec.2. 13389 Lakefront Drive Reanowal luanmnin _ ASCE 7- 10 120 mpr, 30' Mean -eignt, Closed, =xoosure C Common Residential EaCLe End Wind Bracing Requirements - Stif Iceners 20 mph, 30ft, Mean Hgt, ASCE 7-10, Enclosed, Exp C, or H Less than 4'6" - no stud bracing required 00 mph, 30ft. Mean Hgt, ASCE 7-10, Enclosed, Exp D, or 00 mph, 30Ft Mean Hgt, ASCE 7-10, Part, Enclosed, Exp C, H Greater than 4'6" to 7'6" in length :zt = LOU, 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 _iteral chord bracing requirements refer to DRG A12030ENC101014), op Continuous roof sheathing 3otl Continuous ceiling diaphragm H Greater than 7'6" to 12'0" max; ee Engineer's sealed design referencingthis detail provide a 2x6 stiffback at mid-height and brace g to roof diaphragm every 4'0" (see detail below or or lumber, plates, and other information not shown re4er to DRWG A12030ENC101014), )n this detail, }X Optional 2'< L-reinforcernent attached oils 104 box or gun (0,128"x3",min) nails, to stiffback with 104 box or gun (0.128" x 3", min,) nails @ 6" ac. // /)%/<S 2X4 Blocking - nailed to ,/ ! 45° sheathing and 24' Max each truss (Typ' — ' 1 H 2X4 DE-L #2 H72 or better / _ diagonal brace, Attach each end X For, 560#. �\ k x y _ ./ / / /0ntinuous Bearing�� / / / - 2x6 #2 Stiffbock attached to each '`��EpPROpt. un 23" X Stud w/ 4) 104 b O X or g VARNINGI�wl READ AND FOLLOW ALL NOTES ON nails, � 10 1 N�� i0 DRAWING' 83294PE Z REF wwIMPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. lieV GE WHALER Trusses require estrene core in Fabricating, handling, shipping, installing and bracing. Refer to and �G �- Follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA' for safety DATE 10/01/14 �� practices prior to perf arming these functions. Installers shall provide temporary bracing per BCSI. _ Unless noted otherwise, top Chord shall hove properly attached structural sheathing and bottom chord DR T-� T F, �> T., shall have o properly attached rigid ceiling. Locations shown for permanent lateral restraint of •obs 12/05/2017 DRG GABRS 1 101014 0 IJJ A ,^ shall hove bracing installed per BCS! sections B3, B7 or 810, as applicable. Apply plates to each face J NE of truss and position as shown above and on the Joint Details, unless noted otherwise. OREGON Refer to drawings160A-Z for standard plate positions. f)§/1 /� AN TW COMPANY Alpine, a division of ITN Building Components Group Inc. stroll not be responsible for any de eis tldn from la • 1.1*17 04 this drawing, any failure to build the truss in tonfornonce with ANSI/TPI I. or for handling, shipping, G14,10 stallati°n a bracing r, tr ase t� ` MAX. TOT. La 60 PSF A seal on this drawing or cover page listing this drawing, indicates acceptance of professional 4PV a II tart` y engineering responsibility solely for the design shown, The suitability and use of this drawing 13389 Lakefront Drive for any structure Is the responsibility of the Building Designer per ANSI/TPI I Sec.2, Renewal 8/30/2018 Gable Stud Reinforcement Detail ASCE 7-10: 120 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or: 100 nph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or, 100 nph Wind Speed, 15' Mean Height, Enclosed, Exposure D, kzt = 1.00 \ 2x4 `k Broce (1) 1x4 'L' Brace * (ll 2x4 'L' Brace Goble Vertical No (2) 2x4 'L' Brace w■ (1) 2x6 'L' Brace . (2) 2x6 'L' Brace w# Bracing Group Species and GradesI : Braces Group Spacing Species Grade Group A Group B Group A Group B Group A Group B Group A GroupB A Group B GroupA: r #1 / #2 4' 10' 8' 2' 8' 6' 9' 8' 10' 1' 11' 6' 12' 0' 14' 0' 14' 0' Spruce-Pine-Fir Hen-Fir 14' 0' 14' 0' al / q2 Standard #2 Stud Ti U — — Stud q' 9' 8' 3' 9' 7' 9' 11' S' 1' 10' 14' 0' 14' 0' 14' 0' 14' 0' #3 Stud #3 Standard) 8' 9' 7' 9' 11' 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0' - Standard 4' 7' 6' 7" 0° 8' 10' 9' 5' I 11' 5' 11' 10' 13' 10' 14' 0' L4' 0' 14' 0' Dou•las Fir-Larch Southern Pinewnw 41 5' 0' 8' 4' 8' 7' 9' 10' . 10' 2' ii 11' 8' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' J a., S I #2 4' 10° 8' 2' 8' 6' 9' 8' 10' 1' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0° Stud andd _ #3 4' 8' 7' 0' 7' 5' 9' 3' 9' 11' 11' 5' 11' 11' 14' 0' 14' 0' 14' Standard Standard Stud 4' 8' 0' 7' 0' 14x0 . — 5' 9' 3' 9' 11' 11' S 14' 0' 14' 0' 14' 0' 14' 0' J Standard 4' 7' 6' 2° 6' 7° 8' 2' 8' 9' 11' l' 11' 10' 12' 10' 13' 9° 14' 0° 14' 0° • Group B J P #1 / #7 5' 6' 9' 5' 9' 9' 11' 1' 11' 6' 13' 2' 13' 9 14' 0' 14' 0' 14' 0' 14' 0' #3 5' 3' 9' 3' 9' 9' 10' 11' 11' 4" 3' 0' 13' 7" 14' 0' 4' 0' Hen-Fir U Stud 5' 3' 14' 0' 14' 0' #1 a Btr 9' 3' 9' 7' 10' I1' 11' 4' 13' 0° 13' 7' 14` 0' 14' 0' 14' 0' 14' 0' #1____ D O Standard 5' 3' C 8' 1' 8' 7' 10' 10' J 11' 4° 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' #1 5' 9' 6' 9' 10' Dou.las Fir-Larch Southern Pinew•• C #2 r 11' 3° 11' 8' 13' 4' 13' 10' 14' 0' 14' 0' L4' 0' 14' 0' ® #1 5' 6' ' 5' I 9' 9' 11' 1' 11' 6' 13' 2' 13' 9' 14' 0' 14' 0' 14' 0' _ 14' 0° #2 q2 fl #3 5' 5' 8' 6° 9' 1' 11' 0' 11' 5' 13' 1' 13' 8° 14' 0' 14' 0" 14' 0' 14' 0' U _ Stud 5' 5' 8' 6' 9' 1' 11' 0' 11' 5' 13' 1' 13' 8` 14' 0' 1x4 Braces shall be SPB (Stress-fated Board), 14' 0° 14' 0" 14' 0' 2 __ Standard 5' 3' 7' 6' 8' 0° 10' 0° ( 10' 9' 13' 0' 13' 7' 14' 0' •••For 1x4 So. Pine use only Industrial 55 or #1 / #2 14' 0' 14' 0' 14' 0' Industrial 45 Stress-Rated Boards. Group B 6' 1' 10' 4° 10' 8' 12' 2' 12' 9'8' 13' 2' 14' 0' _ S P #3 14' 0' 14' 0' 14' 0' 14' 0' values COy be used with these grades. 5' 9' 10' 2' 10' 7' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 7 U - Stud 5' 9' 10' 2' 10' 7' Gable Truss Detail Notes 12' 0' 12' 6' 14' 0' 14' 0' 14' 0° 14' 0' 14' 0' 14' 0' Wind Load deflection criterion is L/240, H Standard 5' 9' 9' 4' 9' 11" 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' _ 41 6' 4' 10' 6' L 10' 10° 12' 4' 12' 10° 14' 0' 14' 0' Provide uplift connections for 35 Of over 14' 0' L4' 0' L4' 0' 14' 0° continuous bearing (5 psi TC Dead Load). J #2 6' 1" 10' 4° 10' 8° 12' 2' 12' 8° 1 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' #B 5' II' 9' 10' 1C1' 6' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' over Gable end supports load from 4' 0' kers 14' 0' 14' 0' 14' 0' with 2' 0' overhang, Or 12' plywood overhang. CU 1-i - 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' Sync r About Attach 'L' braces with 109 (0.128'x3.0' min) nails, able Truss 0 ?IE For (I) 'L' brace': spore nails at 2' ac. in 1B' end zones and 4' o.c. between zones, ;oral brace option, 01 )If*For '2) 'L' braces tical length nay be j I r T in 18' end zones and 6' oc.spoce nbetweenails at 3 zones. )bled when diagonal ce is used. Connect / 18' 'L' bracing rust be o minimum of #0% of web 3onol brace For 335# member length, each end. Max web 'L' of length is 14'. /� Brace Gable Vertical Plate Sizes /' — Vertical Length No Splice 2x4 er-L #2 or Less than 4' 0' 1X4 or 2.3 better diagonal than 4' 0', but t Greater 2X4 V er tical length shown brace; single less than 11' 6' in table above, <5• or double oat 18 llil a © Greater than 11' 6' 3x Irl (as shown) at L s + upper end. ■ ■,. ■0 ....Ill w�.� + Re Per to common truss design for • am---- t/ • • peak, splice, and heel plates. Connect diagonal atoi _ j / /Lon g tinuous 'Bearinr P'•O,_—1 / Refer to the Building Designer- for conditions midpoint of vertical web. �. ReFer to chart above for 41%, . ��/�,.,_ '' not addressed by this detail, �ii�r..� nth. •.VARNINGI•• READ AND FOLLOW ALL NOTES ON THIS DRAVINGI ��t •.IMPORTANT•■ FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. �� �E_� ASCE-10-GAB12OI5 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and ,� _ 83294PE /� follow the latest edition r BCSI (Building Component Safety Information, by TPI and SBCA) for safety / DATE t 77 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. ........"- Z‘. I0�01�14 -._-__\ Unless noted otherwise, top chard shalt have properly attached structural sheathing and bottom chord �. shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs DRWG A1?015ENC.I01a14 I l rl shall have bra ting ins talletl per BCSI sections 13, B7 or BIG, as applicable. Apply plates to each face J I If of truss and position as shown above and on the Joint Details, unless noted otherwise. ���05�01•� Z��--) - N ___1 Refer to drawings 160A-Z For standard plate positions, //�/0p5�/2/��w� AN ITVV COMPANY Alpine, a division of IT4 Building Components Group lac, shall not be responsible for any deviation from / l]QN this drn wing, any failure to build the truss in cant ar mace with ANSI/TPl 1, or for handling, shipping, J installation 6 bracing of trusses. ,p MAX, TUT, LD. 50 PSS A seal on this drawing or cover page listing this drawing, indicates acceptance of professional .�S IlLy 14,$0V_ e engineering responsibility solely for the design shown. The suitability and use of this drawing 133891�kefront Drive for any structure Is the responsibility of the Building Designer per ANSI/TPI I Sec,2. sell Tan Earth City,MO 63045 For re Information see this job's general notes page and these web sites, '- 13389 (� r AI Prar, www�lnineitw.rnn: TPPe www.tninst.nrn: SPCA: www..bcindustrv. r : IGC: www.,.. fe.orq ^-__-__..............n MAX, SPACING �4.0•'