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Plans (53) go [ 17'8" D. 11'8"8 h.-5'3-8 -I -5'4"H 1.15 -16 . ) a 4 -F T I , IT "4 E ;0 co li ( (..)..: I -1— .....1._,. z 72;1 ••:,,,,,''' ( BGE I 1 t . . „ Ln i \' (>0 0 lir ‘1 . r /.....)(...., i I I I I 1 ((5ii 4 HAND FRAME OVERLAY ON SITE , hrO NJ , ' i . 1 rei . ..a) . cn (A i r '0 IHVAC HERE g go go . . 1 L co . . 4 ! 0 wc, , , , >CC w . CC in c., n2 16. fl c3 a CD CO 1 CO al 1-C\I to ' cn . THIS IS IN-LINE ON THE WALL , . i lit 0.1 III ; tr"0 CC , 0- on 1 . , , u_ Ill L ; ' L 0>- At . ! I II I c Cr > ill_I mm, oc 11. . CL CC E CO •• •• •• •• —, CrE , pj, L •07 7") ii 0 0 Cf) 0 ' K 1 -I ........rc•-, E in LU CD. O 0 CC 13 tn L _ -iv Is' ID 0 C D CC CD m (..) -CO e• E _ 0 t0 PCP •••-5' H I JOB NO: or • F-----1 1- -I - -.411. 18'3"8 I- 6. —I 1115027 I 40' I PAGE NO: I OF I Alpine, an ITW Company 8351 Rovana Circle Sacramento,CA 95828 (916)387-0116 Page 1 of 1 Document ID:1 W6H7175Z 1305072147 Truss Fabricator: Truss Components of Oregon Job Identification: 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR Model Code: I RC Truss Criteria: 1 RC2012/TPI-2007(STD) sQ PRO/r Engineering Software: Alpine proprietary truss analysis software. Version 16.01. i2 Truss Design Loads: Roof - 42 PSF a 1.15 Duration O�5 ..vG IN SSS'O Floor - N/A 83294PE Wind - 120 MPH (ASCE 7-10-Closed) Notes: 1. Determination as to the suitability of these truss components for the OREGON structure is the responsibility of the building designer/engineer of 10 `ZLYt4,2o04 0 record, as defined in ANSI/TPI 1. 2. As shown on attached drawings; the drawing number is preceded by: CAUSR7175 **ell Tan�� Rtiia-IIM.;..•,°!2018 Details: 12030EC1-GBLLETIN-GABRST10-12015EC1- Submitted by RTT 07:20:37 12-05-2017 Reviewer: JCJ s $ 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 ) Top chord 2x4 HF #2 120 mph wind, 20.97 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. Truss designed to support 1-6-0 top chord outlooker span and Wind loads and reactions based on MWFRS with additional C&C member cladding load not to exceed 5 PSF one face, and 24" span design. opposite face. Top chord may be notched 1.5" deep X 3.5" 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 allowed within 12" of notches. Do not notch in overhang or heel panel. engineer of record. 2X3 studs require reinforcement at 70% of the length tabulated for 2X4 studs of the same grade. See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind bracing requirements. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X5= 4 111111111111, 4 6-1-4 18 0 0 3X5(A1) = 5X5..-. 3X5(A1) 1-6-0 1-6-0 Lr 17-4-0 J_ 17-4-0 [ 34-8-0 Over Continuous Support '1 R=149 PLF U=8 PLF W=34-8-0 RL=3/-3 PLF Note: All Plates Are 1.5X4 Except As Shown. EO PRO/ Design Crit: IRC2012/TPI-2007(STD) FS PLT TYP. Wave FT/RT=2%(0% /4 0) 16.01 .rr% i./11 '4k. : OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss Components of Oregon (503)357-2118 eetARNINGI ae RCAD Aro FOLLOW ALL Marcs on nos owns! LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 "ITT ORUNT. FIAMIISN THIS DRAWING To ALL CONTRACTORS INCLUDING THE INSTALLERS. REF R7175- 2122 Trusses require extras*care in fabricating,handling, shipping, Installing and bracing. Refer to and follow the latest edition of RCS! (Building Component Safety Information,by TPI and WFCA) for safety practices prior / , _ DL 10.0 PSF DATE 12/04/17 to performing these functions. Installers shall provide tanporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing end bottom chord shall have a properly attached rigid ceiling. Locations sham for permanent lateral restraint or webs shall have bracing installed per BCS BC DL 7.0 PSF DRW CAUSR7175 17338095 a �1 O` sections 83, 87 or 810, as applicable. Apply plates to each face of truss and position as sheen above end on 1/05/201 7 Flu, 1 the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. J L 1 BC LL Alpine, a division of I1*Building Components Grow Inc. shall not be responsible for any deviation frau this OREGON 0.0 PSF CA-ENG BFR/OTT drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping. AN RW COMPANY installation A bracing of trusses. "'A4 y- TOT.LD. 42.0 PSF SEQN- 30399 . A sial an this drawing or cower pogo listing this drawing, Indicate*acceptance or pnafaasle si engineering ytY °� �4,� responsibility lty sol Ole for the design armor. The suitability e.2 ane ma of this mewing for any structure H the FROM BB 8351 Rowan Circk r«pa-ILII ley ef the Building Designer per ANSI/7P' T Sse.=. well • Tan t DUO.FAC. 1.15 Sacramento,CA 95828 For more information see this Jobe general notes page and these web mites; SPACING 24.0" JREF- 1 W6H7 1 7 5Z1 3 ALPINE;www.alpinescw.com;TPI: www.tPlnst.org; WTCA: www.abcsntlua<ry.cam; ICC:eww.lccsafe.org Renewal 8!3012018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - 8 ) Top chord 2x4 HF #2 120 mph wind, 20.97 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member load applied per IRC-12 section 301.5. design. Deflection meets L/360 live and L/240 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf, for dead load is 1.50. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X5= T 3X5 la L 3X5 1.5X4r/a1.5X4�i 4 4 6-1-4 3X10(B1) = 3X5= 3X7= 4X5= 3X5= 3X10(B1) 1-6-0 1-6-0 6-3-13 9-0-14 5-6-1 -6-1 sic 5-6-1 I' 5-6-1 6-3-13 8-3-2 8-3-2 I 9-0-14 I L 17-4-0 I 17-4-0 34-8-0 Over 2 Supports R=1588 U=64 W=5.5" R=1588 U=64 W=5.5" RL=71/-71 Design Crit: IRC2012/TPI-2007(STD) 'E'so PROF. PLT TYP, Wave FT/RT=2°%(0%)/4(0) 16.01.rAS, I 4J 4 , N9 OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss Components of Oregon (503)357-2118 eeWPRMINGI ee MAO tic FOLLOW ALL NOTES ON THIS maw lka REF R7175- 2123 825N 4th Ave.Cornelius OR 97113 ••IMPOntAIm• FURNISH THIS DRONING TO ALL INCLUDING INOINo TME INSTALLERS. TC LL 25.0 PSF Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and follow the latest edition of BCSI 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 - BG ) Top chord 2x4 DF-L 2400f-2.OE 4 COMPLETE TRUSSES REQUIRED 1 RED Bot chord 2x6 DF-L 2400f-2.OE •B2 2x6 HF SS: Webs 2x4 HF Std/Stud :W7 2x4 HF #2: Nail Schedule:0.120"x3", min. nails 2 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 plf 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" 120 mph wind, 21.22 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Wind loads and reactions based on MWFRS. anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL=4.2 psf. Calculated horizontal deflection is 0.13" due to live load and 0.13" due to dead load. Deflection meets L/360 live and L/240 total load. Creep increase factor for 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. JT PLATE LATERAL CHORD No 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 8 W4X5 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] 4X5[13] 5X7(R) III 4X5[18] :*----. 4X5[23] -r 4 r ----' 4 3X5lip 3X5-..illIlligllIllilbIIIIb..... IIINIIIIILeiAAlbll*j'i'j 6-1-4 �� = �� ` 18-0-0 _L 3X5[5] III 4X5[7] = 4X5[12] =--- BZ 4X16(678) = 4X5[19] = = 3X5[26] III 6X8[17] = 4X54X16(B7R) H0514=-=- H0514 --- k 5-3-13 >Fr 4-0-1 >f< 4-0-1 >I< 4-0-1 >I< 4-0-1 'j' 4-0-1 >I< 4-0-1 n'c 5-3-13 >{ I- 17-4-0 -I. 17-4-0 J l= 34-8-0 Over 2 Supports >I R=13986 U=688 W=5.5" R=13022 U=633 W=5.5" �s,0 PROp� Design Crit: IRC2012/TPI-2007(STD) Q kN PLT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 16.01.+A I 4,0614e/. b/d. OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss Components of Oregon (503)357-2118 "WARNING!"e TEM Ala caw ALL NOTES ON THIS Bwrncl © !G 825N 4th Ave,Cornelius OR97113 "1gp0RTANT" FURIISNTNISwWINOTOALCmTRACmas INCLUDING THE INSTALLERS. a 83294PE TC LL 25.0 PSF REF R7175- 2124 _ Trusses require extreme care In fabricating, SfetyI handling.Information. shipping, installing and bracing. at far and follow fir- DL 10.0 PSF DATE 12/04/17 the latest edition of SCSI (Building Component Safety Information, by TPI and wrcrob far safety practices prior to performing these functions. InstallersShallprovide temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached :C DL 7.0 PSF rigid ceiling. Locations sheen for permanent lateral restraint or webs shall have bracing installed par SCSI 12/05/2017 DRW CAUSR7175 17338100 sections B3. B7 or B10, as applicable. Applyplates to each face of truss and 1 pposition as shown above and o 1 the Joint De tails, unless noted otherwise. Refer to drawings160A-Z for standard plate OREGON BC LL 0.0 PSF CA-ENG BFR/RTT 1 Alpine, a diel sl on of ITV Building Components Group Inc. shall net be r.spansible for any deviation from ince drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN 1TW COMPANY instaliation a bracing of trusses. ` qty�4 Zptt° TOT,LD. 42.0 PSF SEQN- 30401 A reel on this draping or Gower page listing this drawing, Indlostem sawptnlee of Orofeeelanal engineering rsapanlbl l Icy solely for the design omen. The suitability one me of this drawing for any gl structure Is the ' 8351 Raywwcirck reepennlblIlty of the Building Designerper ANSI/TPI I Sea.2. ''veil Tan`. DUR.FAC. 1.15 FROM BB w Sacramento.CA 95828 For more information see this fob's general notes page and these Web sites: ALPINE:ww.alpineltw.coa; TPI: sww.tpinst.org:*TCA: waw.sbcindustry.con; ICC:nWsJccsefe.erg Renewal 8/30/2018 SPACING 24.0" JREF- 1W6H7175Z13 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 ) Top chord 2x4 HF #2 120 mph wind, 20.87 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. Truss designed to support 1-6-0 top chord outlooker span and Wind loads and reactions based on MWFRS with additional C&C member cladding load not to exceed 5 PSF one face, and 24" span design. opposite face. Top chord may be notched 1.5" deep X 3.5" 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 allowed within 12" of notches. Do not notch in overhang or heel panel. engineer of record. 2X3 studs require reinforcement at 70% of the length tabulated for 2X4 studs of the same grade. See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind bracing requirements. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X5= e 4 4 - 5-10-15 0-5-9 Oki I . '/////// ///////////'///////,///)///�///,l// 1,1)1,1)),',1 /7)1,, /i5,127.7 l - '. .18-0-0 i_ 3X5(81) = 5X57------ 3X5(A1) 1-6-0 16-4-2 16-9-0 Is 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 Note: All Plates Are 1.5X4 Except As Shown. f�soPROj . Design Crit: IRC2012/TPI-2007(STD) Q, S' PLT TYP. Wave FT/RT=2% 0% /4 0) 16.01.04 • 6N �� A_ ,�,t� • OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss2ComN4 Ave, ofOregon (503)357-2118 e'. FURNISH H READ MARINO TO ML CONTRA T S Is oUI1IING1 40r TC LL 25.0 PSF REF 87175- 2125 825 N 4th Ave,Cornelius OR 97113 "I µT' FVIaISN TM/s pwlNa Tn ooNrgAcrgas INcwolNo TTE INSTALLETB. if Trusses require extrema care in fabricating, handling, shipping, installing and bracing. Refer to and fallow the latest edition of SCSI (Building Component Safety Information,by TPI and WTCA) for safety practices prior / 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 wens shall have bracing installed per SCSI :C DL 7.0 PSF DRW CAUSR7175 17338096 e r, �O`� sections B3. 87 or 810, as applicable. Apply plates to each 16e of trussandposition as show above and on 12/05/2017 II J the Joint Details, unless noted otherwise. Refer to drawings 1604-Z forstandard plate positions. Alpine,a division of TIP 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, ,yam AN trusses. �1I 41/ty 14 20 C trusses.W COMPANY installation A orating of trTOT.LD. 42.0 PSF SEQN- 30402 seal l on tills Crewing or cover page listing this arrairpan . indicates acceptance or professional elgllr.rinp Gs reeperalel I icy solely for Nathe Orlon shoal. The suitability ere cess of this sawing for any structure I.the �Q�'t Tai•,� DUR.FAC. 1.15 FROM BB 8351 Rovana Circk responsibility of the liding Designer per ANSI/TP/1 S.d.2. Sacramento.CA 95828 For more information see this Job's general notes page and these web sites: ALPINE'www.alpinaltw.com;TPI:waw.tpinst,drg;WTCA: eww.sbcindostry.com; ICC: wne.iccsafa.org Renewal 6/30/2018 SPACING 24.0" J RE F- 1 W6H7 1 7 5Z1 3 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 ) Top chord 2x4 HF #2 120 mph wind, 20.87 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member load applied per IRC-12 section 301.5. design. Deflection meets L/360 live and L/240 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf, for dead load is 1.50. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X5= 1.5X4tim3X5 3X5 T 1 .5X4�i 4 ,_ 4 5-10-15 0-5-9 m +18-0-0 5X5(61) = 3X5= 4X5= 3X5= 3X10(81) 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 L_ 16-4-2 --I— 16-9-0 _J k 33-1-2 Over 2 Supports R=1404 U=56 R=1525 U=69 W=5.5" RL=61/-61 CEO PROP. Design Crit: IRC2012/TPI-2007(STD) , Ss PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.+,; S r O$N /a OR/-/1/-/-/R/- Scale =.1875"/Ft, Truss Components (503)357-2118 **WRUNG' REF R7175- 2126 po *�TC LL 25.0 PSF 825 N 4th Ave,Gemellus OR 97113 "IMPORTANT.* FURNISH/HIS OWNING TO ALL CONFRACTDRS INCLUDING THE INSTAU-ERS. Trusses require extreme SCS . In ng Component Safetyhandling, shipping, Installing and bracing. lifp to and follow �,,,iAT : DL 10.0 PSF DATE 12/04/17 the latest edition of SCSI(Buildi g Component Safety Information,by TPI and LSCA) for safety practices prior to performing these functions. Installers tructushall provide teapnrary bracing per SCSI. Unless noted otherwise, op chord shall have properly attached structural sheathing and bottom chord shall have a properly attached .4C DL 7.0 PSF rigid ceiling. Locations shown for e, Apply lateral restraint of webs shall have bracing Installed per SCSI DRW CAUSR7175 17338094 Bions B3, B7 or B10, as applicable, Apply plates to each face of truss and position as shoat)above and on 12/05/2017 f=1�L U^ IE" the Joint Details, unless noted otherwise. Refer to drawings 160A-Z far standard plate peaitiens. BC LL 0.0 PSF CA—ENG BFR/BTT ' V Alpine, a division of IrA Building Components croup Inc.shall not be responsible for any deviation from this OREGON drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling. shipping, ILS AN ITW COMPANY installation a bracing or trusses. ^I 11Ey 14,2016 4.0 TOT.LD. 42.0 PSF SEQN- 30403 . A...I en this Growing or ewer pogo listing this eraeleg. Iadleate aaeptaee Sr pr.reslen.l agI,aring _ neepepa elbi�ib oleo Monolog lthe ng 5551-per ANSITIsuitability Se 'nt'""of this drawing ran.,o structure I.Abs 3g@ Tail DUR.FAC. 1 .15 FROM BB 8351 Rovana Cvck '1 1 a Sacramento,CA 9582# For more Information se this fob's general notes page and these web spas: a ALPINE:www.alpineitw.caa; TPI: www,tpinst.org; MA, ww.sbcindustry.crm; ICC:www.iccsafe.org Renewal W3012018 SPACING 24.0" J REF- 1 W6H7 1 7 52 1 3 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) Top chord 2x4 HF #2 Special loads Bot 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 32.64 120 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) DL=4.2 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member load applied per IRC-12 section 301.5. design. Deflection meets L/360 live and L/240 total load. Creep increase Truss supports 200# mech unit; unit centered at 16-2-7; supported by factor for dead load is 1.50. BC; 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= ii 1.5X4 111 1,5X4 111 4 r— 4 3x5s* W4 W5 3X54-7,---$ 5-10-15 0-5-9 0-5- 2 41,a mie I 1me fi 18-0-0 T 5X5(B1) - 1.5X4III 3X7[8]- H0308= 3X7[15] - 1.5X4III 5X5(B1) E--- .4,- . - - _ _ _ _ - - -:-. 5-8-10 5-3-12 10-7-8 5-3-12 5-8-0 16-4-2 —L_ 16-3-8 -...J E' 32-7-10 Over 2 Supports >-I R=1439 U=62 R=1438 U=62 RL=53/-53 Design Crit: IRC2012/TPI-2007(STD) - • - • PLT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 16.01 ,1! . "..nlrPlimik, OR/-/1/-/-/R/- Scale =.25"/Ft. Truss Components of Oregon (503)357-2118 "WARNING!"READ NW FOLLOW All.NOTES ON rms DRA•INGIe 825 N 4th Ave,Cornelius OR 97113 "IMPORTANT` FURNISH 7MIS CONNING TO ALL CONTRACTORS INCLUDING 711E MALLOW. ,c ��j TC LL 25.0 PSF REF R7175- 2127 Trusses require my ire estree care In fabricating, handling, shipping, Installing and bracing. Refer to and follow / 83294PE P the latest edition of BCSI (Building Component Safety Information,by TPI and WTCA) for safety practices prior iy we DL 10.0 PSF DATE 12/05/17 to performing these functions. t Installers shall provide temporary bracing par BCS'. Unless noted otherwise, BC top chord shall have properly attached structural sheathing end bottom chord shall have a properly attached DL 7.0 PSF rigid ceiling. Locations sham for permanent lateral restraint or webs shell have bracing installed per ec �1 �1 ) DRW CAUSR7175 17339002 dillikik a A fn P)U N E sections B3. B7 or B10unless as appinoted other Apply plates to to wingsSBCO160 of fru and position as shown ion above and on 1 L��S�Go17 I� J the Joint Oxtails, u„leas noted ocM wlaa. Rarer to drawings 1fiGAd for standard plata positions. BC LL 0.0 PSF CA-ENG JCJ/RTT Alpine, a division of I7W Building Components Group Inc. shall not be responsible for any deviation from this OREGON drawing. any failure to build the truss in conformance with ANSI/TPl 1, or for handling, shipping, AN ITWCOMPi4NY installation A orating of trusses ' ,,p c TOT.LD. 42.0 PSF SEQN- 30404 . A seal on this drawing or mmwr page lifting this Ors/Nino, lnaneaW aeeptarae of profwalonal lneeri V V- reeponfibll Ib solely for the Uealgn shows. The suitability elm ue or this drawing for any structure is Ua �`Y 14.Z� `r 8331 RovmaCirck reaperiblll�of tile feu dilg oelor r per ANSI/TPI 7 se.2. tTSellTai Sacramento, DUR.FAC. 1.15 FROM BB s aamenio,CA 95626 For more information Pea this Job's general notes page and these web alta„ SPACING 24.0” JREF- 1 W6H7 1 7 5Z1 3 ALPINE:www.alpirmitw.com;TPI: waw.tplrrst.arg;WTCA: www.sbclndustry.can; ICC: www.lccsafe.org Qnrmunrl RIArVNHR 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 ) Top chord 2x4 HF #2 120 mph wind, 20.87 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot 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. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member load applied per IRC-12 section 301.5. design. Deflection meets L/360 live and L/240 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf, for dead load is 1.50. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X5= 3X5';-- 3X5 til 1 .5X4 1.5X4 07.1 4 r0NI7 •• : 4 5-10-15 0-5-12 - — T ...140..18-0-03X10(81) = 3X5= 4X5= B2 3X5= 5X5(81) 1-6-0 3X7 6-1-8 5-3-12 5-3-12 5-3-12 5-3-12 5-8-0 8-9-6 7-11-10 7-11-10 8-3-14 16-9-0 I 16-3-8 1 33-0-8 Over 2 Supports R=1523 U=69 W=5.5" R=1402 U=56 RL=61/-60 Design Crit: IRC2012/TPI-2007(STD) � P PROpS. PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.18 w _+i4p_ c4 OR/-/1/-/-/R/- Scale =,1875"/Ft, Truss Components of Oregon (503)357-22118 "WARNING!**READ AND roam ALL NOTES CR THIS DNIG)INGI1NO 825N 4th Ave,Comelius OR 97113 en extreme FURNISH THIS.handling, To ALL CONTRACTORS INCLUDING THE INSTALLERS. �(' TC LL 25.0 PSF REF R7175- 2128 Trusses require sof d re in fabricating, Safety ng, ahipping, installing and bracing. Refer to and followprir DL 10.0 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, Installers Niall 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 shell have bracing installed per BC BC DL 7.0 PSFDRW CAUSR7175 17338093 a —_,�� -. sections 83. 67 or 610, as applicable. Apply places Co each feta of truss end position as shown above end on 12/05/201 7 the Joint Details, unless noted otherwise. Refer to drawings 160A_Z for standard plate positions. L BC LL 0.0 PSF CA-ENG BFR/RTT Alpine, a division of ITN Building Components Group Inc. shalt ii not be responsible far adeviation frau this OREGON drawing. any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY installation A bracing or trusses. TOT.LD. 42.0 PSF SEQN— 30405 A anal en this drawing or waw,-peg.listing this drawing, Indicates acceptance of professions,engineering IP .0 �0Y 14,20� 0 8351 ROvana Circle responsibility ity of ren wngOrigin hi..hg uar par ANSIThe/TPI suitability 1Se •""use or this devoting nor eM0/structure 1.the ...Oft ,T,a� t DUR.FAC. 1.15 FROM BB respm�Ibility ee the ref Sacramento, 95828 Far:bre information sea this Job's general notes page and these web:Ices: SPACING 24.0" J REF- 1 W6H7 1 75Z 1 3 a ALPINE:www.alpi rti ay.tom;TPI: wxw.ipinnst.org;WfCA: www.sbcindustry,can; ICC:www.icoefe.erg Rnrm,wal RI2N'Na1A 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 ) Top chord 2x4 HF #2 120 mph wind, 20.87 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. Truss designed to support 1-6-0 top chord outlooker span and Wind loads and reactions based on MWFRS with additional C&C member cladding load not to exceed 5 PSF one face, and 24" span design. opposite face. Top chord may be notched 1.5" deep X 3.5" 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 allowed within 12" of notches. Do not notch in overhang or heel panel. engineer of record. 2X3 studs require reinforcement at 70% of the length tabulated for 2X4 studs of the same grade. See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind bracing requirements. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X5 M 7- 4 4 4 5-10-15 - 0-5-12 --'-'//////////////////////////////////////////////// '////////////////////////////////////////////////////////// T18 0-0 3X5(A1) = 5X5= 3X5(B1) 1-6-0 ....,--=,- L— .- L— 16-9-0 —I— 16-3-8 .J 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 Note: All Plates Are 1.5X4 Except As Shown. so PROfi Design Crit: IRC2012/TPI-2007(STD) 59. FS+ PLT TYP. Wave FT/RT=2% 0% /4 0 16.01.P ( ) ( ) .- �1 F S/O OR/—/1/—/—/R/— Scale =.1875"/Ft. Truss Components of Oregon (503)357-2118 "WARNING!"wan me Fm.w ALL NOTES ON Tots LR//INGi !� ��Q TC LL 25.0 PSF REF R7175— 2129 po weINRORTANTso FURNISH THIS BONING To ALL CONTRACTORS INCLUDING THE INSTALLERS. '', 825 N 4th Ave,Cornelius OR 97113 shipping, 83294PE Trusses require extreme care in fabricating, handling, installingand bracing. Refer to and follow ' the latent edition of SCSI (Building Component Safety Infarantinn,by TPI and OGA) for safety practices prior , DL 1 0.0 PSF /1111111114, to performing these functions. tInstallersushall provide temporary bracing per SCSI. Unless noted otherwise. DATE 12/04/17 top chord shall have properly attached stn ctural sheathing and bottom chord shall have a properly attached BC DL 7.0 PSF rigid calling. Locations shown for permanent lateral restraint(Wombs shell have bracing installed per SCSI ^/ y DRW CAUSR7175 17338085 a �� , sections B3, B7 or B10, as applicable. Apply plates to each face of trussand position as shown above and on 1(/052017 'I(I 0 N I the Joint Details, unless noted otherwise. Refer to drawings 1bUA_Z fortandard plate positions. BC LL 0.0 PSF CA—ENG BFR/OTT Alpine, a division 17W Building Cnaponents Gro,p, Inc. shell not be responsible for any deviation fres this OREGON _ drawing. any failure bvlIA tea truss in conformance to with AN31/TPI a for handling, shipping, aA G TOT LD. 42.0 PSF AN ITRCOMPANV installation.bracing of trusses �1F as SEN— 30406 A...I.n this drawing or Gower peg.,Lung sole drawing, indicates.ao.ptane.of prof...,a.I ang,n..rhq (� `�tY 14,14 Ab Q responsibility reapensat m.Buely ilths design Olean.ding IdI,lg Ignar uuITI suitability$.e .'ro W'or m,s sinning for any.trum,ro n the s$ „T� • DUR.FAC. 1.15 FROM BB 8351 Rovana Circke h '- • Sacramento.CA95R2R For e information s olsJob's general notes page and Stage an.sites: SPACING 24.0" JREF— 1W6H7175Z13ALPINE. weep nI pinst.org; PICA: waw.sbclndusery.com; ICC: rem,iccsare.org Renewal 8/30/2018 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 ) Top chord 2x4 HF #2 120 mph wind, 20.62 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=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 Truss designed to support 1-6-0 top chord outlooker span and design. cladding load not to exceed 5 PSF one face, and 24" span opposite 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 along 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. See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Bottom chord checked for 10.00 psf non-concurrent bottom chord live bracing requirements. load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf, for 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 4 — 4 (S) 3X5 ;� 3X5-' W2;/ �, jjj�� .'` 5-4-15 iW3 ( � %►'�' W1 6 ""w ///////////////////////////////////// ¢ ///////T///////// ® 18-0-0 3X5(A1) = 3X5-.-- 5X5=-= 3X77÷-- 3X57.--- 3X5(A1) 1-6-0 1-6-0 5-1-07-7-8,J___ 5-1-0 _I 7-7 8 5-1-0 ,eI< 5 1 0 7-7 8_I_ 5-1-0 ,1„,.7-7-8- 1-0 1! 15-3-0 _I_ 15-3-0 J 30-6-0 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 Note: All Plates Are 1.5X4 Except As Shown. Design Crit: I RC2012/TPI-2007(STD) `f�E�E�PROFFS PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .x1"� �1 F Oft OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss Components of Oregon (503)357-2118 **WARNING!**READ AND FOLLOW All NOTES ON nos DR/IINGI 4,� �'"0 'l' TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 "NiartTANr" FURNISH THIS DRAMS To ALL CONTRACTORS INCLUDING THE INSTALLERS. lit 83294PE �� REF R7175- 2130 Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Refer to and follow ave the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior �w /' DL 10.0 PSF DATE 12/04/17 to performing these functions. Installers shall provides temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached BC DL 7.0 PSF rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed par SCSI DRW CAUSR7175 17338103 . All I�O`� sections B3, B7 or B10, as applicable. Apply plates to each race of trussand position as shown atone and on 12/05/2017 II J the Joint Details, unless noted otherwise. Refer to drawings 1G0A-Z for standard plate positions. /� Alpine, a division f I1W Building Components Group Inc. shall not he responsible for any deviation from this OREGON BC LL 0.0 PSF CA-ENG BFR/BTT o drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, _ AN rrw COMPANY installation&bracing of trusses. G TOT.LD. 42.0 PSF SEQN-NI en SRI.drawing or cover pope listing this arming, Indicate.acceptance of prof.a.onnal Ineerl A VLY 14,26 _ 30407 la as el.11lty solely for w orlon show, The WlteUlIIty elle we of this drawing for any structure I.tlN *Oen�� redTw • DUB.FAC. 1.15 FROM BB 8351 Rovana Click slbl I Ib of qr Building Designer ANSI/TPI t S.e.2. a Sacramento.CA9582R For mora information dee this Job•s general notes page and rheas web sites: SPACING 24.0" JREF- 1W6H7175Z13 ALPINE:www.alpineitw.cam;TPI: wrm.tpinst.org;WTCA: www.sbcindustry.coa; ICC: www.iccsefe.org Renewal 8/3012013 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 ) Bot chord 2x6 DF-L 2400f-2.OE chord 2x4 DF-L 2400f-2.0E 3 COMPLETE TRUSSES REQUIRED I t Webs 2x4 HF Std/Stud :W7 2x4 HF #2: Nail Schedule:0.120"x3", min. nails Top Chord: 1 Row @12.00" o.c. Special loads Bot Chord: 2 Rows @ 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 14.06,16.06,18.06,20.06,22.06,24.06,26.06,28.06,30.06 120 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 Wind loads and reactions based on MWFRS. DL=4.2 psf. Deflection 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. JT PLATE LATERAL CHORD No 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) 4c 20 W4X5 2.75 R 1.25 21] W5X5 2.75 L 2.25 [23] W3X5 S 3.00 5X5[10] - 5X5[18] 4X5[8]-4 r- in IIP A 4X5[20] 3X5----z- 3X5 5-4-15 �� :• VI � III ISI- \11111/ '�' 1161:491. 4_18-0-0 a 4X1.+ B7R) = 3X5[5] III 5X5[7] = 5X7= 8X8(R) III 5X7= 5X5[21] = 3X5[23] III 4X16(8 •) H0508 4-9-9 >I< 3-5-13 >f< 3-5-13 >I< 3-5-13 + 3-5-13 >Ic 3-5-13 >I< 3-5-13 >f< 4-9-9 I_ 15-3-0 J_ 15-3-0 J E30-6-0 Over 2 Supports R=11338 U=572 W=5.5" R=12555 U=633 W=5.5" Design Crit: IRC2012/TPI-2007(STD) IE,O PROF. PLT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 16.01 .Vrc 0,4"1111144,..`ri4 OR/-/1/-/-/R/- Scale =,25"/Ft. Truss Components of Oregon (503)357-2118 ""WARNINGI""READ AND FOLLOW ALL NOTES ON THIS 0RMINGIU` TC LL REF R7175- 2131 825 N 4th Ave,Cornelius OR 97113 "IMPORTANT• FURNISH TNIS ORARINO To ALL CONTRACTORS INCLUDING THE INSTALLERS. 25.0 PSF Trusses rewire extrema care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI end PTCA) for safety practices prior Y. /I - 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 tached s uctural sheathing and bottom Chord shell have a properly attached rigid ceiling Locations shown for permanent lateral restraint or webs shell have bracing installed per BC BC DL 7.0 PSF DRW CAUSR7175 17338104 section.B3, BT or 810, as applicable. Apply plates to each race of truss and position as shown above and on • L01[I^ 'E the Joint Details, unless noted otherwise. Refer to drawings 16OA_Z for standard plate positions. 12/05/2017 BC LL 0.0 PSF CA-ENG BFR/RTT 'eV! l ' ``1I Alpine, a division of ITR Building Components Group Inc. shall not be responsible for any deviation frau this OREGON drawing, any failure to build the truss in conformance with ANSI/TPI 1. or for handling, shipping, AN IT'W COMPANY installation A bracing of trusses, (/�_ e = TOT.LD. 42.0 PSF SEQN- 30408 A eI on this drawing or cover peg.listing this drawing, Indicates aoc.ptllae or professional engineering L( �44 V' 0� ♦ reeperlalbil lty solely Tor the design she... The suitability are bee of this droving for any structure Is the m \ 8351 Rovana Circle r..pdrelblllq.d thin Building Designer per ANSI/IPI 1 See.2. See II Tar DUR.FAC. 1.15 FROM BB e Sacramento,CA 95825 For more information nee this Job's general cotes page and these sob site„ ALPINE:www.elPineiew.can;TPI: www.tPlnst.org; PICA: waw.sbcindustry.can: ICC:www.lccseta ung Renewal 6/30/20R3 SPACING 24.0" JREF- 1 W6H7 1 7 5Z1 3 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 ) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. Truss designed to support 1-6-0 top chord outlooker span and Wind loads and reactions based on MWFRS with additional C&C member cladding load not to exceed 5 PSF one face, and 24" span design. opposite face. Top chord may be notched 1.5" deep X 3.5" 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 allowed within 12" of notches. Do not notch in overhang or heel panel . engineer of record. 2X3 studs require reinforcement at 70% of the length tabulated for 2X4 studs of the same grade. See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind bracing requirements. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. JT PLATE LATERAL CHORD No SIZE SHIFT BITE Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, [16] W3X5 S 1.25 Ce=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 . �;:i��♦�:+_".' `A��1',* �%11411411b...' (S) 2x4 x 8-0-0 ,irgeirosh. 1144 ro _ . 9-0-0 3X5 3X5(1) 2X4(A1) = 1 .5X4[171 III 1.41-6-0 5-0-0 >1< 11-0-0 ').1.-1-6-03J I< 8-0-90-2-2 'I` 8_06_0-9-14 6-9-14 8-0-0 8-0-0 E16-0-0 Over 3 Supports R=563 W=3.5" R=645 U=2 W=5.5" R=845 W=5.5" RL=48/-48 Note: All Plates Are 1.5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) QED PROpk, ft PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.' GFA§f ' j. OR/-/1/-/-/R/- Scale =.375"/Ft. Truss Components of Oregon (503)357-2118 "WARNING,"READ Mt FOLLOW ALL s ON THIS Damn! (2 4, + 9 TC LL 25.0 PSF REF R7175- 2132 825N 4th Ave,Cornelius OR 97113 "II�DarANT`a FURNISH THIS DRAWING TO ILL CONTRAcTONS INCUDIN6 THE INSTALLERS. 14, 83294PE Trusses require extreme c in fabricating,handilog, shipping, installing end bracing. Refer to and tel the latest edition of SCSI care Component Safety Information, by TPI and WTCA) far safety practices prior Q1 e/ .1[ DL 10.0 PSF DATE 12/04/17 to performing these functions. Installers shall provide temporary bracing par SCSI. Unless noted otherwise, ,0411164 top chord shall have properly atteched structural sheathing end bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per ScC DL 7.0 PSF C DRW CAUSR7175 17338088 ^ LE `� sections B3, 67 or B10, as applicable. Apply plates to each face of truss and position as shown above and on 1017 2)05/20 1 7 • II J 'standard plate positions. !J J/L the Joint Details,unless noted otherwise. Refer to drawings 160A-Z forBC LL 0.0 PSF CA-ENG BFR/RTT Alpine, on a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this OREGON drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping; W AN RCOMPANY installation&bracing of trusses. a TOT.LD. 42.0 PSF SE N- 30409 A awl on thin growing or Sae.r pogo listing this drawing. Indicates moo t ne or professional 4 e r..p.n.ibl Iiq mainly mar the Orion shoes. The suitability.rd a..of this drawing for any scrv�ee.n i.d,. `�/LY 14,2�� 8351 RovanaCircle raw eanIbli lnty of.he Building owlgn.r per AMSI/TPI 1 S.a.2. seal!Tan�.t DUR.FAC. 1 .15 FROM BB o Sacramento.CA95525 For more information see this Job's general notes page and these web altos: SPACING 24.0" JREF- 1W6H7175Z13 ALPINE:maw.elpimeitw.eom;TPI: www.epinst.org;WTCA: www.sbeindusery.cam; ICC: eoe.iccsefe.erg Renewal 8/30/70 18 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 ) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member load applied per IRC-12 section 301.5. design. Deflection meets L/360 live and L/240 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf, for dead load is 1.50. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 6X6 4 1 4 2-11-15 1.5X4 III00010111 9-0-0 3X5(A1) 3X5(A1) I-01-6-0 5-0-0 Lc 11-0-0 >Is1-6-0›.1 8-0-0 >I, 8-0-0 >I I_ 8-0-0 _I_ 8-0-0 —I 16-0-0 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) 0O ROPL. PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.ft 'o f1 `ri OR/-/1/-/-/R/- Scale =.375“/Ft. Truss Components of Oregon (503)357-2118 •arueriNG1.•�oanFOLOWAu0 NOTES 4 � ��411 0• .' TC LL 25.0 PSF REF R7175- 2133 825 N 4th Ave.Cornelius OR 97113 ••111PORTANT” FURNISH 11115 ORANINg T&ALL CONmAC1URs INdLDINO TME INSTALLERS, (u83294PE Trusses require extreme care In fabricating, handling, shipping, Installing d bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information. by TPI and and for safety practices prior w‘wn.. 0.,. ' DL 10.0 PSF DATE to performing these functions. lnstauars shell provide temporary bracing per BCSI. Unless noted otherwise, . 12/04/17 — top chord shall have properly attached w tarhed structural sheathing end bottom chord shall have a properly attached T. rigid ceiling. Locations shown for permanent lateral restraint of wens shell have bracing installed per BC BC DL 7.0 PSF DRW CAUSR7175 17338091 crns B3, B7 or B , es applicable. Apply plates to each face of truss and position as shown above and o ( � ^ I oMDthe Joint Details, unless noted otherwise. Refer to drawings160A-2 for standard plate positions. n 12/05/201 7 • �4‘1I�1— I V Alpine, a division of ITR Bei lding Cents Group Inc. sll not be responsible far 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 installation A orating of trusses. C TOT.LD. 42.0 PSF SEQN— 30410 A.a.I en this droving er eev.r pope listing this drawing, indle.Oar ..eceptance of plelonal enai s.rlmg �4 `LLV 14,20 reopontIbi l ity solely for tis orlon shosn. The suitability tlm,mss of this droving for any structure Is the DUR.FAC. 1.15 FROM BB 835!Rovana Circk re.psslbn m Ity of e&aiding Orignsr per ANSIITPI 1 S.e.2. Seen Tan, _ Sacramento,CA 95828 For more Information see this Job's general notes page and these web altea: SPACING 24.0" J REF- 1 W6H7 1 7 5Z1 3 TPI:www.alpinahtw.cam;TPI: wxw,tpinst.org; WTCA:www.sbcindustry.cm; ICC:ww.iccsafe.org Renewal 8/38(2018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - G1 ) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member load applied per IRC-12 section 301.5. design. Deflection meets L/360 live and L/240 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf, for dead load is 1.50. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X5(R1) 1..., i 4 4 I • 2-11-15 0-6-2 ' 9-0-0 1 .5X4 III 3X5(61) =-- 2X4(A1) 4-5-8 ›J< 11-0-0 >Ic1-6-0>JI 1< 7-5-8 >fc 8-0-0 7-5-8 8-0-0 F< 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: I RC2012/TPI-2007(STD) OLEU PROFFS+ PLT TYP. Wave FT/RT=2%(0%)/4 0) 16.01 .f S� . A r HH • OR/—/1/—/—/R/— Scale =.375"/Ft. __Truss Components of Oregon (503)357-2118 eMM ARNINGI•e NEAND FOLLOW ALL NOTES a1 THIS DRINnNCI 4 ! REF R7175— 2134 _ 825N 4th Ave,Gemellus OR 97113 ••IMPORTANT•• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE V $3QggpE E INBTALLfAS. lis TC LL 25.0 PSF Trusses require extrema care in fabricating, handling, shipping, Installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TP1 and WICA) for safety practices prior / , . DL 10.0 PSF DATE 12/04/17 to performing these functions. Installers shall provide temporary bracing par BCSI. Unless noted otherwise, _ top chord shall have properly attached structural sheathing and bottom chord shalt nave a properly attached :C DL 7.0 PSF T. rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI 12N)5/2017 DRW CAUSR7175 17338099 e r �O)� sections B3. B7 or B10, as applicable. Apply plates to each face of trussad position as shown obese and on the Joint Details, unless noted otherwise. Refer to drawings 160A_Z forstandard plata position=. BC LL 0.0 PSF CA-ENG BFR/ATT Alpine, a division of 1719 Building components croup Inc. shall not be responsible for any deviation from this OREGON drawing. any failure to build the truss in conformance with ANSI/TPI I. or for handling, shipping, y� AN ITW COMPANY Installation a orating of trusses. �m'I" �y�y a� a TOT. N— LD. 42.0 PSF SEQN-wI an this Growing Sr moor pope listing sola Ongoing, Indicate. wroh Indicate.eaoaptoo of paslonol wglnwrlrp G 14.'1 t� Q 30411 rompenelbwlrl ely for the oon Mean. The suitability lty and we of this arming for any structure is the 9351 RovanaCirck reapenelblllty of the Building I..ipner per ANSI/TPI I See.2. .ell Tar • l l Ity DUR.FAC. 1.15 FROM BB J Sacramento.CA 95828 For more Information see this Job's general nates page and these web Sites, SPACING 24.0" ALPINE:www.alpinoliw.crw ; TPI: ww .tpinst.org; NTCA: ew.sbcindustry.can; ICC: we.iccsafe.org Renewal 8/30/2018 JREF- 1W6H7175Z13 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - G2 ) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x6 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. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member load applied per IRC-12 section 301.5. design. Deflection meets L/360 live and L/240 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf, for dead load is 1.50. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X5= _ a 4 1 2-11-15 I Eq9-0-0 3X5(61) = 1.5X4 III 3X5(A1) It 3-11-8 t 11-0-0 1-6-0--.-1 1< 6-11-8 + 8-0-0 >1 I— 6-11-8 _I_ 8-0-0 J 'c 14-11-8 Over 3 Supports >{ R=548 U=1 R=136 W=5.5" R=733 U=4 W=5.5" RL=39/-38 et)PROA- Design Crit: IRC2012/TPI-2007(STD) 0F41S PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .'4 r .t dlpy F� lit OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components of Oregon (503)357-2118 "'�ARNINGI".taw MOBator ALL worts ON THIS omits! 825 N 4th Ave,Cornelius OR 97113 ••tlrowrAwrFURNISH ten DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 83294PE TC LL 25.0 PSF REF R7175- 2135 •• Trusses require extrema care In fabricating, handling, shipping, Installing and bracing. Refer to and fallow �,,,.- DL 10.0 PSF DATE 12/04/17 the latest edition of SCSI (Building Component Safety Information,by TPI and WTCA) for safety practices prior ,41164, to performing these functions. Installers shall provide temporary bracing par SCSI. Unless noted otherwise, — top chord shall have properly attached structural sheathing end bottom chord shall have a properly attached :C DL 7.0 PSF DRW CAUSR7175 17338098 rigid telling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI ' ,�� ' the 53. 57 or 810, as applicable. Apply plates to each face of trussand position as shown anova end on 12/05/2017 1 the Joint Details, sof IT oared otherwise. Rarer drawings 160A_Z a farstandardplata any deviation BC LL 0.0 PSF CA-ENG BFR/RTT I Alpine, a division of 1bu Building t Components Croup Inc. shall not be nor responsible for arty deviation from this OREGON drawing, dry failure to build the truss In conformance with h$$1/TPI 1, or for handling, shipping, AN ITW ,/�COMPANY installation S bracing of trusses. 3 fz 4{s m TOT.LD. 42.0 PSF SE(�N- 30412 A meal on this Crewing or corer Rade listing this drooling. Insudates. or profeerion.l engineering LY 14,20 `S f'.�,.Ib �ty solely Buildifor ng gnir ANSI/7P'`�`s Sec.2. °use or 1hIs drawing.or.ro structure Is t,. *e r DUR.FAC. 1.15 FROM BB 8351 RovanaCircle *eel/Ta A Sacramento.CA 95828 For more information see this Job's general notes page and these web sites: SPACING 24.0" JREF- 1W6H7175Z13 ALPINE:www.alpineitw.com; TPI: www.tpinst.org; WTCA: sww.sbcindustry.com; ICC:wew.Iccsafe.org Renewal 8/30/2018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - G3 ) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. Left end vertical not exposed to wind pressure. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied 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. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. JT PLATE LATERAL CHORD No SIZE SHIFT BITE [ 3] W1.5X4 S 2.25 6X6(R1) 4i 3X5(R): \\\ 4 ill 2-5-15 2-11-15 ■ Now mom r , 9-0-0 1.5X4[3] III 3X5= 2X4(A1) L_1-6-0-� k--1-6-0 >I- 8-0-0 I. 1-6-0 _I_ 8-0-0 _I i< 9-6-0 Over 2 Supports R=395 R=562 W=5.5" RL=-44 Design Crit: I RC2012/TPI-2007(STD) 4it'�'�PRQr%4 PLT TYP, Wave FT/RT=2%(0%)/4(0) 16.01 .'2!0 4.,i r HV `r'. OR/-/1/-/-/R/- Scale =.5"/Ft, Truss Components of Oregon (503)357-2118 a"�ARNINGiae RFAO AND FOLLOW ALL NOTES ON Tins DRONING! M REF R7175- 2136 825 N 4th Ave,Cornelius OR 97113 re extra,.,ca FURNISH THIS GARRIDO TO ALL CODDIACTORS INCLUDING THE ing. ReERS. 83294PE �� TC LL 25.0 PSF Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and fallow Pro..."' latest edition of SCSI (Building Component Safety Information, byTPI ane RICA) far safety practices prior DL 10.0 PSF DATE 12/04/17 to performing these functions. Installersshall provide temporary bracing per SCSI. Unless noted otherwise. 11164, cop chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid cei ling. Locations shown for permanent lateral restraint of webs shall have bracing installed per Scsl :C DL 7.0 PSF DRW CAUSR7175 17338097 ... sections B3. B7 or B10, as applicable. Apply plates to each face of C and position as shown above and on12/05/2017 A if1 [1J[I[ '� the Joint Decal's, unless noted Otherwise. Refer to drawings 160A_Z for standard plate positions. BC LL O.0 PSF CA—ENG BFR/RTT ' ' �I Alpine, a division of ITN Building Components group Inc. shalt not be responsible for any deviation free this OREGON drawing, any failure to build the truss in conformance with ANSI/TPI 1. or for handling. shipping, AN ITWCOMPANY installation A bracing of trusses. Vi,tY14,zotl° to TOT,LD, 42.0 PSF SEQN- 30413 A Niel on this drawing or coyer peps listing this drawing, indicates acceptance of professional engineering4. f.spensl bl I Ing of elythe for thedin design.hese. The suitability ane use or vire droning nor Char structure re the @„Tao�. DUR.FAC. 1 15 FROM BB 8351 Roy=Circle reepweibll Icy ef the Wilding Weigher per ANSIAP1 1 See.2. sIB' A Sacramento.CA 95828 For more information see this Job's general notes page and these sob sites: ALPINE;www.alpi eitw.caa{ TPI, aww.tpinsc.org;MA, aww.sl,oindustry.cam, ICC:www.iccsafe.org Renewal 6/30/20/8 SPACING 24.0" JREF- 1W6H7175Z13 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - CGE ) Top chord 2x4 HF #2 120 mph wind, 19,13 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=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 bracing requirements, design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Provide lateral wind bracing per ITWBCG wind bracing details or per applied per 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. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. Deflection meets L/360 live and L/240 total load. Creep increase Truss designed to support 1-6-0 top chord outlooker span and factor for dead load is 1.50. cladding load not to exceed 5 PSF one face, and 24" span opposite face. Top chord may be notched 1.5" deep X 3.5" AT 48" o/c along top edge.D0 NOT OVERCUT. No knots or other lumber defects allowed within 12" of notches. Do not notch in overhang or heel panel. 4X5= Iii 4 M I 11111 ill 4 14 2-5-4 M i i i / +18-0-0 I 2X4(A1) = 2X4(A1) 1ec__1-6-0-_>I 1-*-1-6-0--..I I_ 6-4-0 _I- 6-4-0 ,I E12-8-0 Over Continuous Support R=158 PLF U=5 PLF W=12-8-0 RL=3/-3 PLF Note: All Plates Are 1.5X4 Except As Shown. ,1p PROF Design Crit: IRC2012/TPI-2007(STD) S PLT TYP. Wave FT/RT=2% 0%)/4 0 16.01.►�r' R Fs',. OR/-/1/-/-/R/- Scale =.5"/Ft. _ Truss Components of Oregon (503)357-2118 "WARNING!**READ Apo TIMM AU.Nom ON TNIs ORN IRSI 825 N 4th Ave,Cornelius OR 97113 ...IMPORTANT• FURNISH THIS DIMING TO ALL CONTRACTORS INCLUDING 111E INSTAut%. lly TC LL 25.0 PSF REF R7175- 2137 Trusses require extreme care in fabricating, handling, shipping, Installing and bracing. Refer to and fallow the latest edition of SCSI Building Component Safety Infarmatinn, by TPI and WICA) far safety practices prior /.- ' DL 10.0 PSF DATE 12/04/17 to performing these functions. Installers shall provide temorary 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 BC . �t O`= sections B3, B7 or B10, as applicable. Apply plates to each face of truss rand position as sheen above and on DL 7.0 PSF L J 12105/2017 DRW CAUSR7175 17338102 the Joint Details, unless noted otherwise. Refer to drawings thOA-2 for standard plate positions. Alpine, a division of I1W Building Components Crow 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 TW COMPANY installation A tracing of tresses TOT.LD. 42.0 PSF $EQN— 30414 A semi en this Crewing or eaves paps listing this arming, Indicates acceptance or professional eneinesrl �(� ICY 44,4;Oa' re.paslal i sty solely rer the design Olean. The saleability and see of tins drwing ror any aeruewn vs 835)RuvanaCircle responsibility of the Building O.eigmr per ARSI/TPI 1 Ses.2. *sell Tan!s DUR.FAC. 1.15 FROM BB a Sacramento.CA 93828 For more information sae this Jobs general notes page and these yob sites: SPACING ALPINE:.we alpineltw.cem:TPI: waw.tpinst.org;ARCA: www.sbcindustry.con; ICC:awa.iccsafe.org Renewal 6/30/2048 24.0" JREF- 1 W6H7 1 7 5Z1 3 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 ) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Wind loads and reactions based on MWFRS with additional C&C member bracing requirements. design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Provide lateral wind bracing per ITWBCG wind bracing details or per applied per 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. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=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. Truss designed to support 1-6-0 top chord outlooker span and cladding load not to exceed 5 PSF one face, and 2411 span opposite face. Top chord may be notched 1.5" deep X 3.5" AT 48" o/c along top edge.D0 NOT OVERCUT. No knots or other lumber defects allowed within 12" of notches. Do not notch in overhang or heel panel. 4X5= di 4 I— - i4 2-1-15 WI 0 0 0 a 0 mki +9-0-0 / 2X4(A1) = 2X4(A1) LE-1-6-0-->i L-1-6-0-- I— 5-6-0 ___I_ 5-6-0 J lc 11-0-0 Over Continuous Support R=161 PLF U=0 PLF W=11-0-0 RL=3/-3 PLF Note: Ail Plates Are 1.5X4 Except As Shown. do PROF Design Crit: IRC2012/TPI-2007(STD) `�P� fid+ PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.►�A �'i dote G OR/—/1/—/—/R/— Scale =.5"/Ft. Truss Components of Oregon (503)357-2118 **WARNING!"wan AND FOLLOW ALL NOTES an vis ontairal 0 4j FAQ Z TC LL 25.0 PSF 825N 4th Ave,Cornelius OR 97113 ”I TAS' ISH THIS WONTING TO I 1NR THE INSTALLERS. 4/ 83294PE y REF R7175- 2138 _ Trusses require extreme care In fabricating,handling, shipping, installing and bracing. Refer to and fallow Cr the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior - DL 10.0 PSF DATE 12/04/17 to performing these functions. t Installersshallprovide temporary bracing per SCSI Unless noted otherwise,,041111164 — top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached BC DL 7.0 PSF rigid ceiling. Locations sheen for permanent lateral restraint of webs shell have bracing installed per SCSI DRW CAUSR71 75 17338090 Pions B3. 87 or B10, as applicable. Apply plates to each face of truss and position as shown above and on12/05/201 7 • /� —,��)0 I theT. Joint Batelle, unless noted otherwise. Rafe to drawings 160A-Z forstandard plate positions. BC LL 0.0 PSF CA-ENG BFR/RTT f=1 I �I Alpine, a division of 11W Building Components Group Inc. shall notbe responsible for any deviation from this OREGON drawing, any failure to build the truss in conformance with ANSI/TP1 1. or for handling, shipping, AN ITW COMPANY installation a bracing of trusses. C TOT.LD. 42.0 PSF SEQN— 30417 A.sol on this drawing or ewer page listing this drawing, Indian.esoap/b te.ar profeealenel engineering 4410'14,Z81>A 0 re ponsibI l ley solely for the d..ign Moen. The eUltsoi lily end use of this drawing for any etruecure Is the 8351 RovanaCircle reeperabliiq of the Building O..igwr per ANSI/TPi 1 S.e.2. *Sell 1 Ta h DUR.FAC. 1.15 FROM BB e Sacramento.CA95$2$ For acre information saw thin Job's general notes page and theme web sites: SPACING 24.0" JREF- 1W6H7175Z13 ALPINE.www.aipineia.com; SPI boe.tpinat.erg;WTCA: www.sbcinaustly,cam; ICC:www.ictsefe.arg Renewal 6/30/2018 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 ) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Wind loads and reactions based on MWFRS with additional C&C member bracing requirements. design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Provide lateral wind bracing per ITWBCG wind bracing details or per applied per 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. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=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. Truss designed to support 1-6-0 top chord outlooker span and cladding load not to exceed 5 PSF one face, and 2411 span opposite face. Top chord may be notched 1.5" deep X 3.5" AT 48" o/c along top edge.D0 NOT OVERCUT. No knots or other lumber defects allowed within 12" of notches. Do not notch in overhang or heel panel. 4X5-- 14 4 PIPI 1-3-15 11 ma 9-0-0 d / 2X4(A1) = 2X4(A1) 1 .5X4 III -1-6-0-->-1 L--1-6-0--›.1 3-0-0 3-0-0 " 6-0-0 Over Continuous Support R=186 PLF U=1 PLF W=6-0-0 RL=4/-4 PLF Design Crit: I RC2012/TPI-2007(STD) tzE�PROFFS PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.►�tl � ; j S'i. OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components of Oregon (503)357-2118 "WARNING!**READ AM)FOLLOW AU.NOTES ON THIS DMOTINel REF R7175- 2139 825 N 4th Ave,Cornelius OR 97113 eeI TANT"w FURNISH 1WIS BINNING To ALL NgNINACTORS INCLUOINB THE INSTALLERS, TC LL 25.0 PSF Trusses require extrema care in fabricating, handling, shipping. Installing and bracing. Refer to and followOrAliallikk — DL 10.0 PSF DATE 12/04/17 the latest edition of SCSI (Building Component Safety Information, by TPI and WfCA) for safety practices prior to performing these functions. Installers shall provide bracing per BCSI. Unless noted otherwise, 411111 top chord shell have properly attached structural sheathing end bottom chord shall haw a properly attached B(. DL 7.0 PSF rigid ceiling. Locations shown for permanent lateral restraint of.abs shall have bracing installed per BCSI DRW CAUSR7175 17338105 ' �� ; sections B3. B7 or B10, as applicable. Apply plates to each face of trussend position as shoen above and on 12/05/2017 IN i the Joint Natalie, unless noted otherwise. Refer to drawings 160A_Z far standard plate positions. BC LL 0.0 PSF CA-ENG BFR/ITT J Alpine, a division of ITW Building Components crop, Inc. shall not be responsible for any deviation from this OREGON drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling.shipping, aW� AN ITW COMPANY instellation 11,bracing of trusses. 3 ad► e TOT.LD. 42.0 PSF SEQN— 30418 A vel an this drawing or cover pap.listing this drrinp, indicates mmept.ha or professional engineering G LY 14, te, newonareepeawIblI,q solely Buildinfor g�ign'r'm.per ANSI/TPI I See z.'r'e"`of tide drawing for aro•vuttun I.nese s8' �,Ta • DUR,FAC. 1 .15 FROM BB 8351 Rovane Circk e � ' a Sacramento,CA 95828 For more information see this Job's general notes page and these web sites: SPACING 24.0" /REF- 1W6H7175Z13 ALPINE: w.alpineite.com: TPI: wrw.tpinst.org:WTCA: we.sbcindustry.com: ICC: ew.iccoefe.org Renewal 613012018 w THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - HG ) Top chord 2x4 HF #2 Special loads Bot chord 2x4 HF #2 (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Webs 2x4 HF Std/Stud TC- From 71 plf at 0.00 to 71 plf at 3.00 TC- From 71 plf at 3.00 to 71 plf at 6.00 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located BC- From 7 plf at 0.00 to 7 plf at 6.00 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC BC- 170.34 lb Conc. Load at 2.06, 4.06 DL=4.2 psf. Wind loads and reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied 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 —i 4 ■ 1 1-3-15 q--- `? 9-0-0 d 1 .5X4 III 2X4(A1) = 2X4(A1) Es k3-0-0 ›Ic 3-0-0 '1 (_ 3-0-0 L. 3-0-0 ,J lc 6-0-0 Over 2 Supports R=401 U=6 W=5.5" R=408 U=6 W=5.5" Design Crit: IRC2012/TPI-2007(STD) REO PROj . PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.', I1 '�!I# S. OR/-/1/-/-/R/- Scale =.5"/Ft. alla Truss Components of Oregon (503)357-2118 'wrARRlNril•"READ Mn FOLLOW AN.E Moms OI THIS DR7/INDI piril 825N 4th Ave,Comelius OR 97113 "IMPORTANT" rvw's'TMINCLUDINGI°MAIM TO ALL COIRRACTCRS" DING TME INSTALLERS. TC LL 25.0 PSF REF R7175— 2140 Trusses require extreme c re in febriceting,handling, shipping, Installing and bracing. Pifer to and follow i the latest edition of BC51 (&ilding nam Safety Information, by TPI and wrCA) far safety practices prior A DL 10.0 PSF DATE 12/04/17 to performing these functions. Installers shall provide temporary bracing per Bc51. unless noted otherwise, top chord shell have properly attached structural sheathing end bottom chord shall neve a properly attached BC DL 7.0 PSF rigid telling. Locetlona shown for permanent latersl restraint of webs scan v have bracing Installed per BCS DRW CAUSR7175 17338092 A hG=)[1 N E sections 8D Details, or Big, as applicable.other Apply plates to each face of standard position as shown above and on 12/05/201 7 J d l Swint galla, hof IT noted otherwise. Refer to drawings,rno_Z fares ansibl plate any BC LL 0.0 PSF CA-ENG BFR/RTT Alpine, a y failure of ITN Building the Comtruss In conformance Inc. shell not be responsible for an„deviation frau this OREGON Y drawing, any fellurn to build the truss In conformance with ANSI/TPI 1, or far handling, shipping, AN ITW COMPANY Installation&bracing of trusses. `r1!' C TOT.LD. 42.0 PSF SEQN— 30419 w A...I on this drawing or cover palisting this drawing. Indle. aoetptarlo.of pref..elon.l engineering <, 0• 14,2e A r.rymsIblIlty solely for the design'hewn. The suitability sad use of this drawing for any structure Is the 8351 Rovana Circle r•oponolbl I Icy of tr.Buildup Designer per ANSI/TPI 1 s.e.2. s' ell Tar Job's DUR.FAC. 1.15 FROM BB Sacramento,CA 95828 For more information see this Jos general notes page and these web sites: SPACING 24.0" JREF- 1W6H7175Z13 s ALPINE:www.eipineltw.can;TPI:www.tpinst,org;WA: www.sboindustry.can; ICC:www,iccsare.org Renewal 8/30/2018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR, ( 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - IGE ) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Wind loads and reactions based on MWFRS with additional C&C member bracing requirements. design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Provide lateral wind bracing per ITWBCG wind bracing details or per applied per 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. Truss designed to support 1-6-0 top chord outlooker span and cladding load not to exceed 5 PSF one face, and 24" span Deflection meets L/360 live and L/240 total load. Creep increase opposite face. Top chord may be notched 1.5'I deep X 3.5" AT 48" o/c factor for dead load is 1.50. along top edge.DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of notches. Do not notch in overhang or heel panel. 1.5X4 III 1.5X4 III 4 I ■ ■ 1-7-15 11 i 0-4-7 ■ 0-0-0 I r 2X4(A1) = 1 .5X4 III 1.5X4 11 3-10-8 Over Continuous Support) R=127 PLF W=3-10-8 RL=5 PLF Design Crit: 1 RC2012/TPI-2007(STD) p,EO PRpF�s PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.f,U 0,AIIf°LTIINI, d': OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components of Oregon (503)357-2118 aatARNINGI"NEW AND MEOW 'nos NOTES ON IS II TC LL 25.0 PSF REF R7175- 2141 825 N 4th Ave,Cornelius OR 97113 "IIPORTAWra FURNISH THIS CRANING TO ALL comm mss INCLUDING THE INSTALLERS. Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow _ the latest edition of SCSI Building Component Safety Information, by TPI and WTCA) for safety practices prior ,/ . DL 10.0 PSF DATE 12/04/17 ro to performing these functions. Installers provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached PSF rigid ceiling. Locations shown for par.ecant lateral restraint of webs snarl have BC DL 7.0 ve bracing installed per BCSDRW CAUSR7175 17338087 Ail �11 N^ sections GD, a7 or bolB10as oted other. Apply. plates dowing face of trussantl position as stion above and on 1 vQS�lol 7 IIILIr��' Al Joint Details, "of Inoted otherwise.Compo. isReferto drawl shall ngsnot forstandard plate devias. tion BC LL 0.0 PSF CA—ENG BFR/RTT Alpine,a division or ITS build Components group Inc. shoal not ba responsible for any deviation Tram this OREGON drawing, any A b acs to Wild tee truss conformance with ANSI/7P' 1. afor handling, shipping, /5 Z TOT.LD. 42.0 PSF SEQN- 30420 AN ITW COMPANY resin ac ions bracing of trusses. ,1/ A mei on able arming or*oyer pape listing this drawing. Indicates acceptree of professional.rylneering d. The M4 tY 14,20 1Cfe r..lenelbllity solely far the design Thautability are use of this drawing for any structure is the e!!Tar 8351 RavanaCircle r.,e..ibl i ity of to Building D..ign.r par ANsi/TPI I S.e.2. S$ OUR.FAC. 1.15 FROM BB Sacramento.CA 95828 For more information see this Job's general notes page and these web sites: SPACING 24.0" JREF- 1W6H7175Z13 ALPINE:www.eipinelte.com;TPi. leaw.epinst,org;WTCA: ww.sbeindustry,com; ICC:ww.iccsafe.org Renewal 6/30/2018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - I ) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member load applied per IRC-12 section 301.5. design. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 1.5X4 III 4 ( � 1-7-15 0-4-7 +9-0-0 � 2X4(A1) = 1.5X4 III r 3-8-122 E3-1O-8 Over 2 Supports R=170 R=159 U=3 RL=21 Design Crit: IRC2012/TPI-2007(STD) �E�PRO, . PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .► • �1tfk � OR/-/1/-/-/R/- Scale =.5"/Ft. TrussComponentsofOregon (503)357-.^li8 "'W i l" uosaww xoresaxTxlsBttAnxsl Uig T1E 825 N 4th Ave.Cornelius OR 97113 "' f11IwISN TM's awINB 1n At.t eoerwlcTBBs INCIAIDtNO INSTAUEns. ne rollow en � 9 TC LL 25.0 PSF REF R7175— 2142 musses require e.trame�re in fabrlCeCivg, M1antlll,g, aM1ipping, InsC0111np a bracleg. parer a � � 33294PE the leteac etlltlon of SCSI (odingComponent Sefaty Infbrmetion,by TPI aryl W1CA) far safety practices prior ,p" DL 10.0 PSF DATE 12/04/17 o performing these funotlons. tInstallers shall provlee tenrorary bracing per SCSI. Unless noted otherwise, _ cop cMrtl shell have properly a techwl structural sheetM1ing antl botCom cMrtl stall hew a properly attathetl ri gitl cal ling. Loaetlons shown for permo.ene lateral r rel nt of wmbs steal) Iwve breclrg Instal leo per BCs BC DL 7.0 PSF DRW CAUSR7175 17338086 ,4 N s0ttlan>B3. B7 or 6 0, 00 epplicebl Apply p1 as to each race or trU antl poslClto tops shown 01,000 antl on 12lOS�2O1 7 � J the Jnlnt Batall>, unless notetl ctherwi>a. paP®r to tlrawings i6GA-Z forsstantlartl plate positions. BC LL 0.0 PSF CA—ENG BFR/RTT • Alpine, a tllvislon of I7W Builtling Components Group Inc, atoll net be responsible Por tlevlatlon iron this OREGON drown?. any rnllure to build the truss In confor.enc0 with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY ln>t.11atltn A bracleg or por p ` Q° TOT,LD. 42.0 PSF SEQN— 30421 w A l en this arwilp w sopor p.p.Ilstllp[t1i•er..lrlp. Inlill»w baperw.or prorrsla,rl rpllwrinp LY 14,2 respohtibl I lty eI.ly for UI.o..l pl.ISI. Th..elt.bl Ilty art.o..of thl.or..Nq for rry sv wra l0t,• -R 8351 Rovana Circle r«p«-'bl IIty of tlr!uIIdIeg M'prr p.r? t/TPI 1$.e.2. • A" ar v$ Tat' DUR.FAC. 1 .15 FROM BB Saeamenlo,CA 95828 Ear mora Inrormaclnn sae chi.ions general n >page antl rheas was>Itea: V P SPAC I NG 24.0" J REF- 1 W6H7 1 7 5Z 1 3 ALPINE:www.alpineltw.com; TPI: wwr.tpinst.org; PPCA: www.>bcl,Wuatry,con: ICC: www.Iccsafe.erg R9t19Wel613012018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - J ) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member load applied per IRC-12 section 301.5. design. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 1 .5X4 ID 4 1- 1 1-7-15 ■ i M 9-0-0 r wpm, '"= 1 .5X4 III 2X4(A1) = L-1-6-0- 3-10-4 2 '11 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) it PROFFS PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.x` G164 S'i0 OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components of Oregon (503)357-2118 ',FARMING,"�o AM/FOLLOW ALL wins ON THIS DIMING! (g4. 825 N 4t I�Ave,Comelius OR 97113 **IMPORTANT.* FURNISH THIS aawnxo TO PDX=TRACTORS INCLUDING THE INSTALLERS. Z7 TC LL 25.0 PSF REF R7175- 2143 Trusses require extreme c in fabricating, nendllog, whipping. Installing end brecing. Refer to and follow 83294PE — the latest edition of RCS1 care (Building Component Safety Infer-motion,by TPI end WI-CA) for safety practices prior „a.. : DL 10.0 PSF DATE 12/04/17 to performing these functions. Installers shall provide teaporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord 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 ccs BC DRW CAUSR7175 17338089 ,4 �0�� sections O3, 87 or 810, as applicable. Apply plates to each face of trussposition as shown above and on 12 02017 NE the Joint Getel Is, unless noted otherwise. Refer to drawings 160A-Z forstandardplate positions. BC LL 0.0 PSF CA-ENG BFR/RTT . Alpine, a division of 17w Building Components Grog Inc. shall not be responsible for any deviation from this OREGON drawing, anyfailure to build the truss In conformance with ANSI/TPI 1, or for handling,shipping, AN ITW COMPANY Installation A bracing of trusses. /3 �, m TOT,LD, 42.0 PSF SEQN- 30422 A.MI on this drawing or cover pap.listing tnl.drawing. Indicates acceptance of pr fee.lar.l erpllwrinp (e ItLY 14,20 _ neepons ty or the 8351 Rovana Circle r lei i icy `nom Building 1d eg design shown. 'AlaITI suitability Sae .aro IMC of ERIs arming for.try structure 1a the *self Tar• DUR.FAC. 1 .15 FROM BB f Saaamenlo,CA 95828 For more Information see this Jon's general notes page and these web sites: ALPINE:wwalpineitw.coml TP1, wew.tpinst.org:&FCA: w„w.sbelndustry.caw; ICC: www.lcesafe.arg Renewal 8/3012018 SPACING 24.0" J REF— 1 W6H7 1 7 5Z1 3 e. THIS DWG PREPARED FROM COMPUTER I NPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR, ( 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - K ) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member load applied per IRC-12 section 301.5. design. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 1.5X4 III Q 4 ( 'hi) 0-11-15II i-, Y .. 9-0-0 .= 1 .5X4111 2X4(A1) - L-----1-6-0-->i X4(A1)L-1-6-0-->i H-1-10-4112 2-0-0 Over 2 Supports R=32 U=4 R=259 U=15 W=5.5" Design Crit: I RC2012/TPI-2007(STD) QlE©pR�FF PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.f4v G'WJ `S,J. OR/-/1/-/-/R/- Scale =.5"/Ft. 'MARRING,«READ AND FOLLOW""NOTES ON THIS°""'"" �, ASj TC LL 25.0 PSF REF R7175— 2144 Truss N 4th Ave, omelius 971157 I18 w•INpORTANT.• FURNISH THIS C ARING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. �� 83294PE� O 825 N 4th Ave,Cornelius OR 47 t 13 Trusses rewire seroma t ra In fabricating, Safeiing, shipping, Installing d bracing. Refer to and follow �„ DL 10.0 PSF DATE 12/04/17 the latest edition of Best (Building fabricating. Safety Ie te,.lating,by TPI and endWICA)b for safety practices ellow - to performing these functions. Installerseshall provide temporary bracing per BC61. unless noted otherwise, top chord shall have properly attached stn ctural sheathing and bottom Chord shall have a properly attachedBC DL 7.0 PSF DRW causR7175 17338101 rigid telling. Locations shown for permanent lateral restraint of webs shell have bracing installed per BC actions 8 s 3. 87 or 810, as applicable, Apply plates to each face of Cru and position as shown above and on 12/05/201 7 Ithe Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. LJ J L BC LL 0.0 PSF CA-ENG BFR/RTT A�uo1 ��N Alpine, a division of'TW Building Components Group Inc. shall not be responsible for any deviation from this OREGON drawing, any failure to Wild the§truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY Installation a bracing of trusses. ,,Z d, = TOT.LD. 42.0 PSF SEQN— 30423 A semi.n VIIs drawing or comer page listing this drawing. Indla.W acceptance of profwlall.l engineering `_ L 8 p r..powlbl I lty solely for the design MOM. The.ultabl I Ity and as.of this drawing for any structure le U. �/ 14.T 8351 RovanaCGek r..p.Llbl I Ity of the Building o.apwr per ANSI/TPI 1 Bee.2. Sell Tar a� DUR.FAC. 1 .15 FROM BB > Sacramenlo,CA95828 For more information see this Jobs general notes page and these web sites: SPACING 24.0" JREF- 1W6H7175213 ALPINE:www.alpinaite tom; TPI: www.tpiret.org; WTCA:www.sbcintlestry.com; ICC:www.iccsafe,erg Renewal 8/30/9018 Gable Stud Reinforcement Detail ASCE 7-10. 120 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Cr+ 100 Mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1..00 Or; 100 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt '- 1.00 2x4 Brace (1) 1x4 "L' Brace w (1) 2x4 'L' Brace x (2) 2x4 Brace AR (1) 2x6 'L' Brace w (2) 2x6 'L' Brace AR Bracin Grou S ecies and Grades'; Gable Vertical No g p p (— 4Spacing Species Grade Braces Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B BrOup A: Spruce-Pine-Fir Hem-Fir #1 / #2 4' 7' 7' 10' 8' 1" 9' 3' 9' 7" 11' 0' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' 41 / 42 ,Standard 42 stud #3 4' 4' 7' 2' 7' 8' 9' 1' 9' 5' 0' 10' 11' 4' 14' 0' 4' 0' 14' 0' 14' 0' #3 Stud 43 Standard C �' N i Stud i 4' 4' 7' 2' 7' 7' 9' 1' 9' 5' 10' 10' 11' 4* 14' 0' 14' 0' 14' 0' 14' 0' O i Standard 4' 4' 6' 2' 6' 7' 8' 2' 8' 9° 10' 10' 11' 4° 12' 10" 13' 9' 14' 0' 14' 0' Dou.las Fir-Larch Southern PineAAA a) #1 4' 10" 7' 11' 8' 2' 9' 4' 9' 8' 11' 1' 11' 6" 14' 0' 14' 0' 14' 0' 14' 0' 43 43 S #2 4' 7' 7' 10' 8' 1' 9' 3' 9' 7' 11' 0' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0" Stud Standard Standard #3 4' 6' 6' 6' 6' 11° 8' 7" 9' 2' 10' 11' 11' 4' 13' 6' 14' 0' 14' 0' 14' 0" ' (i 55 L Stud 4' 6' 6' 6' 6' 11' 8' 7' 9' 2' 10' 11' 11' 4' 13' 6' 14' 0' 14' 0" 14' 0' _ -- Standard 4' 4' 5' 9' 6' 1' 7' 7' 8' 2' 10' 4' 11' 1' 11' 11' 12' 10' 14' 0' 14' 0' Group B+ U _ #1 / #2 S' 3' 8' 11' 9' 3" 10' 7° 11' 0' 12' 7' 13' 1' 14' 0' , 14' 0' 14' 0' 14' 0' Hem-Fir #3 5' 0' 8' 10' 9' 3' 10' 5' 10' 10" 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0" #1 A Btr 41 U Stud 5' 0' _8' 9' 9' 2' 10' 5' 10' 10' 12' 5° 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' S_ (—i F Standard 5' 0' 7' 6' 8' 0' 10' 1' 10' 9' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0° Qi Dou.las Fir-Larch Southern Pinewxw i #1 5' 6' 9' 1' 9' 5' 10' 8' 11' 1' 12' 8' 13' 2' 14' 0' 14' 0" 14' 0' 14' 0' IMIEIBIIIIII 41 l I 1 SP 1 #2 5' 3' 8' 11' 9' 3' 10' 7' 11' 0' 12' 7' 13' 1' 14' 0' 14' 0' 14' 0' 14' 0' 11111.111211111M #2 n i #3 5' 1" 7' 11' 8' 5' 10' 6' 10' 11' 12' 6' 13' 0' 14' 0' 14' 0' 14' 0' 14' 0" ) 1x4 Braces shall be SRB (Stress-Rated Hoard). Stud S' 0" 7' 11' 8' S" 10' 6' 10' 11' 12' 6' 13' 0" 14' 0° 14' 0` 14' 0' 14' 0° **For 1x4 So. Pine use only Industrial 55 or i i Standard 5' 0' 7' 0' 7' 5' 9' 4' 10' 0' 12' 5' 12' 11° 14' 0' 14' 0' 14' 0' 14' 0' Industrial 45 Stress-Rated Hoards. Group B sc2 #1 / #2 5' 9' 1 9' 10' 10' 2' 11' 7' 12' 1" 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' values may be used with these grades. aS P *3 5' 6' 9' 8" 10' 1' 11' 6' 11' 11' 13' 8' 14' 0' 14' 0' 14' 0" 14' 0' 14' 0' Gable Truss Detail Notes, l Stud 5' 6' 9' 8' 10' 1' 6' 11' 11' 13' 8" 14' 0' 14' 0' 14' 0' 14' 0' 14' 0" wind Load deflector criterion is /240. Standard 5' 6" 8' 8' 9' 3" 11' 6' 11' 11' 13' 8' 14' 0' 14' 0° 14' 0' 14' 0' 14' 0' 0I Provide uplift connections for 70 Alf over #1 6' 0' 10' 0' 10' 4' 11' 9' 12' 2' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' continuous bearing (5 psf TC Dead Load). #2 5' 9' 9' 10' 10' 2' 11' 7' 12' 1' 13' 10" 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable end supports load from 4' 0' outlookers #3 5' 8" 9' 2' 9' 9' 11' 6' 12' 0' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' with 2' 0' overhang, or 12' plywood overhang. , Dr L Stud 5' 8' 9' 2' 9' 9' , 11' 6' 12' 0' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0" 14' 0' Standard 5' 6' 8' 1" 8' 7" 10' 9' 11' 6` 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Symm �Y;; Attach 'L' braces with 10d (0.128'x3.0' min) nails. Aboutit Gable Truss W. 40 * For (1) 'L' brace space nails at 2' o.c. in 18' end zones and 4' om, between zones. Diagonal brace option' 40 �0 NE AEFor (2) 'L' braces space nous at 3" o.c. vertical length may be T in 18' end zones and 6' o.c. between zones. doubled when diagonal ( 18' 'L' bracing must be n minimum of 80% of web brace is used. Connectto, n member length. diagonal brace for 3854 .L. Y at each end. Max web Brace Gable Vertical Plate Sizes total length is 14'. i 1 L----..____� *ak ,l III Vertical Length No Splice • � 2x4 DF-L #2 orLess than 4' 0' 1X4 or 2X3. better diagonal �' Grenter than 4' 0', but 2X4 Verticnl length shownbrace; singleless than 11' 6" In table above. or double cvt 18' ' ( (� Greater than ll' E' 3X ' \45' (as shown) at L- 'I e (111i PP f —_` t Refer to common truss design For ,!'�,�-''^ u er end. U Q 9 ` peek, splice, and heel plates. Connect diagonal at ontinuous Bearing /e L�TO� / Refer to the Building Designer for conditions midpoint of vertical web. '1'``N Refer to chart above For ro. ea' 4 IF,c. e% not addressed by this detail. wwVARNINGI.Ie READ AND FOLLOW ALL NOTES ON THIS OKAYING' V` ee C ,Q VI; REP ASCE7-10-GAB12030 ORIHPORTANTws FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. LU 83294PE DATE require extreme care in fabricating,handling,shipping,Installing and bracing. Refer to and /� DA 1 E 1��1�1q' follows the latest edition of BCSI(Building Component Safety Information,by TPI and SOCA) for safety 0 ` practices prior to performing these functions. Installers shall provide temporary bracing per BM, _ \ Unless noted otherwise, tap chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown far permanent lateral restraint of webs DRWG A12030ENC101014 �r '"1 / shall have bracing Installed per BC)) sections 55, 57 or BIO, as applicable, apply plates to each face 12/05/2017 //Z ( I, \ I of truss and position as shown above and an the Joint Details, unless noted otherwise. ./ L i 1..i ``moi I Refer to drawings 160,4-Z for standard plate positions. OREGON It Alpine,a division Sc ITW Building Components Group Inc. shall not be responsible for any deviation from AM ITW COMPANY ,y /�� this drawing,any failure to build the truss In conformance with ANSI/TPI 1, or for handling,shipping, ' 4i9JI'� 20.4.. a MAX TOT. CD, 60 PSP installation 6 bracing of trusses. (rw A seal on this drawing orcover page listing this drawing,Indicates acceptance of professional — engineering responsibility solely for the design shown. The uitabllity a tl of this drawing Sell Tan' 13389 Lakefront Drive for any structure Is the responsibility of the Building Designer per ANSI/TPI I Seca Earth City, e MO 63045 for more information see this job's general notes page and these web sites; X ALPINE, ww olpineitw.com, TPl: www.tpinst.orgi SBCA. www.sbcindustry.org; ICC:www.iccsaee.org Renewal 6/30/2018 MAX. SPACING 24,0„ Dak) . e De ,, aiL For Let—in VeY'tiocas Gable Truss Plate Sizes About 0 Refer to appropriate Alpine gable detail For minimum plate sizes For vertical studs. 'r. \ +Refer to Engineered truss design for peak, A \ \\ splice, web, and heel plates. // \ /// ® ®If gable vertical plates overlap, use a single plate that covers the total area of the overlapped plates to span the web. I Gablle pp.. + 2X4LPdI j 5 / \\ est,{nl Example: p J tyB 2X4 % 2X8 , di :4111111iiiiii \ 'T' Reinforcement Attachment Detail \�\ •'T' Reinforcing 'T' Reinforcing \\\\ Member Member co U . ® Toe-nail A - ❑r - ( End -noir , /`, � To convert from 'L' to 'T' reinforcing members, �-J ` multiply 'T' increase by length (based on Provide connections For uplift specified Oct the engineered truss design, appropriate Alpine gable detail) Attach each 'T' reinforcing member with End Driven Nails: Maximum allowable "T" reinforced gable vertical 10d Common (0.148'x 3.',min) Nails at 9' o.c. plus length Is 14' from top to bottom. chord. (4) nails in the top and bottom chords, 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member Rigid Sheathing Toenailed Nnlls, 4 Nall 'I 10d Common (0.148'x3',min) Toenails at 4' o.c, plus V./c' Length Increase w/ °T" Braces (4/ toenails In the too and bottom chords. 'T' ReinF. I •T• I This detail to be used with the appropriate Alpine gable detail for ASCE Mbr, Size Increase Reinforcing wind load. " Member r 2x4 30 7. ASCE 7-05 Gable Detail Drawings Example: 2x6 20 5 A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, ASCE 7-10 Wind Speed = 120 mph Gable Nails A13030051019, A12030051014, A11030051014, A10030051014, A14030051014 Mean Roof Height = 30 Ft, Kzt = 1.00 Truss spaced At ASCE 7-10 Gable Detail Drawings Gable Vertical = 24'o.c. SP 43 A11515ENC101014, A12015ENC101014, A14015ENC101014, A160I5ENC101014, 'T' Reinforcing Member Size = 2x4 A18015ENC101014, A200I5ENC101014, A200I5END101014, A20015PED101014, 'T' Brace Increase (From Above) = 307., = 1.30 A11530ENC101014, A12030ENC101014, A14030ENC101014, A16030ENC101014, (11 2,4 'L' Brace Length = 8' 7' A18030ENC101014, A20030ENC101014, A20030END101014, A20030PED101014 Maximum 'T' Reinforced Gable Vertical Length 130 x 8' 7' = 11' 2' See appropriate Alpine gable detail for maximum unreinf arced gable vertical length. 4 Nails ' 1 Ceiling ! ��EO PROFFss 0�5 �aG%NFods, 'OZ wwWARNINGIwr READ AND FOLLOW ALL NOTES ON THIS DRAWING! fy 83294PE REF F LET—jN VERT •aIMPDRTANT.r FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. yy V Trusses require evtrene care in n fabricating, handling, shipping,installing and bracing. Refer to and Ln . ./ follow the latest edition of BCSI (Building Component Safety Information, by Tel ad SBCA) for safety DATE 1(7/1)1/14 practices prior to perfcrning these eunctlons. Installers shall provide temporary bracing per BCS1. n I— i A /% Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord DRWG GBLLETIN1014 /------ _' �`. shall hove a properly attached rigid telling. Locations shown For permanent lateral restraint of webs 12/05/2017 1J fC QLr l-�� shall hove bracing Installed per BCSI sections 53, B7 or 970, as applicable. Appiy proles to each Face or truss and drawings 6 as shaven above and the iJoint De tolls, mess optedotherwise. OREGON • Pefer !n drawings 16DA-Z For standard plate positions. /,,(.5/17 Al.AN IT Y:'COMPANY Alpine, o tli.ision of ITV Building Components Group Inc, shall not be responsible For any deviation from �V V_ a this drawing, any failure to build the truss in canfornnnce with ANSI/TPI L or For handling, shipping, LY ,q0 installation 6 bracing of trdsse �/0n 14 t� MAX. TNT LD. 60 PSP A seal on this drawing orcover page listing this drawing, Indicates acceptance of professional 8 - engineering responsibility solely for the design shorn. The suitability and a of this drawing �" •�� D Li R. FAC, ANY f 13389 Lakefront Drive for any structure Is the responsibility of the Building Designer per ANSI/TPI I Sect. Earth City,Mo 83045 Forre Information s e this job's general notes page and these web sites: Ron.w\1 8130/2018 ALPINE. wwwalpineitwCom, TPlewww.tpinst.org, SBCA wwwsbclndustry.org, ICC. eww.iccsaFF.prg MAX, SPACING 24.0' ASCE 7-10: 120 mph, 30' Mean Helght, Closed, Exposure C Common Residential Gable End Wind Bracing Requirements - Stif fieners 120 mph, 300 t, Mean Hgt, ASCE 7-10, Enclosed, Exp C, or H Less than 4'6" - no stud bracing required 100 mph, 30f t, Meo rl Hgt, ASCE 7-10, Enclosed, Exp D, or 100 mph, 30f t, Mean Hgt, ASCE 7-10, Part, Enclosed, Exp C, H Greater than 4'6° to 7'6" In length Kzt = 1.00, Wind TC DL=5,0 psf, Wind BC DL=5,0 psf. provide a 2x6 stif(back at mid-height and brace stiFfbac4 to roof diaphragm every 6'0" (see detail below or Lateral chord bracing requirements refer to DRWG A12030ENC101014). Top: Continuous roof sheathing Bot Continuous ceiling diaphragm H Greater than 7'6" to 12'0° maxi provide a 2x6 stiffback at mid-height and brace See Engineer's sealed design referencing this detail to roof diaphragm every 4'0" (see detail below or for lumber, plc,tes, and other information not shown refer to DRWG A12030ENC101014), on this detoil, X Optional 2x L-reinforcement attached Nails i 10d box or gun (0,128"x3",min) nails. to stiFF back with l0d box or gun (0.128" x 3", min,) nails @ 6" o.c. i AMEMOOMMOMMA I, — °%liat* 2X4 Blocking _ nailed to \45° 1 sheathing and 24' Ma 1 each truss (Typ) 440 r \, H I,�_ - NN i 2X4 DE L #2 or better H/2 1/ diagonal brace. i- _ j Attach each end For 560#. - ontinuous Bearing / / 2x6 #2 Stif-'back attac'ned ma each 1 OPROF.. s`r/ Stud w/ (4) 10d box or gun (0.123" X 3", min.) nails. 5 �GINF� O wwVARNINGI•w READ AND FOLLOW ALL NOTES ON THIS DRAWING! Ai. 83294PE P REF GE WHALER •w1HPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. / Trusses require extreme care in fabricating, handling, shipping,installing and bracing. Refer to and / DATE 1�/l�(� L/14 fellow the lote.st edition of BCSI .Building Component Safety Information, by TPI and SBCA> For safety practices orior to performing these Functions. Installers shall provide temporary bracing per BCSI. -- — Unless noted otherwise, top chard shall hove properly attached strut Lural sheathing and bottom chord [ 11 DRWG GABRS T 10101.4 --- shall hove a properly attached rigid telling. Locations shown for permanent lateral restraint of •obs 12/05/201/ II7j ° shall hove bracing Installed per BCSI sections BJ, B7 or BID, as applicable. Apply plates to each Face OREGON /-'---- SII 11 ` —i of truss and position as shown above and on the Joint Retails unless noted otherwise L IL1rJ Refer to drawings 76DA 7 for standard plate Gro tlans lis rty 0 Alpine, a divisionof ITV Binding Components Group Inc shall not be responsible For any deviation From city AN ITVI COMPANY the trotlnp any failure to bold the Truss n conformance with ANSI/TPI 1, ar for handling, shipping, G 1'14,20 MAX, TGT. LD. SO PSF installation 11 bracing of tedsse S8 11 Ta A seal on this drawing or cover page listing this dra•ing,Indicates acceptance of professional o engineering responsibility solely far the design shown. The suitability and use of this drawing T for any structure Is the responsibility of the Building Designer per ANSI/TPI I Sec.2. 13389 Lakefront Drive Renewal 8/30/2018 Earth City,MO 63045 or a Information see this Job's general nates page and these wen sites: MAX, SPACING*ow.i Ineitw.con; TPliwww.tpins gl w ww. try.org; wwieiccsaFe.org Gable Stud Reinforcement Detail ASCE 7-10 120 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 100 ❑r: 100 mph Wind Speed, 15' Mean Height, Partiolly Enclosed, Exposure C, Kzt = 100 Or, 100 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kot 1.00 \ 2x4 �-, Brace (1) lx4 'L' Brace • (1) 2.4 'L' Brace • (2) 2.4 'L' Brace .• ,..1) 2x6 'L' Brace • (2) 2x6 'L' Broce .• 1 Bracing Group Species and Grades, Gable Vertical ' No r_ ;Spacing Species Grade `\ Braces A Group B Group A Group B Group A Group B Group A Greup B Group A Group B Group A, #1 / 00 4' 10' 8' 2' 8' 6' 9' 5' 10' 1' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0• Spruce-Pine-Fir rem-Fir P41 / 42 Standard 42 Stud _ #3 4' 7' 7' 9' 9' 3' 9' 7' 9' Il' I1' 5' 11' 10' 14' 0' 14' 0° 14' 0' 14' 0' 143 Stud 43 Standard CD u Stud 4' 7' 7' 8' 8' 2' 9' 7° 9' 11' 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0' C r Standard 4' 7' 6' 7° 7' 0' 8' 10' 9' 5' II' 5' 11' 10' 13' 10' 14' 0' 14' 0' 14' 0' Dou.las Fir-Lorcr Southern Pine•.. ly' !. #1 5' 0' 8' 4' 8' 7' 9' 10' 10' 2' 11' 8' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' 43 #2 4' 10' 8' 2' 8' 6' 9' 8' 10' 1' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0" 14' 0' stud stud Standard Standard #3 4' 8' i 7' 0' 7' 5° 9' 3' 9' 11' 11' 5' 11' 11' 14' 0' 14' 0' 14' 0' 14' 0' 't D U L Stud _ 4' 9' 7' 0' 7' 5' 9' 3' 9' I1' 11' 5' 11' 11' 14' 0' L4' 0' 14' 0' I 14' 0' Standard 4' 7' 6' 2` 6' 7' 8' 2' 8' 9' 11' 1' 11' 10' 12' 10' 13' 9' 14' 0' 14' 0' Group I?: _ 0' Her-Fir lJ tn. / #2 5' 6' 9' 5' 9' 9' l l' 1' 11' 6' 13' 2' L 3' 9° 14' 0' 14' 0' 14' 0' l 4' 3 5' 3' 9' 3' 9' 9' 10' l I' 11' 4' l 3' 0' 13' 7' 14' 0' 14' 0' 14' 0° 14' 0' 41 a Bt.- 4 r I_ r r Stud 5' 3' — 9' 3' 9' 7' 10' 11' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' 41 I C Standard 5' 3' 8' 1' 8' 7' 10' 10' 11' 4' 13' 0' 13' 7° 14' 0' 14' 0' 14' 0' 14' 0' Dou.lns Fir-Larch Southern Pine.•. #1 5' 9' 9' 6' 9' 10' 11' 3' 8' 13' 4' 13' 10' 14' 0' 4' 0' 4' 0° 14' 0' IIMIM I 41 % ( S r #2 5' 6' 9' 5' 9' 9' 11' 1' 11' 6' 13' 2' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' 42 #3 5' 5' 8' 6' 9' 1' II' 0' 11' 5' 13' 1' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' ). 154 Braces shall be SRF /Stress-Rated Board). Q D L Stud 5' S' 8' 6' 9' l' Il' 0' ll' S' 13' 1' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' ww.For 1x4 So, Pine use only industrial 59 or Standard 0' 10' 0' Industrial 45 Stress-RatedBoards. Group B#] #210' 0' 7" ' C' 10' 14' o� values naybe used with these grades. C _ SPr #3 5' 9' 10' 0' 12' 6• 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable Truss Detoll Notes, LIJ lJ r p Stud 5' 9' 10' 2' 10' 7' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Wind Load deflection criterion is L/240. CD 1' Standard 5' 9' 9' 4' 9' 11' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Provide uplift connections for 35 If over X 01 6' 4' I Gable end supports 10' 6' 10' 10' 12' 4' 12' 10' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' continuous bearing (5 psf TC Dead Load). #2 6' 1' -J 10' 4' 10' 8' 12' 2' 12' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' _ i 'Ill �I --- - - load from 4' 0' ou.tlookers 1 #3 5' 11' 9' 10' 10' 6' 12' L' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' with ?' 0' overhang, or 12' plywood overhang. D 5 L Stud 5' 11' 9' 10' 10' 6' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 5' 9' 8' 8' 9' 3' , 11' 7' 12' 5' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Syn r- About jr �1 Attach 'I_' braces with 10d 10.128'x3.0' min) nails. © Al For (11 'L' brace: space nails at 2' o.c. Gable Truss 'n 18' end zones and 4' c.c. between zones. g option, �� AEF or (2) 'L' braces, space nails at 3' o.c. Pin ono, brace o ! in 18' end zones and 6' arc. between zones, vertical length may be ■ T t doubled when diagonal i 18' x 'L" bracing must be o minimum of 80% of' web brace is used. Connect I. member length. diagonal brace For 3394 'L' — at "orb end. Max web Gable Vertical Plate Sizes tocol length is F4'. Brace 9 *X ( r Vertical Length No Splice r 2.4 0E-L 42 or Less than 4' C' 104 or 253 better diagonal 1— — 4 Greater than 4' 0', but 204 Vertical length shown brace; single ( Less than 11' 6' in table above, or double cut 18' 'k © Greater than 11' 6' 35 j i, 45' Cas shown) at _ t F� = © . Refer to common truss design For L ,i upper end. 0 0 0 0 1 0 , ' 0' peak, splice, and heel plotes. :CrConnect diogor•.el of / / / / /'ontinuous Bearing�g P'O,A..pp / / Refer to the Building Designer for conditions nidpoint of vertical web. '("4, Refer to chart above for rn.1,w4�t5. `'a' h. not addressed by this aetou. ..VURNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAWINGI c,?- REL ASCE7-10-GAB12015 ••IMPORTANT••FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W •�� Trusses require extreme core n Fabricating,handling, shipping,installing and bracing. Refer to antl r- f� ,,.� follow the latest edition of KSI (Building Component Safety Information,by TPI and SBCA) for safety ' DATE 10/01/14 // \,' practices prior to performing these functions. lnstollers shall provide temporary bracing per BCS). �% Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord DR n I- r� 1 • shall have a properly attached rigid telling. Locations shown For permanent lateral restraint n webs DPWG AI2015ENC101014 I~P''� shall have bracing installed per BCSI sections B3, B7 or BIO,as applicable. Apply plates to each face ^' f 1�I .7 ,I )I of ss and position as shown above and on the Joint Details,unless noted otherwise. 12052011 L' ,i L_ Nj Referu to drawings 160A-Z For standard plate positions. ON 3' At`I ITW COMPANY Alpine. o division of ITV Building Components Group Inc, shall not be responsible for any deviation free f((��}��'(}�' this drawing,any (allure to built the trans in eon(or nonce with ANSI/TPI I, or for handling, shipping, w� 2/VJ/ I/ installation a bracing of trusses. /r .y ids r MAX, TUT. LD. 60 PSP A seal on this drawing orcover page listing this drawing,Indicates acceptance of professional G LV 14.'2 �4 engineering responsibility solely for the design shown. The suitability and a of this drawing `YBegg Tan' 13389 Lakefront Drive for any structure Is the responsibility of the Building Designer per ANSI/TPI I Sect. • Earth City,MO 63045 Fone information s this job's general notes page and these web sites, ALPINww more TPI . t w.tpinsorg; SBCA: . wcindstry.org; ICC: www.lccsofe.org MAX. SPACING 24.0" t E. Ranaureal warvNnm