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Plans (123) N\ V\mak — `7 kti' t v� -c.1\ a C pEcnvED Alpine, an ITW Company 8351 Rovana Circle Sacramento,CA 95828 (916)387-0116 Page I of 1 Document ID:1 W6H7175Z 1305072147 DEC 4 3 2 01 7 Truss Fabricator: Truss Components of Oregon Cr Y F T "'A RD Job Identification: 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- masterBITTIMPIIIISION Model Code: IRC Truss Criteria: I RC2012/TPI-2007(STD) PRO Engineering Software: Alpine proprietary truss analysis software. Version 16.01. �FSS� Truss Design Loads: Roof - 42 PSF # 1.15 Duration f) NXG I N E O Floor - N/A ��t? 83294PE " 9 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 4 LY14,20d° record, as defined in ANSI/TPI 1. *sell Tao 2. As shown on attached drawings; the drawing number is preceded by: CAUSR7175 Rtiig-I .,..?..t42018 Details: 12030EC1-GBLLETIN-GABRST10-12015EC1- Submitted by RTT 07:20:37 12-05-2017 Reviewer: JCJ $ $ 12/05/2017 # Ref Description Drawing# Date 1 02122--BGE 17338095 12/04/17 2 02123--B 17338084 12/04/17 3 02124--BG 17338100 12/04/17 4 02125--AGE 17338096 12/04/17 5 02126--A 17338094 12/04/17 6 02127--A1 17339002 12/05/17 7 02128--A2 17338093 12/04/17 8 02129--A2GE 17338085 12/04/17 V—C)C � 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 !long top edge.DO NOT OVERCUT. No knots or other lumber defects Provide lateral wind bracing per ITWBCG wind bracing details or per Mowed within 12" of notches. Do not notch in overhang or heel panel . engineer of record. 2X3 studs require reinforcement at 70% of the length tabulated for 2X4 studs of the same grade. lee DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind )racing requirements. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. lottom chord checked for 10.00 psf non-concurrent bottom chord live load 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= • T 4 r4 6-1-4 111111,111 .Tr.., 1, 18-0-0 1 //////////////1///////////////////////////////////////////// ///////////////////////////////////////1////,//A ----- 3X5(A1) = 5X5= 3X5(A1) 1-6-0 1-6-0 E L 17-4-0 ,I__ 17-4-0 -1 fc 34-8-0 Over Continuous Support 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) 1103 PROpk. tS LT TYP. Wave FT/RT=2%(0%)/4 0) 16.O1 .,A1„ 1,057P4%, %'!1. OR/-/1/-/-/R/- Scale =.1875"/Ft. lISS ComponentsofOregon (503)357-2118 "WARNING!•• READ AID FOLLOW AU.ND1ES ON THIS DRAWING! CP REF R7175- 2122 825 N 4t Ave,Cornelius OR 97113 ••IIPOextra.•• FURNISH THIS DRAWING 7O ALL CONTRACTORS INCLUDING 711E INSTALLERS. 83294PE 41 , TC LL 25.0 PSF Trusses require eeirecare In fabricating, heMinstallinandll,g, shipping, installing and bracing. Refer to and fallow DL 1 0.0 PSF DATE 12/04/17 the latest edition of BCsi (Building Component Safety Information, by TPI and RICA) for safety practices prior /rte to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per RCS BC DL 7.0 PSFDRW CAUSR7175 17338095 ,4��O`� sections 83. 67 or 810. as applicable. Apply plates to each race of truss and position as shown above and an 12/05/2017 1 the Joint Details, unless mated Otherwise. Refer to drawings 180A-Z for standard plate positions. 1L/ J/LV 1 l 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 build tr.truss in conformance with ANSI/TPI 1, or for handling, shipping, �� AN ITW COMPANY instaliatien.bracing of trusses. 'I'• 1'L �, C TOT.LD. 42.0 PSF SEQN- 30399 a A semi on WO.drawing Cr cover peg.listing Rile drawing, Indle.se..om.pt sweeten..of professional engineering 4 LY 14,20 0 _ f.epmalbl l sty solely for Ra design.!lope!. The wlttll l lty and n»of Rile drawing nor only structure 1.The ss elf Tar�ie, DUR.FAC. 1 .15 _ FROM BB 8351 RDvane Circle r.spoM1e11ILy of the Bullal np Designer lgn.r per ANSI/lPI 1 S.e.2. Sacramento,CA 95828 For more information sae this Job's general notes page and these web sites: SPACING 24.\)" .,--. ...._.._, .__._... a,. .._.. _ , , - .. . ,r.. ..... , - ._.__ 1RFF- 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 - B ) "op chord 2x4 HF #2 120 mph wind, 20.97 ft mean hgt, ASCE 7-10, CLOSED bldg, Located got chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. lottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member oad applied per IRC-12 section 301.5. design. )eflection meets L/360 live and L/240 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf, 'or dead load is 1.50. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X5= 3X5% L 3X5----- 1 .5X4 Nolip.„5„X4 4 — / 4 6-1-4 N `.% 16 0 D 1 3X10(B1) = 3X5= 3X7= 4X5= 3X5= 3X10(61) 1-6-0 1-6-0 6-3-13 5-6-1 5-6-1 5-6-1 5-6-1 6-3-13 9-0-14 8-3-2 8-3-2 9-0-14 I, 17-4-0 17-4-0 J kc 34-8-0 Over 2 Supports R=1588 U=64 W=5.5" R=1588 U=64 W=5.511 RL=71/-71 Design Crit: IRC2012/TPI-2007(STD) IkEV PRo# 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .►,,,!w S�jogli r `rim OR/-/1/-/-/R/- Scale =.1875"/Ft. vssComponents ofOregon (503)357-2118 "wARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWING! 825 N 4th Ave,Cornelius OR 97113 e•IIPOIR+VRee FURNISH THIS CRANING To Au.CONTNACTORS INCLUDING THE INSTALLERS. (�� SCI 83294PE TC LL 25.0 PSF REF R7175- 2123 Trusses s reg"Ire extreme Oma re In fabricating, Safety Information,, shipping, +nste111nd ane) for s. Refety p d,.r fpriow a. , . - DL 1 0.0 PSF DATE 1 2/04/1 7 the latest eeit+en or emsl (ee+In+fa component hardly singby Tal and and for safety practices orlon io performing these functions, Installers shall provide temporary bracing per SCSI. Unless noted otherwise, op=hard shell have properly attached structural sheathing and bottom Chord Sha„ have a properly attached BC DL 7.0 PSF DRW CAUSR7175 17338084 rigid ceiling. Locations shown for permanent lateral restraint of webs shall heve bracing installed per BCS A Lu 1`U N C sections B3. B7 or 810. as applicable. Apply plates to each face of truss and position as shown above and on 2/0[/201 7 J the Joint Details, unless noted otherwise. Refer to drawings,BGA-Z for',tandard plate positions. L JJ VV 11 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 drawing, any failure to build the truss in conformance with ANSI/Tal 1, or for handling, shipping, AN ITW COMPANY installation II,bracing of trusses. r TOT.LD. 42.0 PSF SEQN- 30400 A semi on this droving or cover pigs listing this drawing, indicates acceptance of professional engineering 4 414Y14,20 th m the 8351 Rovana Circle r..polrlbilley of solely5R aiding design P .,. p.r The I Sec.2. end d"of rri`arY'I„g for any structure is the shell Tar•t DUR.FAC. 1 .15 FROM BB Sacramento,CA95828 .Far mord information add this Job's general notes page and these weh a+tea: __._____,_ SPACING 74.0' .1RFF- 1WRH717S713 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 ) 'op chord 2x4 DF-L 2400f-2.0E :B2 2x6 HF SS: 4 COMPLETE TRUSSES REQU I RED z Webs 2x4 HF Std/Stud :W7 2x4 HF #2: Nail Schedule:0.120""x3", min. nails 2 Top Chord: 1 Row 012.00" o.c. 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 0 4" o.c. TC- From 71 plf at 0.00 to 71 plf at 17.33 Repeat nailing as each layer is applied. Use equal spacing TC- From 71 plf at 17.33 to 71 plf at 34.67 between rows and stagger nails in each row to avoid splitting. BC- From 7 plf at 0.00 to 7 plf at 34.67 In addition, apply (1) 0.22"-0.25" min/max dia. X 6.0" BC- 1437.99 lb Conc. Load at 0.73, 2.73, 4.73, 6.73 length wood screw at each joint location. 8.73,10.73,12.73,14.73,16.73,18.73,20.73,22.73,24.73 4" o.c. spacing of nails perpendicular and parallel to BC- 1401.64 lb Conc. Load at 26.73,28.73,30.73,32.73 grain required in area over bearings greater than 4" 20 mph wind, 21.22 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Wind loads and reactions based on MWFRS. inywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL=4.2 isf. Calculated horizontal deflection is 0.13" due to live load and 0.13" due to dead load. 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. 71 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] T 4r__, 4 iI C 3X5 3X5, 6-1-4 _:/ 1 I I I I I ,..., 18-0-0 •l 4X16(B7R) = 3X5[5] HI 4X5[7] = 4X5[12] = e 6X8[17] -4X5[19] -- 4X5= 3X5[26] III 4X16(B7R) H0514.----- H0514 I"e-5-3-13 >i< 4-0-1 + 4-0-1 >I< 4-0-1 ›i< 4-0-1 + 4-0-1 f< 4-0-1 >I< 5-3-13 'I 1_ 17-4-0 `I_ 17-4-0 ,I 1 34-8-0 Over 2 Supports R=13986 U=688 W=5.5" R=13022 U=633 W=5.5" Design Cr i t: I RC2012/TPI-2007(STD) �'1E'O PR��FSS, LT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 16.01 .04 I Q 6N F� �p OR/-/1/-/-/R/- Scale =.1875"/Ft. vss Components of Oregon (503)357-1118 "WARNING," REPO AND FOLLOW ALL Mmes ON THIS awlNGl 4 4 825 N 4th Ave,Comelius OR 97113 "IMPORTANT" FURNISH THIS OWNING To ALL CONTRACTORS INCLUDING 1t1E IN muss 3, Ad 83294PE 1 TC LL 25.0 PSF REF R7175- 2124 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow 14- the latest edition of SCSI (Building Component Safety Information, by TPI and*ICA) for safety practices prior A'I DL 10.0 PSF DATE 12/04/17 to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shrill have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per°CSI i2lo5�^oil :C DL 7.0 PSF DRW CAUSR7175 17338100 ,4��01- sections B3, 87 or 810, as applicable. Apply plates to each face of truss and position as shown above and on J IBJ- he.mint Data:la, unies,natal niherwl,a. Rarer to dna ::1B�A-Z far-::-.7.7.P.:-.7,771.. ta,dard Plata pnslt;e�. GO BC LL 0.0 PSF CA-ENG BFR/RTT I AlPlnw3, a division mf ITA Bpilding Components Group Inc. shell not be respornlble for anry devfeCion from this OREGON drawing, any failure to build the truss in conformance with ANSI/7P! 1, or for handling, shipping, AN ITA COMPANY instal lotion A bracing of trusses. ��y oo'� TOT.LD. 42.0 PSF SE N- 30401 responsibilityA. eb tbly SolelyD br toed Pm hown. The pita i i i INa d :asuse St wil ndr wi g.ret s/en.i etl..i "D �/'{�S t''T'd�a:45 DUR.FAC. 1 .1 5 FROM BB ees drawing for the denim listing this sduitability and use of tnls drawing p Tar.i .i engineering ri the 8351 Rovaga Circle r..pal.ibllity Of trio Building Design.,powANSI/tPI 1 S.t.2. Sacramento,CA 95828 For more Information see this Jobs general notes page and these web sites: Renewwl R/SO/rJOtit SPACING 74-011 iiifuer. ...... _._.__._.. m,. .. - .. wire.. ..Lwow .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. 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 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. lee DWGS A1203OENC101014, 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 L T 4 4 ,— 0-5-9 � '� 5-10-15 1 �1 I 7//////////////////////////////////////////////// ///7///////////////////////////////////////////////////// - -18-0-0 1 3X5(61) = 5X5= 3X5(A1) 1-6-0 L- 16-4-2 ,I_ 16-9-0 -I 1 33-1-2 Over 2 Supports :1 R=154 PLF U=5 PLF W=15-1-2 RL=4/-4 PLF R=151 PLF U=3 PLF W=18-0-0 bate: All Plates Are 1 .5X4 Except As Shown. p PRQ Design Crit: IRC2012/TPI-2007(STD) ��ti SFS%, LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .0A I /m dtTN E . �Q OR/-/1/-/-/R/- Scale =.1875"/Ft. vssComponents ofOregon (503)357-2118 ""EARR1VINGI•" READ AND FOLLOW ALL NOTES ON THIS DRAPING' 4, 4%. 4% . ••,Non • FURNISH THIS CRANING Acamellias INCLUDING THE INSTALLERS. 83294PE TC LL 25.0 PSF REF R7175- 2125 825N4t Ave,ComeliusOR97113 umTO Trusses require extreme care in fabricating, DATE 12/04/17 the latesteditionof SCSI Builds Can Safety,I Information, installing and brfor s. Refer to andpractices follow /"' DL 10.0 PS F (Building Component Safety Ieftrmporar, by TPI and Y SCSI.CSI for lessty hprior / to performing ha these functions. Instep structurers al Psheathrovide ng bory bracing dor allhave Unless noted aottach de. Alibh tap chord shall neve properly attached sir turai sbeateing and ippon agora shalla pr operly attached ec :C DL 7.0 PSF DRW CAUSR7175 17338096 regia ceiling. Locations a saam car permanent latest restraint of fats shall have bracing heenl lbaear dCo1 12/05/2017 ■ 00 NE .. sections in GD Details, or unless as noted other Apply plates to each face of truss and position as Sheen above and on L J HIL(— the paint gatai l,. wnlwaanataa otherwise. Refer to drawings,80A_=for standard plates positions. OREGON BC LL 0.0 PSF CA-ENG BFR/RTT Alpine, a division of ITW Building Conyonents Group Inc. shall not be responsible for any deviation from this drawing, any failure to bulladyne the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY installation fa bracing of trusses. "t LY 14,20e 0 TOT.LD. 42.0 PSF SEQN- 30402 responsibilityA.peob uiy trwlyp or the d sign maw*, Te uit bi l i moamd.tuse...f this dr br gcfor anylel .etlh..rla, GS$ 11 Tar`-i DUR.FAC. 1 .15 FROM BB ..leon solely for the cover listing all.dmtebl suitability and indicates of acceptance ce or gp for any.l .engine r.gni 8351 Rovana Circle r..pmrlbll lty of the eulmaing Designer per ANSI/TPI 1 S.e.2. e Sacramento,CA 95828 For more information see this Job's general notes page and these web sites' eonnww)manrynat 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 - A ) 'op chord 2x4 HF #2 120 mph wind, 20.87 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. lottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member oad applied per IRC-12 section 301.5. design. )eflection meets L/360 live and L/240 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf, 'or dead load is 1.50. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X5 1 .5X4 0� 3X5s---- 3X5---"----- T 1 .5X4% 4 r —, 4 5-10-15 0-5-9 = .. _ ��u\ 18_0_0 5X5(81) = 3X5= 4X5= 3X5= 3X10(81) 3X7 1-6-0 5-8-10 _i_ 5-3-12 . 1 5-3-12 ) c5-3-12 5-3-12 _1_ 6-1-8 8-4-8 -1- 7-11-10 7-11-10 -I- 8-9-6 16-4-2 16-9-0 33-1-2 Over 2 Supports R=1404 U=56 R=1525 U=69 W=5.5" RL=61/-61 Design Crit: I RC2012/TPI-2007(STD) le'st3 pROAFSS, LT TYP. Wave FT/RT=296(0%)/4(0) 16.01 ..4 s Lj G� '. OR/-/1/-/-/R/- Scale =.1875"/Ft. i ss Components of Oregon (503)357-2118 **WARN INGI" READ AND FOLLOW ALL NOTES ON TIAs d1AflI1R1 8ss Nm I�nentCo Orig ( 03)3 rel TN""' fabsi THIS DRAWING handling,ALL CONTRACTORS installing l l ing and bTHEra ing. sols, r ...miia,,,e,,,_cLL 25.0 PSF REF R7175— 2126 Truaaea requireditio emtreme cera in fang Componen SfetyIshipping, irStaaind ane bracing. Refer tP and fellow DL 10.0 PSF DATE 12/04/17 the latest edition of BCSI (Building component safety Information, by TPI and WfCA) far safety practices prioro performing these functions. t Installers shall provide temporary bracing per SCSI. Unless noted otherwise,411111/4, imp chord shall 1,ve properly a tached structural sheathing and bottom chard shall have a properly a!ached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI :C DL 7.0 PSF DRW CAUSR7175 17338094 ,4 S 0sections 83, B7 or 810, as applicable. Apply plates to each face of trussand position as shown above and m I) li the Joint Detail=, unless noted otherwise. Refer to drawings 180A-Z for standard plate positions. OREGON 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 drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY lnatanatmn A bracing of treaaea. `1,014,20e • TOT.LD. 42.0 PSF SEQN— 30403 A...1 on this droving.r cover P.br.Milting rin1s drawing, Indicates.Oe•PT•Ilee or professional engineering �ss „Tai set DUR.FAC. 1 .15 FROM BB r.mw. manicy wl•Iy Ter the design sheen. The sule.emgbey end u.e or ehls drawing r any.cruor•Is the 8351 Rovana Circle responsibility er the Building Designer per ANSI/1P1 1 S.e.2. e Sacramento,CAvsszs For more Information mea this;ob a general norms Pegs and rheas web sites: ar Rana:dal MAN MIR SPACING 24.0" .)RFF- 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 inywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC PLB- 50.00 lb Conc. Load at (15.20,18.04), (17.20,18.04) )L=4.2 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live 'find loads and reactions based on MWFRS with additional C&C member load applied per IRC-12 section 301.5. les i gn. Deflection meets L/360 live and L/240 total load. Creep increase russ supports 200# mech unit; unit centered at 16-2-7; supported by factor for dead load is 1.50. IC; unit width 2-0-0; supported by 4 trusses. JT PLATE LATERAL CHORD No SIZE SHIFT BITE [ 8] W3X7 1.25 L 1.25 [15] W3X7 1.25 R 1.25 5X5= 1.5X4 III 1.5X4 III 4 4 5-10-15 3X5 A, W4 W5 3X5 G 0-5-9 E2 IIIIIIIIIIIIIIIIII 0-5- 2 18-0-0 4 5X5(81) = 1.5X411) 3X7[8] = H0308= 3X7[15] = 1.5X4 III 5X5(81) 5-8-10 5-8-10 >I< 5-3-12 5-3-12 'I` 5-3-12 I_ 10-7-8 5-3-12 >I{ 5-3-12 5-3-12 'Ic 5-8-0 5-8-0 >I L- 16-4-2 ,1. 16-3-8 ,J FC 32-7-10 Over 2 Supports >1 R=1439 U=62 R=1438 U=62 RL=53/-53 Design Crit: I RC2012/TPI—2007(STD) ,CEO PROF S LT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 16.01 .:R .s/_'!'1p� S OR/—/1/—/—/R/— Scale =.25"/Ft. vssComponents ofOregon (503)357-2118 ewWARNINGiee READ AND FOLLOW ALL NOTES ON THIS DRAWING! CI �A, TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 aaI1PO TANfee FURNISH THIS ORATOR°Tg"u CONTRACTORS INCIU°IN°THE INSTALLERS. �C `_`I^] REF R7175— 2127 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow $3294PE `1. the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior r,,,.- �► DL 1 0.0 PSF DATE 12/05/17 to performing these functions. installersuShall provide temporary bracing per SCSI. Unless noted otherwise, top chord Shall have properly attached structural sheathing and bottom chord shall have a properly attached BC DL 7.0 PSF rigid ceiling. Locations shwan for permanent lateral restraint of webs shall have bracing installed per BC DRW CAUSR7175 17339002 ��O`� ,� sections 83, 87 or 810, as applicable. Apply plates to each face of truss and position as shown above and an 12�05�2�17 A J Illllf�—' the Joint Details, unlessnoted otherwise. Refer to drawing.180A-2 far standard plate positions. BC LL 0.0 PSF CA—ENG JCJ/RTT Alpine, a division of ITW Building Conponents 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 installation t bracing of trusses. a A semi an this treeing or mover page I I.tin°Mis drawing, indimotaw.aa.pt naw of prefaesioal wlgin..ring "L C TOT.LD. 42.0 PSF SEQN— 30404 responsibility solely Tor she design shown. TM.ultebll Ity and use of this drawing for meq,sti5Gtlre/s the 4 1'Y�4,Z� �0 responsibility of CM Nolidl OMI ANSIAPI 1 S.e.2. V 8351 Rovana Circle ro Designer per 1 111 a ,•� /� /� Sacramento,CA95828 Far more information see this Jobs general notes pa and these SPACING Nl 24 ll Se Ta 5 JROFF BW page web sites: " 6H7175713 Tans ..-- -__. .,r,.m. ........ ---. ,,.,. .. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - A2 ) "op chord 2x4 HF #2 120 mph wind, 20.87 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 :B2 2x4 HF #1&Bet. : anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. lottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member oad applied per IRC-12 section 301.5. design. )eflection meets L/360 live and L/240 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf, 'or dead load is 1.50. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X5 3X5 3X5.=-$....,- T 1 .5X4 1 .5X4 lop: 4 4 5-10-15 0-5-12 I as rn . ID18 0-0 1 3X10(61) = 3X5= T 4X5= B200077 3X5= 5X5(B1) 1-6-0 3X7= E 6-1-8-9 6 _j_ 5-31-12 7-11-10-12 >l< 5-3-12 7 11-101_ 5-3�12 1 8-3-15,;8-0 I. 16-9-0 _I— 16-3-8 -J 33-0-8 Over 2 Supports :1 R=1523 U=69 W=5.5" R=1402 U=56 RL=61/-60 Design Crit: IRC2012/TPI-2007(STD) Eo PRO LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .1`/5,.4A1, S OR/-/1/-/-/R/- Scale =.1875"/Ft. vssComponents ofOregon (503)357-2118 •41ARNING1ee READ AND FOLLDN ALL NDTES ON THIS DRAWING! ••INPORIANr•• FURNISH THIS BRNIINB m ALL CONTRACTORS INCLUDING lHE INSTALLERS. C9 TC LL 25.0 PSF s25 iv 4th Ave,Cornelius OR 97113 ((� $3294PE 'Q REF R7175- 2128 Trusses require extreme tare In fabricating, handling, shipping, installing and bracing. Refer to and follow �, DL 10.0 PSF DATE 12/04/17 the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise. /rte top chord shall have properly attached structural sheathing and bottom chord shell have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BC BC DL 7.0 PSF DRW CAUSR7175 17338093 ■IL `Q N a sections 83. 87 or 010, as applicable. Apply plates to each face of trussand positionaas stown above and on 12�05�2017 o IIIII`��f the Joint Details. unless rotas otherwise. Refer to drawings 180A_Z for standard plata positions. BC LL 0.0 PSF CA-ENG BFR/RTT Alpine, a division of ITW Building Components Croup Inc. shall net be responsible for deviation from this OREGON drawing, any failure to build the truss in conformance with ANSI/TPI 1• or for hemming, shipping, AN ITW COMPANY inataiiatlan.bracing of trussed. 1* to = TOT.LD. 42.0 PSF SEQN- 30405 A.«C I.this dr.wing.r.over pegs listing this drawing, indicates acceptance of profession*, engineering G, 'VLY 14,2O responsibility solely for d,.design.5..mn. The suitability end Ii.m of this drawing for structure le the a' FROM BB 8351 Rovana Circle r.gwl.mu Icy of tll.Wilding OMIRMr per ANSI/PI 1 s.e.a. •ro s DUR.FAC. 1 .15 se+tTa Sacramento,CA95828 For mer® information see this general .notes page and these web vitae: i SPACING 24.0" .1RFF— 1W8H7175713 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 :madding 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.DO 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. lee DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind )racing requirements. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. lottom chord checked for 10.00 psf non-concurrent bottom chord live load 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 4 r 111111111111111 ."" : 2 •' _, 4 5-10-15 0-5-12 ////////////////////////////////////,/ ///%///// /// ////////////////////////////////r///////////////////// I 16-°-° 3X5(A1) = 5X5-. 3X5(B1) 1-6-0 I_ 16-9-0 ,I_ 16-3-8 -I k33-0-8 Over 2 Supports R=129 PLF U=6 PLF W=15-6-0 RL=4/-4 PLF R=111 PLF U=2 PLF W=17-6-8 tote: All Plates Are 1 .5X4 Except As Shown. Ea PROIr Design Crit: IRC2012/TPI-2007(STD) 4 Ft9 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .,,/, u4A'� '. `rte. OR/-/1/-/-/R/- Scale =.1875"/Ft. vssComponents ofOregon (503)357-2118 ''WARNING!•• REDID AM)FOLIA ALL NOTES ON THIS DRAWING! 4, 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 eaiW'ONTUN"s FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 1j/ 83294PE 11 I& TC LL R7175- 2129 /t�e REF Trusses require extremecare in fabricating, handling, shipping, installing and bracing. Refer to and follow .`the latest edition of BCS{ Building Component Safety infermatlen, by Tel and NTCA) for safety practices prior - DL 10.0 PSF DATE 12/04/17 to performing these functions. Instellers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached BC DL 7.0 PSF rigid ceiling. Locations shown for permanent lateral restraint of webs shall nave bracing installed per SCSI '1 /� DRW CAUSR7175 17338085 ililhi ,4 ri 1 O)0 N E sections B3, 87 or B,D, as applicable. Apply plates to each face of trussand position as shown above and do 1 205/20 1 7 � I1'LIII�L lila Joint Details. unless,gta<,otherwise. Refer to drawing,180A-Z for standard plate positions. Alpine, a division of ITN Bum lding Components Group Inc. shall not be responsible for any deviation from this OREGON BC LL 0.0 PSF CA-ENG BFR/RTT drawing, any failure to(wild the truss in conformance with ANSI/Tel ,, or for handling, shipping, AN ITW COMPANY Installation a bracing of trusses. TOT.LD. 42.0 PSF SEQN- 30406 A mei on this drawing or oovor page listing this drawing. indicates a acceptance of professional . sneering <j ;Y 14,20 • w responsibility solely for the design shown. The suitability enresponsibilitya .of this drawing for any structure is the <0... 4110.14, Tar DUR.FAC. 1 .15 FROM BB 8351 Rovana Circle responsibility of the Building D. mior;dr ANSI/TRI f Ses.2. Sacramento,CA95szs Far more Information ewe this Jobs genera{ .,ate'page and these web alt's: SPAC I N(; 24.n" .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 - DGE ) -op chord 2x4 HF #2 120 mph wind, 20.62 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 :W4 2x4 HF Std/Stud: DL=4.2 psf. W1, W2, W3, W5, W6, W7 2x4 HF #2: Wind loads and reactions based on MWFRS with additional C&C member russ designed to support 1-6-0 top chord outlooker span and design. :ladding load not to exceed 5 PSF one face, and 24" span )pposite face. Top chord may be notched 1.5" deep X 3.5" AT 48" o/c Provide lateral wind bracing per ITWBCG wind bracing details or per (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, & GABRST101014 for gable wind Bottom chord checked for 10.00 psf non-concurrent bottom chord live )racing requirements. load applied per IRC-12 section 301.5. )eflection meets L/360 live and L/240 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf, 'or dead load is 1.50. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. :S) Add 2x4 x 12-0-0 HF #2 scab to be attached to one face of top chord with 10d (0.128"X3.0") nails at 6" o.c. Top edge of scab should be 1.5" below the existing top edge of the top chord. 4X5(R) III 3X5,---=-- 3X5 T 4 _ —• 4 (S) 3X5 `' `�;,�.:. 3X5 W4 W5 5-4-15 W3 j c:.. iW1 W6 i / / 18_0_0 3X5(A1) = 3X5,-------- 5X5_.._ 3X7---7 3X5 - 3X5(A1) 1-6-0 1-6-0 5-1-07_7 8_l_ 5-1-0 —I 7_7 8 1-0 >I< 5-1-0 _I_ 5-1-0 _I_ 5-1-0 7-7-8 —I- 7-7-8 I. 15-3-0 —I. 15-3-0 J 30-6-0 Over 2 Supports R=205 PLF U=7 PLF W=12-9-8 R=331 PLF U=11 PLF W=5-11-8 RL=5/-5 PLF Jote: All Plates Are 1 .5X4 Except As Shown. „iv PROp Design Crit: IRC2012/TPI-2007(STD) V. FS+ 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 . t� %Di E'�0V F CI'. OR/-/1/-/-/R/- Scale =.1875"/Ft. vss Components of Oregon (503)357-2118 '�WARNI1M,Ime READ AND FOLLOW ALL NOTES ON THIS ORATING! t)' �Cf LIQ ' • TC LL 25.0 PSF 2130 825 N 4th Ave,Cornelius OR 97113 ..I TAIR' FURNISH THIS ORATING To ALL ommuco as INCLUDING THE INSTALLERS. 4,/ 83294PE �� REF 87175- Trusses require extreme care in fabricating, handling, shipping. Installing and bracing. Refer to and fallow d' DATE 12/04/17 the latest edition of nes! (Building Component Safety Information, by TPI and WlCA) for safety practices prier -- the DL 10.0 PS F to performing these functions. Installers shall Provide temporary bracing per BCSI. Unless noted otherwise,40411104 - op chord shall have properly attached structural sheathing and bottom chard shall have a properly attacher! BC DL 7.0 PSF rigid telling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI DRW CAUSR7175 17338103 ,4 sections 83, 87 or 610, as applicable. Apply plates to each fame of trussand position as shown above and on 12/05/2017 ' L J IIIE the Joint Details, unless noted othervilse. Refer to drawings 1600A-2 forstandardplate positions. Alpine, a division of ITW Building Components Croup Inc. shall not be responsible for any deviation from this OREGON BC LL 0.0 PSF CA-ENG BFR/RTT drawing, any failure to bulla time truss in conformance with ANSI/TPI 1, or far handling, shipping, AN ITWCOMPANY installation a bracing of trusses. 15 �, TOT.LD. 42.0 PSF SEQN- 30407 s A...l on this dragginlelyg or cover pogo listing this drawing, Indicates acceptance or professional engineering (j tY 14,4 8351 Roma Circle res.iniiity of the Buildinng the D.ip.r�ANSI/TPI 1 S.2.IW use of tl1i.arNiep Tar any.CruGtla•.it the sse�l Tar`� DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 For more information sae this Job's general rotes page end these web sites, .,nmer. ....._. .__._... Tam. - • . ,ver,... ...... . ,nn. ........ , ,,.r.........., SPACING 74.t7" 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 z lot chord 2x6 DF-L 2400f-2.OE2 Webs 2x4 HF Std/Stud :W7 2x4 HF #2: Nail Schedule:0.120"x3", min. nails Top Chord: 1 Row @12.00" o.c. ipecial loads Bot Chord: 2 Rows @ 3.0011 o.c. (Each Row) (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Webs : 1 Row @ 4" o.c. TC- From 71 plf at 0.00 to 71 plf at 15.25 Repeat nailing as each layer is applied. Use equal spacing TC- From 71 plf at 15.25 to 71 plf at 30.50 between rows and stagger nails in each row to avoid splitting. BC- From 7 plf at 0.00 to 7 plf at 30.50 4" o.c. spacing of nails perpendicular and parallel to BC- 1403.86 lb Conc. Load at 2.06, 4.06 grain required in area over bearings greater than 4" BC- 1438.69 lb Conc. Load at 6.06, 8.06,10.06,12.06 4.06,16.06,18.06,20.06,22.06,24.06,26.06,28.06,30.06 120 mph wind, 20.87 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC find loads and reactions based on MWFRS. DL=4.2 psf. leflection 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 Tor 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 5X5[10] ` 5X5[18] :23] W3X5 S 3.00 4X5[8],4 `- �. � X5[20] 3X5% 3X5 •Nsk q 5-4-15 III III_� - I I I � +18-0-0 4X1. B7R) = 3X5[5] III 5X5[7] ---- 5X7= 8X8(R) III 5X7= 5X5[21] = 3X5[23] III 4X16() =-=- H0508-- <------4-9-9 0508E 4-9-9 >I< 3-5-13 >I< 3-5-13 >I< 3-5-13 >I< 3-5-13 >I< 3-5-13 >f< 3-5-13 >f< 4-9-9 ->. 15-3-0 15-3-0 Fc 30-6-0 Over 2 Supports >, R=11338 U=572 W=5.5" R=12555 U=633 W=5.5" 'LT TYP. 20 Gauge HS,Wave Design Crit: J FT/RT 2%(0%)/4(0) D) 16.01 .►,1 1�.,ASR�!'.�`r4> OR/-/1/-/-/R/- Scale =.25"/Ft. MSS Components of Oregon (503)357-2118 a 01144INGIo. READ AND F0.Lo,ALL NOTES ON THIS dt/AINGI Al 'M TC LL 25.0 PSF REF R7175- 2131 825 N 4th Ave,Cornelius OR 97113 YenrORTANre EuALL CON aisN TNis DRAWING To ATRACTORS INCLUDING THE HaTAI.LERs. �l Trusses require extreme re in fabricating, handling, shipping, installing and bracing. Refer to an,follow the latent edition of BCSI ca Component safety Information, by TPI and NrcA) for safety practices prior Q.' / DL 10.0 PSF DATE 12/04/17 o performing these functions. Installers provide temporary bracing par B(S1. Unless noted otherwise, 1 „00141164 to chord hall have properly at teChed structural sheathing and bottom chord shall hays a properly attached BC DL 7.0 PSF rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per BC DRW CAUSR7175 17338104 .4 t. ections B3, B7 or 610. as applicable. Apply plates to each face of trussand position as shown above and on 12/05/201 7 1) I the Joint Details, unless noted otherwise. Refer to drawings 160A-Z forstandardplata positions. L L BC LL 0.0 PSF CA-ENG BFR/RTT _L E1 N l� Alpine. a division TO Building Components Group Inc. shall not be responsible for deviation from this OREGON awing, any failure to build the truss in conformance with ANSI/TPI 1. or for handling, shipping, AN ITWCOMPANY drawing, .bracing of[ru=ses. /3 4, �, e TOT.LD. 42.0 PSF SEQN- 30408 A...I an this drBing.r cover pogo listing this drawing, indicates er professional engineering 4 tY 14,20 to a e responsibility solely for the resign aeon. T1s suitability end u..of this orating for aro.tnlot,r.I.w 8351RovanaCircle responsibility or the Building Designer per ANSI/TPI 1 S.w.2. semi[Tar DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 Tor more information sea this Jobe general notes page and these web spas: SPACING 74.l)" 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 - GGE ) -op chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. russ designed to support 1-6-0 top chord outlooker span and Wind loads and reactions based on MWFRS with additional C&C member :ladding load not to exceed 5 PSF one face, and 24" span design. )pposite face. Top chord may be notched 1.5" deep X 3.5" AT 48" o/c (long top edge.DO 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 A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind (racing requirements. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. lottom chord checked for 10.00 psf non-concurrent bottom chord live load Ipplied per IRC-12 section 301.5. JT PLATE LATERAL CHORD No SIZE SHIFT BITE -russ designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, [16] W3X5 S 1.25 :e=1.10, CAT II & Pf=21.17 psf. [17] W1.5X4 S 2.50 :S) Add 2x4 HF #2 scab to be attached to one face *** DO NOT TURN TRUSS END-FOR-END *** of top chord with 10d (0.128"X3.0") nails at 6" o.c. Top edge of scab should be 1.5" below the existing top edge of the top chord. 3X5[16] 4X5 (S) 2x4 x 6-0-0 0.110-'.4.000' miti,_ (S) 2x4 x 8-0-0 4 ..� `�I.♦_ 1u�A \\ �� 4 2-11-15 44,11, www elle ever NOW tillkti '''.wilt ELI_ # 9-0-0 3X5 3X5(1) 2X4(A1) = 1 .5X4[17] Ili LEI-6-0 1 5-0-0 >ic 11-0-0 1-6-00J f" 9-2-2 L. 6-9-14 l 8-0 0 'I' 8_0_0 '1 I— 8-0-0 _i_ 8-0-0 -J E16-0-0 Over 3 Supports �1 R=563 W=3.5" R=645 U=2 W=5.5" R=845 W=5.5" RL=48/-48 dote: All Plates Are 1 .5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) CEO PROF 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .I/ u.„0/� � ft ( laik,S+J,i OR/-/1/-/-/R/- Scale =.375"/Ft. -Liss Components ofOregon (503)357-2118 "•WARNING(•• READ AND FOLLOW ALL NOTES ON THIS DRAWING! �? Qi �Q 825N4tIhAve,Cornelius OR97113 **IMP**IMPORTANT.... R ISH THIS DRAWING m ALL CTwes INCLUDINGn1E INSTALLERS. � TC LL 25.0 PSF REF R7175— 2132 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow 83294PE the latest edition of BCS( (Building Component Safety Information, by Tel and WTCA) for safety practices prior W „ate -i _ DL 10.0 PSF DATE 12/04/17 to performing chase functions. Installers provide temporary bracing par BCSI. Unless noted otherwise,4111161 —_ top chord shall have properly ac tached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BC DL 7.0 PSF DRW CAUSR7175 17338088 actions 83, B7 or 810. as applicable. Apply plates to each face of truss and position as shown above and an 12/05/201 7 �=1/� o=0 N E T. the Joint Details. unless noted otherwise, Refer to drawings 1BGo_Z for standard plate positions. BC LL 0.0 PSF CA—ENG BFR/RTT r' Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this OREGON drawing, any to bulla the truss in conformance with ANSI/TPl 1, or for handling, shipping, AN ITWCOMFANY installation A bracing of trusses. res TOT.LD. 42.0 PSF SE N— 30409 seal an this easing or sever Woe lifting this drawing, Ineleeese acceptance or professional r el englnring ` S13'14,204 SEQN- l icy flm ely roes the design shown. .solubility and ufe of els drawing ser any structure Sc theDUR.FAC. 1 .15 FROM BB Wr ANSI/WPI 1see.2. °sell T 8351 Rovana Circle reepoh• lllty of the Building Design.,per t Sacramento.CA95828 For more information see this general notes page and these Gab altar: SPACING 24.0" .1RFF- 1W6147175713 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,----- 1 4 X614 4 1- 2-11-15 _' -T._ - (cj 9-0-0 r 1 .5X4 MI 3X5(A1) 3X5(A1) l<1-6-0-i< 5-0-0 I., 11-0-0 <1-6-00J 8-0-0 >I< 8-0-0 >bi I, 8-0-0 I 8-0-0 1 16-0-0 Over 3 Supports >1 R=707 U=5 W=3.5" R=765 U=2 W=5.5" RL=48/-48 R=186 W=5.5" Design Crit: IRC2012/TPI-2007(STD) F PROP ALT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .►! ' G . f, SS,�, OR/—/1/—/—/R/— Scale =.375"/Ft. MSS Components ofOregon (503)357-2118 "WARNING!" READ Mn FOLLOW at NOTES a e THIS aeerlNGI / �` � REF R7175- 2133 825 N 4th Ave,Cornelius OR 97113 aaIMMETAerae FURNISH THIS ORMINB TD ALL CONMACTOR8 INCLUDING 71E INSTALLERS. � V 83294PE Z TC LL 25.0 PSF Trusses require extreme re in fabricating, handling, shipping, installing and bracing. Refer to afollow A. 12/04/17 the latest edition of BCSI( and Building Component safety Information, by TPI and NrdA, for safety Practices Prior .G ..../".e. _ DL 10.0 PSF DATE o performing these functions. Installers shall provide teiiporary bracing pr BCSI. Unless noted therwise• 1 411k114 tap 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 BC DRW CAUSR7175 17338091 ■r, ll 0 11N E sections B3. B7 or B10. a.applicable. Apply plates to each face or cru and Position as shown above and on 12/05/gni 7 BC DL 7.0 PSF II J theFeint Becails. "niers entad athenwiaa. Refer to drawings iBOA-z for standard plata positions. V Alpine, a division of ITN Building Components Group Inc. shell not be responsible for any deviation from this OREGON BC LL 0.0 PSF CA-ENG BFR/RTT drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN IrweoMPANV bracinglotiontrusses. /5 „� t TOT.LD. 42.0 PSF SEQN- 30410 A.MI on this drawing.r toper page listing this er.*Iro. Irola.t...o..pt me.of professional .roln..rlrq 4 LY 14.20 Qj re.pd,,.lelIlty solely for the design sheen. The suitability and,,.e or this teeming structs.-.1.tea N. DUR.FAC. 1 .1 5 FROM BB .� s 8351RGvanaCircle re.pw.leilley or w a,liallq Daaigrwr per ANSI/IPI 1 S.e.2. Sell Tan sacBBBento,CA 96828 For more information dee this Job's general rotes page and these web sited: SPACING 24.0" .)RFF- 1 W6H7 1 75 7 1 3 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - 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) of kyr 4 4 r 2-11-15 b 0-6-2 ■ an 9-0-0 Q iE EE EE 1 .5X4M 3X5(B1) . - 2X4(A1) 1 4-5-8 >Lc 11-0-0 L1-6-0s I"c 7-5-8 >I< 8-0-0 >I L- 7-5-8 J_ 8-0-0 J 15-5-8 Over 3 Supports R=609 W=5.5" R=101 W=5.5" R=765 U=3 W=5.5" RL=40/-39 Design Crit: I RC2012/TPI-2007(STD) *'BEV PROFS 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .ft�) 4 d e4F s�° OR/-/1/-/-/R/- Scale =.375"/Ft. -uss Components of Oregon (503)357-2118 **WNDOM.. READ AMD MUDD ALL NOTES ON THIS awING1 /� 825 N 4th Ave,Cornelius OR 97113 "I'P°RTMQe' MOM THIS DIMING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. $3294PE ;�TC LL 25.0 PSF REF R7175- 2134 Trusses require extremere in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI(Building Component Safety Information, by TPI and 11TCA) for safety practices prior / DL 10.0 PSF DATE 12/04/17 $ to performing these functions. Installers shell provide temporary bracing per SCSI. Unless Octad otherwIse, op chord shall have properly attached structural sheathing and bottom chord shall have a properly attached �1) M :C DL 7.0 PSF DRW CAUSR7175 17338099 rigid telling. Locations shown for permanent lateral restraint of webs shall have bracing installed par SCSI 12/05/2017 ��) T., sections B3. B7 or B10. as applicable. Apply plates to each face of trussand position as shown above and Co the Jelnt Bet�lls, nnleaa orad In�rwi�0. Refer to 7-.7:.7.1.7,:z.:-: rawings,BOA-zfdrtaMara plate poaltlons. OREGON BC LL 0.0 PSF CA-ENG BFR/RTT I Alpine, a alvl elan of 1bu Building Cb parents Group Inc. shall not be roc lbla ca any appIng ion Fran chis drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY installation a bracing of trusses. 3 fyty�;,�pf� TOT.LD. 42.0 PSF SEQN- 30411 A owl responsibility solely'gfu�w cover a..�i yon II•no.��i�nl.sr'thisebII icIndicates u..of chicdrawingce Of •o ro of engineering is the r� t 8351 RovanaCirele responsibility of the Building Weidner poor ANSI/TPI 1 sea.2. S$el�Tan ` OUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 For more information see this Job's general rotes page and these web sites: .i ..r... .... aa...........i afinro1141:1 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 - 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 I' 0-8-2 ad. i mii q 9-0-0 3X5(B1) = 1 .5X4 III ,77 3X5(A1) L 3-11-8 >I< 11-0-0 >1< 1-6-0-J I` 6-11-8 >I c 8-0-0 >1 1- 6-11-8 _L 8-0-0 J E' 14-11-8 Over 3 Supports >1 R=548 U=1 R=136 W=5.5" R=733 U=4 W=5.5" RL=39/-38 e.Design Crit: IRC2012/TPI-2007(STD) 01.- QR�fi's 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .'e t S1 �((�BYfilp p OR/-/1/-/-/R/- Scale =.5"/Ft. uss Components of Oregon (503)357-2118 "MKiW1iNGi" IREAo AID FOLLOW ALL NOTES a THIS DRAWING! 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 ''IMPORTANT” FURNISH THIS DRAINING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. �� / 88294pE I. TC LL REF R7175- 2135 Trusses require extreme care in fabricating, handling, snipping, installing and bracing. Refer to all follow ,.,r. the latest edition of SCSI (Building Component Safety Information, by TPI and RICA) for safety practices prior � DL 10.0 PSF DATE 12/04/17 to performing these functions. InstallersuShall provide temporary bracing per SCSI. Unless noted otherwise, ,41111. ve top chord shall haproperly at taelad structural sheathing and bottom chord shall 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 SCSI 12/052017 DRW CAUSR7175 17338098 AlL�^�Q N E secthe ionsJoin 83,D87 or 8unless as appinoted ember. Apply plates dr each face of truss and position as sloven above and on � I the Joint Decafis, uneess noire tih,erwise. Refer to drawings ieGq-Z for standard Diger positions. BC LL Alpine, a division of 178 Building Components Group Inc. shall not be responsible for any deviation from chis OREGON 0.0 PSF CA-ENG BFR/RTT Urawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, .E� AN ITW COMPANY Installation.bracing of trusses. 3r 1, 14,2 ,(8, fit' TOT.LD. 42.0 PSF SEQN- 30412 w A seal en this drawing or Bever pegs listing this drawing, indicates acceptance of professional engineer) �� tV Iblli[ sole) for the design r—Dol» Y Y 01 er pn. The suitability.S and uea of chit drawing for any s,:e'ucnre is the ell Tan DUR.FAC. 1 .15 FROM BB 8351 Rovana Circle reaps,l.ib1 U ley of the Building o..iprrr per ANSI/TPI t Sea.2. 3 Sacramento,CA 95828 For more information see this Job's general notes page and these web sites: .IRFI 1 WBH 7 1 7571 mist. ...... ._.__,_... -. a.. w m. ........ Orawr.wwwl RA llt.anAN SPACING 24.0" 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) 4i 4 3X5(R) \\\ J 1 • 19P 14 11111 2-5-15 2-11-15 e\F-1 MS 4_9-0-0 1 .5X4[3] III 3X5= 2X4(A1) L-1-6-0- H-1-6-0 >1< 8-0-0 >{ I_ 1-6-0 ,I— 8-0-0 F9-6-0 Over 2 Supports >{ R=395 R=562 W=5.5" RL=-44 Design Crit: I RC2012/TPI-2007(STD) 5r. PROhrFs 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .!j�La( eEN `r'. OR/-/1/-/-/R/- Scale =.511/Ft. vss Components of Oregon (503)357-2118 'eWARNINGI et READ AND FALLOW ALL NOTES Q1 7)115dM/INSI o `. 825 N 4th Ave,Cornelius OR 97113 ••IfFORTANr'• FURNISH THIS DRAWING 70"" earmAaoNs INCLUDING TME INSTALLdL4. l TC LL 25.0 PSF REF R7175- 2136 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 WICDL 10.0 PSF DATE 12/04/17 A) for safety practices prior to performing'these functions. t Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing aro bottom chord shall have a properly attached :C DL 7.0 PSF rigid tel Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI 1 1 DRW CAUSR7175 17338097 Ailhb �1 O�— sections 53, 67 or 510, as applicable. Apply plates to each face of trussand position as shown above and an 12 05/2017 L the Joint Details, unless noted otherwise. Refer to drawings 180A-Z for standard Plate positions. BC LL 0.0 PSF CA-ENG BFR/RTT Alpine, a division of ITO Building Components Group Inc. shall not be responsible for any deviation from this OREGON drawing, any failure to!wild the truss in conformance with ANSI/TPI 1. or for handling, shipping, AN ITW COMPANY instal lotion.bracing of trusses. 'ZEy,14r soe. = TOT.LD. 42.0 PSF SEAN- 30413 ► A...1 .b this drasolely or thecover sign listing this arstro, Indicates d.w. •l g for structure is t �/ e��Tao .t� DUR.FAC. 1 .15 FROM BB r wool on ler wl.ln cur the pegs sheen. Thei suitability dic use of this•r.of prof,.7)p,.croonne engineering gh. 8351 Rovana Circle responsibility of the Wilding Designer per ANSI/TPI t S.e.2. Saemmento,CA95828 For more information see this Job's general notes page and these nab sites: . __ 0/...,.,.....1 Wirt/,,,,,, 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 - 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 B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. lee DWGS A1203OENC101014, GBLLETIN1014, & GABRST101014 for gable wind Wind loads and reactions based on MWFRS with additional C&C member )racing 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, :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 Illowed within 12" of notches. Do not notch in overhang or heel panel . 4X5 FL 4II ■ i4 2-5-4 wii rim / / *18-0-0 1 /// / / / 2X4(A1) - . 2X4(A1) .--- 1.<--1-6-0—›.1L-1-6-0- 1 L 6-4-0 .J 6-4-0 -J I< 12-8-0 Over Continuous Support R=158 PLF U=5 PLF W=12-8-0 RL=3/-3 PLF Jote: Ail Plates Are 1 .5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) V' PRC�fiFS 'LT TYP. Wave FT/RT=2%(0% /4(0 16.01 .Fr� S'/ �f � �+l , OR/-/1/-/-/R/- Scale =.5"/Ft. vs5Components ofOregon (503)357-?118 "WARN INGiee READ AND FOLLOW ALL.NOTES ON THIS DRAWING! 4, 25.0 PSF 825 N 4th Ave,Comelius OR 97113 set " FURNISH TM's DRAWING TO AL CONTRACTORS INCLUDING TME IrarKLIBM / 83294PE la TC LL REF 87175— 2137 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow a �"� DATE 12/04/17 the latest edition of SCSI (Building Component Safety Information, by TPI and NTCA) for safety practices prior A - DL 10.0 PSF to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, tap chord shell have properly attached structural sheathing and bottom chord shell have a properly attached rigid tailing. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI BC DL 7.0 PSF DRW CAUSR7175 17338102 i sections 83, B7 or B10, es applicable. Apply plates to each face of truss and position as shown ab We and on 1 2/05/2017 L U I I[� the Joint Details, unless noted otherwise. Refer to drawings 1BGo_Z for standard plate positions. BC LL 0.0 PSF CA-ENG BFR/RTT A I �1 1 Alpine, a division of ITN Building Components Group inc. shall net 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 IrwCOMPANY Installation.bracing of trusses. t TOT.LD. 42.0 PSF SEQN- 30414 A...l on this drawing.r cover p. listing this droving. Indiat...o..pf nee of draftee/min ee/.n.I engineering 4 "OLY 14,20 0 8351 Rovana Circle responsibility solely the BBdIIdI g the Cosigner e AI�1%1Pl 1 'see 2 end,,.e of this m.,lllp for.,�,structure,i.the S' ell •Tar,,t OUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 For more information see this Job's general notes page and these web sites: . .,,.,.K. ._:__._... -. n,. _ _ - - SPACING 24,0" JRFF- 1WBH7175713 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - FGE ) 'op chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. lee DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Wind loads and reactions based on MWFRS with additional C&C member )racing requirements. design. lottom chord checked for 10.00 psf non-concurrent bottom chord live load Provide lateral wind bracing per ITWBCG wind bracing details or per 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 ii towed within 12" of notches. Do not notch in overhang or heel panel . 4X5= millP II 41 I I I4 j il 2 -1-15 MB 0 0 0 0 1 MO , 9-0-0 / / J 2X4(A1) = 2X4(A1) -- I-c--1-6-0—>1 L--1-6-0-- I_ 5-6-0 _I- 5-6-0 ,I 1 11-0-0 Over Continuous Support >-I R=161 PLF U=0 PLF W=11-0-0 RL=3/-3 PLF dote: All Plates Are 1 .5X4 Except As Shown. ED PROP Design Crit: IRC2012/TPI-2007(STD) 02 Fs+ ft )LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .' ' O c004F 'ID OR/-/1/-/-/R/- Scale =.5"/Ft. uss Components of Oregon (503)357-21I8 ”WARN INGI•. aero A10 FOLLOW ALL NOTES ON THIS DRAINING' CJ' ‹(j �A �+ TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 aalNDONTANTaa FINN'S"THIS DONNING TO ALL caRRACTGNs INCLUDING THE INSTALLERS. Lti 83294PE �� REF R7175- 2138 Trusses require extreme care in ng Component SfetyI handling. Nipping, Installing and bracing. Refer to and follow - DL 10.0 PSF DATE 12/04/17 the latest edition or SCSI re in Canponont Safety Information, by TPI and andA) For safety practices ands orlon to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, — top chard shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations sham for permanent lateral restraint of webs Mall have bracing installed per SCSI /� BC DL 7.0 PSF DRW CAUSR7175 17338090 ,4�� ty sections 83, 87 or 810, as applicable. Apply plates to each face of truss and position as shown above and on 1 2/05/2017 o I the Feint netalls, alias„:ted oche wise. Refer to drawings 180A_Z fersstandard plate position. BC LL 0.0 PSF CA-ENG BFR/RTT I Al pl re, a dl vl Sion of ITN Bulitllrrg Components Group Inc. atoll not ba responsible for arty tleviatfon frau this OREGON drawing, anyfailure co bulla the truss in conformance with ANSI/TPI 1, or for handling, shipping, d� AN ITW COMPANY installation a bracing of trusses. pa ", oda C' TOT.LD. 42.0 PSF SEQN- 30417 A.r1 an this drawing or cover pogo listing title drawing. Indicates acceptance or prof...ion.l engineering 4 tY 14,2d 0 respcnsib111ty solely Por U,s design shorn. The suitability and use or this drawing for aro structls•e is theS 8351 Rovana Circle rrpon.Iblaity of the 9,11 dInG b..igasr per ANsI/1P1 1 Sec.2. s'"elf Ta*'• DUR.FAC. 1 .15 FROM BB Sacramento,CA958z8 For more information Nee thls,ab a general nates page and these web aitea: _.-...-.,,_.,, SPACING 24.11" .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 - HGE ) -op chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II , EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. lee DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Wind loads and reactions based on MWFRS with additional C&C member )racing requirements. design. lottom chord checked for 10.00 psf non-concurrent bottom chord live load Provide lateral wind bracing per ITWBCG wind bracing details or per Ipplied per IRC-12 section 301.5. engineer of record. 2X3 studs require reinforcement at 70% of the 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 :Iadding 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.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 // / / / / ` .. /l 2X4(A1) = 2X4(A1) 1 .5X4 III 1-c-1-6-0-->J l•<---1-6-0—>i I_ 3-0-0 3-0-0 ,I 6-0-0 Over Continuous Support 1 R=186 PLF U=1 PLF W=6-O-0 RL=4/-4 PLF so Design Crit: IRC2012/TPI-2007(STD) pRO/Fs 'LT TYP. Wave FT/RT=2% 0% /4 0 16.01 .Fr4.0ts'i ( ) ( ) �1f�VFR O OR/-/1/-/-/R/- Scale =.5“/Ft. vssComponents ofOregon (503)357-1118 ”WIARNING1•• READ AND FOLIAR ALL NOTES ON NOS OU/nOI fr? Qj rQ TC LL 25.0 PSF REF 87175- 2139 825 N 4th Ave,Cornelius OR 97113 ••11PORTANT” FINNISH THIS DRAWING TB ALL CONTRACTORS INCLUDING THE INSTALLERS. 10 83294PE Trusses require extremacare in fabricating, handling, shipping, installing and bracing. Refer to and follow �' - - DL 1 0.0 PSF DATE 12/04/17 the latest edition of RCSI Building Component Safety Information, by TPI and RrCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, op chord shall have properly attached structural ctural sheathing and bottom chord shell have a properly attached BC DL 7.0 PSF DRW CAUSR7175 17338105 rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI /�, A-^I_O-_N actions 83. 87 or 810, as applicable. Apply plates to each face of fru and position as stows above and on 1 2 05/2017 llll��f� the Joint Oxtails, unless.orad otherwise. Refer to drawings l60A-Z forstandardplate positions. BC LL 0.0 PSF CA-ENG BFR/RTT Aspire, a division of ITR Building Components Group Inc. shall not be responsible for any deviation from this OREGON awing, any failure to bulla the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY installation.bracing of trusses. 41/0'14,20 c TOT.LD. 42.0 PSF SEQN- 30418 • A..al on this drawing or eml.r p.g.listing this drawing, Indle.ts..ea.ptene.of professional engineering G 0 responsibility of.the BM1edladaD design�ANSI/ 1P1 I 1S.e'.2.w g«of f/,l.dreaded Ter.rp/structure I.the sseil Tao DUR.FAC. 1 15 FROM BB 8351 Rovana Circle Sacramento,CA 95828 For more information see this Jobs general notes page and these web sites: SPA('I N(' 24 n JRFF 1WFTH717ri71 THIS DING 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 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC BC- 170.34 lb Conc. Load at 2.06, 4.06 )L=4.2 psf. Wind loads and reactions based on MWFRS. lottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 4X5==.- 4 1 ( 4 1-3-15 9-0-0 r 1 .5X4111 - 2X4(A1) = 2X4(A1) l' 3-0-0 >I< 3-0-0 L 3-0-0 ,I_ 3-0-0 _1 6-0-0 Over 2 Supports R=401 U=6 W=5.5" R=408 U=6 W=5.5" 'LT TYP. Wave Design Crit: IRT/RT 2%(0%)/4(0) D) 16.01 .PAS, .� pti< Ste, OR/-/1/-/-/R/- Scale =.5"/Ft. -ussCom Components (503)357-2118 '•WARNING!•• READ AG FOU-011 ALL NOTES O THIS DRAWINGI �` k TC LL 25.0 PSF REF R7175- 2140 po ..IMPORTANT.. FURNISH THIS OWNING TO ALL CONTRACTORS IMMURING THE INSTALLERS. 83284PE 825 N 4th Ave,Cornelius OR 97113iii Trusses require extreme care in fabricating, handling, shipping. Installing and bracing. Refer to and fellow it . ■ - DL 1 0.0 PSF DATE 12/04/17 the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attoched structural sheathing and bottom Chard shall have a properly attached BC DL 7.0 PSF rigid calling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCS DRW CAUSR7175 17338092 ,4 sen �0�=ri[ sections 83, 87 or B10. as applicable. Apply plates to each face of truss and position as shown above and an 1'1/05/'1017 I� Illi l'.��--1 the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. 1L J L l BC LL 0.0 PSF CA-ENG BFR/NTT Alpine. a division of Ile Building Components group Inc. shall not be responsible far any deviation from this OREGON drawing. any failure to bulla the truss in conformance with ANSI/TPI 1. or for handling, shipping, AN ITR COMPANY installation.bracing of trusses. rb TOT.LD. 42.0 PSF SEQN- 30419 A seal on this drawing or corer page listing this drawing, Indicates acceptance Sr prof...lensl engineering G `SLY 14,20 ,r0, m re.poe.Ibl i lty solely for the design shown. The suitability and use of Mie drawing far any structure is the 8351 Rova11ffCIiCIe repel IbIIsty of the gullding Designer par ASI/Tni 1 See.2. �sef,Tao• DUN.FAC. 1 15 FROM BB Sacramento,CA 95828 For more information sae this Job's general notes page and these web sites: + Q SPACING ._._-,_.. -. .a,. • .. mere, - ._._-.- NG 74.n" JRFF- 1WRH7175713 THIS DING 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. lee DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Wind loads and reactions based on MWFRS with additional C&C member )racing requirements. design. lottom chord checked for 10.00 psf non-concurrent bottom chord live load Provide lateral wind bracing per ITWBCG wind bracing details or per Ipplied per IRC-12 section 301.5. engineer of record. 2X3 studs require reinforcement at 70% of the 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. (long 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 i IP Will 1-7-15 0-4-7 i>, int 4 _4_9-0-0r/1 2X4(A1) = 1 .5X4 III 1 .5X4 ill 3-10-8 Over Continuous Support) R=127 PLF W=3-10-8 RL=5 PLF Design Crit: I RC2012/TPI-2007(STD) ��PROp TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .' I i n`-14 OR/—/1/—/—/R/— Scale =.5"/Ft. T.ucsComponents ofOregon (503)357-1118 e'NARNINGIe. READ AND RUM ALL NOTES ON THIS CRANING? CO �FiQ O?i TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 '•IBPORTMr.. EORNISN THIS DRAWING TO ALL CaRRADTaa INCLUDING THE INSTALLERS. jV 83294pE Y REF R7175— 2141 Trusses require extremet care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCS? (Building Component Safety Information, by TPI and RICA) for safety practices prior ,,.'- - DL 10.0 PSF DATE 12/04/17 to performing these Functions. Installersotherwise.shall provide temporary bracing per SCSI. Unless noted otherwise. ap chord shall have properly ettamhad structural mt ran sheathing and bottom chord shall have a properly attached BC DL 7.0 PSF DRW CAUSR7175 17338087 rigid ceiling. Locations shown for permanent lateral restraint of webs shall nave bracing installed per BCS A--��0`� sections B3, 87 or 810. as applicable. Apply plates to each face of trussand position as shown above and on 1^/05/2017 Jthe Joint Details, unless noted otherwise. Refer to drawings 180A-Z for standard plate positions. 1L/ J L L/ BC LL 0.0 PSF CA—ENG BFR/PTT Alpine, a division of ITw Building Components 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 I.bracing of trusses. /3 �, G TOT.LD. 42.0 PSF SEQN— 30420 p A seal on this awing or moor peg.Doting this drawing, indicates.eapvros of prof...Ien.i angln..ri 4 L' 2O r..polulbl l sty**lois for ohm design ohm.. Th.suitabi i ity and e.0 Of thlo drawing far.mn.tnleturs is the . �a, �� DUR.FAC. 1 .15 FROM BB 8351 RovanaCircle r..pen.muIty or the Building Designer par ANSIIITH 1 a.e•2. S elf Ta 1 Sacramento,CA 95828 For more information see this Job's general notes page and these wen ahem: SPACING 24.0" .IRFF- 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 - 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 nor dead load is 1.50. 1.5X4 III 4i 1 1-7-15 0-4-7 LiBill11111111111111111111 49-0-0 2X4(A1) = 1 .5X4 III Fc 3-8-12 1"12 FRE3 Over 2 Supports R=170 R=159 U=3 RL=21 'LT TYP. Wave Design Crit: IR FT/RT 2%(0%)/4(0) D) 1.03 16.01 .' S� P s's'' OR/-/1/-/-/R/- Scale =.5"/Ft. vssCom Components (503)357-1118 ";WARNINGI'e DEAD AND FOLIA ALL NOTES a THIS DRAWING! sp ((r � TC LL 25.0 PSF po ••INPDITANT.• FINNISH nits DRAINING To ALL conuActoRs mamma THE INSTALLENs. $3294PE 825 N 4th Ave,Cornelius OR 97113 REF R7175- 2142 Trusses require extremere in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI( ng Building Component Safety Information, by TPI and WTCA) for safety practices prior e/" : DL 10.0 PSF DATE 12/04/17 to performing these functions. Installers shell provide temporary bracing per BCSI. Unless noted otherwise. op chord shell have properly attached structural sheathing aM bottom chord shall have a properly attached BC DL 7.0 PSF DRW CAUSR7175 17338086 rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCS A r, 1 [I N actions BD ai or as applicable. Apply plates to each face of for and position as sown above and m Y 1/OG i ' Illl'II�L J Coe Joint Details. unless mind otMrwise. Refer ,.drawings,80A-Z for standard plata positions. 1L/ JAL 1 BC LL 0.0 PSF CA-ENG BFRIRTT Alpine, a division of ITT/Building Components Group Inc. shell 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 ITWCOMPANY installation a bracing of trusses. 13 �, C TOT.LD. 42.0 PSF SEQN- 30421 e A meal an this drawing Sr cover p.g.listing this drawing, Indlo.tes acceptance of professional engineering 4 Lt 14,20 ``e _ responsibility solely for the weigh sheen. The suitability end pee of this drawing far any structure is theS�@��e\ DUB.FAC. 1 .15 FROM BB 8351 Rovana Circle r.epahelblllty or one eulldlng Designer per ANSI/TPI 1 sae.2. Sacramento,CA 95828 For more Information see this Job'a general notes page and these web sites: w,.,r. ........ . .__._...---. .ni. .._...._-'_-_ __-. --. ........__ . _.---__-. ___-- - .------ . ------- SPACING 74.0" JRFF- 1WRH7175713 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - 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 Ill 4 i 111-7-15 ■ 011111111111111111111111111111111111111111111 " � 1 .5X4 111 2X4(A1) L-1-6-0-- Ec 3-10-4 2 1_t 4-0-0 Over 2 Supports --> R=316 U=1 W=5.5" RL=30 R=137 U=1 Design Crit: IRC2012/TPI-2007(STD) IkEO FRO 'LT TYP. Wave FT/RT=296(0%)/4(0) 16.01 .', d s/, OR/-/1/-/-/R/- Scale =.5“/Ft. -uss Components of Oregon (503)357-2118 ..•WARNING!•• READ ANO ROLwg ALL NOTES ON THIS RRAWINOI 0;61a 825 N 4th Ave,Cornelius OR 97113 .olESD tTANT,” fURNISH TNIS DRAWING TO ALL oaMinAC ORS INCLUDING THE INSTALLERS. TC LL 25.0 PSF REF R7175- 2143 Trusses require extreme care in fabricating, handling, shipping, Installing and bracing. Refer to and follow 83294PE et he PI and wTCA) far safety practices prior latest edition of BCS! (Building component safety Information, by T t ,,.- w DL 10.0 PSF DATE 12/04/17 o performing Chesty functions. installers she11provide temporary bracing par BCSl. Unless noted otherwise, __ to chord shell have properly attached structural n sheathing and bottom chore shall have a properly attached BC DL 7.0 PSF DRW CAUSR71 75 1 7338089 rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BC51 sectionsTA B3, B7 or B10, asapplicable. Apply plates to each face of trussand position as shown also,.and on 12/05/27 ALL l) the Joint Details, unless noted otherwise. Refer Co drawings leo..-Z for standard 01tandard plate positions. L 1 A I�� NE Alpine, a division of iTY Building Components Group Inc. shall not be responsible for any deviation from this OREGON BC LL 0.0 PSF CA-ENG BFR/NTT drawing, any failure Co bulla the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY installation A bracing of trusses. TOT.LD. 42.0 PSF SEAN- 30422 e A...l an style drewin..r.oyer page listing this drawing, Indicates acceptance of professional engineering fe SLY 14,20� 8351 RDvanaGrcle responsibility solely&slidiingo:Ign.�ANSI/suitability. ,...r this ..r.,, K,.,at.re is the `s`°eH Tao i DUN.FAC. 1 .15 FROM BB Sacramento,CA 95828 .nor more information aa.this job's general nates yoga and these web sites,tea: .-.--.--__ SPACING 24.0" .1R FF- 1 WRH7 1 75 71 3 THIS UNG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115027--PARR FOREST GROVE -Riverside 2885 A Roof Mas -- master master , OR - K ) 1 -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 ( d —=! 0-11-15 . 9-0-0 =� 1 .5X4 III 2X4(A1) LE-1-6-0-->i �1-10-4—y 12 17 2-0 0Over 2 Supports R=32 U=4 R=259 U=15 W=5.5" Design Crit: I RC2012/TPI—2007(STD) Ike°PROFS, 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .►� G ,s.411) OR/-/1/-/-/R/- Scale =.5"/Ft. vssComponents ofOregon (503)357-2118 '•WARNINGIem READ NO F0.LG�ALL PONES ON THIS ORMINGI ('� 825 N 4th Ave,Cornelius OR 97113 " **IMPORTANT. FURNISH THIS DINNING To All CONTRACTORS INCLUDING THE INSTALLERS. '6Cr AQ 9 TC LL 25.0 PSF REF R7175- 2144 Trusses require extreme Cara In fabricating, handling, shipping, installing and bracing. Refer to and follow 83294PE the latest edition of BCSI (Building Component safety Information, by TPI and WTCA) for safety practices prior 0.0,0- 4 _ DL 10.0 PSF DATE 12/04/17 to performing'Cheat,functions. Installers shall provide temporary bracing per SCSI. Unless noted Otherwise, SjOilkh `op chord shall have properly at tached structural sheathing and bottom chord shall have a properly attached BC DL 7.0 PSF DRW CAUSR7175 17338101 rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per BC ". s 83, B7 or 81o, es applicable. Apply plates to each face of truss and position as shown ebObe and on 12/05/201 7 n o�I I E sections 83, Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. L J L BC LL 0.0 PSF CA—ENG BFR/ITT f=1 lI �' I `J Alpine, a division of RTW Building ConPonents Group Inc. shall not be responsible for deviation from this OREGON drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN RTW COMPANY installation.bracing of Crosses. rr TOT.LD. 42.0 PSF SEAN— 30423 , • A...I on thts drafting or cover pogo listing this dr..ing, II.n..t...00.pt nos of pr?. Ion.i engineering 4143'14,204; 0 responsibility solely far the design.had,. The suitability sod g.s of this drawing for any.truster.Is the �1 11,‘ 0UR.FAC. 1 .15 FROM BB 8351 RovanaCurie r..pon.Iblllty of fn.Building Cosigner per ANSI/TPI 1 S.d.2. *Oen Tan Sacramento,CA 95828 For more information see this Job's general notes page and these sob sites: SPACING 24.0" .JRFF— 1W6H7175713 Gable Stud Reinforcement Detail ASCE 7-1ft 120 mpH Wind Speed, 30' Mean Height, Enclosed, Exposure C, f<z t = 1,00 Dr: 100 Mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 ❑r: 100 mph Wind Speed, 30' Mean Height, Enclosed, Exposure 0, Kzt = 1.00 2x4 Brace (1) 1x4 'L' Brace * (1) 2x4 'L" Brace * (2) 2x4 'L' Brace ** (1) 2x6 'L' Brace * (2) 2x6 'L' Br-ace ** Bracing Group Species and Grades Gable Vertical No - Spacing Species ! Grade Braces Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B Group A, Spruce-Pine-Fir Hen-Fir S #1 / #2 4' 7' 7' 10' 8' 1' 9' 3' 9' 7' 0' 11' 5' 14' 0' 4' 0' 14' 0° 14' 0' to / 42 Standard #2 Stud #3 4' 4' 7' 2' 7' 8' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0" 14' 0' 4' 0' 14' 0' 43 Stud #3 Standard JD _ U — 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' 6' 2' 6' 7' 8' 2' 8' 9' 10' 10' I1' 4' 12' 10' 13' 9' 14' 0' 14' 0' Douglas Fir-Larch Southern Pinewww 5 #1 4' 10' 7' 11' 8' 2' 9' 4' 9' 8' 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0° 43 43 #c 4' 7' 10° 8' 1' 9' 3' 9' 7' 11' 0' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' Stud Stud i Standard Standard NJ #s 4' 6' 6' 6' 6' 11° 8' 7' 9' 2' 10' 11' 11' 4' 13' 6' 14' 0' 14' 0' 14' 0' (j D _ Stud 4` 6° 6' 6' 6' 11' 8' 7' 9' 2' 10' 11' 11' 4' 13' 6' 14' 0' 14' 0° 14' 0' Standard 4' 4' 5' 9' 6' 1' 7' 7' 8' 2' 10' 4' 11' 1' 11' 11' (2' 10' 4' 0' 14' 0' Croup B. J_ S #1 / #2 5' 3' 8' 11° 9' 3' 10' 7' 11' 0' 12' 7' 13' 1' 14' 0' 14' 0' 14' 0° 14' 0' Hem-Fir _ #3 5' 0' 8' 10' 9' 3' 10' 5° 10' 10° 12' 5' 12' (1' 14' 0' L4' 0' 14' 0' 14' 0' 41 a B t r U Stud 5' 0' _ 8' 9" 9' 2' 10' 5' 10' 10' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' PI Standard 5' 0' 7' 6' 8' 0' 10' 1' 10' 9' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' J 0 Douglas Fir-Larch Southern Pine*** #1 5' 6' 9' 1' 9' 5' 10' 8' 11' 1' 12' 8' 13' 2' 14' 0° 14' 0' 14' 0" 14' 0° 41 41 42 5' 3' 8' 11° 9' 3' 10' 7' 11' 0' 12' 7' 13' 1' 14' 0' 14' 0' 14' 0' 14' 0' t 42 42 -, #3 5' 1' 7' 11' 8' 5' 10' 6' 10' 11' 12' 6' 13' 0' 14' 0' 14' 0' 14' 0' 14' 0' —i Ix4 Braces shall be SRB (Stress-Rated Board). U c-H J L S-ud 5' 0' 7' 11' 8' 5' 10' 6' 10' 11' 12' 6' 13' 0' 14' 0' 14' 0' 14' 0' 14' 0' , w*For 1x4 So. Pine use only Industrial 55 or _ I Standard_ 5' 0' 7' 0' 7' 5' 9' 4' 10' 0' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' Industrial 45 Stress-Rated Boards. Group B 2 #1 / #2�I 5' 9' 9' 10' 10' 2' 11' 7" 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' values nay be used with these grades, p _ SP #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 Detoil Notes 3 U _ - 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 L/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 p1F over 141 6' 0' 10' 0' 10' 4' 11' 9' 12' 2' 14' 0' 14' 0° 14' 0° 14' 0' 14' 0" 14' 0' continuous bearing (5 psf TC Dead Load). i a S P #2 5' 9' 9' 10' 10' 2' 11' 7' ! 12' 1' 13' 10' 14' 0° 14' 0' 1.4' 0' 14' 0' 14' 0' Gable end supports fond From 4' 0' outlookees #3 5' 8' 9' 2' 9' 9' 11' 6' 12' 0' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0" 14' 0' with 2' 0' overhang, or 12' plywood overhang. , - D _ Stud 5' 8' 9' 2' 1 9' 9' 11' 6' 12' 0' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 5' 6' 8' 1' I 9' 7" 10' 9' 11' 6' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0" 14' 0' Symm r Attach 'L' braces with 10d (0.128'x3.0' min) nails, About it_ /Goble Truss I 1 © )16 For (1) 'L' brace' space nails at 2' o.c. in IS' end zones and 41 o.c. between zones, )anal brace option' **For (2) 'L' braces' space nails at 3' c.c. tical Length may be III II /j Tr T a \ 0 in 18' end zones and 6' o.c between zones. (bled when diagonal 18' ; 'L' bracing nest be a minimum of 90% OF web ce is used. Connect I , 0 member length. >0001 brace For 3854 �� 'L' ' ■ • each end, Max web Brace Gable Vertical Plate Sizes al length is 14/ ?kW i Vertical Length No Splice 2x4 DF-L 42 or Less than 4' 0' 1X4 or 2X31 better diagonal 7 — Greater than 4' 0', but 2X4 Vertical length shown / brace; single less than 11' 6' In table above. ,� or double cut 18' © illii..... © Greater than I1' 6' 3X45' los Shown) at , L_ 1Fy + Re er to r_ommon truss design for upper end. 1F7 ■ ■ ■ _■ ■�1 ■L Q ■ ■ N ■ ■ ��_ ■ ■ r peak, splice, and heel plates, / / � / continuous Bearing ;t� ' 0.L� T Refer to the Building Designer for conditions Connect diagonal at ` C midpoint of vertical web. N..0, Refer to chart above for r'l• ■a, • e not addressed by this detail, wwWARNINGI*• READ AND FOLLOW ALL NOTES ON THIS DRAWING! 0 ' ' REF ASCE7-10-00012030 w•IMPORTANTw• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. w83294PE Trusses require extreme care in fabricating, handling, shipping, installing and bracing, Re Fer to and A. Follow the latest edition of BCS! (Building Component SoFety Information, by TPI and SBCA) For safety. •` 00,0/ DATE 10/01/14 practices prior to per Freeing these Functions. Installers shall provide temporary bracing per SCSI, r� Unless noted otherwise, too chord shall have properly attached structural sheathing and bottom chord DRWG 412030E NC 101014 shall hove a properly attached rigid ceiling. Locutions shown For permanent lateral restraint of webs L w shall have bracing instolled per, BCS1 sections B3, B7 or 010, as applicable. Apply plates to each Face 12/05/2017 I�_�C of truss and position os shown abo+e entl on the Joint Details, unless noted otherwise. .J C ReFer to drawings 160A-0 For standard pate positions. OREGON AN ITN/COMPANY Alpine, a division of ITW Building Canp onents Group Inc. shell not be responsible For wry deviation from s drawing, any Fanpre to baud the truss in cotFormance with ANs rPi t, or For handling, shipping.4 b /14 4 AX. TOT, LD, 60 PSF 'nstallo tion racing of trusses. G �y r A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional 3 eo engineering responsibility solely for the design shown. The suitability and use of this drawing sell Tar 13389 Lakefront Drive any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Earth City,MO 63045 For more information see this job's general notes page and these web sites ALPPYPi www.alninnitw.rem: TPI, www.tninst.nrn: SPCA: www.sbrindustrv.orn: Icrt www.icrsafenro Renewal 8/30/2018 MAX, SPACING 24,0" ee ae De , ai. For Let—in Verticals Gable Truss Plate Sizes bo 'tl + Refer to appropriate Alpine gable detail for minimum plate sizes for vertical studs. +°Refer to Engineered truss design for peak, ' , splice, web, and heel plates. \ i e (,i)If gable vertical plates overlap, use a / \\ ' © single plate that covers the total area of 'I the overlapped plates to span the web. 5 \\ , 1110 Gable ''�`. Ve tical © Example, 2X4 ,/f Length y il / if 2X4 2X8 'T' Reinforcement Attachment Detail. \ i 'T' Reinforcing 'T' Reinforcing Member Member 0 '� ' + Toe-nail - Or - End-nail Q + To convert from 'L' to 'T' reinforcing members, multiply "T' increase by length <based on Provide connections for uplift specified on the engineered truss design, appropriate Alpine gable detail). Attach each `T' reinforcing member with End Driven Nails Maximum allowable "T' reinforced gable vertical 10d Common (0.148"x 3.`,min) Nails at 4` o.c, plus length is 14' from top to bottom chord. (4) nails in the top and bottom chords. "T' reinforcing member material must match size, specie, and grade of the 'V reinforcing member. Rigid Sheathing Toenailed Nails' IOd Common (0.148'x3',min) Toenails at 4' o.c. plus Web Length Increase w/ "T" Brace 1 4 Nails 1 1 (4) toenails in the top and bottom chords. "T" Reinf. ! 'T' •T• This detail to be used with the appropriate Alpine gable detail for ASCE Mbr, Size Increase ,forcin ember g win ond. 2x4 � 30 % ASCE 7-05 Gable Detail Drawings Example, 2x6 20 7. A13015051014. A12015051014, A11015051014, A10015051014, A14015051014, ASCE 7-10 Wind Speed = 120 mph Gable Nails A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 Mean Roof Height = 30 ft, Kzt = L00 Truss Spaced At ASCE 7-10 Gable Detail Drawings Gable Vertical = 24'o.c. SP #3 4' o.c' A11515ENC101014, A12015ENC101014, AI4015ENC101014, A16015ENC101014, 'T' Reinforcing Member Size = 2x4 A18015ENC101014, A20015ENC101014, A20015END101014, A20015PED101014, "T" Brace Increase (From Above) = 30% = 1.30 A11530ENC101014, A12030ENC101014, A14030ENC101014, A16030ENC101014, (1) 2x4 'L' Brace Length = 8' 7' A18030ENC101014, A20030ENC101014, A20030END101014, A20030PED101014 Maximum `T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' See appropriate Alpine gable detail for maximum unreinf or ted gable vertical length. _ __ - _____J 4 Nails I OxiMil ImEr.st Ceiling LtItE°PRSO4 riy iO wwWURNISH!ww READ AND FOLLOW ACL TRACS RS THIS DI � REF VERT wwww INPORTANTFURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDINGING THE INSTALLERS. iiimloi Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and n follow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) for safety ' ATE 10/01/14 ,/ D practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Tl ii�� r Unless noted otherwise, too chord shall have properly attached structural sheathing and bottom chord DRWG JDLL-ET1N1014 —__ '""".,0„ shall hove a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs 12/05/2017 c— shall have bracing Installed per SCSI sections B3, B7 or BIO, as applicable. Apply plates to each face 1 i) \\ of truss and position as shown above and on the Joint Details, unless noted otherwise. OREGON !I I_� \\\\_ �.. Refer to drawings 160A-Z for standard plate positions. /f�5/17 AN TW COMPANY Alpine, o division of ITic Building Components Group Inc, shalt not be responsible for any gdevin tiongfrom [ this drawing, any failure to build the truss in conformance with ANSI/TPI I, or for handlin shi in ''1•1'14, MAX,installation & bracing of trusse 14, `� ATAT, LD, 6V((�� PST-. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional SSe/1Tar engineering responsibility solely for the design shown. The suitability and use of this drawing UUP. EAC, ANY 13389 Lakefront Drive for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Ronoww11 R1AnI fl1R ... ." _,._ . __.._ _. . _ . ASCE 7 - 10 130 rrpr, 30' yean - elgnt, Closed, Ex-iosure C Common Residential Ga[ole End Wind Braoing Requirements - Sti- freinere 20 mph, 30f t. Mean Hgt, ASCE 7-10, Enclosed, Exp C, or H Less than 4'6" - no stud bracing required 00 mph, 30ft, Mean Hgt, ASCE 7-10, Enclosed, Exp D, or 00 mph, 30ft, Mean Hqt, 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 psf, Wind BC DL=5,0 psf, provide a 2x6 stiffbac# at mid-height and brace stiffback to roof diaphragm every 6'0" csee detail below or _ateral chord bracing requirements refer to DRWG A12030ENC101014). (pp: Continuous roof sheathing Sot Continuous ceiling diaphragm H Greater than 7'6" to 12'0' maxi provide a 2x6 stif fback at mid-height and brace ;ee 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), )n this detail. X ❑ptional 2x L-reinforcement attached Jails: 106 box or gun (0.128"x3",min) nails, to stl`f f back with 106 box or gun (0.128" x 3", mn) nails @ 6" o.c. I //7.1.1 i / \ 2X4 Blocking 7 nailed to 7.° sheathing and — za M x MO / each truss 'TyP' 2X4 DE-L #2 - � H/2 or better diagonal brace \ Attoch each end �� For 560#. -----.L„,,._, \ ki- I li I / / / / / continuous Bearing / / / / / /' 2x6 #2 Stlffback attached to each ,4 e- PROI�.ss Stud / c4) l0d box or gun (0.123" X 3", mm ) nails. `� aGINE' � wO � .1FIP ••WARNINGIN• READ AND FOLLOW ALL NOTES ON THIS DRAWINGI V 83294PE '=7 REF GE WHALER •wIMPORTANT•• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. A. Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and &i DT� Fallow the latest edition of SCSI (Building Component Safety Information, by TPI and SOCA) Far safety ' ATE 10/01/14 practices prior to per Forning these functions. Installers shall provide temporary bracing per SCSI. T� \N, Unless noted otherwise, too chord shall have properly attached structural sheathing ono, bottom chordy. DRWG GABRST101014 , shall have o properly attached rigid ceiling. Locations shown For permanent lateral restraint Of webs 12/05/2017 '`� 1j A , 1) uFau hose braying installed per above sections th, Bo or Det, as aoletabno Applytplates to each Face OREGON I" ss and position as shown above and an the Joint Details, unless noted otherwise. Z 1I` �I Pe er to dr oe ngs 160A-7 for standard plate positions. ncii AN 1-1-Vv COMPANY Alpine'wa division of IT,./ Building Components Group Inc. shoe not be responsible For any deviation from . //�)I,, this drawing, any failure to build the truss m conFornance with ANSI TPI 1, or for handling, shipping, �`� LY�4�Z0 V installation a bracing aft ( MAX. T❑T. LD. 60 PSE A seal on this drawing orcoverpage listing this drawing, indicates acceptance of professional 8e11 Tan 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 ISeca .., Renewal 8/30/2018 Goble Stud Reinforcement Detail ASCE 7-10: 120 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 On: 100 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or, 100 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 000 2x4 Brace cl) 1x4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace ■■ (1) 2x6 'L' Brace A (2) 2x6 'L' Brace w:. Bracing Group Species and Grades Gable Vertical No -- - Spacing Species Grade Braces Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B Group A #1 / #2 4' 10' 8' 2' 8' 6' 9' 8' 10' 1' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Spruce-Rine-Fir Hem-Fir kl / 142 Standard 112 Stud I J #3 4' 7' 7' 9' 8' 3' 9' 7' 9' 11' 1 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0° 43 Stud B3 Standard DD r Stud 4' 7' 7' 8' 8' 2' 9' 7' 9' 11' 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0' O r Standard 4' 7' 6' 7° 7' 0' 8' 10' 9' 5' 11' 5' 11' 10' 13' 10' 14' 0' 14' 0' 14' 0' Oou.las Fir-Larch Southern Rine•.. U 41 5' 0' 8' 4' 8' 7' 9' 10' 10' 2' 11' 8' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' J a S P #c 4' 10' 8' 2° 8' 6' 9' 8' 10' 1' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' standard Stud -- Standard 11- #3 4' 8' 7' 0' 7' 5' 9' 3' 9' 11' 11' 5" 11' 11' 14' 0' 14' 0' 14' 0' 14' 0' (U DP Stud 4' 8' 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' B' 9' 11' 1' 11' 10' 12' 10' 13' 9' 14' 0' 14' 0' Group 13, J 41 / #2 5' 6' 9' 5' 9' 9' 11' 1' 11' 6' 13' 2" 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' Hen-Fir _) J P P 43 5' 3' 9' 3' 9' 9' 10' 11' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' 411 It 8th U - Stud 5' 3' 9' 3' 9' 7' 10' 11' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' qt Standard 5' 3' 8' 1' 8' 7' 10' 10' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' 1J 0 - Oou.las Fir-Larch Southern Pine sww 441 5' 9' 9' 6' 9' 10' 11' 3° 11' 8' 13' 4' 13' 10' 14' 0' 14' 0' 14' 0' 14' 0' MMIIMM Pi S — _ #2 5' 6' 9' 5' 9' 9' ll' 1' 1 11' 6' 13' 2' 13' 9' 14' O' 14' O' 14' 0' 14' 0` tit ___ _ #2_ _ 1x4 Braces shall be SPB (Stress-Rated Board), #3 5' 5' 8' 6° 9' 1' I1' 0' 11' 5' 13' 1' 13' 8' 14' 0° 14' 0' 14' 0" 14' 0' D D _ Stud S' S' 8' b' 9' 1' li' 0' 1' S' 13' 1' 13' 8' 4' 0' 14' 0' l,4' 0" 4' 0' ,esFor 1x4 So. Pine use only Industrial 55 or Standard 5' 3' I 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 _._ , _.._._ mo be used C D. #1 / 87 6' 1' 10' 4' 10' 8" 12' 2' 12' 8' 13' 2' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' values y with these grades. 3 #3 5' 9' 10' 2" 10' 7' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable Truss Detail Notes 2 U _- Stud 5' 9' 10' 2' 10' 7' 12' 0' 12' 6' 14' 0' 14' 0' _ 14' 0' 14' 0' 14' 0' 14' 0" Wind Load deflection criterion is L'040, OStandard 5' 9' 9' 4' 9' 11' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Provide uplift connections for 35 plf over l _ 6' 4' 10' 6' 10' 10' 12' 4' 12' 10' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' continuous bearing (5 psF TC Dead Load). S42 6' 1` 0' 4' 0' 8° 2' 2' 12' 8' 14' 0' 14' 0' 4' 0' 14' 0' 14' 0' 4' 0' Goble end supports load rron 4' 0' outlocke•-s #3 5' 11' 9' 10' 10' 6' 12' 1' 1 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0" 14' 0' with 2' 0' overhang, or 12' plywood ave-hong. cli S - IL Stud 5' 11' 9' 10' 10' 6' 12' 1' 1 12' 7' 1 14' 0' 14' 0' 14' 0' 14' 0' 4' 0' 14' 0' Standard 5' 9' 8' 8' I 9' 3' 11' 7' � 12' 5' 1 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Syron r Attach 'L" braces with l0d (0.128'x3.0' min) nails, c About � For (1) 'L' brace: space nails at 2' o.c. y able TrussA o 3E in 18' end zones and 4' o.c. between zones. aonol brace option: IWWFor (2) 'L' braces: space nails at 3' o.c. in 18' end zones and 6' o.c. between zones, T tical length may be 1 I T 0 a 'bled when diagonal 18' w 4 'L' bracing must be a minimum of 80'L or web ce is used, Connect i 1 © member length. genal brace for 3354 'L• I L each end. Mae web / BrpCe Gable Vertical Plate Sizes al length is l4', / ` �� 3D�E ' Vertical Length No Splice / / 2x4 DF-L tt2 or — Less than 4' 0' 1X4 or 2X3 better diagonal Greater than 4' 0', but Vertical length shown brace; single less than 11' 6' 2X4 in table above. or double cut 18 +� © ,� Greater than 11' F' 3X 45, (ns shown) at L L / ,. © ♦ Refer to common truss design for (1 upper end. i0 NM • -•— :�—• • ': SEM peak, splice, and heel plates, / / / / /ontlnuous Bearing FRO.n / Refer to the Building Designer for conditions Connect diagonal at tp not addressed by this detail, midpoint or vertical web. Refer to chart above for ri.„ e•....04iK}1i -C:'Ath sWARNINGIw■ READ AND FOLLOW ALL NOTES ON THIS DRAWINGI �� ' PEP ASCE7-10-GAB12015 wwIMPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require ec trene care in Fabricating, handling, shipping, installing arid bracing. Refer to and �' 83294PE Follow the latest edition of SCSI (Building Component Safety lnFormation, by TPI and SBCA) far safety QG/' .� DATE 10/01/14 practices prior to performing these Functions. Installers shall provide temporary bracing per BCSI, r,� Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord DR WG Al 20153. V 3101014 _n shall hove o properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs 4 I I °- she t husse bracing installedn' sshown per abof sors on th, J at BIO, is applicable. dpolyt rwte. to each Fnce Rf er ss drd ingS L60 as Foabove or andt on the Joint Details, mess noted arnerwlse 12/05/2017 Refer Sc, drawings 160A-Z For standard pinto positions. (/��pp��/��±±±±±± AN ITW COMPANY Alpine, a division of ITS Building Components Group Inc. shall not be responsible For any deviation From /}h+y{e�ON this drawing, any Failure to build the truss in conformance with ANSI/TPI or For handling, shipping, AR ��JJ.�7�7 �1 0 MAX, T❑T, `D. 60 PS3 T installation 4 bracing of trusses. /r A seal on -this drawing or cover page listing this drawing, Indicates acceptance of professional t`j 4244.1462° engineering responsibility solely for the design shown. The suitability and use of this drawing Q�'Tani' 13389 Lakefront Drive any structure Is the responsibility of the Building Designer per ANSI/TPI I Sec.2. *sell Earth City,MO 63045 For more information see this job's general notes page and these web sites, MAX. SPACING P4,0" 41.PINFi woo.lolneitw.rnm: TPr.. www.tninst.nrn: SB . CA• wwvshrindustrv.arn: TrC: wwicrsa Fa.nrn ,. •..•w^•^...es