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Plans (98) S V ` - o3 )-0c1 SLv . c"3z E . Alpine, an ITW Company 8351 Rovana Circle Sacramento,CA 95828 (916)387-0116 '1 Page 1 of 1 Document ID:1 W6H7175Z 1305072147 DEC l 3 2017 Truss Fabricator: Truss Components of Oregon g CI OF TI G A R D Job Identification: 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Was -- master EL DIVISION Model Code: IRC Truss Criteria: I RC2012/TP I-2007(STD) EQ PROF. S Engineering Software: Alpine proprietary truss analysis software. Version 16.01. VG� S Truss Design toads: Roof - 42 PSF d 1.15 Duration N� �G%N E �Q Floor - N/A �lt/0 83294PE 46 p 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 'A 'vzo04 m LY 14,record, as defined in ANSI/TPI 1. `r`$@l� Tan�t 2. As shown on attached drawings; the drawing number is preceded by: CAUSR7175 R' S- 2018 Details: 12030EC1-GBLLETIN-GABRST10-12015EC1- Submitted by RTT 07:20:37 12-05-2017 Reviewer: JCJ $ $ 12/05/2017 # Ref Description Drawing# Date 1 02122--BGE 17338095 12/04/17 2 02123--B 17338084 12/04/17 3 02124--BG 17338100 12/04/17 4 02125--AGE 17338096 12/04/17 5 02126--A 17338094 12/04/17 6 02127--A1 17339002 12/05/17 7 02128--A2 17338093 12/04/17 (LCD8 02129--A2GE 17338085 12/04/17 9 02130--DGE 17338103 12/04/17 10 02131--DG 17338104 12/04/17 11 02132--GGE 17338088 12/04/17 12 02133--G 17338091 12/04/17 13 02134--G1 17338099 12/04/17 14 02135--G2 17338098 12/04/17 15 02136--G3 17338097 12/04/17 16 02137--CGE 17338102 12/04/17 17 02138--FGE 17338090 12/04/17 18 02139--HGE 17338105 12/04/17 19 02140--HG 17338092 12/04/17 20 02141--IGE 17338087 12/04/17 21 02142--I 17338086 12/04/17 22 02143--J 17338089 12/04/17 23 02144--K 17338101 12/04/17 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - BGE ) "op chord 2x4 HF #2 120 mph wind, 20.97 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. "russ designed to support 1-6-0 top chord outlooker span and Wind loads and reactions based on MWFRS with additional C&C member :ladding load not to exceed 5 PSF one face, and 24" span design. )pposite face. Top chord may be notched 1.5" deep X 3.5" AT 48" o/c along top edge.D0 NOT OVERCUT. No knots or other lumber defects Provide lateral wind bracing per ITWBCG wind bracing details or per Illowed within 12" of notches. Do not notch in overhang or heel panel . engineer of record. 2X3 studs require reinforcement at 70% of the length tabulated for 2X4 studs of the same grade. ;ee DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind )racing requirements. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. lottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. 'russ designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, :e=1.10, CAT II & Pf=21.17 psf. 5X5= T • 4 iii _ 4 111 1111111111 6-1-4 IIIIIIIIIIIIII r� ii -. 18-0-0 3X5(A1) = 5X5= 3X5(A1) 1-6-0 1-6-0 'H E I, 17-4-0 ,I, 17-4-0 k34-8-0 Over Continuous Support >1 R=149 PLF U=8 PLF W=34-8-0 RL=3/-3 PLF Jote: All Plates Are 1 .5X4 Except As Shown. Design Crit: I RC2012/TPI-2007(STD) ,`��f��V I?ROfi"S ft 'LT TYP. Wave FT/RT=2%(0%)/4(0 16.01 .► ,v.0X7111;146„ % OR/-/1/-/-/R/- Scale =.1875"/Ft. vssComponents ofOregon (503)357-2118 •"WARN INC!•• BEAD NO FOLLOW ALL NOTES ON THIS DIMING! N�, a. TC LL 25.0 PSF 825 N 4th Ave,Comelius OR 97113 ttIMPORTANT.• FURNISH THIS CRANING To ALL COMPACTORS INCLUDING THE INSTALLERS. jV� 8329gpE REF R7175- 2122 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow - DL 10.0 PSF DATE 12/04/17 Lha latest edition of eCSI (Building Component Safety Information, by Tal and aTCA) for safety practices prior to performing these functions. tInstallers shall provide temporary bracing per BCS!. Unless toted otherwise, Cap chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations sawn for permanent lateral restraint of webs shall have bracing installed per BCS BC DL 7.0 PSF DRW CAUSR7175 17338095 ` ,� above and on 12/05/2017 actions 83, 87 or 010, as applicable. Apply plates to each race or truss and position as stows A LLOJl0 N IIL'i—rte the Joint genal l,, unless notedotherwise. Bader to drawing,180A_Z for standard plate position=. BC LL 0.0 PSF CA-ENG BFR/CTT Alpine, a division of ITw Building Components Groep Inc. shall not be responsible far any deviation from this OREGON handling,, shipping, TOT.LD. 42.0 PSF SEAN— 30399 AN ITN COMPANY instatalldrawil any failure to build the trmaa .n conformance with ANSI/TPI 1, or far henlotion a bracing or trusses. A...l a professional drawing or cover page listing this drawing, Indicates acceptance of profeasiol engineering 4 SLY 14,20 . responsibility salwru . T,.suitability end use of thio drawing for any stly for the design.necture i.tee sser'Tan a DUR.FAC. 1 .15 FROM BB 8351 Rovana Circle r..pon.ibiilty of Ths o Building deignper ANSI/TPI 1 Sae.2. Sacramento,CA95R2R For more information sea this general nota,page and these web altos: __•__.-___ SPACING 24.0" .JRFF- 1WFTH7175713 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. : 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - B ) "op chord 2x4 HF #2 120 mph wind, 20.97 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. lottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member oad applied per IRC-12 section 301.5. design. )eflection meets L/360 live and L/240 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf, 'or dead load is 1.50. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X5= T 3X5% 3X5 1 .5X4 1 .5X4 4 r- llIllIllWe, _, 4 6-1-4 000017-.„-...000017-.„-.... = _ ■■ = � `` +18-0-0 L 3X10(81) = 3X5= 3X7= 4X5= 3X5 3X10(B1) 11-6-0 � 1-6-0 Fc 6-3-13 5-6-1 5-6-1 5-6-1 _l_ -3-13 9-0-14 .1_ 8-3-2 8-3-2 .1_ 9-0-614 I— 17-4-0 17-4-0 J 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: I RC2012/TPI-2007(STD) i'E'oPROpt, LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .rA, i 1 F 's'i. OR/-/1/-/-/R/- Scale =.1875"/Ft. vssComponents ofOregon (503)357-2118 as !NGL" READ Ain FOLLOW ALL NOTES ON THIS OWING1REF R7175- 2123 825 N 4th Ave,Cornelius OR 97113 eeHraaTANree FURNISH THIS ORATING To ALL CONTRACTORS INCLUDING TME INSTALLERS. li/� (4, 83294PE � Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow " TC LL 25.0 PSF DATE 12/04/17 the latest edition of BCSI (Building Component Safety Information, by TPI and RICA) for safety practices prior ,. ' DL 10.0 PSF to performing these functions, Installers shall provide temporary bracing par BCSI. Unless noted otherwise. 4111114 . ochord shall have properly attached structural sheathing and bottom chord shall have e properly attached rigid ceiling. Locations Shown far permanent lateral restraint of webs shall have bracing Installed per BCS BC DL 7.0 PSFDRW CAUSR7175 17338084 A�IO`� sections 83, B7 or 810, as applicable. Apply plates to each face of truss and position as shows,above and on 12/05/2017 LIF41 the Joint Details. unless noted otherwise. Refer to drawings 160A-Z for stanward plate positions. 1L E l! BC LL 0.0 PSF CA-ENG BFR/RTT Alpine, a division of ITR Building Components Group Inc. shell not be responsible for any deviation from this OREGON drawing. any failure to build she truss in conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY installation.bracing of trusses. 10d. C TOT.LD. 42.0 PSF SEAN- 30400 A semi on this Thing Cr cover P.O.p. listing this drawing, indicates.ee.ptanoe or prvh..lon.l engineering LV 14,20 • _ " responsibility solely Pb.'the design Desig eh.en, The suitability and....r this drawing nor aro etn.es.ae is the sae!!Tan'-� DUR.FAC. 1 .15 FROM BB 8351 Rovana Circle responsibility of see■ulldlnp Designer par ANSI/TPI 1 s.e.2. /+ C Sacramento,CA 95828 For more information see this Jobs general notes page and these web sites: SPACING 24.0" .,n,nr. ..-....._. .__,_... _a,. - - - ._.__ JRFF- 1WFTH7175713 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 ) tot chord 2x4 DF-L 240000f-2.0E :B2 2x6 HF SS: 4 COMPLETE TRUSSES REQUIRED , ' > t Webs 2x4 HF Std/Stud :W7 2x4 HF #2: Nail Schedule:0.120"x3", min. nails Top Chord: 1 Row e12.011" o.c. ipecial 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 a 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" 20 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 Isf. Calculated horizontal deflection is 0.13" due to live load and 0.13" due to dead load. leflection meets L/360 live and L/240 total load. Creep increase factor 'or dead load is 1.50. Calculated vertical deflection is 0.51" due to live load and 0.51" due to dead load at X = 13-2-3. IT PLATE LATERAL CHORD lo SIZE SHIFT BITE NOTE: THIS TRUSS MAY NOT BE REPAIRED AND MUST BE REPLACED 5] W3X5 S 2.75 IF IMPROPERLY INSTALLED OR DAMAGED. 7] W4X5 S 1.75 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] i T 4 r 4 fa w 3X5.0 W7 / 3X5a 6-1-4 7 i I r1 '`i i t 1. 18-0-o L 3X5[5] III 4X5[7] = 4X5[12] = B2 4X5[19] = 4X5= 3X5[26] III 4X16(678) = 6X8[17] __ 4X16(B7R) H0514= H0514 I< 5-3-13 >}< 4-0-1 >i< 4-0-1 >I< 4-0-1 >I< 4-0-1 >I< 4-0-1 >I< 4-0-1 >I< 5-3-13-- ->1 L- 17-4-0 _I- 17-4-0 J 34-8-0 Over 2 Supports R=13986 U=688 W=5.5" R=13022 U=633 W=5.5" U pROp Design Cr i t: I RC2012/TPI-2007(STD) �Q• -'it LT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 16.01 .. 1 e,GM ,* OR/-/1/-/-/R/- Scale =.1875"/Ft. -uss Components of Oregon (503)357-2118 ••WARNING!•• READ AND MUM Al NOTES O THIS CRANING' ff It825 N 4th Ave,Gemellus OR 97113 ••IIiGRTANT•• FU NISN THIS WANING To ALL CONTRACTORS INCLUDING,NE INSTALLERS. TC LL 25.0 PSF REF 87175- 2124 Trusses require extreme / DL 10.0 PSFre In fabricating, handling, shipping, installing and bracing. Refer to a.d follow DATE 12/04/17 the latest edition of BCS! (Building Component Safety Information, by TPI and WTCA) far safety practices prior . to performing theses functions. Installers shall provide temporary bracing per BCS1. Unless noted otherwise, op chord shall have properly attached structural sheathing and bottom chord shall have a properly attached :C DL 7.0 PSF rigid ceiling. Locations sham for permanent lateral restraint of webs shall have bracing installed per BCsI 1^/O�/2017 DRW CAUSR71 75 17338100 .4 ,P)1] o the Joint Detail=, unless noted otherwise. Refer to drawings 180A-Z farsections 83, B7 or 810, as applicable. Apply plates to each face of tea and position as shown assb ave and on Ltardard plate positions. OREGON BC LL 0.0 PSF CA-ENG BFR/RTT Alpine, a division of ITN Building Coeponerts Group Inc. shall not be reaponslble for any deviation from this drawing, any failure to build the truss in conformance with ARS!/TPI 1, or for handling, shipping, AN ITW COMPANY installation A bracing of trusses. `tLY 14,2604 �0 TOT.LD. 42.0 PSF SEQN- 30401 A Mal ib this Crewing or the d sign listing this drsuitability Indicates of halerldr of g1 fe..a1y structure t111aar �s r�.. DUR.FAC. 1 .15 FROM BB r r.apara1E11ley Ml.ly foe ens MIfD•!owls TIN allta•111ey•11.ua•of Nle al'aWlhg ref only t.elgt 1•the 8351 RovanaCircle responsibility of tll.Ilallmrp Da.Iglar per ANSI/TPI ,Sae.2. sea Ta Sacramento,CA 95828 For mare information see this Jobs general notes page and these web Sites: RanalralR/Rrli fl'R SPACING 74.Ali .,n,er. _n,. _ --- ---. wr.r. __-. or.. 0 1RFF- 1W6H7175713 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - AGE ) "op chord 2x4 HF #2 120 mph wind, 20.87 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. "russ designed to support 1-6-0 top chord outlooker span and Wind loads and reactions based on MWFRS with additional C&C member :ladding load not to exceed 5 PSF one face, and 24" span design. )pposite face. Top chord may be notched 1.5" deep X 3.5" AT 48" o/c (long top edge.D0 NOT OVERCUT. No knots or other lumber defects Provide lateral wind bracing per ITWBCG wind bracing details or per Illowed 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. iee DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind ,racing requirements. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. lottom chord checked for 10.00 psf non-concurrent bottom chord live load ipplied per IRC-12 section 301.5. "russ designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, :e=1.10, CAT II & Pf=21.17 psf. 5X5,/ = R T _, 4 5-10-15 0-5-9 ddi 11110111 Ili :_ 18-0-0 _L • 3X5(81) = 5X5 3X5(A1) _ 1-6-0 L- 16-4-2 1- 16-9-0 ,J E33-1-2 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 late: All Plates Are 1 .5X4 Except As Shown. DEQ PROF„ Design Crit: IRC2012/TPI-2007(STD) , SS, 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .�� a► d F� lQ OR/—/1/—/—/R/— Scale =.1875"/Ft. vss Components of Oregon (503)357-1118 ••1101RNINGI•• READ AND FOLLOW ALL MOTS ON THIS DRAWING! 825 N 4th Ave,Cornelius OR 97113 ••IM..77 Nr•• FURNISH THIS DRAWING m ALL CONTRACTORS INCLUDING THE INSTALLERS. Ie. 83294PE TC LL 25.0 PSFR7175—REFr 175 2125 Trussos require eatrane care in fabricai lig, MMll,g, shipping, Installing antl bracing. Rafar to eM follow DATE E the leteat edition of SCSI (Bon ding Component Safety Informaclon, by TPI a�RICA) for safety practices prior /. DL 1 0.0 PSF 12/04/17 o performing Cherie functions. Installers shall provide temporary bracing per S . Unless noted otherwise,CherieCSI op chard shall have properly attached structural sheathing and bottom Chord shall have a properly attach*d rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per RCS, 12/05/2017 :C DL 7.0 PSF DRW CAUSR7175 17338096 `� sections 83, 87 or RIO. as applicable, Apply plates to each face of transnd position as shown above and on ,4 L�O J the Joint Details, unless noted otherwise. Referto drawings,6GA-Z for'standard plate positions. OREGON BC LL 0.0 PSF CA—ENG BFR/BTT Alpine, a division of ITR Building Components Group Inc. shell not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, e�h� AN ITW COMPANY installation.bracing of trusses. /r4 "it:r u,2O m TOT.LD. 42.0 PSF SEQN— 30402 A seal Ib*Ale afr.Iy Sr covtho d sign h haw, floetitldrawing,iI l Indicate*illoor thi rdr ri R•orrany s uct reela sea-ell Tar ` DUR.FAC. 1 .15 FROM BB a A...l ehhiis.eh•hy for thr design•neon, The eI anddie us.•I this arr.irhp for.is ethveeve ie Ufa 8351 RDvana Circle rrrsohnlnhhlty of'Sao Building°..Leer per ANSI/TPI T Seo.2. Sacramento,CA95828 For more information sea this job's general nates page end these web sites: Ponawsal RIAntmoR SPACING 24.0" JRFF- 1116H7175713 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - A ) 'op chord 2x4 HF #2 120 mph wind, 20.87 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. lottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member oad applied per IRC-12 section 301.5. design. leflection meets L/360 live and L/240 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf, for dead load is 1.50. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X5= 1 ,5X4 3X5% 3X5; T 1 .5X4 4 —, 4 5-10-15 0-59 yissol,„� Ill _ ,...?r:......_„.. 18-0-0 1 T 5X5(B1) —= 3X5= 4X5-,. . 3X5= 3X10(B1) 3X7 1-6-0 r,___„, 5-8-10 __ 5-3-12 _i, 5-3-12 5-3-12 _I_ 5-3-12 J_ 6-1-8 ? 8-4-8 I 7-11-10 7-11-10 -1` 8-9-6 I- 16-4-2 _I_ 16-9-0 _I Ec 33-1-2 Over 2 Supports R=1404 U=56 R=1525 U=69 W=5.5° RL=61/-61 Design Crit: IRC2012/TPI-2007(STD) 10:14to pRQfiF06 'LT TYP. Wave FT/RT=2%(0%)/4(016.01 .#A S -1A561/4!4, i• OR/-/1/-/-/R/- Scale =.1875"/Ft. vssComponents ofOregon (503)357-2118 w"WARIINGI" READ Aro FOLLOW ALL notes MI THIS oRAIIINGI 0 k, REF R7175- 2126 825 N 4th Ave,Comelius OR 97113 eei ANtea FURNISH THIS CRANING m ALL CONTRACTORS INCLUDING THE INwouiLeNs. 63294PE TC LL 25.0 PSF 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 to performing these functions. t Installers ushall provide temporary bracing par BCSI. Unless noted otherwise, op chord shall have properly attached stn tt Tal sheathing and bottom chord=hall have a properly attached :C DL 7.0 PSF rigid ceiling. Locations ahewn for permanentlateralrestraint of webs Shall have bracing Installed per SCSI 12/05/2017 DRW CAUSR7175 17338094 , sections 83, B7 or 810. as applicable. Apply plates to each face of truss and position as shown above and an ,4 A ,L []N the Joint Details. unless noted otherwise. Refer to drawings 180A-Z for standard plate positions. BC LL 0.0 PSF CA-ENG BFR/RTT a division of ITN Building Components Group Inc. shell not be responsible for deviation from this OREGON drawing, any failure to build the truss in conformance with ANs1/Tpl 1, or for handling, shipping, •lll3 AN ITW COMPANY installation A bracing of trusses. �< 41i0'14,IC44 0 TOT.LD. 42.0 PSF SEQN- 30403 . A seal en this drawing or env.r pegs listing this drwliq, indicates acceptance or professional engineering �_(8� ' 8351 Rovana Circle responsibilityy solely ealiditinng Designer per ANSI/Tel suitability 1Soe. end uss er this drawing Ter any.cr.het. 1.in. V et'Tail .� CUR.FAC. 1 .15 FROM BB Stcmmento,CA 95828 For more Information see this Job's general notes page and these web sites, ...._.. ._.__•.....___. T.'. ___. INT'.. ........ ___. ........ ___ RanmvAl fundu7nifi SPACING 24.0" ARFF- 1W6H7175713 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ;1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - Al) "op chord 2x4 HF #2 Special loads lot chord 2x4 HF #1&Bet. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Webs 2x4 HF Std/Stud :W4, W5 2x4 HF #2: TC- From 71 plf at 0.00 to 71 plf at 16.34 TC- From 71 plf at 16.34 to 71 plf at 32.64 20 mph wind, 21.19 ft mean hgt, ASCE 7-10, CLOSED bldg, Located BC- From 14 plf at 0.00 to 14 plf at 32.64 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC PLB- 50.00 lb Conc. Load at (15.20,18.04), (17.20,18.04) IL=4.2 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live find loads and reactions based on MWFRS with additional C&C member load applied per IRC-12 section 301.5. les i gn. Deflection meets L/360 live and L/240 total load. Creep increase russ supports 200# mech unit; unit centered at 16-2-7; supported by factor for dead load is 1.50. IC; unit width 2-0-0; supported by 4 trusses. JT PLATE LATERAL CHORD No SIZE SHIFT BITE [ 8] W3X7 1.25 L 1.25 [15] W3X7 1.25 R 1.25 5X5= 1.5X4 III 1.5X4 III 4 r 4 5-10-15 3X5s% W4 W5 3X5 i C 0-5-9 ,- 0-5- 2 b V Ja $ _ 18-0-0 T 5X5(81) = 1.5X4 III 3X7[8] = H0308= 3X7[15] = 1.5X4 III 5X5(81) - - - - 5-8-10 5-3-12 10-7-8 5-3-12 5-8-0 I— 16-4-2 —I_ 16-3-8 ,I '< 32-7-10 Over 2 Supports R=1439 U=62 R=1438 U=62 RL=53/-53 Design Crit: I RC2012/TPI-2007(STD) EO PROP . Si 'LT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0 16.01 .10 6 "+w'[lp%, S OR/-/1/-/-/R/- Scale =.25"/Ft. vssComponents ofOregon (503)357-2118 "�WAId11NG1" NEAR RAW FOLLOW ALL NOTES ON This INCLUDING NBa /Ui ��j TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 ••aoraarrAur FURNISH THIS DRAWING 70 " carfpAcrops II/q IDINg t1e INSTAL LdlS. 4i 83294PE �7 REF R7175- 2127 Trusses require extreme re In fabricating, handling, shipping, Installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and yreA) for safety practices prior �,,, DL 10.0 PSF DATE 12/05/17 to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise. op chard shall have properly attached structural sheathing end bottom hard shall hallo a properly attached BC DL 7.0 PSF DRW CAUSR7175 17339002 rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BC ,4��O`� sections 83, 87 or 810, as applicable. Apply plates to each fabs of truss and position as show above and on 12/05/2017 Jthe mint Details, unless noted otherwise. Refer to drawings 180A-2 for standard plate positions. BC LL 0.0 PSF CA—ENG JCJIRTT Alpine, a division of ITN Building Components Group Inc. shall not be responsible for any deviation from this OREGON drawing, any failure to bulla the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY Inatallatlan.bracing of trusses. /3 Q TOT.LD. 42.0 PSF SE N— 30404 A seal an this drawing or cover page listing nu.drwing. Ind/wte...e.pt.,...f professions'engineering 4 41/LY 14,2O 0 r..ponel.11ity solely for the design,Semen. The suitability we or this dr wing far any structure I.the FROM BB 8351 RovanaCircle r..parl.l I Ity dr the Bunning Designer per Q6a/1Pa ,s.o.z. sell Tar•• DUR.FAC. 1 .15 Sacramento,CA 95828 For more Information see this Job's general nopage notes pe end these web sites: SPACING 24.0" JRFF- 1W6H7175713 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - A2 ) 'op chord 2x4 HF #2 120 mph wind, 20.87 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Sot chord 2x4 HF #2 :B2 2x4 HF #1&Bet.: anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. lottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member oad applied per IRC-12 section 301.5. design. )eflection meets L/360 live and L/240 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf, 'or dead load is 1.50. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X5= 3X5% 3X5 T 1 .5X4% 1 .5X4 `111111•000:: 4 4 5-10-15 0-5-12 aw u4_18-0-D 3X10(81) = 3X5a--- 4X5= B2 3X5 5X5(B1) ==- T 3X7 1-6-0 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 L 16-9-0 _I, 16-3-8 ,J I 33-0-8 Over 2 Supports ] R=1523 11=69 W=5.511 R=1402 11=56 RL=61/-60 Design Crit: IRC2012/TPI-2007(STD) do PROpA. LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .1 .+A1 R 1 . r" � S OR/-/1/-/-/R/- Scale =.187511/Ft. vss Components of Oregon (503)357-2118 ••IIARN INGI•• READ AND FOLLOW ALL NOIES ON THIS O WANG! 825 N 4th Ave,Cornelius OR 97113 ••IMMTAN.. FURNISH THIS DRAWING m ALL coma= INCLUDING 11 UMW-MS. AV 1� TC LL 25.0 PSF REF R7175- 2128 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow $3294PE the latest edition of BCSI (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 BCSI, Unless noted otherwise. top chord shall have properly attached structural sheathing and bottom chord shell have a properly attached tached 4 rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed BC BC DL 7.0 PSF DRW CAUSR7175 17338093 llI��T. s B3, 67 Sr B10. as applicable. Apply plates to each face of trussand position as shovel above and on 12/05/20)7 A 13—Noll sections epJoint Details. unless noted otherwise. Refer to drawings 1a000-Z for Standard plate positions, L BC LL 0.0 PSF CA-ENG BFR/RTT H JJII! Alpine, 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, AN ITW COMR4NY installation w bracing of trusses. 1r1i. IfZ. TOT.LD. 42.0 PSF SEN- 30405 A sol on this drawing or cover page l iKing this drawing. indicates acceptance of prefoeslanel.nginesring i VLY 14,2� V - responsibility solely for the design.flaw. The wltebllity end me of WI*drawing for any structure is the 8351 Rovana Circle responsibility or the Building Designer per ANSI/WI 1 See.2. *eel!+a� t OUR.FAC. 1 .15 Sacramento,CA 95828 For more information see this Jobs general notes pa and these V T FROM BB web".`Be,______ ___ SPACING 24.0" 1RFF- 1W6H7175713 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - A2GE ) "op chord 2x4 HF #2 120 mph wind, 20.87 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. "russ designed to support 1-6-0 top chord outlooker span and Wind loads and reactions based on MWFRS with additional C&C member :ladding load not to exceed 5 PSF one face, and 24" span design. )pposite face. Top chord may be notched 1.5" deep X 3.5" AT 48" o/c along top edge.DO NOT OVERCUT. No knots or other lumber defects Provide lateral wind bracing per ITWBCG wind bracing details or per Mowed within 12" of notches. Do not notch in overhang or heel panel . engineer of record. 2X3 studs require reinforcement at 70% of the length tabulated for 2X4 studs of the same grade. Tee DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind )racing requirements. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. lottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. "russ designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, :e=1.10, CAT II & Pf=21.17 psf. 5X5= PI 4 ,_ - 4 5-10-15 0-5-12 I U d 4 4 11 4 — i v 1 4 4 4 4 I 1 1 1 18-0-0 1 F/, / / / / / -I 3X5(A1) = 5X5= 3X5(B1) 1-6-0 I_ 16-9-0 ,I_ 16-3-8 J 33-0-8 Over 2 Supports >1 R=129 PLF U=6 PLF W=15-6-0 RL=4/-4 PLF R=111 PLF U=2 PLF W=17-6-8 Jote: All Plates Are 1 .5X4 Except As Shown. Design Crit: I RC2012/TPI-2007(STD) 04°'.�PR��€S+ 'LT TYP. Wave FT/RT=296(096)/4(0) 16.01 .►( 1ft4f `r/0 OR/-/1/-/-/R/- Scale =.1875"/Ft. ussComponents ofOregon (503)357-2118 ••WARNINGI•• READ NM FOLLOW ALL NOTES ON THIS OWNING] e ' T TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 ••IwaNrnm• FURNISH rhes CANNING To"u cottAACTONs INCLUDING THE INSTA]�a]s. w 83284PE y REF R7175- 2129 Trusses require extreme care In fabricating, handling, shipping, Installingantl bracing. Refer to and follow Cr the latest edition of BCSI (Building Component Safety Information. by TPI and RICA) for safety practices prior / - DL 10.0 PSF DATE 12/04/17 n to performing these functions. Installersshallprovide temporary bracing per BCS]. Unless noted otherwise, top Chord shell have properly attached stn Crural sheathing and bottom chord shall have a properly a cached BC DL 7.0 PSF rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per SCSI ^/ M DRW CAUSR7175 17338085 ,4�� , sections 83, 87 or 1310, as applicable. Apply plates to each face of truss aha position as shown above and on 12/05/2017 1 aha loint 3et87 unless noted otherwise. Refer to drawing=18OA_Z far standartl plate posi00 e. BC LL 0.0 PSF CA-ENG BFR/RTT L1 AlpYno, a tliVlsion of iTW Builtleng Components Gra p Inc. shell noC ba res w rsible Por a ry aevieYion Prov Chls 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. /3 'L �i C. TOT.LD. 42.0 PSF SEQN- 30406 A era on this drawing.r..v.,page listing tleis drawing, indicates acceptance a professional engineering y lY 14,�� responsibility Ity s.i.ly for us.design*horn. The fu(tedll ley Lew use of this drawing for any.trleatlr.1.,,,e ss e11 TtJth DUR.FAC. 1 .15 FROM BB 8351 Rovana Circle responsibility.r eae.BuIIdI, Designer plan ANSI/1P1 1 SIae.Y. Sacramento,CA 95828 For more Information see this Job's general notes page and these web sites, SPACING 24.0" a,.,r. ..-... ._:__,_... . - a m. ..-... _ . _ - NGJRFF- 1WBH7175713 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - DGE ) -op chord 2x4 HF #2 120 mph wind, 20.62 ft mean hgt, ASCE 7-10, CLOSED bldg, Located tot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 :W4 2x4 HF Std/Stud: DL=4.2 psf. W1, W2, W3, W5, W6, W7 2x4 HF #2: Wind loads and reactions based on MWFRS with additional C&C member russ designed to support 1-6-0 top chord outlooker span and design. :ladding load not to exceed 5 PSF one face, and 24" span )pposite face. Top chord may be notched 1.5" deep X 3.5" AT 48" o/c Provide lateral wind bracing per ITWBCG wind bracing details or per (long top edge.DO NOT OVERCUT. No knots or other lumber defects engineer of record. 2X3 studs require reinforcement at 70% of the Mowed within 12" of notches. Do not notch in overhang or heel panel . length tabulated for 2X4 studs of the same grade. ;ee DWGS A12030ENC101014, GBLLETIN1014, & GABRST101O14 for gable wind Bottom chord checked for 10.00 psf non-concurrent bottom chord live )racing requirements. load applied per IRC-12 section 301.5. )eflection meets L/360 live and L/240 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf, 'or dead load is 1.50. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. ;S) Add 2x4 x 12-0-0 HF #2 scab to be attached to one face of top chord with 10d (0.128"X3.0") nails at 6" o.c. Top edge of scab should be 1.5" below the existing top edge of the top chord. 4X5(R) IH 3X5% 3X5 4 ,- � _, 4 (S) T 3X5 1111 1111 W4 3X5 iill ild iiillif W5 "�.;, 5-4-15 I.��i �W6 „,,„.;:„.,.,„ - - `�:::_ 18-0-0 1 r — 3X5(A1) = 3X5= 5X5= 3X7= 3X5= 3X5(A1) 1-6-0 1-6-0 Fc 5-1-0-7 8 L 5-� 0 7-7 8 5-1-0 >I� 5-1-0 7-7 8� 5-1-0 7-7-8 5-1-0 "1 L 15-3-0 —I_ 15-3-0 -J i 30-6-0 Over 2 Supports d R=205 PLF U=7 PLF W=12-9-8 R=331 PLF U=11 PLF W=5-11-8 RL=5/-5 PLF Jote: All Plates Are 1 .5X4 Except As Shown. Eo PROF Design Crit: IRC2012/TPI-2007(STD) �� FS 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .F( o doFN5, e- Cl. OR/—/1/—/—/R/— Scale =.1875' /Ft. vss Components of Oregon (503)357-2118 '•WARNINGI•• READ AND FM-MALL NOTES as THIS DRAWING' (7 4 46 ' TC LL 25.0 PSF REF R7175- 2130 825 N 4th Ave,Cornelius OR 97113 ••I►PORTANr• FURNISH THIS dwFiNG TO ALL COMACTGRB INCLUDING THE iNSTAtLEas, jL 83294PE Trusses require extreme care In fabricating. handling, Whipping, Installing and bracing. Refer to aryl fellow (r / DATE 12/04/17 the latest edition of BCS' (Building Component Safety Information, by TPI and WTCA) for safety practices prior - DL DL 10.0 PSF to performing these functions. Installersshallprovide temporary bracing per BCSI. Unless noted otherwise, ,Ogihhop chard 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 BCS' DRW CAUSR7175 17338103 - I �Q sections 83, 87 or 810. as applicable. Apply plates to eacface of trussand position as shown above and on 12 05/2017 L the Joint Details, unless noted otherwise. Refer to drawings160A-2 for plate positions. BC LL 0.0 PSF CA—ENG BFR/RTT Alpine, a division of RTW 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, ,i�I� AN ITW COMPANY installation a bracing of trusses. $$ �7 t)� Jr TOT.LD. 42.0 PSF SEQN— 30407 A seal on this drawing or cover peg.listing this drawing. Indicates acceptance of pref...lan.l engineering 4 LY 14,26 0 responsibility solely far the design Shown. Tho suitability Seo.y elver 1111e er this drawing for only.trues.-e Is the *eel!Tar`� DUR.FAC. 1 .15 FROM BB 8351 Rovana Circle responsibility eT she Building Designer per ANSI/TPI I S.o.2. Sacramento,CA 95828 For more information see this Job's general notes page end these web sites: n,. ._.. .. .,.......—.., SPACING 74.0” JRFF- 1W6H7175713 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - DG ) -op chord 2x4 DF-L 2400f-2.OE 3 COMPLETE TRUSSES REQUIRED I _ i lot chord 2x6 DF-L 2400f-2.OE Webs 2x4 HF Std/Stud :W7 2x4 HF #2: Nail Schedule:0.120"x3", min. nails Top Chord: 1 Row 012.00" o.c. ipecial 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 4.06,16.06,18.06,20.06,22.06,24.06,26.06,28.06,30.06 120 mph wind, 20.87 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC !Ind loads and reactions based on MWFRS. DL=4.2 psf. )eflection meets L/360 live and L/240 total load. Creep increase factor Calculated vertical deflection is 0.51" due to live load and 0.51" due 'or dead load is 1.50. to dead load at X = 18-10-9. IT PLATE LATERAL CHORD Jo SIZE SHIFT BITE 5] W3X5 S 3.00 7] W5X5 2.75 R 2.25 : 8] W4X5 2.75 L 1.25 :10] W5X5 3.75 L 1.25 :18] W5X5 3.75 R 1.25 6X6(R1) :20] W4X5 2.75 R 1.25 :21] W5X5 2.75 L 2.25 :23] W3X5 S 3.00 5X5[10] % 5X5[18] 4X5[8] %4 �.,fl- 4X5[ 20] 3X5% 3X5 4144444444444. ' 5-4-15 -.1111111111111111111111111111111 . e. MMI Addi1111/1111114147 - 4_18-0-0 4X13 B7R) 3X5[5] III 5X5[7] = 5X7= =8X8(R) III 5X75X5[21] = 3X5[23] III 4X16(Bw = R) H0508 I< 4-9-9 >I< 3-5-13 >I< 3-5-13 >I< 3-5-13 >I< 3-5-13 >I< 3-5-13 >I< 3-5-13 >Ic 4-9-9--> 1_ 15-3-0 _L_ 15-3-0 f< 30-6-0 Over 2 Supports >1 R=11338 U=572 W=5.5" R=12555 U=633 W=5.5" Design Crit: IRC2012/TPI-2007(STD) QED PROP 'LT TYP. 20 Gau•e HS,Wave FT/RT=2%(0%)/4(0) 16.01 .FL 10 , 11,441 `S'TSj OR/-/1/-/-/R/- Scale =.25"/Ft. -uss Components of Oregon (503)357-2118 ...WARN!NG!'• READ ATD FOLLOW Au NOTES ON THIS OWING! 1 825 N 4th Ave,Cometius OR 97113 "NTrGRTANE. FURNISH THIS DRAWING TO ALL om m camas INCLUDING THE INSTALLERS. rip `' 83294PE TC LL 25.0 PSF REF 87175- 2131 Trusses require extreme c re in fabricating, handling, shipping, Installing antl bracing. Refer to end follow the latest edition of SCSI (Building Component safety Information, by TPI and TRCA) for safety practices prior �,,.-- • - DL 10.0 PSF DATE 12/04/17 o performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom eMerd shall have a properly attached n rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BC BC DL 7.0 PSF DRW CAUSR7175 17338104 All �I 1 L `� sections 83. 87 or B10, as applicable. Apply plates to each face of truss and position as shows.above and on 12/05/201 7 J NE the Joint Details, unless.noted otherwise. Refer to drawings160A-Z for standard plate pasitlona. Alpine. a division of ITN Building Components Group Inc. shall net 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 RTW COMPANY Inatallatipn.bracing of trusses. ' eC TOT.LD. 42.0 PSF SEQN- 30408 A.«1 on this drawing.r rover pegs listing this drawing, indicates... n .f prof ...alone'pro...Io e' engin..ring 4 `43'14,20 responsibility solely nor the design.ban. The suitability.wd use or this drawing for any.trudturw is c1. DUR.FAC. 1 .15 FROM BB 8351 Rovana Circle r.sp.,.IbIlity or the Building Designer per ANSI/TPI 1 S...2. ssell Tar '' Sacramento,CA 95828 For more information see this fob's general rotes page and these web sites: n.nr. ...... - SPACING 24.O" 1RFF- 1WAH7175713 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - GGE ) "op chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. 'russ designed to support 1-6-0 top chord outlooker span and Wind loads and reactions based on MWFRS with additional C&C member :ladding load not to exceed 5 PSF one face, and 24" span design. Ipposite face. Top chord may be notched 1.5" deep X 3.5" AT 48" o/c 'long top edge.DO NOT OVERCUT. No knots or other lumber defects Provide lateral wind bracing per ITWBCG wind bracing details or per 'flowed within 12" of notches. Do not notch in overhang or heel panel . engineer of record. 2X3 studs require reinforcement at 70% of the length tabulated for 2X4 studs of the same grade. lee DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind 'racing requirements. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. lottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. JT PLATE LATERAL CHORD No SIZE SHIFT BITE "russ designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, [16] W3X5 S 1.25 :e=1.10, CAT II & Pf=21.17 psf. [17] W1.5X4 S 2.50 ;S) Add 2x4 HF #2 scab to be attached to one face *** DO NOT TURN TRUSS END-FOR-END *** of top chord with 10d (0.128"X3.0") nails at 6" o.c. Top edge of scab should be 1.5" below the existing top edge of the top chord. 3X5[16] 4X5= (S) 2x4 x 6-0-0 �.�4 �..�L-,a'`\ (S) 2x4 x 8-0-0 .0140. 10011WW '11141411"°, . 000411011° IIS �* \\\44014.700111, 0 2-11-15\ 11. Ilititalli ema ■ ■ I i ■ ■ --'.41147,„4..._ 40 9-0-0 3X5= 3X5(11) 2X4(A1) = 1 .5X4[17] III L1-6-0>< 5-0-0 >1< 11-0-0 ---,--11-6-13›.1 9-2-2 _I_ 6-9-14 8-0-0 ,I- 8-0-0 I.. 8-0-0 _I_ 8-0-0 J I< 16-0-0 Over 3 Supports R=563 W=3.5" R=645 U=2 W=5.5" R=845 W=5.5" RL=48/-48 late: All Plates Are 1 .5X4 Except As Shown. ED PRpF Design Crit: IRC2012/TPI-2007(STD) F ' LT TYP. Wave FT/RT=2%(0%)/4(0 16.01 .,1: ■_vAtypsh,„ u'i OR/-/1/-/-/R/- Scale =.375"/Ft. -ussComponents ofOregon (503)357-2118 "WARNING!" READ AND Fate ALL NGTES ON THIS OWING! 825 N 4t,1 Ave,Cornelius OR 97113 "IIFORTAN.. FURNISH THIS aDRAININGG m ALL CONTRACTORS INCLUDING txe INSTALLERS. �� 83294PE �Q TC LL 25.0 PSF REF R7175- 2132 Trusses require trema re in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCS!(Building Component Safety Information, by TPI and WTCA) for safety practices prior Q.m ,. - 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 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 DRW CAUSR7175 17338088 ,4--��0` sections 83, 87 or RIO. as applicable. Apply plates to each face of tru and position as shower above and on 12/O5/2017 J 7.,,/,'-'.°::::::::7;."::77:::""""..„::: he/,tint Octal Is, unle� ted Otherwise. Refer to drawings,.GA-Z for'standard plate positions. L J L I/ BC LL 0.0 PSF CA-ENG BFR/RTT I Alpia tlivYsion of I7R Building temperance Group Inc. shell not be responsible for any deviation Fran this OREGON drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY installation&bracing oftrusses, A0 TOT.LD. 42.0 PSF SEAN- 30409 • A..al on this drawing.r owner pegs listing this drawing, Indisst..acceptance sr professional engineering 4 LY 14,1 r«ponelbll icy solely Per the design*Poen. Th.witaell Icy and u..of this drawing for aro St.vctlr. Is w 8351 RovanaCircie r..,,a,-lel I Designer per ANSI/191 1 S.e.2.icy of the Building t *aeilTar DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 For more Information see this Jobs general notes page and theme web sites: SPACING 24.0" .1RFF- 1WAH717571:3 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - G ) 'op chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. lottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member oad applied per IRC-12 section 301.5. design. )eflection meets L/360 live and L/240 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf, 'or dead load is 1.50. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 6X6 _ 4 4 7— 2-11-15 — �_ cit 9-0-0 1 .5X4 III 3X5(A1) = 3X5(A1) 1.<1-6-0 5-0-0 >i‹ 11-0-0 -c1-6-0 .-1 4< 8-0-0 '4< 8-0-0 >4 I— 8-0-0 _I, 8-0-0 1< 16-0-0 Over 3 Supports2)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: I RC2012/TP 1-2007(STD) 'ke°PROp4-S LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .7_ #,JAPPlapi, 9i OR/-/1/-/-/R/- Scale =.375"/Ft. -ussCornponentsofOregon (503)357-2118 emWARNINGIee REM Ale MUD,'ALL NOTs ON THIS OWING! 4. , TC LL 25.0REF R7175- 2133 825 N 4th Ave,Comelius OR 97113 eiI1PORTANn'ae FURNISH nos Damn ie Au.CONTRAcrBNS INCLUDING THE INSTALlENB. f4� 4, 83294PE PSF Trusses require extreme care in fabricating, handling, shipping. Instellirg and bracing. Refer to and follow --- the latest edition of Bost (Building Component Safety Information. by TPI and MCA) for safety practices prior �' ,,,,-- _ DL 10.0 PSF DATE 12/04/17 to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached stnudural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall 8880 bracing installed per BC BC DL 7.0 PSF/ / DRW CAUSR7175 17338091 ,4��O`� sections B9. 67 or B1G. as applicable. Apply plates to each of truss and s 12/05/2017 J 1 � position a shown above and m r—J the.,mint oetalla. unless mete%otte wiaa. Refer to tlrawin 180A-Z far standard plata positions. BC LL 0.0 PSF CA-ENG BFR/RTT 1 Alpine, a tlYvision of ITw Builtling Components Grap Inc. stall not ba resporrsible for a,ry tlOVletion frdn this OREGON drawing, anyfailure to build the truss in conformance with ANSI/TVI 1, or for handling, shipping, AN ITWCOMw.NY Installation.bracing of trusses. / 41/0'14,26 t4 !JCI. TOT.LD. 42.0 PSF SEQN— 30410 • A seal an this drawing or mover pepa listing this draping, Indicates.ee.ptsn¢s or prorsssl.n.l .rolnssrl t 6 ,v reapons 8751 Rovana Circle rwpmn.ieii iey arlaeti.�1ldlro Wahine,pethe dasign r ANslThs�leI suitability and 1,..Of this drawing ren aro structure,Is 4s Y 14,4 DUR.FAC. 1 .15 FROM BB Sacramento,CA9582ft For more information see this Job's general rotes page and these web sites: 8011Tao .,a,.„-. SPACING 24.0" 1RFF- 1 WFiH7175713 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 ) "op chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. lottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member oad applied per IRC-12 section 301.5. design. )eflection meets L/360 live and L/240 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf, 'or dead load is 1.50. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X5(R1) I► ---1 4 4 i 2-11-15 I' 0-6-2 e 1 .5X4 III 3X5(81) = 2X4( 1) 4-5-8 ..1..c 11-0-0 I e1-6-0 .J N< 7-5-8 'I< 8-0-0 I_ 7-5-8 L 8-0-0 J Fc 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: IRC2012/TPI-2007(STD) 014 PROFFS 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 ..1�j S'/ (�8V FF OR/-/1/-/-/R/- Scale =.375“/Ft. ussComponents ofOregon (503)357-1118 "IW1RNINCIee AM FOLLOW ALL NOES a THIS I71IMI REF R7175- 2134 825 N 4th Ave,Comelius OR 97113 aa1WPORTANT” FURNISH THIS OWNING TO AIL COMPACTORS INCLUDING THE INBTALLERB. j�� $8294PE '�TC LL 25.0 PSF Trusses require itio @ofremeBCS care in fabricating, fetyI handling, shipping, installing d antl bracing. Rayer to and follow i'1,' DL 10.0 PSF DATE 12/04/17 the latest edition of 8051 (Building Component Safety Information, by TPI and WrCA) for safety practices prior To performing these functions. Installers shall provide temporary bracing per BCS1. Unless noted otherwise, op chord shall have properly attached structural sheathing and bottom chord shell have a properly attached :C DL 7.0 PS F rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCsi 121QJ/Lol7 DRW CAUSR7175 17338099 rn '1�`� ... sections 83, B7 or 810. as applicable. Apply plates to each face of trussand position as shown above and on II L Je Join,Details. unless noted otherwise. Refer to drawings 160A-Z forstandardplate positions. BC LL 0.0 PSF CA-ENG BFR/RTT NE Alpine. a division of ITN Building Components Group Inc. shall not be responsible for any deviation frau thls OREGON awing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN ITWCOMA4NY inristallatl88 i bracing of trusses. 1 14 le /f= TOT.LD. 42.0 PSF SEAN- 30411 s • A sol ab this drawinaoI.Iy sr maser WP I shown. this drwing, IMIwW saeepeeros of Prefesslnsrl srglwrifg `V apaulbiiity solely for Ow design Tne suitability sod w of emit drawing for any innnotura.le the 8351 RovanaCirele responsibility of the Building Owignsr pose ANSI/TPI 1 See.2. Se ell Tar 5 DUR.FAC. 1 .15 FROM BB Sacramento,CA95szs AlniAle For more information dee this Job's general noted page and these web sites: SPA(:I N(; 24.0" .1RFF- 1Wf]H71757l l 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 ) 'op chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x6 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. lottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member oad applied per IRC-12 section 301.5. design. )eflection meets L/360 live and L/240 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf, 'or dead load is 1.50. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X5= 14 4 1 2-11-15 l 0-8-2 _ 1111 9-0-0 3X5(61) _ 1 .5X4 III 3X5(A1) 3-11-8 11-0-0 >L 1-6-0- Ic 6-11-8 > c 8-0-0 I_ 6-11-8 _I— 8-0-0 _1 1 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 Design Crit: I RC2012/TPI-2007(STD) ��PROF S 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .91 0 4U4g� s4 OR/-/1/-/-/R/- Scale =.5"/Ft. .uss Components of Oregon (503)357- 118 `'WARNINGIwe Neap AND FOLLOW ALL NOTES ON THIS INGI '� 825 N 4th Ave,Comelius OR 97113 eeI1 ORTANTee FURNISH THIS DONNING To ALL carlRACTORs INCLUDING THE INSTALLERS. 83294PE ISDI/ 9 TC LL 25.0 PSF REF x7175— 2135 Trusses require extreme care in fabricating, handling, shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and W)CA) for safety practices prior /: DL 10.0 PSF DATE 12/04/17 to performing these functions. Installers shell provide temporary bracing per BCS1. Unless noted otherwise, op chord shell have properly attached structural sheathing and bottom Chore shall have a properly attached :C DL 7.0 PSF ,04111164 rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI ::::::: DRW CAUSR7175 17338098 ,4 1 . sections B3, B7 or 810. as applicable. Apply plates to each face of truss and position as shown above and on IJ the Joint Details, unlessted otherwise. Refer to drawings 100A_Z for standard plate positions. BC LL 0.0 PSF CA-ENG BFR/RTT Alpine, a division of ITW Building Co p responsible for any deviation from this N �J g s in conformance Inc. shell net be drawing, any a bracing go build see truss in conformance with ANSI/TPI ,, or for handling, shipping, 04 t� TOT.LD. 42.0 PSF SEQN- 30412 AN ITW COMPANY in`t`o`tier a bracing or cruaaea drawin thi dro Awl ea,this solsly or cavae papa Moan. Oh. uita ili Ilal d tasuse of this al Ni prorogfef c y s aetlro la engineering; `S @11 Tar,.. DUR.FAC. 1 .15 FROM BB raapo,Ribll Ity eel sly Tor tM aaal¢1`lean. 7M suitability l Anel use of this al'aiairo for a.y atrYCtYra la tM 8351 Rovana Circle responsibility of the Ouliding Daalgnar per ANSI/TPI 1 Saa.2. Sacramento,CA 95828 For more information see this Job's general ,etas page and these web sites: O.._.......i a,In,an,a SPAT I Nf; 74.0" .1RFF- 1WAH7175713 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 ) "op chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. .eft end vertical not exposed to wind pressure. Wind loads and reactions based on MWFRS with additional C&C member design. lottom chord checked for 10.00 psf non-concurrent bottom chord live load Ipplied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. russ designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, :e=1.10, CAT II & Pf=21 .17 psf. JT PLATE LATERAL CHORD No SIZE SHIFT BITE [ 3] W1.5X4 S 2.25 6X6(R1) 4 I 3X5(R) 'i dOik la14 WA 2-11-15 2-5-15 1 .5X4[3] III 3X5= 9-0-0 2X4(A1) L-1-6-0- 1.0 -1-6-0 + 8-0-0 I, 1-6-0 ,I_ 8-0-0 `I 1 9-6-0 Over 2 Supports i R=395 R=562 W=5.5" RL=-44 Design Crit: I RC2012/TPI-2007(STD) ��PRC?/c�SS 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .',<� ( c'81 �• OR/—/1/—/—/R/— Scale =.5"/Ft. MSS Components of Oregon (503)357-1118 •�.ARNINGI•H MEAD AND FOLLOW ALL Motes ON THIS gI l N �' `' �TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 ..IIVOttAMT.. FURNISH THIS OWNING TO ALL CONTRACTORS INC LOINB nM: INSTALLERS. REF R7175— 2136 Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Refer to and fellow ��, . DL 10.0 PSF DATE 12/04/17 the latest edition of BCSI (Building Component Safety Information, by TPI and AICA) for safety practices prior o performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, dligibk, ea top chard=hall have properly at tached struct ral sheathing and bottom herd shall have a properly attached :C DL 7.0 PSF DRW CAUSR7175 17338097 rigid ceiling. Locations shown for Applyplaeral restraint of webs shall have bracing installed per BCSI 12/05/2017 A [N a sections B3, B7 or B10unless as noted applicable. ther ferias to each face of truss and position as sloven above and on clm Joint Details, unless noted b . Refer is drawings woe of for stand plate positions. Alpine, a division of ITh Building Components Group Inc. shall net be responsible for any deviation from this OREGON BC LL 0.0 PSF CA—ENG BFR/RTT awing, any failure t build the truss in conformance with ANSI/TP1 1. or for handling, shipping, 13 AN ITw COMPoN iY ;ata i i at ion a bracing of trusses. •Z <lb c TOT.LD. 42.0 PSF SEAN— 30413 • A...l all ante drawing or ewer page listing this drawing, Indianan acceptance of pr.f...lw,.I engineering t/ tY 14.1 r«van.iel l it,solely few she design mit The saabl i icy and use of drawing for any structure la the 8351 Rovana Circle r..Pon.Iblu .lrSs ty of yr sanding D. gn.r pANSI/7AI 1 S.e.2, a,!Tao DUR.FAC. 1 .15 FROM BB _ + Sacramento,CA95828 For more information www this job's general tutee pages and rheas web sites: 4—sees...—.cynaon4R SPACING 24.0" .IRFF— 1WAH717571 l 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 ) 'op chord 2x4 HF #2 120 mph wind, 19.13 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP 8, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. ;ee DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Wind loads and reactions based on MWFRS with additional C&C member )racing requirements. design. lottom chord checked for 10.00 psf non-concurrent bottom chord live load Provide lateral wind bracing per ITWBCG wind bracing details or per Ipplied per IRC-12 section 301.5. engineer of record. 2X3 studs require reinforcement at 70% of the length tabulated for 2X4 studs of the same grade. 'russ designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, :e=1.10, CAT II & Pf=21.17 psf. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. russ designed to support 1-6-0 top chord outlooker span and :ladding load not to exceed 5 PSF one face, and 24" span )pposite face. Top chord may be notched 1.5" deep X 3.5" AT 48" o/c )long top edge.D0 NOT OVERCUT. No knots or other lumber defects )flowed within 12" of notches. Do not notch in overhang or heel panel . 4X5= PII 4 1 p 0 1 4 2-5-4 lb, IhllIlllIIIIIIIIiIIIIiik..- i i i i i 4_18-0-0 // / / 7 / / / //// / / / , // / // 2X4(A1) = 2X4(A1) -1-6-0-4.1 L-1-6-0-->.1 6-4-0 6-4-0 H12-8-0 Over Continuous Support '-I R=158 PLF U=5 PLF W=12-8-0 RL=3/-3 PLF Jote: All Plates Are 1 .5X4 Except As Shown. ,E,o - -Oar Design Crit: IRC2012/TPI-2007(STD) 4'� FS► 'LT TYP. Wave FT/RT=2% 0% /4 0 16.01 .fr SN ( ) ( ) ��V FR ) OR/-/1/-/-/R/- Scale =.5"/Ft. TJssCom nentsofOregon (503)357-2118 "•MARNINGIem NEAR AND FOLLOW ALL NOTES a THIS DRAWING! C9 l4 /Q 2 TC LL 25.0 PSF •.MORTANr•• FURNISH THIS BRAINING To ALL W71pACTaRS IN0.aDING THE INSTALLERS. 83294PE 825 N 4t Ave,Gemellus OR 97113 ;� REF R7175- 2137 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow �„ . --- DL 10.0 PSF DATE 12/04/17 the latest edition of 8CSI (Building Component Safety Information, by TPI and WI-CA) for safety practices prior o performing these functions. Installers shall provide temporary bracing per SCSI. Unless toted 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 DL 7.0 PSF DRW CAUSR7175 17338102 A.S F• -3=N T. the ionsJoin 83, ai or unless as appinoted other Apply Refer to to each face of cru and position as ion above and on l�/OS/LOl7 l'''lll� Illl��r� the Joint Details. unless oted eons wise. Rarer to drawings,>oA_Z far standard pate positions. BC LL 0.0 PSF CA-ENG BFR/RTT Alpine, a division of ITN Building Conpanents Group 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. 'n 4/ �g t TOT.LD. 42.0 PSF SEAN- 30414 • A seal on this drawling or cower page listing this drawing, Indicates acceptance or pron.sion.l engineering 4 la.14,2� leo r the 8351 Rovana Circle respawlbility or solely RWilding�Designer per ANSI/1 1 1.ty.2 and use of this drawing for any et.,hgt,..is the s$eli Tar` DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 For more information see this Job's general notes page and these web sites: SPACING 24 n JRFF - 1W6H7175713 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - FGE ) -op chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. lee DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Wind loads and reactions based on MWFRS with additional C&C member tracing requirements. design. iottom chord checked for 10.00 psf non-concurrent bottom chord live load Provide lateral wind bracing per ITWBCG wind bracing details or per applied per IRC-12 section 301.5. engineer of record. 2X3 studs require reinforcement at 70% of the length tabulated for 2X4 studs of the same grade. russ designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, le=1.10, CAT II & Pf=21.17 psf. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 'russ designed to support 1-6-0 top chord outlooker span and :ladding load not to exceed 5 PSF one face, and 24" span apposite 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 illowed within 12" of notches. Do not notch in overhang or heel panel . 4X5 P P ■ 4 1 II k i 4 2-1-15 M I Lf ll : im 9-0-0 //// / / , / / / / 2X4(A1) -. 2X4(A1) L-1-6-0--1 L-1-6-0- I_ 5-6-0 ,I_ 5-6-0 J Fr 11-0-0 Over Continuous Support >] R=161 PLF U=0 PLF W=11-0-0 RL=3/-3 PLF tote: All Plates Are 1 .5X4 Except As Shown. Eo PROF A. �,FL Design Crit: IRC2012/TPI-2007(STD) .6 'LT TYP. Wave FT/RT=296(0%)/4 0 16.01 .ff v f�1 V F� `% OR/-/1/-/-/R/- Scale =.511/Ft. ussCom nentsofOregon (503)357-'1118 '•AARNINGI•• READ Ivo FOLLOW ALL NOTES ON THIS DRAWING! C2 • p TC LL 25.0 PSF REF R7175— 2138 ••IIPOItiANr•• FURNISH THIS DRAWING To ALA.CONTRACTORS INCLUDING THE INSTALLERS. 825 N 4t Ave,Comelius OR 97113 83294PE Trusses require extreme re In fabricating, handling, shipping, installing and bracing. Refer to aro fellow .- - DL 10.0 PSF DATE 12/04/17 the latest edition of Best(Building Component Safety Information, by TVI and NfCA) for safety practices prior to performing these Functions. Installersshall provide temporary bracing per SCSI. Unless noted otherwise. top chord shall have properly attached structural sheathing and bottom chard shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per Bcsl /�1 BC DL 7.0 PSF DRW CAUSR7175 17338090 I�� actions 83, B7 or Si:, as applicable. Apply plates to each face of trussand position as shown above and on 1 2/05/2017 ■LL 14 1 A III....._._... the Joint Details, unless noted otherwise. Refer to drawings 180A-z for standard place positions. BC LL 0.0 PSF CA-ENG BFR/RTT Lk I `V'1111�� Alpine, a division of ITN Building Components Group Inc. shall not be responsible for any deviation from this OREGON drawing, anyfailure to build the truss in conformance with ANSI/TVI 1, or for handling, snipping, AN ITW COMPANY installation.bracing of trusses. /* "L fp Ie TOT.LD. 42.0 PSF SEQN- 30417 . A...1 on this awing Sr waver papa listing this drawing, indlest..acceptance of professional engineering G LP 14,2 `v responsibility ee s1nhh1ey Sr the Sfeenidiinng design I�pn rrpar AIBIsuitability 1=1 S.e p. l use of this arwirg far any structure I.CM veer Tao ` OUR.FAC. 1 .15 FROM BB 8351 RovanaCircle f p Sacremtmto,CA95828 For more information see thls Jobs general notes page and these web sites: SPACING 24.0" 1RFF 1WAH7175713 wanner. . ,__._... . .a.. ...... • --. ...... _ . .,....,...-- NG 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 - HGE ) 'op chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. ;ee DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Wind loads and reactions based on MWFRS with additional C&C member )racing requirements. design. lottom chord checked for 10.00 psf non-concurrent bottom chord live load Provide lateral wind bracing per ITWBCG wind bracing details or per Ipplied per IRC-12 section 301.5. engineer of record. 2X3 studs require reinforcement at 70% of the length tabulated for 2X4 studs of the same grade. "russ designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, :e=1.10, CAT II & Pf=21.17 psf. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. "russ designed to support 1-6-0 top chord outlooker span and :ladding load not to exceed 5 PSF one face, and 24" span )pposite face. Top chord may be notched 1.5" deep X 3.5" AT 48" o/c along top edge.DO NOT OVERCUT. No knots or other lumber defects Mowed within 12" of notches. Do not notch in overhang or heel panel . 4X5= I4 4 1 1-3-15 9-0-0 i / / . / i // 2X4(A1) = 2X4(A1) 1 .5X4 III L--1-6-0-4J L<--1-6-0-- 3-0-0 I_ 3-0-0 -I k6-0-0 Over Continuous Support :{ R=186 PLF U=1 PLF W=6-O-0 RL=4/-4 PLF Design Crit: I RC2012/TPI-2007(STD) �.N��PRt�FFS 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .ftf'� sA �`1'i. OR/-/1/-/-/R/- Scale =.5"/Ft. vss Components ofOregon (503)357-1118 **WARNING!" READ NO FOLLOW ALL NOTES ON THIS OWING! �, 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 ..I►PdtTANTe NG FINNISH THIS ORATING TO ALL TORS INCLUDING THE INSTALLERS. jji 83294PE TC LL REF R7175- 2139 Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and follow ' the latest edition of BCsi (Building Component Safety Information, by TPI and WTCA) for safety practices prior - DL 10.0 PSF DATE 12/04/17 fo performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, op chard 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 Besl BC DL 7.0 PSF DRW CAUSR7175 17338105 r ` PIJ N E 'Standard plate positions. sections 83, 87 or 810, as applicable. Apply plates to each face of cru and position as shown above and on )2�05/201 , the joint entails, unleaa oared otherwise. Rafe to drawing,,BGApositions.,4 III[== BC LL 0.0 PSF CA-ENG BFR/RTT Alpine, a division of ITW 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 IrweoMR4r ,1� w installation.bracing of trusses. /rr.� C TOT.LD. 42.0 PSF SEQN- 30418 A seal on this drawing of loader pege listing rills drwtng, indicate..ee.pt.nwe of professional engineering 4 tY 14.20 t'b a respan albl Illy.el.iy for the design*hewn. The suitability end usa of this drawing for any structure I.the Se Tar.� DUR.FAC. 1 .15 FROM BB 8351 Rovana Circle responsibility of 88.Building Designer per ANSI/TPI 1 S.e.2. Sacramento,CA 95828 For more information see this job's general notes page and these web sites: SPACING 74-n" . w m. ..-... — 1RFF— 1WFiH7175713 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 ) 'op chord 2x4 HF #2 Special loads lot 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 20 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 inywhere 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 )L=4.2 psf. Wind loads and reactions based on MWFRS. lottom chord checked for 10.00 psf non-concurrent bottom chord live load ipplied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 4X5= 4 1 � 4 1-3-15 —mlidillailibl i - 9-0-0 l.\ l 1 .5X4 III 2X4(Al) -- 2X4(A1) F` 3-0-0 >1.c 3-0-0 L- 3-0-0 ,L, 3-0-0 J I6-0-0 Over 2 Supports i R=401 U=6 W=5.5" R=408 U=6 W=5.5" Design Crit: IRC2012/TPI-2007(STD) ,€AV PROp�S 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .'``0 Glirpj 4. 4370 OR/-/1/-/-/R/- Scale =.5"/Ft. lass Components of Oregon (503)357-1118 ";►WUVIINCI"" READ AN)FOLALL NOTES ai TINS INOI �0 83294PE�i 1 'L TC LL 25.0 PSF REF R7175— 2140 825 N 4th Ave,Cornelius OR 97113 ""IIPaRTAir"• Maim Tits DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme re in fabricating, handling, shipping, installing and bracing. Refer to and follow •, DL 10.0 PSF DATE 12/04/17 the latest edition of BCSI (Building Component Safety information, by TPI and WTCA) for safety practices prior o performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, to chord shall have properly attached structural sheathing and bottom Chord Shall have a properly attached 0 PSF regio telling. Locations shown for permanent lateral restraint of webs shall have bracing installed acs . BC DL 7DRW CAUSR7175 17338092 , I --- sections 83• 87 or 87g, as applicable. e. R pietas to wing face of for and position as Sheen above and an 1��QS��Q17 J tAl mint Retail=, not IT Builoted Inarrwi"r. Refer to drawings l8not a restamerd Plates ny=deviS. ation BC LL 0.0 PSF CA-ENG BFR/RTT Alpine, a y failure of ITU Building Components Group Inc. shell not be responsibly for any tlpping,on from this OREGON awing, any failure co build the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY installation.bracing of trusses. N11 t� m TOT.LD. 42.0 PSF SEQN- 30419 s A..al on US*droving or sneer page listing'al.drawing, Indicates acceptance or professional engineering �` LY 14,2� 8351 Rovana Circle :�IbII,ty solely te Buuildiinng design At6i�l 1 Son 2.,d �.e of tl1i,drawing .�,structure is the sSell Tan DUR.FAC. 1 .15 FROM BB Sactamento,CA95828 For more information awes this Job's general notes page end these web sites, __._____._ SPACING 74.0" .1RFF- 1WFTH7175713 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 ) 'op chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. ;ee DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Wind loads and reactions based on MWFRS with additional C&C member )racing requirements. design. lottom chord checked for 10.00 psf non-concurrent bottom chord live load Provide lateral wind bracing per ITWBCG wind bracing details or per applied per IRC-12 section 301.5. engineer of record. 2X3 studs require reinforcement at 70% of the length tabulated for 2X4 studs of the same grade. russ designed to support 1-6-0 top chord outlooker span and :ladding load not to exceed 5 PSF one face, and 24" span Deflection meets L/360 live and L/240 total load. Creep increase )pposite face. Top chord may be notched 1.5" deep X 3.5" AT 48" o/c factor for dead load is 1.50. Hong top edge.DO NOT OVERCUT. No knots or other lumber defects Mowed within 12" of notches. Do not notch in overhang or heel panel . 1 .5X4 III 1.5X4 III 4 1 1-7-15 If .....dIIIIIIIIIIIIIIIIIll 0-4-7 il / 9-0-0 r 2X4(A1) = 1 .5X4 III 1 .5X4111 3-10-8 Over Continuous Support r —� R=127 PLF W=3-10-8 RL=5 PLF ) Design Crit: IR FT/RT 2% 10%0/04 (OTD) 16.01 . 1��0P `s4› OR/-/1/-/-/R/- Scale =,5 /Ft. LT TYP. Wave ( ) ( ) FM � `" � . „ vssComponents ofOregon (503)357-2118 "'WARN!NG!" READ Aro RUM ALL NOTES ON THIS DRAWING! (' IP la TC LL 25.0 PSF REF R7175- 2141 825 N 4th Ave,Cornelius OR 97113 "INPORTANT" FURNISH THIS DRONING To ALL CONTRACTORS INCLUDING THE INSTALLERS. jjr $3294PE Trusses require extreme care in fabricating, IP lahandling,Information, by TPI and WTCA) for safety practices prior to performing thea.functions. Installers shall provide ary bracing per 8051. Unless noted otherwise, top chshall M1eve properly etlaehed structural sheathingngend bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCS BC DL 7.0 PSF DRW CAUSR7175 17338087 LP] sections B3, B7 or 810, as applicable. Apply plates to each face of truss and position as shown above and m 5 7 IIILI''�OJ y the Joint Details, unless noted otherwise. Refer to drawings 180A-Z for standard plate positions. 12/0"/�O� Alpine. a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this OREGON BC LL 0.0 PSF CA-ENG BFR/RTT the awing, any failure to build the in conformance with ANSI/TPI 1, or for handling, shipping, AN am/COMPANY installationbracing of trusses. /3S C TOT.LD. 42.0 PSF SEQN- 30420 . A seal an this drawing or cover p.g,lifting this drwlro, Indicoetor. .pr nae of professional engineering G L1'14,2 0 reapol.lbl l Iq bTor ea solely ss the design Mown. Th.suitability and use of this drawing for aro,structure 1.the DUR.FAC. 1 .15 FROM BB 8351 RovanaCircle reepoealblllty of the Building Beeline,per ANSI/TPI 1 s.e.2. ell Tar s Sacramento,CA 95828 For more information vee this Job's general notes pa ge and rheas web sites: ._.-_.---_ SPACING 24.0" JRFF- 1W6H717571 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 - I ) 'op chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. lottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member oad applied per IRC-12 section 301.5. design. )eflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 1.5X4 III 41 ill ' 1-7-15 —,,oill/glliglIlldk V I, 0-4-7 LMI J _40-0-0 ' —1-- 2X4(A1) 1 .5X4 III 3-8-12 1"12 —11 FEE3 Over 2 Supports R=170 R=159 U=3 RL=21 'LT TYP. Wave Design Crit: I FT/RT 2%(0%)/04(/(OTD) 16.01 .P�"`6A0OpISs'i OR/-/1/-/-/R/- Scale =.5"/Ft. vss Components of (503)357-2118 "IMARNIPM31"" MEAD Aro FOLLOW ALL tags ON THIS DRAWING!po "..HomTANT" NuwlSil THIS DIMING To ALL CONTRACTORS IMLDING THE INSTN-LENS. �` 83294PE TC LL 25.0 PSF 825N4thAve,CorneliusOR97113 _ REF R7175- 2142 Trusses require extreme BCS re in fabricating, Safety Information, , shipping, installing and bracing. Refer to and follow r it �,, - DL 10.0 PSF DATE 12/04/17 the latest edition of BCsI (Building Component safety Informed on, by TPI and WfCA) for safety practices prior o performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise. to chord shall have properly attached structural sheathing and bottom chord shell have a properly attached BC DL 7.0 PSF rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per SCSI DRW CAUSR7175 17338086 ,4 LL 0[1 N^ het onscin 63, ai or unless as appinoted other Apply plates to each face of Tor and position as sties above and m 1 1JAC1 01 ' 'llLlr�_J—� Che Joint Details. unless noted etherwisw. Refer to drawings 180A-Z Tor standard plates positions. 1L/VJ/L l BC LL 0.0 PSF CA-ENG BFR/RTT Alpine, a division of ITN Building Components Group Inc. shall not be responsible for any deviation from this OREGON awing, any failure to build the truss in conformance with ANSI/TPI 1. or for handling, shipping, Q TOT.LD. 42.0 PSF SEQN- 3042 1 AN ITW COMPANY installation.bracing or trusses i A seal eh this drawing Sr rover p.0.I Istlne this drawing, Indicates.ea.pt nea Sr professional engineering �j �LV 14,20� 835114) RBvana Circle responsibility of solely BBuuildingthe�Designer peign r ANSI/TPThe 1 1 Seo.z.w,urn Sr this drawing fear any•Cr1lctUr.is L1• ssell Tan's DUR.FAC. 1 .15 FROM BB Sacramento,CA95828 For more information see this Jobs general nates page and these web sites: _ SPACING 74 17 1RFF 1W6H717571 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 ) -op chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. lottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member oad applied per IRC-12 section 301.5. design. )eflection meets L/360 live and L/240 total load. Creep increase factor 'or dead load is 1.50. 1 .5X4 III 4 1 i 1-7-15 i _i 9-0-0 — =� 1 .5X4 III 2X4(A1) LE--1-6-0- 3-10-4 'C12 H-4-0-0 Over 2 Supports H R=316 U=1 W=5.5" RL=30 R=137 U=1 Design Crit: I RC2012/TPI-2007(STD) (.e0 PROp TYP. Wave FT/RT=2%(0%)/4(0) 16.O1 .',u •„ 14e'f� '7. OR/-/1/-/-/R/- Scale =.5"/Ft. 825Components of Oregon (503)357-'!.118 "WARM RNI H READ Faun.ALL NOTES RA ON THIS QIMINDI (? 4, TC LL 25.0 PSF REF R7175- 2143 825 N 4th Ave,Cornelius OR 97113 t'IwoarANre FURNISH THIS MARINO TO ALL CONTRACTORS IN0.1DIN0 THE INSTALLERS. jV $3294PE Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow it 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. Installersshall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural ctural sheathing and bottom chord shall have a properly a teched rig"°`®"ing. Locations shove for permanent lateral restraint of webs shall have bracing installed per SCS BC DL 7.0 PSF DRW CAUSR7175 17338089 5/2017 ,4 ILL — sections 83, 87 or 810, as applicable. Apply plates to each face of truss and position as shown above and on L J I1 trw JofnC Detaf unless noted othorw iso. Refer Co draw;nga/80A_Z for staMtlrtl plate positions ��0 EGO Alpena, a any failure of Ibu Bplidi g ussInenta o oup Int. shall net eaponalcan far a y deviation from this OREGON BC LL 0.0 PSF CA-ENG BFR/RTT drawing, failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN ITWCOMaoNY installation.bracing of trusses. "'A C TOT.LD. 42.0 PSF SEQN- 30422 w A.esl on hale dr.wln0 or Bever p.0. I Laing Chi.dreeing, Indle.tes accept.nes of professions, wain..rins 4 443'14,20 0 responsibility solely far the assign.Mee. The suitability end nee of this drawing for any structure Is the s DUR.FAC. 1 .1 5 FROM BB 8351RovaIiaCllCle responsibility of the Building Designer per ANSI/WI 1 See.2. eels Tan Sacramento,CA 9$828 For more information sae this Job's general rotes page and these web sites, nl.,r. ...... . .__._...--_. n,. a.r.... ....... _. ,-_.---._-- _ .-.__.__._ SPACING 74.1) JRFF— 1WBH7175712 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - K ) 'op chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. lottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member oad applied per IRC-12 section 301.5. design. )eflection meets L/360 live and L/240 total load. Creep increase factor 'or dead load is 1.50. 1 .5X4 III 4 1 • '1:' 0-11-15II i-� V .. 9-0-0 1 .5X4 III 2X4(A1) L-1-6-0—›-I H1-10-4��z 2-0-0 Over 2 Supports R=32 U=4 R=259 U=15 W=5.5" Design Crit: I RC2012/TPI-2007(STD) ,QED PROF 'LT TYP. Wave FT/RT=2°6(00/4(0) 16.01 .►! G `r..". OR/-/1/-/-/R/- Scale =.511/Ft. vssComponents of Oregon (503)357-2118 •;NAR FU imm READ Ano FOLLOW ALL NOTES ON THIS DRAWING! )C��93 �a "'lb 'f. TC LL 25.0 PSF REF R7175- 2144 825 N 4th Ave,Cornelius OR 97113 ..IIPONTRR FURNISH THIS ORNNING To ALL CONTRACTORS INCLUDING THE INSTALLERS. +b $3294PE Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and fellow DL 1 0.0 PSF DATE 12/04/17 the latest edition of 8051 (Building Component Safety Information, by TPI and NTCA) for safety practices prior ./". o performing thane functions. Installers shall provide temporary bracing per BCS!. Unless noted otherwise, te, / op chord shall have properly attached structural sheathing and bottom chord shall have a properly a tatbad BC DL 7.0 PSF DRW CAUSR7175 17338101 rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per 8C LCL 1 11 N actions 83, BT n, 8,0, as applicable. Apply plates to each face of trussand position as shown above and on 12)05)201 7 ) the Joint Details, unless noted otherwise. Refer to drawings 180A-Z for standard plate positions. 1 /! BC LL 0.0 PSF CA-ENG BFR/RTT Alpine. a division of ITW Building Components Group Inc. shall net be responsible for any deviation from this OREGON awing, any failure to build the truss in conformance with ANSI/TPI ,, or for handl Ing, shipping, AN ITW COMPANY Intal latish.bracing of trpaa.a. C TOT.LD. 42.0 PSF SEAN- 30423 r A..l en u1•drawing or cover pope I!.ting this drooiro. Indl..t s■eo.pr hon.or pronn.elvNl.npIne.rInp 4 SLY 14,21'� O1 reepe lbIllty solely nor Atha design.wan. The suitability and wo of this drawing for any.il.icture Is w s DUR.FAC. 1 .15 FROM BB 8351 RovanaCircie r..po.Niblllty of tho gunning Designs per ANSI/TPI , Set.2. Sell Tar Sacramento,CA 95828 For more information see this Job's general nates page and these web sites: SPACING 24.0" .1RFF- 1W6H7175713 Cable Stud Reinforcement Detail ASCE 7-10: 120 mph. Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1..00 Or= 100 Mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or: 100 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 2x4Brace (1) 1x4 'L' Brace * (1) 2x4 'L' Brace * (2) 2x4 'L' Brace •x (1) 2x6 'L' Brace * (2) 2x6 'L' Brace •• Bracing Group Species and Grades: Gable Vertical No Spacing Species : Grnde\„,,,,,,::„ Braces Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B Group A: Spruce-Pine-Fir Hera-Fir #1 / #2 4' 7 7' 10° 8' 1' 9' 3' 9' 7' 11' 0' 11' 5' 14' C' 14' 0' 14' 0° L4' 0' Al / p2 Standard #2 Stud U #3 4' 4' 7' 2' 7' 8' 9' 1' 9' S' 10' 10' 11' 4' 14' C" 14' 0' 14' 0' 14' 0' t3 Stud 43 Standard - _ _ Stud 4' 4' 7' 2' 7' 7' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' - 0 Standard 4' 4' i 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 Pinex;r. U #1 4' 10" 7' 11' 8' 2' 9' 4' 9' 8' 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' MMEEll #3 S, P #2 4' 7" 7' 10' 8' 1' 9' 3' 9' 7' 11' 0' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' Stud Stud Standard Standard 5,1 DFL #3 4' 6° 6' 6' 6' 11° 8' 7' 9' 2' 10' 11' 11' 4' i 13' 6' 14' 0' 14' 0' 14' 0" (U L r L Stud 4' 6' 6' 6' 6' 11' 8' 7' 9' 2' 10' 11' 11' 4' 13' 6' 14' 0' 14' 0° 14' 0' 5 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: Jr_.,_ #1 / #2 5' 3' 8' 11' 9' 3' 10' 7' 11' 0' 12' 7' 13' 1' 14' 0' 14' 0' 14' 0° 14' 0" Hen-Fir _ S - #3 5' 0' 8' 10' 9' 3' 10' 5' 10' 10° 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' 41 is Btr U Stud 5' 0' 8' 9' 9' 2' 10' 5' 10' 10' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' q] - U 0 Standard 5' 0' 7' 6' 9' 0' 10' 1' 10' 9' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' ➢ou.los Fir-Larch Southern Pinew•e 141 5' 6° 9' 1' 9' 5' 10' 8' 11' 1' 12' 8' 13' 2' 14' 0' 14' 0' 14' 0' 14' 0' p1 #I 5 ' #2 5' 3' 8' 11° 9' 3' 10' 7' 11' 0' 12' 7' 13' 1' 14' 0' 14' 0' 14' 0' 14' 0' 42 . p2 . _ #3 5' 1' 7' 11' ' 8' 5' 10' 6' L0' 11' 12' 6' 13' 0° 14' 0' 14' 0° 14' 0' 14' 0' 1x4 Braces shalt be SRB :Stress-fated Board). L) _� Stud 5' 0' 7' 11' 8' 5' 10' 6° 10' 11' 12' 6' 13' 0' 14' 0' 14' 0' 14' C' 14' 0' ' — XCIF or Ix4 So, Pine use only Industrial 55 or Standard 5' 0' 7' 0' 7' 5' 9' 4' 10' 0' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' Industrial may be Stress-Ratedethesegrades,Group B Industrial 45 Boards. #1 / 142 5' 9' 9' 10° LO' 2' 11' 7' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' #3 5' 6' 9' 8' 10' 1° 11' 6' 11' 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable Truss Detail Notes U U HI= Stud 5' 6' 9' 8' 10' 1" 11' 6' 11' 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' wind Load deflection criterion is 240. 0 Standard 5' 6' 8' 8' 9' 3' 11' 6' 11' 11' 13' 8' 14' 0' 14' 0" 14' 0' 14' 0' 14' 0' Provide uplift connections for 70 elf over 41 6' 0' 10' 0' 10' 4' 11' 9' 12' 2' 14' 0' 14' 0' L4' 0° 14' 0' _14' 0' 14' 0' continuous bearing (5 psf 7C Dead Load). SP #2 5' 9' 9' 10' 10' 2' 11' 7' 12' 1' 13' 10' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable end supports load Cron 4' 0' cutlookers __ #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' n' overhang, or It' plywood overhang. L _ Stud 5' 8' I 9' 2' 9' 9° 11' 6° 12' 0' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 5' 6" B' 1' 8' 7" 10' 9' 11' 6' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Abou SYnntAttach 'L' braces with 10d (0.129'x3.0' rain) nailsi"� able Truss i I 1 © 1 For IU 'L' brace: space noils at 2' c.c. / in IP' end zones and 4' ac. between zones, lanai brace option'. ( I T 31E*For (2) 'L' braces, space nails at 3' o.c, in 19' end zones and 6' o.c. between zones, tical length nay be // Idled when diagonal 18" # I 'L' bracing must be a minimum of H0% of web ce is used, Connect. © member length, gonna brace For 3145# //\ •L• — I _ — _ each end. Max web Goble Vertical Plate Sizes al length is l4' Brace 9 - / \ t-� 3*31E III Vertical Length No Splice 1 • 't.4 DF-L. #2 or ■ Less tnon 4' 0' 1X4 or 2x3 better diagonal �; — I Greater than 4' 0', but 2X4 Vertical length shown / brace; single 18, less than 11' 6' l in table above, or double Cut +O 11 , less + Greater than ll` 6' 9y 45' — • ■ ■ 11,111115.=.11g •� ,.0. R Refer Refer to cannon truss 1 (as eowendat �' ant _ • Peak, splice, and des n for ■ ■ ■ ■in ■ w heel plates. ii inuous'Bearing !� e to the Building Designer for conditions Connect diagonal at not addressed by this detail, midpoint of vertical web. Refer to chart above for ra.�.(a , C VARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAWING! UI , ,� REP A0007-10-UAB12030 wwIMPORTANT•w FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. jey `83294PE Trusses require e.trene care in fabricating, handling, shipping, installing and bracing, Refer to and Follow the latest edition of BCSI .Building Component safety Information, by Tel and SBCA) far safety LC /" DATE 10/01/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. I�' r� F� Unless noted otherwise, top chord shall have properly attached structural sheathing and botton chord Tl r�'`ry/G Al0030E NC101014 shall hove a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs iJ ��IFFFF1III� d A shall have bracing installed per SCSI sections B3, P7 or BIC, as applicable. Apply plates to each Face 12/05/2017 -- i N C of truss and position as shown above and on the Joint Details, unless noted otherwise. CRefer to drawings (60A-z Far standard plate positions, OREGON AN ITW COMPANYthAlpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation From A� is drawing, any Failure to build the truss an conformance with ANSI/TPI I, or for handling, shipping, 45/14 0 AX.T❑ IDT, ED. 60 f Sr installation a bracing of trusses. 4 LY A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional s engineering responsibility solely far the design shown. The suitability and use of this drawing self Tar • 13389 Lakefront Drive For any structure Is the responsibility of the Building Designer per ANSI/TPI I Secy. Earth City,MO 63045 For m e information see this job's general notes page and these web sites: MAX. SPACING 24,0" AIPINF. www�.,Inlneitwcam: TPD ww..trentt.neo: SPCA: www.sbcindustrv,nra: MC: www.iresafe.nrn Renewal 8/30/2018 , ,--- Liac \ e 11 e -s, ai For Let-in Verticals Gable Truss Plate Sizes + Refer to appropriate Alpine gable detail for About minimum plate sizes for vertical studs. 11 • Refer to Engineered truss design for peak, /FA \ °splice, web, and heel plates. i \ : ci)If gable vertical plates overlap, use a + single plate that covers the total area of I; Gable d- p \ \ : the overlapped plates to span the web. ..- Vi_Vglichal ill '---...„ X4 p p • 5 41:11 • Example 0 \ tYO , r- a •d III 2X4 , il 2X8 / I ---- -----------. I "T" Reinforcement Attachment Detail , 11i Reinforcing T' 1 CD\\ ' Reinforcing Member Member x:1\)\ ///22A1111 Toe-rail fri klit, - Er - End-nail , 9 191 0 1/ 0 9 9- -13- .,.-: CDTo convert from 'V to 'I' reinforcing members, multiply 'T' increase by length (based on ProvideAs AA:A connectionsiE181835000733130005ii:oi i44:,, for uplift specified on the engineered truss design, appropriate Alpine gable detail). Attach each °T* reinforcing member with Maximum allowable "T' reinforced gable vertical End Driven Nails, 10d Common (0.148's 3,",min) Nails at 4' o.c. plus length is 14' from top to bottom chord. (4) nails in the top and bottom chords, "T" reinforcing member material must match size, specie, and grade of the 'I' reinforcing member. Rigid Sheathing Toenailed Nails: 10d Common (0.148"x3",min) Toenails at 4' o.c. plus eh Length Increase w/ 'T" Brace 4 Nails 1 riA (4) toenails in the top and bottom chords. This detail to be used with -the appropriate Alpine gable detail for ASCE ;Mbr,ReSiinzFe. Increase 1 ',Forcing wind load. 2x4 i 30 5 ember ASCE 7-05 Gable Detail Drawings A13015 5 0 A12015051014, A11015051014, A10015051014, A14015051014, A12030051014, A11030051014, A10030051014, A14030051014 OENC101014, A12030ENC101014, A14030ENC101014, A16030ENC101014, OENC101014, A20030ENC101014, A20030END101014, A20030PED101014 See appropriate Alpine gable detail for maximum unreinforced gable vertical length. Example: 2x6 : POE ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 "T" Brace Increase (1) 2x4 'V Brace Maximum "T" Reinforced se <From Above) = 30% = 1.30 Length = 8' 7' Gable Vertical Length 1.30 x 8' 7' = 11' 2' - soi Sable ,. Nails 4' oc. A11515-5E1E0NNCc°11a0011:00teli A41240001,55EENNCD110011001144,,AA1260001155EpNECD10101,001144,, '7' Reinforcing Member Size = 2x4 Gable Vertical = 2 4"0.0. SP #3 Spaced At 44,,D eAA-t122a0010l1:155DEErmNaccwili onoligoosi144,, LrusS if( A 4 NailF A A A Ceiling 0 PROpk. mi.-. legt &A% 'c CO .4/ N. (4GINO 43 0 , ...WARNING.. READ AND FOLLOW ALL NOTES ON THIS DRAWING! A/ 83294PE 7 REF LET—IN VERT ...IMPORTANT.. FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require evtrerne care in fabricating, handling, shipping, installing and bracing Refer to and giCi „owe z/N. follow the latest edition of SCSI (Building Component Safety Information, by TN arid SBCA) for safety DATE 10/01/14 .,,,,,,, practices prior 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 DRWG GBLLETIN1014 ,..---------4---,,, ,, shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs .73 /4125:‘,051/742,02107 ie. 11--, .° t''_ shall hove bracing installed per SCSI sections 53, 57 or BIO, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-2 for standard plate positions. OREGON Alpine, a division of IT2 Building Components Group Inc. shall not be responsible For any deviation from 0.4 AN ITW COMPANY this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, (010 MAX. TOT, LB. 60 PSF / installation 8, bracing of trusse A seal on this drawing or cover page listing this drawing,indicates acceptance of professional No aell TEO'-' engineering responsibility solely for the design shown. The suitability and use of this drawing DUR, FAC. ANY for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 13389 Lakefront Drive Monaural 1%/2111211/A ASCE 7- 10: 120 mpn , 30' Mean -eset, Closed, Exposure 7 Common Residential Table End Wind Bracing Requirements - Stl£Beners 20 mph, 30ft, Mean Hgt, ASCE 7-10, Enclosed, Exp C, or H Less than 4'6" - no stud bracing required i 00 mph, 30-Ft, Mean Hqt, ASCE 7-10, Enclosed, Exp D, or 00 mph, 30Ft Mean Hgt, ASCE 7-10, Port. Enclosed, Exp C, H Greater than 4'6" to 7'6" In length :zt = 1,00, Wind TO DL=5.0 psi, Wind BC DL=5.0 psi, provide a 2x6 stiff bath at mid-height and brace stiff back to roof diaphragm every 6'0' (see detail below or _oteral chord bracing requirements refer to DRWG A12030ENC101014), op Continuous roof sheathing Sot Continuous ceiling diaphragm H Greater than 7'6" to 12'0" max provide a 2x6 stiffback at mid-height and brace lee Engineer's sealed design referencing this detail to roof diaphragm every 4'0' (see detail below or 'or lumber, plates, and other Information not shown refer to DRWG A12030ENC101014), Jr this detoil X Optional 2x L-reinforcement attached Jails 104 box or gun (0,128"x3",min) nails, to stiffback with 10d box or gun (0,128" x 3", min.) nails @ 6" ac, I I_ // N A � � \ 2X4 Blocking - / \ roiled to 4.5° sheathing and 24' Max //N each truss (Tyr))H h \ 1-7- N, „ I 2X4 DE—L #2 —�\, H/2 or better diagonal brace2X_i ��\ Attach each end for 560#. - 4- , . i__ _ / / / ,/ _. , , /ontinuous Bearing// / / // / ,// / 2x6 #2 Stiffback attached to each foo PROp . 4.9 Stud w/ (.4) 10d boY or gun (0,123" X 3", mina nails. C9�y� �GINFI� Ite wwWARNINGiww READ AND FOLLOW ALL NOTES ON THIS DRAWING! ((! 83294PE REF GE WHALER wwIMPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. A. '. Trusses require extreme care in Fabricating, handling, shipping, installing and bracing. Refer to and �L,- DATE fallow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCAt for safety ATE 10/01/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. y �/ n n c� n ""Y-- � Unless noted otherwise, tap chord shall have properly attached structural sheathing and bottom chord ,w shall. have a properly attached rigid ceiling. Locations shown for permanent lateral restraint or webs 12/05/2017 DRWG GABRST101014 shall have brecing installed per BCSL sections B3, B7 or BIO as applicable. Apply plates to each Face u) of tr ss and position as shown above and on the Joint Details, unless noted otherwise. OREGON _ -L L J E Refer to drawings 160A-C For- standard plate positions. ��ii O� AN ITW COMPANY Alpine, a division of ITV Building Components Group Inc, shall not be responsible For any deviotlon iron 13 " Y 14t2 T r� ( r this drawing, any failure to build the truss in con t ormance with ANSI/TPI I, or for handling, shipping, �/ �0 MAX. ❑T. L0 V0 PS 1. installation d bracing of trusse S A seal on this drawing or cover page listing this drawing, indicates acceptance of professional sell Tar engineering responsibility solely for the design shown. The suitability and use of this drawing 13389 Lakefront Drive for any structure Is -the responsibility of the Building Designer per ANSI/TPI I Sec.2. Renew. 8130/2018 Gable Stud Reinforcement Detail ASCE 7-101 120 mph Wind Speed, 15' Mean Height, Enclosed, Exposure 5, Kzt = LOU: Or: 100 mph Wind Speed, 15' Mean Height, Partlaliy Enclosed, Exposure C, Kzt = 1.00 Or, 100 reph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 2x4 Brace (1) 1x4 'L' Brace R (1) 2x4 'L' Brace • (2) 2x4 'L' Brace RR (1) 2x6 'L' Brace w (2) 2x6 'L' Brace ww Bracing Group Species and Grades: Gable Vertical No I - Spacing Species Grade Braces Group A (Group B Group A Group 0 Group A Group B Group A Group B Group A Group B Group A: Spruce-Pine-Fir Hen-Fir #1 / #2 4' 10' 8' 2° 8' 6' 9' 8' 10' 1' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0" i 41 / #2 Standard #2 Stud I - U P- 143 4' 7' 7' 9° I 8' 3° 9' 7' 1 9' 11' 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0° #3 1 Stud #3 Standard _ —r Stud 4' 7' 7' 8' i 8' 2' 9' 7' 9' 11' 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0' 0 Standard 4' 7' 6' 7° 0' 8' 10' 9' 5' 11' 5' 11' 10' 13' 10' 14' 0' 14' 0' 14' 0' Douglas Fir-Larch Southern Pinewww U #1 5' 0' 8' 4' 8' 7' 9' 10' 10' 2' 11' 8' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' 43 43 J 5 P #2 4' 10' 8' 2' 8' 6' 9' 8' 10' L' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Stud Stud - Standard Standard NJ #3 4' 8' 7' 0' 7' 5' 9' 3' 9' 11' 11' 5' 11' 11' 14' 0' 14' 0' 14' 0' 14' 0' (U _n- _ Stud 4' 9' 7' 0' 7' 5' 9' 3' 9' 11' 11' 5' 11' 11" 14' 0" 14' 0' 14' 0' 14' 0' Standard - 4' 7' 6' 2' 6' 7' 8' 2' I 8' 9' i 11' 1' 11' 10' 12' 10' 13' 9' 14' 0' 14' 0' Group B: J #1 / #2 5' 6' 9' 5' I 9' 9' 11' 1' 11' 6' 13' 2' 13' 9' I 14' 0' 14' 0' 14' 0' 14' 0' Hen-Fir > _ S P #3 5' 3' 9' 3' ( 9' 9' 10' 11' 11' 4° 13' 0' i 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' ala Btr U _ - Stud 5' 3' 9' 3' { 9' 7' 10' 11' ~11' 4° 13' 0' 13' 7" 14' 0' 14' 0' 14' 0' 14' 0' — #t U O Standard 5' 3' 8' 1' B' 7' 10' 10' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' ---i Douwlas Fir-Larch Southern Pine•ww. #1 5' 9' 9' 6' 9' 10' i 11' 3° 11' 8' 13' 4' 13' 10' 14' 0' 14' 0' 14' 0' 14' 0' #1 1' 11' 6' 13' 2' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0° #2 #2 1' ( � �_ #3#2 5' 6' 9' 5' 9' 9' 15' 5' 8' 6' 9' 1' 11' 0' 11' 5' 13' 1' 13' 8' 14' 0° 14' 0" 14' 0' 14' 0" lx4 Braces shoo be ORB (Stress-Ra ted Board), U D _ Stud 5' 5' 8' 6' 9' 1' 11' 0' 5' 3' 1' 13' 8' 14' 0' 14' 0° 14' 0" 14' 0' ■wFor Ix4 So, Pine use only Industrial 55 or :tar—dor d 5' 3' 7' 6' 8' 0' 10' 0° 10' 9' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' Industrial 45 Stress-Rated Boards. Group B 2 — #1 / #2 6' 1' 10' 4' 10' 8' 12' 2' 12' 8' 13' 2' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' values nay be used with these grades, j _ _ #3 5' 9' 10' 2' 10' 7' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' L4' 0' 14' 0' Gable Truss Detaii Notes; -I U — Stud 5' 9' 10' 2' 10' 7' 12' 0' 12' 6' r 14' 0' 14' 0' 14' 0° 14' 0' 14' 0' 14' 0° Wind Load deflection criterion is L/240, O Standard 5' 9' 9' 4' 9' 11' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' D° 14' 0" 14' 0' Provide upbft connections For 35 plf over #1 6' 4' 10' 6' 10' 10° 12' 4' 12' 10" 14' 0' 14' 0' 14' 0' 14' 0' L4' 0' 14' 0' continuous bearing (5 psF TC Dead Load). #2 5' 1° 10' 4° I 10' 8° 12' 2' 12' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable end supports load Cron 4' 0' outlockers #3 5' 11' 9' 10' 10' 6' 12' I' 12' 7' 14' 0" 14' 0° 14' 0' 14' 0' 14' 0" 1.4' 0' with 2' 0' overhang, or 12' plywood overhang. - +—, D- 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° i 9' 3' 11' 7' 12' 5' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0° 14' 0' SynnAttach 'I_' braces with 10d (0.128'x3.0' min) nails. About r_ able Truss i 1 © )1( For (II 'L.' brace: spore nails at 2' ns. rn 1B' end zones and 4' o.c. between zones, 3onol brace option. 31f 31(For (*i 2) 'L' braces space nails at 3' o.c. trot length nay be 1 -ill T in 18' end zones and 6' ac. between zones. ibled when diagonal 18" * © 'L' bracing must be o minimum of 7:0 w./.: of web ce Is used. Connect L © member length. ;oral brace For 335# 'L' T each end. Max webBrace Gable Vertical Plate Sizes al length TIshOT5"t Lha , but•/ brace; single 18" less than 11' 6' I In table above. or double cut L rI (+� Greater than 11' 6' 3X 45' cos shown) at L `ll p, O + Refer to cannon truss design For II upper end. 1— Q 1j 1 • I :—� peak, splice, and heel plates. I/ itontinuous Bearing��FRO.F " Refer to the Building Designer For conditions Connect diagonal at not addressed by this detail midpoint of vertical web. NON, Refer to chart above For n.� .�. ��eAtth. wwWURNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAWING! )� ,4, „` , PEP ASCE7-10-GAB12012 wwIHPORTANTw■ FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. �{:! /iJ Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and 83294PE _- follow the latest edition of BCS( (Building Component Safety Informotlon, by TPI and SBCA) for safety � '. DATE 10/01/14 practices prior to performing these Functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord Shall hove properly attached structural sheathing and bottom chord DR\ /r n 1�015E Nr-10101.4 -- shall have o property attached rigid ceiling. Locations shown for permanent lateral restraint of webs L W U Fi 1, "� - 7 shall have bracing installed per BCS( sections B3, B7 or BIO, as applicable. Apply plates to each face /� I i of truss and position as shown above and on the Joint Details, unless noted otherwise. 12/05/2017 `I `N I , Refer to drawings 160A-Z For standard plate positions. /�p�//('''�. AN ITW COMPANY Aloine, a division of ITW Building Components Group Inc. shop not be responsible for any deviation From rl/M+l47ON this drawing, any Failure to build the truss in conformance with ANSI/TPI 1, or For handling, shipping, L 1,J,7� 1 Cw T❑ LU 60 PSP 'nstallotlon A bracing of MAXt '00'14,20 L O A seal on this drawing or-o cover page listing this drawing, indicates acceptance of professional tj wW 14,20 `1� — engineering responsibility solely for the design shown. The suitability and use of this drawing eaTar w for any structure Is the responsibility of the Building Designer per ANSI/TPI I Sect. ell Lakefront 4 Earth1338For more information see this job's general notes page and these web sites' Earth City,MO 63045 Al PILAF. www.3lnineitw.rnm. Ter. www.tninst.ora: SBCA: www.thrindt.�trv..nrn- ICC: www.:cr_safe.nrn _-.__................ MAX. SPACING X4,0°