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Plans (155) Alpine, an ITW Company 8351 Rovana Circle Sacramento,CA 95828 ALPINE Phone:(800)877-3678(916)387-0116 Fax.(916)387-1110 sacseals@itwbcg.com —Site Information: Customer: Oregon Truss I Job Number 1806248WIM JobDescription: Foley-Residence Address: 11280 SW 78th Ave City,State,Zip: Portland,OR 97223 —Job Engineering Criteria: Design Code: IRC 2015 View Version: 18.01.00.0525.21 JRef#: 1Wc54350049 Wind Standard: ASCE 7-10 Wind Speed(mph): 120 Roof Load(pat): 25.00-7.00-0.00- Floor Load(pst): None 10.00 This package contains a job notes page, 2 truss drawings and 3 details. iltem Seal# Truss Item Seal# Truss 1 177.18.1706.56403 A01 177.181701.01567 4GE O PROp cp ' 0 <(,,Ta 14/ 83294PE OREGON vo *c LY 14,20 °&ell Tao Renewal 6/30/2020 06/26/2018 Printed 6/26/2018 5:21:48 PM Job Number 1606248W1M Ply: 1 SEAN:3306/ T3 COMN Cust:R435 JRef: 1Wc54350049 Foley-Residence Qty: 19 FROM: DrwNo: 177.18.1706.56403 Truss Label; A01 CY / RTT 06/26/2018 5'3'4 10' 14'892 20` f' 53'4 ( 4'8'12 (- 4'892 ( 5'3"4 w4X4 D -- T 2 8 1 1,8X4 t5e, ra uC L 6 F H 03X8(A1) re 3X7 ar3X8(A1) 20' i F-8.4- 10' } -+8"f 20' Loading Criteria(est) Wind Criteria Snow Criteria(Pg,Pf in PSF) Deft/C81 Criteria A Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc Udefl LJ# Lac_R__/U /Rw /Rh /RL /W TCDL: 7.00 Speed: 120 mph Pf:19.3 Ce:1.0 VERT(LL): 0.041 H 999 240 a 903 I- /409 /- /83 /5.5 BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.099 H 999 180 F 903 I- /409 /- /- /5.5 h BCDL: 10.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.017 H - - Wind reactions based on MWFRS Des Ld: 42.00 EXP'B — HORZ(TL):0.028 H - - B Min Brg Width Req= 1.5 NCBCLL:10.00 Mean Height:15.00 ft Code/Misc Criteria Creep Factor:2.0 F Min Brg Width Req= 1.5 Soffit: 2.00 TCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.238 Bearings B&F Fcperp=625psi. BCDL:fi.0 psf 607 BC CSI: 0 2014 Max . Load Duration:1.15 tv1WFRS Parallel Dist:0 to h/2 TPI Std: Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Factors Used:Yes Max Web GSI:0.256 Maximum Top Chord Forces Per Ply(lbs) Loc.from endwafl:My FT/RT/PT:6(0)/3(0)l1(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): _ Wind Duration:1.60 WAVE VIEW Ver.18.01.00CA525.21 B-C 367-1408 D-E 294 -1055 C-D 294-1065 E-F 367 -1408 Lumber Top chord 2x4 HF#1&Bet. Maximum Bot Chord Forces Per Ply(lbs) Bot chord 2x4 DF-L 1800f-1.8E Chords Tens.Gomp. Chords Tens. Comp, Webs 2x4 DF-L Standard C---- omp. — B-H 1207 -252 H-F 1207 -257 Loading Bottom chord checked for 10.00 psf non-concurrent Maximum Web Forces Per Ply(lbs) bottom chord live load applied per IRC-15 section 301.5. Webs Tens.Comp. Webs Tens.Comp. _�. C-H 186 -425 H-E 186 -425 Wind 0-H 581 -94 Member design based on both MWFRS and C&C. PROFFss AO° �0 %AG%NE,F �O 14/ 83294PE S' 1.,.. OREGON �fe ICY!14,2°„ore- OREGON) *sell fan Renewal 6180J2020 06/26/2018 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! on nfinua - "`IMPORTANT"` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS + SE Wallace Rd. Trusses Ire ext a care in fa catin nd(1 shi in Lalli and brac Refer to nd f liow the la est i' n of¢CSI(Builth oaY°°OR 97+u Co en� ty nn{o�rmation,by TPI an8,SB A) r mart!ala r peas mn �tla!unctions Installs s iAi ids terhpora Dayton 58+-8787 Eat bra chigken r da Unl as noted lerwise top atord shaiilrZve prop riy s ructu 1 sh�atht and bott2m rrst�oro aitll aV a props a attach rg d mlin�.lot tions shofm torfparmannd lateral restralnet bf web elf have ink msulied per SCSI sections 3 7 ar.81 , s a,p icaale Ap y at s to ach para o miss arw Position as snows above and on the Jan!Deta s, un ess noted otherwise. Refer to ALPINE ra ngs' A-Z gr s an and pate positions. `Alpine,a�pdiviision of 1TW B '�sng Coamppo ntgOGtr prep In .,shhelf not be re ponsiib.laepfporta�inby deviation fromtthhiis gwwiinrgya�i failure to build the ANFTWC,P4re ant�n sen isoi t�ls k!'awing for a ycst ctuurre tai Me resporNtaibi` loti tenduiitlphg Des g47A41.-Oft, SLc.2.�i�i1 Ttoe suitability 8351 Rovana Circle For more Information see this job's general notes page and these web sites:ALPINE:wwwaipineitw.com;TPI:www.tpinst.org;SBCA:www.ebdnduatry.com;ICC:www.locsate.org Sacramento,CA 95828 • Job Number: 1806248WIM Ply: 1 SEQN:3304 / T4 GABL Cust R435 JRef: 1Wc54350049 Foley-Residence Oty: 2 FROM: DnvNo: 177.18.1707.01567 Truss Label: AGE CY / RTT 06/26/2018 10' 20. I 10' ---I-- io' I+--2'—±1'4•-( (TYP) .4X4 p' 6p tyi A6 , IIIIIIIIiJliriI, Q s3x4(A1) /3x — - - > $ XA1) 1 I- 20'--- -I i_ I- __ _ _ __ -+g-I 20' Loading Criteria(psi) Wind Criteria Snow Criteria(Pg,Pf In PSF) Deft/CSI Criteria A Maximum Reactions(lbs),or"aPLF TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in Ioc L/defl L/# Loc R /U /Rw /Rh /RL /W TCDL: 7.00 Speed: 120 mph Pf:19.3 Ce:1.0 VERT(LL): 0.001 J 999 240 P• 98 /1 /39 I- /5 /240 BCLL: 000 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.002 J 999 180 Wind reactions based on MWFRS Risk Category:II - BCDL: 10.00 oSnow Duration:1.15 HORZ(LL):-0.001 AD - - P Min Brg Width Req= - EXP:B HORZ(TL):0.002 AD - - Bearing B Fcperp=625pa1. Des Ld: 42.00 Mean Height:15.00 ft NCBCLL:10.00Code/Misc Criteria Creep Factor:2.0 Soffit: 2.00 $CDL:6.0 psf Bldg Code: IRC 2015 Max TC CSI: 0.040 Members not listed have forces less than 375# BCDL:6.0 psf Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 WI Std: 2014 Max BC CSI; 0.015 Spacing:24.0" C&C Dist a:3.00 ft Rep Factors Used:Yes Max Web CSI:0.063 Loc.from endwall:Any FT/RT/PT:6(0)/3(0)/1(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.01.000.0525.21 Lumber Top chord 2x4 HF#1&Bet. Bot chord 2x4 HF#1&Bet, Webs 2x4 DF-L Standard Plating Notes All plates are 1.5X4 except as noted. Loading Truss designed to support 1-0-0 top chord outlookers and cladding load not to exceed 3.00 PSF one face and 24.0"span opposite face.Top chord may be notched 1.5"deep X 3.5" at 48'o/c along top edge. DO NOT OVERCUT.No knots or other lumber defects allowed within 12"of notches.Do not notch in overhang or heel panel,unless specified otherwise. Bottom chord checked for 10.00 psf non-concurrent ��so PROFF bottom chord live load applied per IRC-15 section s Wind C.,e) ��G 301.5. I N efi�s�0Z Member design based on both MWFRS and C&C. 83294PE 9 Additional Notes See DWGS A12015ENC101014,GBLLETIN1014,& GABRST101014 for gable wind bracing and other requirements. OREGON G ICY 14,2pde ,c. ‘r *sell Tan s Renewal 6/30/2020 06/26/2018 "WARNING"READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 17 SE Waseca Rd. Trusses rel ire extreme cafe in fa¢ atlnSt, �Qc)IIr1g,shipping,Installin o�d b c�0 Refer toend follow the al est edition vde I0/(Bung Dayton03) OR°7114 `omponen f ty In((f000rmat b Irl and )f0r sate actices p-n t rrni sse t8l�ndions. Installers a ell rh (m3)�1Rara7 E'" brawn pa r BSi..Un ss noted o erwlse top chord shall hive pry sleds ctu shpathl nd totl�r0 1orq I�al�hevfl proa?ef�y attach e��,d � Id ceilng. ovations s fo) nnanent lateral re8trdint�f webs shal hav r fnd In led r BC Ions�3,B or Et1 as appllca . Appiy plates to ach oftrtruss and position as shown above and on of PDete a, n ess not otherw e. Refer to ALPINE' drawings A- fors pard plate post ns. AI ins,a division of ITW B fldddl 3Com lama G in ,shall not be r0/ nsible for an deviation from this wt a failure to build the in ce it ANSIrfPI 1,or for ha sill ,Ins Ilatronoand bracin y ss sA on arawlnig or rover page tll�spts��na this w Indicates acceptance rrndaTS*$odbnirsw• 11�nplrin rosponso7bdllf tryusol tY or iyn ho • The sutplbility 8351 Rovene Circle end use l of this arwig for any structure Is iris resp'onsibft or tris BulldIng Designer per ANS Sic.2. 8351 Ro Sacramento,CA 95828 For more Information See 114.100'*general notes page and these web attest ALPINE:www.arpnedw.com;TPI:www.tpirst.ap:SBCA www.abdndusey.com;'cc:www.iccaafe.aG Gable Stud Reinforcement Detail ASCE 7-10i 120 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 0r, 100 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 0r: 100 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 2x4 Brace - 1(1) 1x4 'L' Brace * (1) 2x4 'L' Brace • (2) 2x4 'L' Brace so(1) 2x6 'V Brace ■+(2) 2x6 'L' Brace eve i Bracing Group Species and Grades: Gable Vertical No Spacing Species I Grade ' Braces Group A 1IIGroup B Group A [Group B Group A (Group B Group A Group B Group A Group B Group Ai S #1 / #2 4' IO' 8' 2' f 8' 6' 9' 8' 10' 1' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' SPr`ce-S-Fir rirn-Fw 11 / 42 'Standard 112 Stud N3 4' 7' 7' 9' 8' 3' 9' 7' 9' 11' 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0' *3 Stud i 13 Standard, o 4' 7' 7' 8' 8' 2' 9' 7' 9' 11' 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 7' 7' 0' 8' 10' 9' 5' 11' 5' 11' 10' 13' 10' 14' 0' 14' 0' 14' 0' ,•• •as FL--torch Southern Pliers* W #1 5' 0' 8' 4' 8' 7' 9' 10' 10' 2' 11' 8' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' ® Stud —J SP N2 4' 10' 8' 2' 8' 6' 9' 8' 10' 1' !1' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard Standard #3 4' 8' 7' 0' 7' 5' 9' 3' 9' 11' 11' 5' 11' 11' 14' 0' 14' 0' 14' 0' 14' 0' CS D F'L 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' 8' 9' 11' 1' 11' 10' 12' 10' 13' 9' 14' 0' 14' 0' ( Group BI U r #1 / #2 5' 6' • 9' 5' 9' 9' 11' 1' 11' 6' 13' 2' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' lien-Fir Btr �..� SPF f #3 5' 3' 9' 3' 9' 9' 10' 11' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' e1 �I Y HF Stud 5' 3' 9' 3' 9' 7' 10' 11' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' a 0 Standard 5' 3' 8' 1' 8' 7' 10' 10' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' . :..s fir Larch Southern Plne■ew P #1 5' 9' 9' 6' 9' 10' 11' 3' 11' 8' 13' 4' 13' 10' 14' 0' 14' 0' 14' 0' 14' 0' 11 N2 5' 6' 9' 5' 9' 9' 11' 1' 11' 6' 13' 2' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' IIII.M.111 *2 #3 5' 5' 8' 6' 9' 1' 11' 0' 11' 5' 13' 1' 13' 8' 14' 0' _. 14' 0' 14' 0' 14' 0' Ix4 Braces shall be SRB (Stress-Rated Board).' r 4 DPL Stud 5' 5' 8' 6' 9' 1' 11' 0' 11' 5' 13' 1' 13' B' 14' 0' 14' 0' 14' 0' 14' 0' wefor 1x4 So. Pie use only Industrial 55 or Standard 5' 3' 7' 6' 8' 0' 10' 0' 10' 9' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' Industrial 43 Stress-Rated Boards. Group B S2 #1 / #2 6' I' 10' 4' 10' 8' 12' 2' 12' 8' 13' 2' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' values nay be used with these grades. d SPF #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: LJ U HF Stud 5' 9' 10' 2' 10' 7' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Wind Load deflection criterion is L/240. © Standard 5' 9' 9' 4' 9' 11' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Provide uplift connections for 35 ptf over N16' 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). C5 Sp #2 I 6' 1' 10' 4' 10' 8' 12' 2' 12' 8' 14' 0' 14' 0' 14' 0' I4' 0' 14' 0' 14' 0' Gable end supports load fron 4' 0' outtookers N3 5' 11' 9' 10' 10' 6' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' with 2' 0' overhang, or 12' plywood overhang. D F-L Stud 5' 11' 9' 10' 10' 6' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 5' 9' 8' 8' 9' 3' 11' 7' 12' 5' 14' 0' L 14' 0' _ 14' 0' 14' 0' 14' 0' 14' 0' Sm..r Attach 'L' braces with IOd (0.128'xno 3.0' min) us. T T ►. About 316 For. (l) 1' braces space nails at 2' ac. ••e Truss : in 18' end zones and 4' ac. between zones. Diagonal brace option. �'•i 31f 3lEfon' (2) onesea space nails aet 3' o.c. 1111*:44 gon op In 18' end zones and 6' o.c. between zones. verticalength be doubted)when diagonal R 'L' bracing rust be a *latch of 80;( of web brace Is used Connect •� ",� Msrber length. diagonal bract for 3331 I 'L` iLJiiI:I11IiIkipii w1 Peak splice, W PN/ ontinuous Bearing Refer to the Building Designer for conditions Connect flagon° at midpoint of vertical web. Refer to chart above for max gable vertical length. not addressed by this detail. sw.VAIamA,o RFS An fnLEN ALI PITIES a nes DRAMAS REF ASCE7-10-GAB12015 soPOrTAMTso FIRNISR TMS BRAVING Tll ALL m1Tf01CTIILS DICLUIRIC TIE MALLERS. Trusses regent extr'ene core M fobricatfig,handling,shipping,+stawro and bracing. Refer to and PROF DATE 10/01/14 ..,,,-"N pfoga.the r° es prior tration e'. tees incca inata Safety aI opprovide bytemporary breed's a�safety ,''' F ` =ors otherwise,top chord shalt have properly attached eb,.ctval wowro and bottom chord �`o ��GINE'F� /O DRWG A12015ENC101014 y shop low a properly attached r�yd ceiling Loco- ,e sVaw'for perna ent lateral restrain of webs C7 ti >Yau rov hetoued per ll'.st sect+an.s9.a7 ar aro,u app�°aw mpr+ry W°tac to wU Face L, 8329eve y �1 L.F:11 1FE of�and -s.na.n above to ire .l'Mt aetaA■. r .d otlrrelse tt Alpefdrfs to dro�•np7■160A-Z.so�Irl�stgandard plate Gpawali�fons. or any deviation from AN 11WCOMPANY thisna f to bifid Components sin cad'a�wMIAN/TP1 for andlMg. r,.taante.,I.brace*of teas... OREGON MAX. TOT. LD. 60 PSF A seal'Vmrnpthis ar*•.M�fVy foie) arf the or cower page de flea...ling this Thea indcates a �.nd of tilof e 'P -C 1 essional fa any stnrctw Y the respor 1lty of the Ailkeig Arl4/TPI I Sec.e. 4, mer I .orad' t0. 13369 Lak9honl Nye °S ell tiro.MO 63045 for nae infuriation se.this pas banana page these web Sirs, e!1 Tan `MAX. SPACING 24:G' ALPDE,wevalpYartacon,TPI•wew.tpistary SECh .sbdd,ot Gary TCL weeYewfe.wy 06/26%2018 ASCE 7-10: 120 mph, 30' Mean Height, Closed, Exposure C . Common Residential Gable End Wind Bracing Requirements - Stiffeners 120 mph, 30ft, Mean Hgt, ASCE 7-10, Enclosed, Exp C, or H Less than 4'6' — no stud bracing required 100 mph, 30ft, Mean Hgt, ASCE 7-10, Enclosed, Exp D, or 100 mph, 30ft, Mean Hgt, ASCE 7-10, Part, Enclosed, Exp C, H Greater than 4'6' to 7'6' in length Kzt = 1.00, Wind TC DL=5.0 psf, Wind BC DL=5.0 psf, provide a 2x6 stiffback at mid—height and brace stiffback to roof diaphragm every 6'0' (see detail below or Lateral chord bracing requirements refer to DRWG A12030ENC101014), Top: Continuous roof sheathing Bot: Continuous ceiling diaphragm H Greater than 7'6' to 12'0' max: provide a 2x6 stiffback at mid—height and brace See Engineer's sealed design referencing this detail to roof diaphragm every 4'0' (see detail below or for lumber, plates, and other information not shown refer to DRWG A12030ENC101014). on this detail. 4( Optional 2x L—reinforcement attached Nails: 10d box or gun (0.128'x3',min) nails, to stiffback with 10d box or gun (0.128' x 3', min.) nails @ 6' o,c, 1 1 2X4 Blocking nailed to 45° sheathing and — - 24' >< •. r H each truss (Typ) 2X4 DF—L #2 H/2 or better j diagonal brace. Attach each end [ for 560#, f 4 ti { o -E -E o- 3 i ontinuous Bearing/ / / / / / 7 2x6 #2 Stiffbackit attached to each Stud w/ (4) 10d box or gun (0.123' X 3', min.) nails. esNeiefIN A.DEAD AND Faure All KITES OJ THIS MtAVD19 i REF GE WHALER oaDIPURTANTas FURNISH THS DRAVDIG TU ALL I OGRACrOts DELUDING TIE DISTNJ.fRS. ()PROF. Tnases rewire.x -.n,�e In fab.+ca++no,handling,r�or�o,tis-warn, e� ra.v, to on tc�e Fs `DATE 10/01/14 . roan.tin.lot.st"'ban of 11CSl COuldnp Co.porrnt Safety Information,by TPI and for wfrty .( S :..,,.. mac vs prior to perfoniq rinse ferns. Installers shall provide temporary bra d �.y ��,oiNi z- spy DRWG GABRST101014 (MW,,notal otFerelse,top[fivd stall hove Pr'op.rly attoclwd sheatMkp --� sr shall rove a properly attached rptl ceatp locations sra.n for permanent lateral restro+K of.ef+s Il, a324°E 9all row ha�'+p entaaed per 1 e.cnorrs P3.n or Ma,as Appy prates to rind roc.ALiiNr of fris and potJm as shorn above and on t o Joint D.ta4.unless noted offr.As.. Refer to dv.Usp 16W-Z for.tardard plate porions.Al.pw,a division of ITV Dulling Components Group Inc shell not be respons (.for vry deviates from AN Rw CUMRANY this drawee,any faRure to build the truss et conformance with MiSt/TPI 1.or for handing,shipping, OREGON MAX. TOT, LD. 60 PSF Installation I bracing of trusses. _ A sed on this lowing'ar corer pipe Usrip this daMq,rrcates acceptance of prof.ssaonel A '2�r/a.tad: p, Y�rrsp ty aayeAy rain the Shaw. Th......xyly.rd. of thin daveig Gy Tan. i mare°eery �Otl,e..,aam�ntr aF ,e nrdinp prspxr win+wsvTrt I s.rz se!!Tan 9,00 a,.MO l3C45 For wore information se.thea Job's p.n.rot mots� and them web dtas Earth l;iy,Aon 5.uus ppa�pp mw.o.m al7a'2d7o MAX. SPACING ALPINE.wswa<pewft..canr TPL www.tpest,ary,S71CA.wss.saddustry.orQ,ICG...kuafeorp � __ Gaole Detail For Let-in Verticals Gable Truss Plate Sizes s.,„4 © Refer to appropriate Alpine gable detail for .1,...... minimum plate sizes for vertical studs. AC ()Refer to Engineered truss design for peak, splice, web, and heel plates. ,0„,„. Il GO . QIf gable vertical plates overlap, use a single plate that covers -the total area of the overlapped plates to span the web. 4Example. 2X4111111,111°\ A P d 2X 4 , 11111111hhh!)434 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Meier Member Toe rill o- - JX Erdrdl ill INIIMEgMiNa.1.111111111111 .0-1 ><- © a II To convert from 'L' to 'T' reinforcing members, �I Provide corrections for uplift specified on the engineered truss design. multiply at increase by lengthta (based on appropriate Alpine gable detail), Attach each 'T' reinforcing member with End Driven NailsMaximum allowable 'T' reinforced gable vertical lad Common (0.148'x 3,',nln) 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 1' reinforcing member, Rigid Sheathing Toernn0.ed Halls. 10d Common c0.148'x3',mw Toenails at 4' ac. plus Web Length Increase w/ 'T' Brace 4 Nails / (4) toenails in the top and bottom chords. I 'T' ReNrf. 'T' ,T, This detail to be used with the appropriate Alpine gable detn0. for ASCE Mar. Size Increase Reinforcing � wind load. k 2x4 30 7. Member ASCE 7-05 Gable Detail Drawings Example. 2 a 20 Y. A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, ASCE 7-10 Vind Speed = 120 mph A13030051014, A12030051014, A11030051014, A10030851014, A14030051014 Mean Roof Height = 30 ft, Kzt = 1.00 Nai Tis', Spaced At ASCE 7-10 I. ASCE 7-16 Gable Detail Drawings Gable Vertical = 24'o.c. SP 113 4' a4 A11515ENC100118, A12015ENC100118, A14015ENC100118, A16O15ENC100118, '1' Reinforcing Member Size = 2x4 A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, 'T' Brace Increase (From Above) = 30% = 1.30 A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, (1) 2x4 'L' Brace Length = 8' 7' A18O30ENC100118, A20030ENC100118, A20030ENDI00118, A20030PED10O118, Maximum 'T' Reinforced Gable Vertical Length S11515ENC100118, S12015ENC100118, S14015ENC100118, 516015ENC100118, 1.30 x 8' 7' = 11' 2' 518015ENC100118, S20015ENC100118, 520015EN0100118, S20015PED100118, S11530ENC100118, S12038ENC100118, S14030ENC100118, S16030ENC100118, Li 4 Half lc 518030ENC100118, S20030ENC100118, S20030ENDI00118, S20030PED100118 CeilingSee appropriate Alpine gable detail for maximum unreinforced gable vertical length i w"'"*'�'sN Mm num ALL MITES l THIS DTMVP19 REF LET-IN VERT TMiI R T18S BRAVING TO Mt WRRtCTQLS I,al1IING THE PISTNJ.FRi fc��s lattest.dlretake`xtrene care of h fwdinp eE'0ca anent Ss f o not..,'by WI onad S c* w'Refer saf:y .<e;r- offs, DATE 01/02/2018 llnMss noted oM..n f bop cl.ord oL pr yu attached ructswol v�=trot chora ��y e1G i N FFA p9 r shell love a properly attached mold calm"LoCsitons flown for permanent lateral restraint of webs 141 83294P5 DRWG GBLLETIN0118 A L_P I NE Nail rove tr��� per sac mites!3,li7 or tie,as appik.obti. MWy Smem to..d, of tress end PaeNtld as for above and on She .haht Detoas,macs noted otheretsc infer to drawings 160A-I for standard plate podtbev ,,..-- Alpine,a Wake of IN balm Components Grow Inc.shell not be nrya,eble for y deviation from ANflWCOWAN( this*.give any fakir,to Mad the teas h comfwnmcw Nth MISVTPI 1,or for IMIdeq,shbphg, OREGON MAX. TOT. LD. 60 PSF bnet.uatlon I bracing of trusses. w�AYss..rl on Vat draahpp or seer papa listing this*w .Irdcates amp��of waresfwal p 'V&n,s.tam 0 for.n- bncY+eil,e•�trwpa for o/ a.n Th..N.wey and..e ar w.drawing 4 c 13723 Rirmpart Deva snAHdhg s.sleer per N UTPI I Seca 88 a Hari'• DUR. FAC. ANY Sine 200 fmore Information see this Job's general notes pope and these web sites Maryland M.Hynb.MO 63043 for ew,sipaMeamm IPI.InestpMorgi s,c,.mthosu try,arg,m wey fe.arq A�aw..l luaamxo MAX. SPACING 24.0' MEMBER REPORT Level, Walla Header PASSED F O T E 1 piece(s) 5 1/2" x 11 7/8" 24F-V8 DF Glulam Overall Length:16'3" REC;EIVEL) JUL 3 0 2018 CITY OF f ICAU BUILDING DIVISION 16' 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Wall 'Member Reaction(lbs) 3509 @ 0 5363(1.50") Passed(65%) -- 1.0 D+1.0 L(All Spans) Member Type:Header Shear(lbs) 3028 @ 1'1 3/8" 11539 Passed(26%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 14255 @ 8'1 1/2" 25853 Passed(55%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.363 @ 8'1 1/2" 0.542 Passed(L/537) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Def.(in) 0.490 @ 8'1 1/2" 0.813 Passed(L/398) -- 1.0 D+1.0 L(All Spans) •Deflection criteria:LL(L/360)and TL(1/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 16'3"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 16'3"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=16'3". •The effects of positive or negative camber have not been accounted for when calculating deflection. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead Floor Total Accessories Uve 1-Trimmer-SPF 1.50" 1.50" 1.50" 909 2600 3509 None 2-Trimmer-SPF 1.50" 1.50" 1.50" 909 2600 3509 None Tributary Dead Floor Live Loads Location(Side) Width (0.90) (1.00) Comments 0-Self Weight(PLF) 0 to 16'3" N/A 15.9 1-Uniform(PSF) 0 to 16'3" 8' 12.0 40.0 Residential-Living Areas //�� Weyerhaeuser Notes (ZS)SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. ll Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 7/29/2018 9:55:37 AM Mike Montgomery GREG&MELISSA FOLEY Forte v5.3,Design Engine:V7.0.0.5 Simpi Home Designs 11280 SW 78TH AVE., (503)515-6495 TIGARD,OR 97223 mikemc@ezpermits.biz Page 1 of 1 �rC O T C MEMBER.REPORT Level,Floor:Joist PASSED a r 1 G 1 piece(s) 2 x 12 Douglas Fir-Larch No. 2 © 12" OC Overall Length:20'1" 4<; RECEIVFD 0 JUL 3 0 2018 f CITY OF EIGARD BUILDING Dlvicr ; 19'6" All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 517 @ 2 1/2" 1434(2.25") Passed(36%) -- 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 458 @ 1'2 3/4" 2025 Passed(23%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 2514 @ 10'1/2" 2729 Passed(92%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.473 @ 10'1/2" 0.492 Passed(L/499) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.615 @ 10'1/2" 0.983 Passed(1/384) -- 1.0 D+1.0 L(All Spans) j T7-ProT"Rating N/A N/A -- -- -- •Deflection criteria:LL(1/480)and TL(1/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 3'9"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 19'11"o/c unless detailed otherwise. •A 15%increase in the moment capacity has been added to account for repetitive member usage. - •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. Bearing Length Loads to Supports(lbs) Suppoi isTotal Available Required Dead u or Total Accessories 1-Stud wall-SPF 3.50" 2.25" 1.50" 121 402 523 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 2.25" 1.50" 121 402 523 1 1/4"Rim Board _ •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Dead Floor Live Loads Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 20'1" 12" 12.0 40.0 Residential-Living Areas Weyerhaeuser Notes ti SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation Is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support Information have been provided by Forte Software Operator 1 Forte Software Operator Job Notes 7/29/2018 6:05:19 PM Mike Montgomery GREG&MELISSA FOLEY Forte v5.3,Design Engine:V7.0.0.5 Simpl Home Designs 11280 SW 78TH AVE., (503)5156495 TIGARD,OR 97223 m ikem @ezperm its.biz Page 1 of 1 CHASE WALLS, WOOD-FRAMED GA FILE NO. WP 5510 GENERIC 1 HOUR 55 to 59 SIC GYPSUM WALLBOARD,WOOD STUDS FIRE SOUND Base layer 1/4"gypsum wallboard applied parallel to each side of double row of 2 x 4 wood studs 16"Oxon separate plates spaced 11/2" apart with 4d coated nails, 11/2" long, 0.099"shank, /4"heads,12"o.c.Joints staggered 16"on opposite sides.Face layer 1/2" type X plain or predecorated gypsum wallboard or gypsum veneer base applied parallel to each side with 3/8"beads of ad ive 16"o.c.and 5d coated nails, 13/4"long,0.099" y - 111111111111111111111111111111111111111111shank, 1/4" heads, 16"o.c. at top and bo�ttiom plates.4d finish nails, 11/2"long,0.072" shank,0.1055"heads,driven at a 45°angle 16"o.c.hoi'Zon: • 24" • . ertically. "� Joints offset 24"from base layer joints. Sound tested with 11/2"mineral fiber insulation in stud space.Horizontal bracing required 1_.���� R. at mid-height.(LOAD-BEARING) . . • v Thickness: 10" Approx.Weight: 9 psf JUL 3 0 2018 Fire Test: See WP 3341 (FM WP-147,1-2-69) CITY OF flGARD Sound Test: G&H BW-32ST,4-22-68 GA FILE NO. WP 5512 GENERIC 1 HOUR 45 to 49 STC GYPSUM WALLBOARD,WOOD STUDS FIRE SOUND One layer 5/s"type X gypsum wallboard or gypsum veneer base applied parallel or at right • • • • • angles to each side of double row of 2 x 4 wood studs 16"o.c.on separate plates 1" apart with 6d coated nails,17/e"long,0.0915"shank,1/4"heads,7"o.c. Joints staggered 16"on opposite sides.Horizontal bracing required at mid-height.(LOAD- BEARING) 4 4 • Thickness: 91/4" Approx.Weight: 8 psf Fire Test: See WP 3605 (UL R1319-4,-6,6-17-52; UL R2717-39, 1-20-66; UL R3501-52,3-15-66, UL Design U305; ULC Design W301) Sound Test: Estimated GA FILE NO. WP 5515 f GENERIC I 1 HOUR 40 to 44 STC GYPSUM WALLBOARD,WOOD STUDS FIRE SOUND One layer 5/0"type X gypsum wallboard or gypsum veneer base applied parallel or at right angles to each side of 2 x 4 wood studs 16"o.c.staggered 8"o.c.on 2 x 6 wood plates pm. l with 6d coated nails, 17/s"long,0.0915"shank, /4"heads,7"o.c. Joints staggered 24"on opposite sides.Horizontal brach `required at mid-height.(LOAD- . . . BEARING) Inn 111111111111111•1_ Thickness: 73/4" Approx.Weight: 8 psf Fire Test: See WP 3605 (UL R1319-4,-6,6-17-52; UL R2717-39, 1-20-66; UL R3501-52,3-15-66, UL Design U305; ULC Design W301) Sound Test: Estimated GA-600-2003 65 F O R T E MEMBER REPORT Level, GARAGE BEAM PASSED 1 pieces) 4 x 12 Douglas Fir-Larch No. 2 Overall Length: 16'3" rvp� sY�ikiA ap: ,h V' e + 4y 1-D gy a c 'i + i o s-fix " t =,r`, s,,,, ` '^' 0 n CITY OF TIGARD p -BUILDING DIVISION 16' X 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Wall Member Reaction(lbs) 504 @ 0 3281(1.50") Passed(15%) -- 1.0 D+1.0 L(All Spans) Member Type:Header Shear(lbs) 438 @ 1'3/4" 4725 Passed(9%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 2046 @ 8'1 1/2" 6091 Passed(34%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(In) 0.094 @ 8'1 1/2" 0.542 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.146 @ 8'1 1/2" 0.813 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) •Deflection criteria:LL(L/360)and TL(1/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 16'3"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 16'3"o/c unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead Floor Roof Total Accessories uve Live 1-Trimmer-OF 1.50" 1.50" 1.50" 179 325 10 514 None 2-Trimmer-DF 1.50" 1.50" 1.50" 179 325 10 514 None Tributary Dead Floor Live Roof Live Loads Location(Side) Width (0.90) (1.00) (non-snow:1.25) Comments 0-Self Weight(PLF) 0 to 16'3" N/A 10.0 1-Uniform(PSF) 0 to 16'3" 1' 12.0 40.0 1.3 Residential-Living Areas Weyerhaeuser Notes 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by F)1 FLOOR JOISTS Forte Software Operator Job Notes 7/6/2018 6:14:17 PM Mike Montgomery GREG&MELISSA FOLEY Forte v5.3,Design Engine:V7.0.0.5 Simpl Home Designs 11280 SW 78TH AVE., (503)515-6495 TIGARD,OR 97223 mikem@ezpermits.biz Page 1 of 1 MEMBER REPORT Level, Wall:Header PASSED !� F 0 R T E 1 piece(s)4 x 12 Douglas Fir-Larch No. 2 Overall Length:6'3" hriA41. l zp 4 Aar jn£d L F Aa sa 5' . s r, ani t7 q,s„� ., v gS �' ) `5 * ir ...itkottirit c, i�a: ;Wali o' f�*z O �� - -tom y T y RECEIVED + ... it ,kt`9::;;. k ki�fi:° �i42 ; 14 g, r. .,''.:',*,-;!.',-;1'7'.,-."•`;`� :o N i psi€ i° A ;g + ip JUL 10 2018 CITY OF TIGARD X 6' 1 BUILDING DIVISION 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Wall Member Reaction(lbs) 194 @ 0 3281(1.50") Passed(6%) -- 1.0 D+1.0 L(All Spans) Member Type:Header Shear(lbs) 128 @ 1'3/4" 4725 Passed(3%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 303 @ 3'1 1/2” 6091 Passed(5%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.002 @ 3'1 1/2" 0.208 Passed(1/999+) -- 1.0 D+1.0 L(All Spans) I Design Methodology:ASD Total Load Deft.(in) 0.003 @ 3'1 1/2" 0.313 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) � •Deflection criteria:LL(L/360)and TL(1/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 6'3"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 6'3"o/c unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead to a or Roof Total Accessories 1-Trimmer-DF 1.50" 1.50" 1.50" 69 125 4 198 None 2-Trimmer-OF 1.50" 1.50" 1.50" 69 125 4 198 None Tributary Dead Floor Live Roof live Loads Location(Side) Width (0.90) (1.00) (non-snow:1.25) Comments 0-Self Weight(PLF) 0 to 6'3" N/A 10.0 1-Uniform(PSF) 0 to 6'3" 1' 12.0 40.0 1.3 Residential-Living Weyerhaeuser Notes 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at 1 Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by FJ 1 FLOOR JOISTS Forte Software Operator Job Notes 7/6/2018 6:13:12 PM Mike Montgomery GREG&MELISSA FOLEY Forte v5.3,Design Engine:V7.0,0.5 Simpl Home Designs 11280 SW 78TH AVE., (503)515-6495 TIGARD,OR 97223 mikem@ezpermits.biz Page 1 of 1