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Specifications A/151-2013 - abi yo / 357/ s-4/ "9,10e-r- -rep^ toe,,;Q /8 Job Transmittal Cl�Op Z0/3 Tf CompuTrus, Inc. ftIIWIffI1i1flh1lllll 250 Klug Circle, Corona, CA 92880 (951) 245-9525 Fax(951) 273-0040 Transaction ID: 370989 TO: PACIFIC LUMBER & TRUSS DATE: 6/14/2013 ATT: Bob Cairns Drawings Repairs Sequence #'s Description 50 0 5561255-5561259,5561261-556127E SAGEBUILT 39261 -SAGEBUILT 3926 Transmittal Notes: Design Notes: FTP:370989.zip 6/14/2013 3:38:54 PM Copyright CompuTrus,Inc. Page 1 111111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 3.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 204 DF 816BTR LOAD DURATION INCREASE=1.15 1-2=) -36) 50 2-5=(-199) 394 5.3=(0) 255 BC: 204 DF W18BTR SPACED 24.0'O.C. 2-3=(-535) 317 5-4=(-199) 394 WEBS: 204 OF STAND 3-4=(-542) 312 LOADING TC LATERAL SUPPORT<=12.0C. VON. LL( 25.0)001( 7.0)ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT<=12.0C.UON. DI ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD. 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'- 0.0' -92/ 598V -78/ 68H 5.50' 0.98 OF ( 625) LL=25 PSF Ground Snow(Pg) It - 3.0' -63/ 471V -78/ 68H 5.50' 0.75 OF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) =CoepuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11,1120HS,11I8HS,1118=MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING BET. 'COND. 2: Design checked for Yet(-5 Pell uplift at 24'oc spacing,' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD.TOP BAR LL DEFL= -0.002' @ -1'- 0.0' Allowed= 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON.CONCURRENTLY. MAX TL DEFL= -0.003' 0 -1'- 0.0' Allowed= 0,133' 03 TC PANEL LL DEFL= .0.023' @ 2'. 11.4' Allowed= 0.365' MAX TC PANEL TL DEFL= 0.055' @ 3'- 1.8' Allowed= 0,577' MAX HORIZ. LL DEFL= -0.004' 0 10'- 9.5' MAX HORIZ. TL DEFL= 0.005' @ 10'- 9.5' 5.10-04 5.04-12 This truss 1 1 1 deformation for long include loading (C dependent in t p p (creep) in the 12 12 total load deflection. The building designer 6.00 r/ Q 6.00 shall Verify that this parameter fits with the II4-454 intended use of this component. 3 4.0' Design conforms to main windforce-resisting .(-.7?" system and components and cladding criteria. IN% Wind: 110 mph, h=15ft, TCUl=4.2,BCOL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.s, RIVERS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. -4x6 Y o 10 G -. 5 =., O M-2.5x4 M-1.5x4 .,,,'g-p PROFESS/ J. J. J. 1 A. 5-10-04 5-04-12 � A 4 J" 1-00 y 11-03 WEDGE REQUIRED Al HEEL(S). y -- OR W N0 • °4b Cy G 4y26. `U 10H' .4.JO Gila//3 JOB NAME: SAGEBUILT 3926 - Al EXPIRES 6/3011 Scala: 0.4656 WARNINGS: I.GENERAL escnws ed SA upon .Y �.JON- 1.Ruiner and pea..no mrdnmor Houk D•ncn. of el Gcenl Notes t.Thin design a Sued only sine n noted: n shown end u for an irkrvkml Truss: Al and Warnings beforecommotion mmranm. bummgcom ponem,en.MwIgelaaa,w,mmmmanandproper N1I'., 2.2.1 compression win among boa be imaged Mare sheen. n esn uCOn Si the lopent m da responsibility of t.bolding designer • Addmml temporary trednpmemnmWaydm,p construction 2 Oempn moms me Wp end lammtlo�mbe analy b,wdaf W r DES. 6Y• MJ a m.rupomibi➢y of m..,.abs Addmn.l mmmmm hnra,p w z e c and.1 tv a c.'.emS,p5 sae bnm mndpno tnair lanmh), ', a / Q - mnbmmNeammpwMeeply od Go.a_n(TC) d/ormyayeC), ,,t�yy DATE: 6/14/2013 Co own emnmrn 311.raaronanxmy m ar bmw„m ddwmr 3.2s awn triaging or send tracing received where shown.. �� �• "4- a,No mad should to applied m any component snot after an berry end a.ImWtshon.huu n s resperwAdM of do nape..contractor. O SEQ.: 5561255 fasteners enm rmksandafmmma should any bads greater Man 5 Noon MannMausantoto wed ina�oonosnaom.en,nem. / j+ y• deep.,bads be appbed to any'mrrpoiam end are for'thy cond.,of um. - .1._'- TRANS ID: 370989 sconaTa�mmmete..nd..w..an.pemumyrord. a o.sgn.san.sneea.mga.nsppomwm,senor algae if • abmhon,handling,shipment end 0095.1on of components_ 7 Design assumes adequate dtwineg.I.provided, �'). II �111II II I II II II W,1�II a ThS dasbn is mmmhed whole m me bete:Irs art forth by a Patsa shall IN Woad on both lama of nu.and placed so eon center (,.../_:-`. IIWIII IIIa IIOI VIII IImII IIImI IIIY II1I IIQ TPIAVTCA in 0951,ar.a of which MII S.lurmmrotl sine nRmeh lines coincide Gaze of pcenter lines. 24243 Wilk USA,Inc20mpilsie Software 7.84-SPS(1L}E 10 For bekconnector pets deugmwlue.see ESR-1311.ESR-19e5(NiTek) �o . Is ER ��v' S10NAL 11111llllHi This design prepared from computer input by I' ul PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 11-08-08 TERMINAL HIP SETBACK 5-10.04 FROM ENO WALL IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 204 DF 416BTR LOAD DURATION INCREASE= 1.15 (Non-Rep) 1.2=( -36) 50 2-6=)-I64) 1094 6-3=(0) 394 BC: 204 DF 018BTR 2-3=(-1333) 221 6-4=)-164) 1094 WEBS: 206 DF 12 LOADING 3.4=(-1333) 221 LL=25 PRE Ground Snow(Pp) 4-5=) -36) 50 TC LATERAL SUPPORT c=12'OC. UON. TC UNIF LL( 50.0).DL( 14.0)= 64.0 PLF 0'- 0.0' TO 11'- 8.5• V BC LATERAL SUPPORT<=12'0C. UON. BC UNIF LL( 0.0).DL( 39.3)= 39.3 PLF 0'- 0.0• TO 11'- 0.5' V BEARING 402 VERT MAX HORZ BAG REQUIRED SRO AREA OVERHANGS: 12.0' 12.0' TC CONC LL( 473.8)4L) 132.6)= 606.2 LB5 @ 5'- 10.2' LOCATIONS REACTIONS REACTIONS SIZE 50.1N. (SPECIES) 0'- 0.0' -136/ 1022V -78/ 7BH 5.50' 1.83 OF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 8.5' -136/ 1022V -761 7BH 5.50' 1.83 OF ( 625) C,CN,CIB,CN18 (or no prefix) =CoepuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. M,M20HS,MIBHS,M16=MITek MT series BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 'COND. 2: 00810r1 checked for nett-5 psf) uplift at 26'pc apacln g.l AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1a0 MAX LL DEFL= -0.002' @ -1'- 0.0' Allowed= 0.100• MAX TL DEFL= -0.003' @ .1'- 0.0' Allowed= 0.133' MAX LL DEFL= -0.021' @ 5'- 10.3' Allowed= 0.540' MAX LL DEFL= -0.002'@ 12'- 8.5' Allowed= 0.100• MAX TL DEFL= -0.003'@ 12'- B.5• Allowed= 0.133' MAX TC PANEL IL DEFL= 0,055' @ 3'- 1.8' Allowed= 0.568' MAX HORIZ. LL DEFL. 0.009' @ 11'- 3.0• 5-10-04 5-10-04 MAX HORIZ. IL DEFL= 0.015' @ 11'• 3.0' T- 606.20@ 1' This truss does not Include any time dependent 12 12 deformation for long term loading (creep) in the 8,00 M-4x6 016.00 total load deflection. The building designer shall verify that this parameter fits with the 3 4.0" intended use of this component. f-A Design conforms to main windforce-resisting lal system and components and cladding criteria. Wind: 110 mph, h.15ft, TCDL=4.2,BCOL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, PIERS, I 3,1• interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. vs es c. o c. itli e O M-304 8-1.5x4 11-3x4 �(�p PROFFSSi .S G1NF oy 5-10-04 5-10-04 - '►�1� 4 ,1 6 1, 1- e. 1-00 11-08-08 1-00 ' FOR �•Ns °y G4'26.°" ,O2 G��A.JON��4,//4//3 JOB NAME: SAGEBU I LT 3926 - AH 1 EXPIRES 6/30113 Scale: 0.4482 WARNINGS: GENERAL NOTES.unless oteratse rated' 1.Builder erg erection contractor should be advised of at General Notes 1-Thu design A based only upon to promoters shown end Is for an.Smd,i pF�s Truss• AH1 and'Mornings before co,nARcn oho•nos building component Appbobiny of desgn psr.noON end proper fs• 4 JN 1. ' 2 h.compression*memo nom be mooned where slaw.• Incorporation of component is the responsibilly of the Wading 4asgrrr. • 3 Additional temporary bracing to sway mWlxy during combudbn 2-Oeagn essurtea Me by and bottom s.lab ougtw brand at w 1.�}7�•/'0 DES. BY MJ b Me moo/130W of IM*motor Addborul permanent bra of 2'o c.and at 1G a c.respaNVeh less brood throughout Nod length by ay ,i{f•/- WW iruous..nmg such as oN000d Ned wtwo.)endbr dywsa(BC). 1. • ' DATE: 6/14/2013 me wend structure a Me reasonability of me budding designer. 3 hmlmp.ct brdgmg or moral brscirg required exen..ho n.. t( a '.h . Na bed should to applied b any component MIAOW on bracing and 4 Imemmn of truss a Me meponehmM of mm reepacose contractor, • �'1 O SEQ.: 5561256 ewrem are comblmand am lino Mould any bedsgrower Mon s O•bgn• hoes.soebto wed m•nor.conossw...Soment, '(p/ 4y) z Mgnbeds la spa.b any conpano. and lie for ay nMbsso'of ue. :- • TRANS ID: 370989 s carrwma has no mrpa over and assumes no mporweNy for Me 9 L46 eeeurree"beemg et ea eupporb 6'66"S'"°'vrlP 4 ;• hbrpemn.landless.shipment and rRNSsAn of components 7.Oesagh yaf limps adequate amine.a yravhdt. - ':kr • n m fill e Tesdeagnu handled sugw to [baboons wt forth try s Rates shall mooted on Path ens of thou.and paced so Men Pm. '•-2/,':'• Mil�I�II�Ilul YYI Y,l III IIY IIY TPVWTCA m SC91,miles b Mirth who W lunnvlad upon request 0 o aplate oe and w 24243 'I IIU'V'ul Vl IIOI 'ul MiTek USA. CmmpuT us Software 764-SP5(IL)-E 10 Far basic connector pto Myph name se.ESe-1311,ESN-1988 < O T/Y IN3 Gll$�I•SIGNAL IIIlllIIIII This design prepared from computer input by ul PACIFIC LUMBER-BC LUBBER SPECIFICATIONS TRUSS SPAN 5'- 10.3' IRC 2009 MAX MEMBER FORCES 4NR/GDF/Cq=1.00 TO; 2x4 OF N18BTR LOAD DURATION INCREASE m 1.15 1-2.(-36) 50 2.4=(-117) 0 BC; 2x4 OF m18BTR SPACED 24.0' O.C. 2-3=('43) 121 TC LATERAL SUPPORT<= 12'OC. UON. LOADING BC LATERAL SUPPORT<=12'0C. UON. LL( 25.0).Di( 7.0) ON TOP CHORD m 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 80.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD= 42.0 PSF 0'- 0.0' -50/ 297V .118/ OH 5.50' 0.47 DF (625) 1'- 10.9' -108/ 87V 0/ OH 1.50' 0.14 OF (825) Connector plate prefix designators: LL=25 PSF Ground Snow(Pp) 5'- 10.3' 0/ 47V .118/ OH 5.50' 0.08 OF (625) C,CN,CI8,CN18 (or no prefix) m Compuirus, Inc M,U20HS,U18HS,M16=MiTek UT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF 18C 2009 AND IRC 2009 NOT BEING MET. ICOND. 2; pesian checked for net)-5 psfl uplift at 24'oc spacing.) VERTICAL DEFLECTION LIMITS: LLCL/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP MAX LL DEFL= -0.002' @ .1'- 0.0' Allowed= 0.100' 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL= -0.003' @ -1'- 0.0' Allowed= 0.133' 1 - T BAT TC PANEL LL DEFL= -0.003'@ 1'- 1.5' Allowed= 0.097' MAX IC PANEL TL DEFL=-0,004' @ 1'- 1.5' Allowed= 0.145' 12 MAX BC PANEL LL DEFL= 0.007' @ 2'- 7.8• Allowed= 0.243' 1 6.00 1 2 MAX BC PANEL TL DEFL= .0.012' @ 3'- 0.5' Allowed= 0.324' MAX HORIZ. LL DEFL= 0.001' @ 1'- 10.9' MAX HORIZ. TL DEFL= 0.001' @ 1'• 10.9' - This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Design conforms to main windfar'ce-resisting system and components and cladding criteria. la Rind: 110 mph, h=15ft, TCOL=4.2,BCDL=6.0,ASCE 7-05, eo Enclosed, Cat.2, Exp.B, RIVERS, interior zone, load duration factor=1.6, Truss designed for wind loads c n the plane of the truss only. Oil I=I I 14 -, M-2.504 \�.tc 0 N OFFSSi O 1---- 1 b 1-00 (PROVIDE FULL BEAAING;Jts)2.3,41 5-10-04 ;��,�,,, 1 .A • 1 I FOR• MN 0, m C G0'20 O2 G40 JOA5 4//4/I3 JOB NAME: SAGEBUILT 3926 AJ1 EXPIRES 6/3011 Scale: 0.7133 WARNINGS: GENERAL NOTES.unless otherwise noted: 1 WNW and erecban contractor show.be advmed of al General Notes 1.The design Is ba.ed only upon wa parameters shown and w ter en Individual A. Truss' AJ1 and Wam,ngs Wore combuMOn commences. bu;aina component Apgiawldy of design aerometers and proper �• O�`Yi 2 34 com4resdan nab among meet be Installed where shown.- moorporation of commonnt w the responseeday of the budding designer �!� 3.Aptlwenel brrwerery bmorq m,mum m Way donna amm.di.n 2.Ce.gn ea,urrwe we cop end bottom Moms to a laterally bread at a W Iv r O DES. BY• MJ a we reeponetmay°f the erector.Aeeewnel wmwn.m w. I 2 o c.and at le o s,respctweh,v.SS bread throughout C)ender mev length by 1 such a^r. rImmo/btwng or Ike.tracing rogue.vAers .nwOr drymalNG) �1 ,,y DATE: 6/14/2013 Mw overal should boa w eta toa any component of Me awwmp mlracin 3 Is ImpaR of Miss or Imams watlsq rewuead wwero shown.. / �' "/+r •No ewd Mount be apphM beery angpnent unw s e e r Bracing and 4 Ir9smdwn of hum w the raapowwlM of mw reapeCma anaamar. O SEQ.: 5561257 fasteners are comes.and el m ens stem.em)mode grader Nan 5,Design autumn Wwa.n w Ca Need In a nm�mnw emmnrwm, V �'1/f I. W Agn weds be appled w eery component M are for.dry coMelmy of use TRANS ID: 370989 5 comw�,mw,55555 antra omr.nd..wm.a ne mspamwmy ter 5. a a.are het beanrq at O aupwm Mwn.Shim or wedge 4 wbraan.hergwq,shipment and klaweawrn of ranwenems 7,Oman ry..sumae ad.a...Crag.le pragad A./,..",' ' �111M1,1(III M,,,(IIII IIII 6-The dawn n Smelled subject h the lhrtiwm...forth by 8 Ptelas Nall he located on bole tam of Puce,and placed so Neu center • ''f7<;-. (,.III uI�uI1 111111111111 TfmWyrCA m SCSI,Dopes a1 MIN wM be wrnwhe4 open request Inn somode,wn pM comer Hoes B Ogas ndmw sae of Bate nntlwa 24243 MITek USA,NC 7CompuTrua Software 784-SPS(1L}E 10 For Wsic connector Ode dee.value*see ESR-1311,ESR-1988(Wee) :.-- 1ANAL 611411 e sees • 1E 1 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.3• IRC 2009 MAX MEMBER FORCES 4WR)GDF)Cq•1.00 TC: 204 IF 1I8BTR LOAD DURATION INCREASE•1.15 1-2•(-36) 50 2-4=(-97) 0 RC: 244 OF 0188TR SPACED 24.0' O.C. 2-3=(-65) 79 TC LATERAL SUPPORT<=12.0C. UON. LOADING BC LATERAL SUPPORT<.12'OC. UON. LL(25.0)■01( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.1N. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD= 42.0 PSF 0'- 0.0' -49) 345V -Be) OH 5.50• 0.55 DF (625) 3'' 10.9• -87) 111V 0) OH 1.50• 0.18 DF (625) Connector plate prefix designators: LL•25 PSF Ground Snow(Pg) 5'. 10.3' 0) 56V -Be) OH 5.50• 0.09 OF (625) C,CN,C18,CNI8 (or no prefix) =CompuTrus, Inc C,M20HS,MIBHS,M16=MsTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOVIREUENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. COND. DBei, C B ked for net -5 . f 1..10 .t 4 'OC s.aCln.. VERTICAL DEFLECTION LIMITS: LL=L)240, TL=L)180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL= .0.002' @ -I'- 0.0' Allowed= 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL. .0.003' 0 -1'- 0.0' Allowed= 0.133' 3-11-11 MAX LL DEFL= 0.000• @ 0'- 0.0' Allowed= 0.071' T T MAX TL DEFL= 0.000. 0 0'- 0.0' Allowed= 0.095• MAX BC PANEL LL DEFL• -0.013• @ 2'- 7.8' Allowed= 0.243• MAX BC PANEL TL DEFL= -0.023• @ 3'- 0.5' Allowed• 0.324' 12 6.00 MAX NORIZ. LL DEFL. 0.001• @ 3'- 10.9' MAX HORIZ. IL DEFL= 0.001• @ 3'- 10.9' This truss does not Include any time dependent deformation for long term loading (creep) in the -, total load deflection. The building designer shall verify that this parameter f1ts with the intended use of this component. Ij Design conforms to main wIndforce-resisting system and components and cladding criteria. Wind: 110 mph, h.15ft, TCOL=4,2,BCOL=8.0, ASCE 7•05, o Enclosed, Cat.2, Exp.B, MWFRS, ru interior zone, load duration factor=1.8, Truss designed for wind loads in the plane of the truss only. no sr M-2.5X4 LRt9 PROP,Fo 51�t�GINFFe s/9 y b b ' I ;A. 1-00 )PROVIDE FULL BEARING:Jts:2,3,4I 5-10-04 _ *(1V4•4 OR .,914 q, 09 G4y26•% ...., G��A-JON�c'6!/417/3 JOB NAME: SAGEBUILT 3926 - AJ2 EXPIRES 6/30113 Scale: 0.8383 WARNINGS: GENERAL NOTES,ones other..noted: 1 Budder and ere...cenba.er should 4 awned Si.1 Gomel Not. 1,The deeyn a eased only upon du parameters shown and n for an 04000.1 Truss• AJ2 end Wanmq,felon comVr�on mrerenms. .mbinm cl....appbemk or de...re e.ra and proper $)P W O�N;'� 3 La mmaresm.n web tn' must be avbeed*we show.., mmraoatlbn of mrrlop mo a bottom respor.010Y alma W.dnm dugrar. `Y 3 Add4orulbnoo..,yvp.inwnstab.ldy Cum..........., 2.Deegn assumes the tap end bottom chords a be bank braced•1 �71ms. O' DES. BY' MJ ame,eap. orlon nt the we.,Ammwel permanent.. of 2 o c.end et 10 o c ras.mm p unless ban throughout thew 4noN by a a ��{fr�r//'- d^m dap huN.such as plyeood,buNCq(rC)andorc coo. 1 DATE: 6/14/2013 de over.so-m.e..reapon.edy of de buddng designer. 3 2.en.a bre.m cc Ai. bra new.where shove.. t=p� t ''. •No load should Os rippled.any 0.1.00nt ins erter ell. ring end rtlNO.m.ofbuss a.. ..ans.a el the raape..ue mane*, O SEQ.: 5561258 fee...anmrpwend.no eresl.wdem lee.gaaarden S Des9n.teaonPus.a....aadberon...0.en....L t• . •Z and ea f o r co0_e of ur, ejj``�//�1- darnp beds es espied to entry end component_ 6.D.i'n a.w.ee full te.r.m et.n'upper..'.nm.S.mw w.dye 4 /`.�; TRANS ID: 370989 s_rpre..rmm.m..mele.r.na...r..m..mwbdkfer b. . bbrrabon.bndruy,sheared.and nmalbbon of someone. 7 Dnlmn sia.mes adequate drama.n prove. n(-;.4' II�II ulY llllI IIIIII�I YIu IIIIIIYIII� 9 Tim dee.b lumenposolm tool lmb.ona sodforth by a Pleas WWI b.I1mbt on X.bead nd Pbmd.der mntar 124243, TP.NfCA in SCSI.copes d w1uIN we M Masted upon request o lion Deft ediete see pm plate center.,awe q /. 24243 MITek USA.Inc/CampoTi00 Software 7.84-SP5)IL}E 10.Far ease...,nector p..bean vaws.*ESR-1311.ESR-1980(NR.) rN rrb./ S1ONAL •4/1411 1111111 OIIII This design prepared from computer input by u PACIFIC LUMBER-BC LUBBER SPECIFICATIONS TRUSS SPAN 5'. 10.3' SRC 2009 MAX @EMBER FORCES 4WR/GOF/Cg=1.00 TC: 204 DF RINBTR LOAD DURATION INCREASE= 1.15 I.2=(.38) 50 2-4=(0)0 BC: 244 OF RIABTR SPACED 24.0'O.C. 2.3=(.94) 104 IC LATERAL SUPPORT a= 12'OC. UON. LOADING BC LATERAL SUPPORT a=12'0C. UON. LL( 25.0)41( 7.0)ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ORG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.1N. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD= 42.0 PSF 0'- 0.0' -65/ 3950 -60/ OH 5.50' 0.83 OF (625) 0/ 72V OI OH 5.50' 0.11 OF (825) Connector plate prefix designators: LL=25 POE Ground Snow(Pp) 5'- 9.2' .64/ 154V -60/ OH 1.50' 0.25 OF (625) C,CN,CI0,CN18 (or no prefix) =CompuTrus, Inc U,M20HS,MIBHS,M16=PITBO MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND INC 2009 NOT BEING MET. ICOND. 2: Design checked for marl-5 emit uplift at 24'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=1/240, 11=1/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL= -0.002' 0 -1'- 0.0' Allowed= 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEfL= -0.003' 0 -1'. 0.0' Allowed= 0.133' MAX IC PANEL LL DEFL= 0.069' @ 3'. 3.3' Allowed a 0.360' 5-09-03 MAX TC PANEL IL DEFL= .0.077' @ 3'. 3.4' Allowed= 0.570' 1 1 MAX HORIZ. LL DEFL= 0.000' @ 5'- 7.5' 12 MAX HORIZ. TL DEFL= 0.000' 0 5'- 7.5' 6.00 This truss does not include any time dependent - deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the :I intended use of this component. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCOL=4.2,BCDL=6.0, ASCE 7-05, cw Enclosed, Cat.2, Exp.B, HMS, • interior zone, load duration factor=1.6, c Truss designed for wind loads in the plane of the truss only. o o KW _ o '4 M-2.5x4 ��Eo PROFF'S . S> rV ��GINFF, 6)y, J, l �: 1 1 A L 1-00 5-10-04 or � ' 1PROVIDE FULL BEARING:Jts:2,4.3I - ORS 6 W N do 46 0 4)-26.1 tO 2,. A., JO o i 6//417/3 JOB NAME: SAGEBUILT 3926 - AJ3 EXPIRES 6/3011 Scale: 0.5900 1.Sege MAXIMS: GENERAL Thedmsgnitb unless dt,uwruaeoletl p►.3011• 1.Seger and arm.° be sdwsed act.Gemmel Naha 1.The Magn it based onM upon the parameters crown am a for enimrvMwh Truss: AJ 3 and cV.mhgs boron cooMwa.n commences, build,comp...Apybob ng of deapn Pee..and proper ; , 2.2.e cortexes..web bnong rmst be installed Men sham.. Incoryonlhen a component m the nepanvbdm a hha buYdmm deagor /' . 3 Addebml tampon.brwrq m mule mblm.rIng construction 2.Debi essuan the cop and.mom chards to M laterally bawd et W P. DES. BY MJ a Me reswreuanr of Ow moor Additional perm..nt beg,of 7ocand n 10 o respectively anon paced amaupl.ul Mee length by a .r .� resporeiMmaan Oewi dea nlewwweaem a,dh as plywood sh..MMn(TC)enaor dryrno(eC). 1 ,'l• DATE: 6/14/2013 the oven.structure a me rg goer. 3 z s enema bwmmm bteret baana rewue.Men shown.. �.,. A f+ SEQ.: 5561259 a No load should bee.g.to any component unmabr0hr.a,gand ..bmauamenaWssea ureewreiwayof the res.a..contractor m/_ \' O testerete are complete am eh no pre should em toe.p1Pher Men 3.N..dnumo...en b trued m•mrrmmene emaenm.a, ./•I 1 "y d..gn wade be.poled to am component m are for'dry nonamr a use ''J TRANS ID: 370989 5 Compel-1m hoe no newel over em ee.an.e no tesporelero forme e.oM eaa.n..n,a beeng a eo empoa bevm.........y .'V mbneanen.hemleg.shipment end.maSseen a component. 7 D.:an eiiwme..depute drama.a prooaet 'sp 6-The down.'mashed..qua b the Iertllem tel low by a Plates senb waded on both lean a truss,am pteod ss Mete outer 'j/.?:'y;.. I@BII @�I@I Illl Illl loll III Ills l�IIII TPWVTG a 9051,copes of w1nrA hip b.ferreted upon pawn .os coincide wed phi center le... 24243 III IIII I' II II Dym.w ote sae agm cones. Ap .cp McT¢k USA,Inc InC/CpmpuTrua Software 10 For bask=mow plate design values sea ESR 1311,ESR 1988(NITeY) �O tt IC•'� S7ONAL 1E1111111 11 design prepared from computer input by u PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 254 OF R16BTR LOAD DURATION INCREASE=1.15 1-2=(-36) 50 2-4=)0) 0 BC: 2x4 OF H18BTR SPACED 24.0' O.C. 2-3=(-50) 48 TC LATERAL SUPPORT<=12.0C. USN. LOADING BC LATERAL SUPPORT<=12'0C. UON. LL( 25.0)001( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRES BRO AREA DL ON BOTTOM CHORD. 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0• 0.0' TOTAL LOAD= 42.0 PSF 0'- 0.0• -58/ 301V -41/ OH 5.50' 0.48 DF (825) I'- 9.2' -29/ 19V 0/ OH 5.50' 0.03 OF (625) Connector plate prefix designators: LL=25 PSF Ground Snow(Pp) V. 11.7' -18/ 42V -41/ OH 1.50• 0.07 OF (625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc U,U20HS,M18HS,U16=UiTek UT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. LCONO,_2:_DBSln checks. n - f ,, in.. VERTICAL DEFLECTION LIMITS: LL=L)240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL= .0.002' @ .1'- 0.0' Allowed= 0.100' 1.11.11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL OEFL= -0.003• @ .I'. 0.0' Allowed= 0.133' T r MAO TC PANEL LL OEFL= .0.002. 0 1'- 1.5' Allowed= 0.097' MAX TC PANEL TL OEFL= .0.002' @ 1'- 1.5• Allowed= 0.145' 12 MAX HORIZ. LL DEFL= 0.000' 6 0'- 5.5' 6.00)7 MAO HORIZ. TL DEFL= 0.000' @ 0'- 5.5' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Design conforms to main windforce-resisting y system and components and cladding criteria. Wind: 110 mph, h.15ft, TCOL.4.2,BCOL=8.0,ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=l.6, I� c Truss designed for wind loads in the plane of the truss only. o M-2.5x4 = St0 PROFFSSi 6F-' 4.GINF6. Cy b b y 1-00 2-00 • � �I s 1 ; A IPROVIOE FULL BEARING:Jts:2.4.91 • FOR e1Ncb e - G�. 26.�9 `02 G�)A.J0%A &//i/l3 JOB NAME: SAGEBUILT 3926 - ASJ1 EXPIRES 613011 Scale: 0.7101 WARNINGS GENERAL NOTES. See om.nse m.7. 1.Budder end erection coatroom sloold Pe edv.ed a al Canna Notes I The bean e based only upon m.parameters slow,art M for an o,dwdel Truss: ASJ 1 and W.mmms meters mnttmtIon commences bdld��meanea.App.mMMy olds..Prarlmbn ud Po., �P J Oy 3.Zee,nrnmian.eb comma Cruet la rammed whom..harm. bon of OG top e.the retPneAbpy s m.,vase leaner. ` N; - Adde.nl teneanry bnma teinure ffibddy dudn9 mnmumm 2-Desgn mourn.dd tW eo Pattern.Dads to w lateteVy bond el V w I �r DES. BY: MJ a1MnePnsooMm.15 M in.os.nlPrmmnml....of 2'ocend et Ghat aspecbvely mdem aaoa 5.,91.1mnn.am PV a ,.i�/�!' Me f.erector A of Ns" mnMUO sheathing such asgyaced shaeN,ra(TC)enderaywaNec) �, ,may DATE: 6/14/2013 Gr n9 liner az=bread bodging or lateral aeons moued*re aeon e. '1 �' !�' 4 No load Mould be applied to em component until eNr all among amt 4 Doelohan of....the reopen..My or me respects contra., t`: O SEQ.: 5561261 a enema,ecoo..andetnoboeMould amwmtlegreaternon 5 DesinautulnaPuwaanmbe used inannartoaneemnonm.m, �I r1 j Man bade be sealed to any comeanent and are for'dry cond.,of use, I/lm�:+' , TRANS ID: 370989 5 ComaTrua has nmmrolowr and Llama.noaspanalamy for Me B Dn n......MIbeanng..1,panwrm sm..".49mt lebnomn,handling,Moment and Malodors of components 7 sown ass mss..,eta drainage 0 prowled, '-n B Tha belpn m Nm.h=d euPptl M the bmdet.n set forth m 5 Rate Moll Le bond on both Mon of PUS,and Prod so moo come, ' '11/,1*T• IN ,TnkUAinSCSI,mP.mdWlawry4Mr.84-S upon mama le.muvdeMphpreventerImaa lO w� 2A3 'ul lu' IW'I lul II JIM MITek USA.Inc/COG,Taus Software 7.84-SP51LE IO Forr bow connwo� n M T P ( } mcantrImnbwa see ESR I]II,ESR-15118 lkbTak) /IS�II SI0NAL i 0HI This design prepared from computer input by W W PACIFIC LUMBER-BC LUBBER SPECIFICATIONS TRUSS SPAN 3'• 11.7' IRC 2009 YAX MEMBER FORCES 4WR/G0F/Cq=1.00 TC: 244 DF CIBBTR LOAD DURATION INCREASE a 1.15 1.2=(-36) 50 2-0(0) 0 BC: 244 OF 018BTR SPACED 24.0'O.C. 2-3=(-69) 74 IC LATERAL SUPPORT<a 12'0C, UON. LOADING BC LATERAL SUPPORT<=12'OC. UON. LL( 25.0).0L( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD= 10.0 PSf LOCATIONS REACTIONS REACTIONS SIZE SOAR. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD= 42.0 PSF 0'- 0.0' -67/ 322V .80/ OH 5.50' 0.52 OF ( 625) -3/ 60V 0/ OH 5.50' 0.10 OF ( 625) Connector plate prefix designators: LL=25 PSF Ground Snow(Pp) 3'- 11.7' -44/ 94V -80/ OH 1.50' 0.15 OF ( 825) C,CN,CI8,CN18 or no prefix) =CompuTrus, Inc M,M20HS,M1BNS,B16.Mitek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 osfl uplift at 24'oc soacina.I 6.00 7/ REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL.L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD.TOP MAX LL DEFL= .0.002' @ -1'- 0.0' Allowed. 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL= -0.003' @ -I'• 0.0' Allowed. 0.133' MAX BC PANEL LL DEFL= -0.002' V I'- 0.1' Allowed= 0.050' MAX BC PANEL TL DEFL= -0.002' V I'- 0.1' Allowed= 0.067' y MAX HORIZ. LL DEFL= 0.000' @ 1'- 9.2' VAX HORIZ. TL DEFL= 0.000' @ 1'- 9.2' This truss does not include any time dependent totormation for long.are loading (creep) in the total load deflection.hat h In The any time designer shall verify that this parameter fits with the intended use of this component. Design conforms to main windforce-resisting o system and components and cladding criteria. Wind: UrF 6.0, A7-05ctor=l. ' I�I 41--"."--I I M-2.5x4 $ O PR0/, �� •%aG1N£R. �2 1 1, l / �: . I A 1-00 2-00 1.11.11 • ��1�t� (PROVIDE FULL BEARING:Jts:2,4,31 - OR a MN m Dy G�E26192 °A.JON�r'6//¢//3 JOB NAME: SAGEBUILT 3926 - ASJ2 EXPIRES 613D11. Scale: 0.8282 WARNINGS: OBSERAL NOTES,unes..anew noted. 1.sunder end enaeonmrma<tor Should be advised or el Gomel Notes 1 Pus tempt s based only upon the parameters shone and a for en udw duel A•3 O!1 Truss• ASJ2 and Warfare*Wont mrmumon mn.nenms M e n g APpmbMy of d.man...mere end proper _ r •7 2.2.d compression band wun met.]Were stone S n. Noreen of moven.rd u the resWnsAdey of the 0uktre downer_ ��' Addebal temporary becup stately r,p cons 2.Dew rearm me top and toSOm chords b be mamba heed at W 7}1�•W' O DES. BY: MJ bNem p4 of stal permanent .r 2'a c...Jet 10 o c nsemeN unless baud tbauyoul Neu length by 4\9 e i�1rr- pora Ives eman beam nt mnsseoNmg such as roadeheeNinm(TC)endror drrwaNEIC) DATE: 6/14/2013 me oven.sanctum avie respombty of vie bapdny dente, a 2x brow bridging or hteel bnmq mound Man shown.. I t�lp e e No bed Moud ba applied ro any component until.her en beano and 4!retenatio ar trues a Ile responiWmr oh the resecn.contractor_ • ,'• \' t O SEQ.: 5561262 hears en conphb and at no We Weald en,loads grater than 5.Design ammo trusses an to te wad in•non-tunas.emkoment, ms. r1r- 'x f design beds be applied to anY component M ere far'dr,condemn'of use _ W ej t. TRANS ID: 370989 6 ConpuTrus bas co control over end assumes co nemarbmy for the a M"en assumes Ml ba.mq nee supp.rb ebawn.SNmarnede r :7 @••, fabrication.handling,shpnent end mmlOIbn of components 7,Omen ssunes adept..dnlrap.h emm444, �`i,,p n nn 5 The design a furnished subpd t the Lineations set fog by a Metes Mall be looted on both hue of bum.end paced m their enter -l'.l.?`.:^T-' IIYmI�IY IIIu IY,I IWI III IIIu II,1 II� TPIMTCA In BCSI cope.n*Arch wet be handed upon request a shits ndnads n of plate r■roar l aches '24243 ee1mellme1 e1Yll lu1 lul�IW11 IIIMWV II MITek USA,trot/CompuTrus Soflwarm 7,64SP5(1L}E tq For base connector plea e.agn rakes we ESRn]11,ESR 198a(rrTalp .�O G.._ 4 '` -S1/OINAL 6//40 - - - I'II11IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 19-11-00 GIRDER SUPPORTING 40-06-00 IRC 2009 MAX MEUBER FORCES 4WR/GDF/Cq=1.00 IC: 206 OF SS LOAD DURATION INCREASE.1.15 (Non-Rep) 1-2=(14462)2008 1-8.(-1762) 13208 8- 2.( -314) 2588 11- 6=(-2344) 320 BC: 208 OF M18BTR 2-30(12146) 1886 8-9.1-1756) 13154 2. 9=(-2344) 320 6.12o( -314) 2588 WEBS: 204 DF STAND; LOADING 3-4=) -9588) 1330 9.10=(-1474) 11130 9-3=) -450) 3544 206 OF M2 A LL=25 PSF Ground Snow(Pp) 4- 5=) 9586) 1330 10-11.(-1474) 11130 3-10=(-3348) 468 TC UNIF LL) 50.0),IL) 14.0)= 84.0 PLF 0'- 0.0' TO 19'- 11.0'V 5.60(.12146) 1688 1112=(1758) 13154 10-4=(-1104) 8268 TC LATERAL SUPPORT a= 12.0C. UON. BC UNIF LL( 481,2)•DL) 347.2)= 828,5 PLF 0'- 0.0' TO 19'- 11.0'V 6-7=(-14462) 2008 12-7=(-1762) 13208 10-5=(-3348) 468 BC LATERAL SUPPORT 0= 12'OC. UON. 5-110( -450) 3544 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING VET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 or no prefix) =CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE WIN. (SPECIES) U,V20HS,V18HS,Y16=YiTek YT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0' -1227/ 8888V -1863/ 1863H 5.50' 14.22 OF )625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 19'. 11.0' -1227/ 8888V -1863/ 1863H 5.50' 14.22 OF (625) ( 2 ) complete trusses wi with Co' IDDND. 2: Design checked for nett-5 551/ uplift at 24'GC soacito.I (Join together 2 ply esth qua Common nails staggered at M 9' oc in 2 row(s) throughout 246 top chords, VERTICAL DEFLECTION UNITS: LL=L/240, TI=L/180 7' oc In 2 row(s) throughout 208 bottom chords, MAX LL DEFL= 0.122' 0 6'- 11.8' Allowed= 0.950' 9' oc in 1 row(s) throughout 204 webs, MAX TL DEFL -0.205' 8 6'- 11.8' Allowed= 1.267' 9' oc in 2 row(s) throughout 2x6 webs. VAX HORIZ. LL DEFL= 0.045' 0 19'- 5.5' MAX HORIZ. TL DEFL= 0.074' 9 19'- 5.5' This truss does not include any time dependent deformation for long term loading )creep) in the total Used deflection. The building designer shall verify that this parameter fits with the 9-11-08 9-11-08 Intended use of this component. T T 1' ICOND. 3: 1863.00 IBS DRAG LOAD. I 4-05-06 2-09-15 2-08-03 2-08-03 2-09-15 4-05-06 Design conforms to main wlnetorce-resisting 1 1 1 system and components and cladding criteria. 12 12 6.00 f ' 61-4010 Q 6.00 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL.6.0,ASCE 7-05, 4 4 Enclosed, Cat.2, Exp.B, VMS, Interior zone, load duration factor=1.6, 7 Truss designed for wind loads I1� In the plane of the truss only. M-4x6 Z M-4x6 8-3x8 M-3x8 M•7x,6 �' �� x,8 �0 PROF s ma o�• e I Nl IN to ® ro V '��o - R GIN �s o" 1 8 9 10 11 12 7o xV� �� F• }A ° M-3x4 M-3x10 U-6x8 =8-10x10 M-6x8 M-3x10 M-304 ° �' /i�.,.. I - - 1 1 1 1 1 1 J. fu g• 4-03-10 2-08-03 2-11-11 2-11-11 2-08-03 4-03-10 ✓, +/N`b 0 CI GCY �°' ? 1 19-11 WEDGE REQUIRED AT HEEL(S). 1 ,9G 26. e`O /0 A.JOHNS 6//47/3 JOB NAME: SAGEBUILT 3926 - B-GIRD-DRAG 1863 Scale: 0.2725 EXPIRES 6/3011. WARNINGS: GENERAL NOTES,unlw otemne noted' I.Bulkier end a bon connector Mould be advised of all rrrerel Nolea I This deep b teemed ants upon da parerrwbrn slmxn and is ror an individual L Truss: B-GIRD-DRAG 1862 coed Wambpe baa,a anstaaan am.nsna, ildhg...on..Appbcateldy of deign memeten and proper p•]O`IA. 2 2a4 anthems.emblem.must be a.s,lled elere sheen. Inmrpornlon of component b the responsibility of the bolding designer. ^ I. • 3 Addaioml Imparary bracing to insure ahbiley dun,canstruGnn Z.Design euum.a the top end bottom Urorde to hetebelN bnudcl her �lV W ■ O DES. BY: MJ a the neponelEley of ell en.tor Addman.l permanent bee of 2 o c and et IN a c mpocmeely unless brazed throughout their length by YY s ^m tinuou.sheathing such es plpwod sheethlrg(TC)endlor thymNBC) DATE: 6/14/2013 the overall atrum.ra b the to ally bets of the building damper 3.2xx Impact bracing or Wend bracing repined when shaven.. 1� T t"•4 No load Mould be embed to any component anti after ell bream and 4.1 .21Nnon of Vass a the reeponsithey of the rasps..unnmar 1i fa- Q SEQ.: 5561263 leaner.an compete and et no erre should any louts greeter wn 5 Napo a.arpwa bunmara b tea used in a non�mos.environment. •/l�I .. sewn bade be.ppltedte any cornpo,0M der.ror'dry coMlhen of use. -/ ar`/1.- , TRANS ID: 370989 5 CompuTne has no control over and amum.s no mponsit22 lar m. a end aawmmelun beenrg.1e11.ryparh Ynwn sh oran 0".m 2 - fabrication.tandnng.arlprpnt and theta..of components, 7 Deagn aSlJlwnaapuate dnlnepe a provided / - 5 The design is furnished wq.0■0 ma 000.010,0 aa1 forth by 8 Plates shall 5 hated on both hoes of true and plead a therm/ter arrt.r �s 1,!t. �1 BC.51.copes of which mil be furniehed upon request 1111111111111111111111 MITcH U$A^I COTp TNe Software 7 4$PS(1 L} 0_Far base connector pleb 4.40w vv.lu.me EOW-1 011,600.1848/51O) I �O •T L4242 �Pas coinada eft eel center lines 19 Olpte ndlcaro sae ofnme I aces �lI .r,G`_�_K'_1('[ls/{{/4 - .S'ONAL 4/141/ - - 1111111111111 n This design prepared from computer input by PACIFIC LUMBER-BC LUBBER SPECIFICATIONS TRUSS SPAN I9'- 11.0' ICONS. 2: Union checked for netf-5 2511 uplift at 24 'oc soacing,l TC: 204 OF eIBBTR LOAD DURATION INCREASE=1.15 BC, 204 OF W16BTR SPACED 24.0' O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT<=12'OC. UON. LOADING Wind: 110 mph, h=25ft, TCDL=4.2,BCOl=6.0,ASCE 7-05, BC LATERAL SUPPORT<=12'OC. UON. LL( 25.0).OL( 7.0) ON TOP CHORD= 32.0 PSF Enclosed, Cat.2, Exp.B, YWFRS, DL ON BOTTOM CHORD= 10.0 PSF interior zone, load duration factor=l.6, Connector plate prefix designators: TOTAL LOAD= 42.0 PSF Truss designed for wind loads C,CN,CI6,CN16 (or no prefix) =CoepuTrus, Inc in the plane of the truss only. M,Y20HS,Y16H5,Y16=YiTek UT series LL=25 PSF Ground Snow (Ps) D LIMITED STORAGE DOES NOT APPLY SUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF INC 2009 AND IRC 2009 NOT BEING MET. Refer or equal typical at stud verticals. Peer to ConDuTrus gable end detail for BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD.TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9-11-08 9-11-08 1' 1 1 B.o0 I' 1 M-404 8.00 iii/ 111` 4 ' o 1 �►� E. y N ) • 8-2.504 8-2. R iN0 1-08 19.11 1q 4-26.,9�,`C)- G/4)A'JON∎'4,/141/(3 JOB NAME: SAGEBUILT 3926 - 81 Scale: 0.3765 EXPIRES 6/30113 WARNINGS: GENERAL NOTES.unless When...noted' 1.Budder s.erection contactor should m advised or ell Gerund Notes 1 no desgn w based only upon the parameters snow and is for an individual L and YWmms before construction commences budding component.A...bl 0 of design parameters and proper ` ^ �O•IN�` Truss: B 1 2.204 compression eels among rtuet be f mnM won starve•. incorporation al cormen.nt N.n.po,alallty d the tudding deagner. . ,V�J �. 3 Amtpmltempontry br.ng to msenmbby dunng comtrlaen 2 Nov assunxmetop and bottom chords to ho Worldly leveed et 1]f '�}m�r DES. BY: MJ te ae responsibility of the ender.Additional pamamnt bong of l o c.and et 10 e c respecn..y,rnrss braced throughout see length by '� s ,'�f re 0 de owe.structure N lye reepomlamy d 0•bupNq designer a 3s�mmR bodging r NN�a ores.require when a and/or erywwF(SC). ,_ DATE: 6/14/2013 raw boa ag hop amendwmn co.• 1�lp 4,Robed Nona d.PPPantoem Ne stool any loads aUeremmend 4.NNW..dhueu the ras..Laydmeon-.respective onveo5 1'-:. O SEQ.: 5561264 teet.hors.mmmo.te ena.lmen.Nebemma.mneternun s G..gn...ue..wmmanmb.meem.mn�no...m.onm.m. tF y des..beds be•ppiW to em compamm end are for'dry mn�ore of use. / {` TRANS ID: 370989 3 CumpaTro las no control Owen and assumes m rsspomibmy kg err 9 N"..'''''.."tae b..mlg at all SwPpm.howm.Shun o'".d tab obon,larding,shipment end pstall010n of components 7 Oes4P,assume adepmte drainage 0 pm.Wed. - ''''4,-,, e This design emmaed seta.m paaMawm set fond by 5 Platen ehaebe looted on totteos at buss,end placed se their canto ::�7rt.�;P. 1111111111111111:1111111111111111 TPWVTCA m fit31,mplae d wwich will to NrneMd upon news/. lbws mreda wad IoM weer asses 24243 • MITek USA,Inc/Cote uTnoe Software 7,B 4SP5 1L E 10 For se corn r of prate clew ve_ A sirs p ( } yete aponwmaa see ESR-13t1.ESR-tBee(emTeh) �O R�lSIER� . S1ONAI bll¢lI , . - IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'. 11.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2840E 016BTR LOAD DURATION INCREASE.1.15 1-2.) -61) 84 2- 8=)-424) 1067 3- 8=(•320) 189 BC: 2840F 0168T6 SPACED 24.0' O.C. 2- 3=)-1286) 581 8- 6=1-424) 1067 6- 4=( -39)543 WEBS: 284 OF STAND 3- 4=) -963) 345 8. 5=(-320) 189 LOADING 4- 5=( -963) 345 IC LATERAL SUPPORT<=12.0C. UON. LL) 25.0).0L) 7.0) ON TOP CHORD= 32.0 PSF 5. 8=(-1286) 561 BC LATERAL SUPPORT<=12'OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( -61) 84 TOTAL LOAD= 42.0 POE OVERHANGS: 20.0' 20.0' LL=25 POE Ground Snow(Pp) BEARING 11AX VERT MAX HORZ BRG REQUIRED BIG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,C1B,CN18 (or no prefix) =CoepuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -155/ 1026V -127/ 127H 5.50' 1.64 OF (625) M,V20HS,UIBHS,U16=Miiek UT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 19'- 11,0' -155/ 1026V -127/ 1270 5,50' 1.64 DF (825) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTCHY CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'GOND, 2: Hesign checked for net1-5 osfl uplift at 24 'oc apaclna.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 VAX LL DEFL= -0.017' @ -1'- 8.0' Allowed= 0.167' MAX TL DEFL= -0.020' 0 -1'- 8.0' Allowed= 0.222' YAX LL DEFL= -0.034' @ 9'. 11.5' Allowed= 0.950' YAX TL DEFL= -0.056' 0 9'- 11.5' Allowed= 1.267' VAX LL DEFL= -0.017' 0 21'- 7.0' Allowed= 0.167' MAX TL OEFL= -0.020' 0 21'- 7.0' Allowed= 0.222' MAX HORIZ. LL DEFL= 0.016' @ 19'- 5.5' VAX HORIZ. TL DEFL= 0.026' @ 19'- 5.5' 9-11.08 9-11-08 This truss does not include any time dependent 1 1 1 deformation for long term loading )creep) in the 5-02-05 4-09-03 4.09.03 5-02.05 total load deflection. The building designer 1 1 1 1 1 shall verify that this parameter fits with the 12 12 Intended use of this component. 6.00�/ HM-454 `6.00 Design conforms to main windforce.reslsting 4.0• system and components and cladding criteria. 4 "`X Wind: 110 mph, h=15ft, TCOL=4.2,BCDL=6.0, ASCE 7-05, AN\ Enclosed, Cat.2, Exp.B, MITERS, Interior zone, load duration factor=1.6, Truss designed for wind loads In the plane of the truss only. Y-1.5x4 Y-1.5x4 rg ra .�<<?' PROFFSoi ° N-2.5x4 M-3x8 11-2.5X4 ° I ',A. - b 1 -� OR'e eN 4 9-11-08 9-11-08 O G4 r 190 = y 1-08 y 19-11 1 1.08 y Ilk. JON�y�O x//41//3 JOB NAME: SAGEBUILT 3926 - B2 Scale: 0.2765 EXPIRES 6130113 WARNINGS: GENERAL NOTES,unless oanrven noted, 1_guilder end ereabon comeaa,should W•s t..d of e1 General Nate. 1 The desk w Weed 55.7 upon 055 panrrolao anon 0,4 w nor.n,nd.WUl A. Truss• B2 end Warnings before conetrumon coneroncee buiMmq cemganard Appamb114y of 4ngn p.mnwtew..Pfeffer V H`Y 2 Xd•mmpmeen eels 00,. must W 05067 uo,, shovel. Inmrppeeou.of component b ow naponst to be bulling designer `of]Addaierol terraerary bracing to mean ebWgy dwnp construction 2 Demon essuno the top end bosom monde m W latenlry booed Cl -V 91 •I 0 DES. BY' MJ 0Mer.ecenabrwy of the erector.Additional permanent brawn f continuous ntce,m ella in...peavey ooa she.aauCamm/o,d,oNe lent* s �:�f�� to o .a tee ngos such:b.Nee,.suImfhoh re shou.,dry.ee( ) .1 DATE: 6/14/2013 the avng.muaun is Me responsibility a me Molding finagler 3 .inw.a6rw@nm or tetenlbnwr,p n4mnd wWraeneee.. � �tsNC _A v1- a No Iced moms W appal m em component bum emr ell bracing end Iretellaton of buss m M•responsibility of e55 respect.contractor `j) O SEQ.: 5561265 fasten.nancorrpw and etno ems should any loamgreater Man s Oeslpnae.umwa move erateW sadinanon.anoenemcsonmem. I Z design bade W copped m any component red an for'dry condition'm use 1-'' - TRANS ID: 370989 6 c5,.ppTnmWenoanb.l.ver.nd eawn55a no nep.n.n.,55,555 G.0e assumes fug Owing el ell supports gem Shun or wedge if labnubon,handing,shy..end wmgmon m comwon•rm- 7.Design assumes eapute dralroge is ynvtl•A "i f., . 11MM,,lII M1,I m111II IIRIIM1, IIRIIm11 '1RIIm11 m111II a The design a honest.subsea m 1W brtwa0om set forth by a Plato bug be located on both laces of buss.and paced s ewe center ,'l7: IYIII m l,l II.III.I II III II,II IIIQ 11111111 PNNTCA m aO51 copes m wee W hmeWO upon topmost. 0 O rb nw.6.o�w.o pate enwa 24243 SO MITek USA,Inc 7COmpuTNe Software 7,B,4-SP511 L)-E 10.Far basic connector ld a dewy,value.se ESR-1311,ESR.l58a(MITek) �O �`Cr1s11 Gv 5,- S1ONALF nl��llllII This design prepared from computer input by II PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 11.00.00 GIRDER SUPPORTING 40.08.00 IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 204 OF f18BTR LOAD DURATION INCREASE=1.15 (Non-Rep) 1-2=(-5538) 698 1-6=(-510) 5054 6- 2e( -254) 2090 BC: 206 OF SS 2-3=(-3574) 480 8-7=(-506) 5012 2- 7=(-1702) 182 WEBS: 204 OF STAND LOADING 3-4=)-3574) 480 7-8=(-506) 5012 7. 3=( .538) 4112 LL=25 PSF Ground Snow(Pp) 4-5=(-5538) 696 8-5=(-510) 5054 7. 4=(-1702) 182 IC LATERAL SUPPORT<=12'0C. UON. TC UNIF LL( 50.0).DL( 14.0)= 84.0 PLF 0'- 0.0'TO 11'- 0.0'V 4-8=( -254) 2090 BC LATERAL SUPPORT<=12'OC. UON. BC UNIF LL( 481,2)41L( 347.2)= 828.5 PLF 0'- 0.0'TO 11,- 0.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix desl9nators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE 00.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. I'- 0.0' -678/ 5246V 2840/ 2640H 5.50' 8.39 OF (825) Y,Y20HS,YIBHS,U16=YITek UT series II'- 0.0' -678/ 5248V 2840/ 28404 5.50' 8.39 OF (625) (2 1 complete trusses required. BOTTOM CHORD CHECKED FOR IDPSF LIVE LOAD. TOP i' P AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, Join together 2 ply with 18d Common malls staggered at (COND. 2: Design checked for net(-5 psfl uplift at 24'oc-spacimi 9' oc in 1 row(s) throughout 204 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 111 FA 7' oc in 2 row(s) throughout 246 bottom chords, 9' oc In I row(s) throughout 204 webs. MAX IL DEFL= -0.047' 6 5'- 6.0' Allowed= 0.672' r ( 1 0 MAX IL DEFL=-0.047' @ 5'- 6.0' Allowed 0.672' 5-06 5-06 MAX HORIZ. LL DEFL= 0.013' 6 10'- 6.5' 1 1 1 MAx HORIZ.TL DEFL= 0.018' 6 10'- 6.5' 3-01-14 2-04.02 2-04-02 3-01-14 1 - 1 1 1 1 deformationd for lon include termdloading(c dependent p p (creep) in the 12 12 total load deflection. The parameter fit designer 10.00 M-4x6 �to.oo shall verify that this mponenter fits with the 3 4 Oe intended use of this component. (COND. 3: 2840.00 LBS DRAG LOAD. I AT yI Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, 11=25ft, TCOL.4.2,BCOL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, M-3x6 „M-3x6 Interior zone, load duration factor.1.6, Truss designed for wind loads in the plane of the truss only. 11-5'1°v ° 4I .5 x 10 o1 A - ®� y l ° O M= e B =s o p ROF M-3)(6 61.7x8 61-3x6 ,�cR� P Fss> • F ��GINFF, 0. 1 ',111• 3-00-02 2-05-14 2-05-14 3-00-02 a 1, 1, - OR'eONet, 11-00 WEDGE REQUIRED AT HEEL(S). 0 G4E26.1G't,CU G// A.JON\c'6//41//3 JOB NAME: SAGEBUILT 3926 - C-GIRD DRAG 2840 Scale: 0.3901 EXPIRES 6130/13 WARNINGS: GENERAL NOTES,unless ather...onoted 1 Budder end encbon contractor should bo advised of al General Notes 1 The design a rowed enA upm m.p.m..oho l end w Mr en o4AM.l ]O!f Truss• C-GIRD DRAG 2840 e^^W'n b.f=mcommunionponana^°. boddug mn9onwm,AppLmbday of dawn evermore end proper oaL�� `7N 2.h4 rmrpesson veto.ang mat te meal.Man gown s. Devon mums component.Pre rayons.*ofror Ihb,.dower V - •W 'rt, . ]Add4omlbwA00 of to insure mbrRy nrwn cwntrudwn 0 Devon mums u.top end Pattern dm.to be men.bnmet Y i. '.. DES. BY: MJ mmenaltempo fineenaor .Mobl�pm.mmma f roe matt,o c respectively unless braced thouybom th length by , s Rya ago heathmg such aspyweod slnempg(rC)and/or 4.11(BC), DATE: 6/14/2013 me oven.structure n IM rep..14 of me building tlnpner 3 2.MP.a brwmnm or lateral.Ceg awned Man shown.. I�cp a No bad should be applied to any component until after ell bracing and InablleNnn of Miss is the reepamimmy of ea respect.contracor- 1"; O SEQ.: 5561266 fast.mnanmreiete and atnotme should anybaes greater Man a D.agnsesuna emus...em to beu.edin•non-awnoaneeme,onr.m, �/ Z often wasbo applied to erq mrrponem. and en for'dry eonda.n•wu... ,:'� r TRANS I D: 370989 5 GorrwTres las no contra ow,end mason.no respamu"my forma e,d'6""'rn."'vane at an"PP"'"'"*.n Smm or wad" labnmmon.Imndhng.shoomont and mmllabon of components 7.Omen assumes ode..dnim5e a provmed ./...,- m Ties Often.lunesbodsuN.ab the amaabomeet forth try a Rees eh.n Oa Pena on both laces of muss,and placed so maw MM. -'if p�•� .4r[;,b; I6BII III6IIIIIIDIIII IIII IIII IIIIII Ok CA in BCSI o Mat sumbo 7.H ad upon L)-E e D lines come.Mme pal.s �Q T`yTJ1 �_ g1Yg1111 II II II IIBII MiTak USP.Inc 7CompuTfU9 Software 7.84-SPS(1L}E IO For bap oormecw plate bv�valusaee ESR-t S11,E5R-1999(rMTaq Vi_-CCssCC�_ss]`�,-. - S1ONAL 6/1413 ""<, . ' 1E1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN n'. 0.0' ICOND. 2: Oesion checked for nett-5 osfl uolift at 24•ac soacina.l IC: 254 OF 0116BTR LOAD DURATION INCREASE= 1.15 BC: 254 OF R16BTR SPACED 24.0.O.C. Design conforms to main wan0furce-reassting system and components and cladding criteria. TC LATERAL SUPPORT<= 12.0C. UON. LOADING mind: 110 mph, ha25ft, TCOL=4.2,BCDL=8.0, ASCE 7-05, BC LATERAL SUPPORT<= 12.0C. VON. LL( 25.0).0L( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF Enclosed, Cat.2 Exp.B, MIFAS, Connector plate prefix designators: TOTAL LOAD= 42.0 PSF interior zone, load duration factor=l.B, C,CN,C18,CN1B (or no prefix) =CompuTrus, Inc Truss designed for wind loads Y,Y20HS,YIBHS,N16=MoTek YT series LL=25 PSF Ground Snow(P9) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable and truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2009 AND PIC 2009 NOT BEING YET. Refer or equal typical at stud tail Pala. Refer to CompuTrus gable and detail for BOTTOM CHORD CHECKED FOR IIPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-06 5-06 1 1 1 12 t2 IPM-454 10.00% N 10.00 so AI 144414444444444444444446,4444 4 r1-4,j11111111111.1111111111111111111110 ._ O O ..c5:.FL v PROFESS/ M-2.504 M-2.504 C� NG0.16. O? J, b J• 1 co 1-00 11-00 1-00 OR�••N% 0 G1),26.19 U2 G/4)A.JOk\Nf'6/141/13 JOB NAME: SAGEBUILT 3926 - Cl EXPIRES 6/30113 Scale: 0.4525 I mo ier a O.Ipso design NOTES,union only n to perimeters J OJi - BaNGS:meraabncemntlbamuamem. olalborel Nana 1ENERAillSM.based Appacewn.Prenmlan shoed amebran vdNdPm Truss Cl t .mcotheemafon age,.mo be meal.. waaaofon ofcnt,Anentts the arenehnand 1p proper des /V 2 2,4 eerorwenn ebb tvatlre rr..er N vabxed where aPe+n• malpontlan of component a m.naonereliry b uw as ile daamrmr. fI. 3 AmimolS anry toeing a sere stabile dump ons..n 2 .,:r.vurrwemw,-,--ottom,,tost 4.--yMudat w 414.1' O'' DES. BY MJ a.rnperemaay el the erector.Mdelon.I permanent aaong of zeaoessl0langeb effaced s i�r��- DATE: 6/14/2013 ba owe ebmn a sm rnpoPVPaury A the budding aaoaoar. 3 Os ESOb e"a01Apa°r ebb as°NM40d'"a0 011.rc)nvor my"°Aacl� 1 looses beeping label belong notated elms Poen•• / ilt jr a {� 4 Na bad No.be.spied b any component until Mar as bream and 4 IttffiWimn of boss n de reappwblhy of the respects"cmescer ., O SEQ.: 5561267 famrmre are co./.and at no bore Paned any bade greeter then s Negri mu.%mesas an b Im used in a tin-corms enwonment. y deegn beds bappeda any component man for-dry mm.1waluss / 1;'• .: TRANS ID: 370989 S ConeuTruatssrem,,,mover am..ernte.m,..pen,..,,,os S and are baarbq et ell eupporo New Shrew wager hbloban,Pandang.shipment and Mma.mn of aneerene 7.Design assumes adequate drainage is provided /. . II 111�II II 111�II a The S51 a NM.h.a....11.b.Ibi.bam.5fawb by 9 PMn Nee be Anted on both hog of buss.as placed n men center /a.•41 F.:,. II�III ' /� mIIYIIl1I Il1II I1mII IIIII IIIIl1I1111.1 MTBk U$4n Inc lConnpUTNB Software 764-SP51L}request_ 10 Fr bale con.tler...wen values es ESR-1311, -1BBB(MWTal) r; '. ,r 24247( _ /�. ml ml Im . ttI57ER1.r%G_(P_7X_f�,^Q'(V/[-/� -. S�QNAL 6//1/13 ` , mll00IF This design prepared from computer input by 'I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'. 0.0' IRC 2009 VAX MEMBER FORCES 4WR/G0F/Cq=1.00 IC: 244 OF WIBBTR LOAD DURATION INCREASE=1.15 1.2=( .54) 72 2-8=(-88) 239 8.3=(0) 249 BC: 244 DF NIXBTR SPACED 24.0' O.C. 2.3=(.438) 227 6-4=(.88) 239 WEBS: 204 OF STAND 3-4=(-436) 227 LOADING 4-5=( -54) 72 . TC LATERAL SUPPORT<= 12'0C.UON. LI( 25.0)401( 7.0)ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT<=121OC. UON. DI ON BOTTOM CHORD= 10.0 POE TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA OVERHANGS: 12.0' 12.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL=25 PSF Ground Snow(Pp) 0'- 0.0' -87/ 5780 -120/ 120H 5.50' 0.92 OF (625) Connector plate prefix designators: 11'- 0.0' -B7/ 5760 -120/ 120H 5.50' 0.92 DF (625) C,CN,C18,CB18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL U,U20HS,M18HS,U16=VITek UT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 1CON0. 2: Oesian checked for net(.5 osf) uplift at 24'op spacino.1 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1X0 ANO BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= -0.002'@ .1'- 0.0' Allowed= 0.100' MAX TL DEFL= .0.003' @ -1'- 0.0' Allowed= 0.133• 5-06 5-06 MAX LL DEFL= -0.002' @ 12'- 0.0' Allowed= 0.100' l' f f MAX TL DEFL= -0.003' @ 12'. 0.0' AllOwed= 0.133' MAX TC PANEL LL DEFL= -0.080' @ B'- 0.2' Allowed= 0.438' 12 ��12 MAX TC PANEL TL DEFL= -0.086' @ I'- 0.2' Allowed= 0.854• 10.00 7 IiM-4X4 \'10.00 VAX HORIZ. LL DEFL= 0.002' @ 10'- 6.5' 34.0' MAX HORIZ. TL DEFL. 0.003' 0 10'- 6.5' diThis truss does not Include any time dependent deformation for long term loading (creep) in the total loatl deflection. The building tleslQner shall verify that this parameter fits with the intended use of this component. Design conforms to main windforce.resisting system and coeponents and cladding criteria. Wind: 110 mph, h=25ft, TCOL.4.2,BCDL.6.0, ASCE 7.05, Enclosed, Cat.2, Exp.B, USERS, interior zone, load duration factor=1.8, Truss designed for wind loads In the plane Of the truss only. en en ►T,11 W [I.`I 10 8 z B o 11-2.5x4 11-1.5x4 11-2.5x4 tia��D PROFc. b l 1 v 1, 1 iA 5-06 5-06 F a l b b 1 - . �OR0•Nq, 1-00 11-00 1-00 VG 94b _ C 4 26., 46- G/�4..1°'6*‘ •J°'6* ■ 61/¢/13 JOB NAME: SAGEBUILT 3926 - C2 EXPIRES 6/30113 Scale: 0.4275 1 Bolder mENER11esia ob,based ooh upon eb0; .c .I01/4; 1 app end ere efon cocainron commences of el Goan!Notes t.8 Il tae...umH 5 4 O X epraemper elan old brorer ndmvldal f TrUaS C2 andNhmbpaMonwethmonmme,ae bompW onocononereo4hofchug,dayoftenendpopen . Truss: 2 21 wnpeouRn web damp Rusk a installed etwn slam,.. Incorporation olampmant n the nepoembllry of the bolding begun . Amabelbmppnry bnapblens moldy thnn0 amhutlon 1 Dean enures to to a.bottom cods b...Sy bread at V/ :Amy;r'O DES. BY: MJ ,the newimlmW,lu.erwr,Addbomlam.ent bea f 7 o c and at l D O c respectively unbas bemd throughout their length by pa- I Z./heir�I' o t weal aadun l tte rnpor. of the budding dss ^Y o continuous bheawung such as ahead sheathnp(4C)and/or drywee(BC) DATE: 6/14/2013 ee,' •g Inver 3-lxnbwct bldang or lateral enong rewired ware shown.. I ��l J• '�`. 4 No bed should a applied to any component until after all bream and 4 IMelban or buss eta reepom@Ilty of the respective wntncbr. O SEQ.: 5561268 hdeers an ampbband nroBneshoud any le.bgreeter then 5 Designassunesw.sesaAba=ad.,anon-coas.ern,:enment, y bal�beds aePq.dto my component ..wn ter'dry mndtlon'oluu rf',' TRANS ID: 370989 s compunaa.now ntnl o..r and aaaun.eneuape...,,,roree a De.gYeewme s fun aarrgitasaupwlt a sham.Shun°rwwwa I:;J fabrication.11304118g.shipment and nsblleton of components 7.Design:aaune..spoke drainage npalded ' :%:y�. 8 The design n Nomted weld b tabnddens eel forth by B.Ptwt..11Po bated on both lamc100u.end placed so thenanbr .!-I/S°�T Inl1l RillIIII ln@I II1II VIII IIII IIllIle TPIhVECAIn SCSI,copes of which are be Unkind upon,meal, OO Winnes aloepalet.er fin.. 1W111111I1II IIIIIII,1 IIImI Il II a1mlll 1,1111 8 Drys,date sae of qeb n holds. ' b,21243.A . MITek USA,Inc/Computrug Software 7.845P5(1 L}E 10 For tom connector qd.bag,values EBR t]11,E6w IB88(MiTeq �0 R`t4I$T1:�sO . SIONALF ' 6//�//3 - • ' -• - 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN I1'- 8.0• IRC 2009 MAX MEMBER FORCES 48R/GDF/Cq=1.00 TC: 244 DF 018BT11 LOAD DURATION INCREASE= 1.15 (Non-Rep) 1-2=(-6060) 768 1- 7=(-572) 5468 7- 2=( -562) 4338 BC: 258 DF M2 SPACED 24.0.O.C. 2-3=1-2560) 340 7- 8=1-560) 5404 2- 8-(3440) 428 WEBS: 254 OF STAND 3-4=(-2574) 340 B- 9=1-260) 3282 8-3=( -358)2882 LOADING 4- 5=(-3016)346 9- 5=)-260) 3260 B-4=1 -302) 872 TC LATERAL SUPPORT c. 12•OC. UON. LL( 25.0)10L) 7.0) ON TOP CHORD= 32.0 PSF 5. 8.( -54) 72 4-9=1 -138) 58 BC LATERAL SUPPORT C.12'OC. VON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF OVERHANGS: 0.0' 12.0• BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LL=25 PSF Ground Snow(Pg) LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) Connector plate prefix designators: ADDL: BC CONC 1.1=01=1857.0 LBS @ 1'- 6.0' 0'. 0.0' -698/ 5382V -2640/ 2840H 5.50' 8.81 OF (625) C,CN,C1B,CNI8 (or no prefix) =CompuTrus, Inc ADOL: BC CONC LL+01=4095.0 LBS @ 3'- 6.0' II'- 6.0' -281/ 2150V -2640/ 28406 5.50' 3.44 OF (625) M,Y20N5,M18HS,M16=Minsk YT series LIMITED STORAGE GOES NOT APPLY DUE TO THE SPATIAL lj ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. DOND. 2: Design checked for net(-5 psfl uplift at 24'oc spacing. Join together 2 ply with 160 Common nails stoppered at VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 9' ac in 1 row(s) throughout 204 tap chords, BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL['EFL= 0.016' @ 3'- 2.8' Allowed= 0.529' 9' oc in 2 row(s) throughout 208 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON•CONCORRENTLY. MAX TL CREEP DEFL= -0.093' @ 3'- 2.8' Allowed= 0.708' 9' cc in 1 row(s) throughout 204 webs. MAX LL DEFL= -0.001' @ 12'- 6.0' Allowed. 0.100' MAX TL DEFL= .0.001' @ 12'• 6.0' Allowed= 0.133' @ HANGER BY OTHERS TO APPLY 5-09 CONC. LOAD(S) EQUALLY TO ALL MEMBERS. .( T MAX HORIZ. LL DEFL= 0.005. 0 11'- 0.5' 3-04-10 2-04-06 2-04.06 3-04-10 MAX HORIZ. TL DEFL= 0.015 @ II'- S.s• '( '( '' '( 1 ICOND. 3: 2840.00 LBS DRAG LOAD.) 12 M-4X6 12 Design conforms to main windforce•resisting 10.00 7 N 10.00 system and components and cladding criteria. 3 Wind: 110 mph, h=25ft, TCDL=A.2,BCOL=6.0,ASCE 7-05, ,41 Enclosed, Cat.2, Exp.B, YWFAS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 11-4X8 M-2.5x4 SS>, Al .71_,Alli■ rs O M-3x8 M-4012 M-3010 M-1.5x4 M-3x4 - AUINFFe Oy cc �X• i,1857#@ ),,,4095#@ ), ), ), 1 lA r 3-02.14 2-06-02 2-06-02 3-02-14 ORION xt, / / ), GG� 11-06 1-00 °- 4-26r`' = 9 G t �A. JOH0�6/N//3 JOB NAME: SAGEBUILT 3926 - D-GIRD DRAG 2840 EXPIRES 6/3011 Scala: 0.3584 WARNINGS: GENERAL NOTES.unless othe^ese noted I.Builder and aramonwrmaGOr Neula P e Moe.of el General Notes 1,TM design is bawd onN upon the ammeters shown studater an,rtlntlual Truss: D-GIRD DRAG 2840 mk Wrnmgs desk.'.Din'''''°"w^me"us. bu4dey wnpomM.Appbteey of design ammeters stW pogo �p.l�ly�V;\ ' 2 2=a west on me bang most he Manes Mere Nww,• rooremn of mryenem a me e.pmmbtdy of me roidma damn., Ademomltewpo' Hbnpngteimun mteey dimngwmbWOn 2.Design assures the top ark bottom P.M to de latenma braced at w V r 0 DES. BY' MJ a the ne too f m.miter Arspml t brad f z.p and G a.4c.mammary ante..a.we throughout mgr kr,mli by , s pvm ty o permanent Mang a tnuous..thing such as*mod a"..sn,nm(TC)ender dmore(ec) Q' A DATE: 6/14/2013 me ou.e..mucture a me reapombPy of me buuderp de.yrer 3 2.Imp.G bnawry or Wen'brae),nawr.d`em shoe^•• / 1li a Na bad Nook be applied a any component urNl after all brace),and a Installation of muss is 1M reaponstbn°y of be respective^#rear. _ O SEQ.: 5561269 fasteners aGwn pete end atno erne should any bads greater men 5 De.ynsewn.Puma are te es used in•non-wmam.my*. '� 1 1 and are for'dry wMBlon'of use }v jam.` design mp bads as no con o any component 0 ewg^assumrvi.full deedry el all supports shown Shim or ee.ge x /,,, 1 TRANS ID: 370989 s comppnun.snpdpnwlo.r.naa»vo..m..Con.nnyrorw . fahnmtlon,hanotlry,Moment and mmlhbon.component 7.Design uurms adequate drainage a idea "'"li • e The designs furnished suet.a me lineations sat loch by B Files stall de lamed on°om faces of buss.and pbcM so Mee center /X7+'3*' II1I�II 1IIIIIII VIIIII IVIII VIIIIII II1I TPWVUA,nnC/ copra nwlWrwmderu 64-P5(1L)-E lies coincide IoM w..Imes ^ PA243C upon IY 'ul II IW' lul 'ul MITek USA.Inc/CompuTrus Software 7,8,4-SPS(1LfE lu orNmresnsGer plate desyn rants^ESR-I 311,ESR.igeB(WTe) T aG�T-i C��(t/(`-j . • SIONAL - 111011 ft This design prepared from computer input by u "I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'• 6.0' TC: 204 OF#146TH LOAD DURATION INCREASE=1.15 BC: 2x4 DF e16BTR SPACED 24.0.O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT 4= 12'0C. UON. LOADING Wind: 110 mph, h=25Tt, TCOL=4.2,BCOL=8.0,ASCE 7-05, BC LATERAL SUPPORT no 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 110 mph,, =2Sft TC B, USERS, DL ON BOTTOM CHORD= 10.0 PSF p' Connector plate prefix designators: TOTAL LOAD= 42.0 PSF interior zone, load duration factor=1.6, C,CN,C16,CN16 (or no prefix) =CompuTrus, Inc Truss designed for wind loads U,U20HS,UIBHS,U16=SiTek YT series LL=25 PSF Ground Snow(Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING YET. 11-1x2 or equal typical at stud verticals. Refer to CompuTrus gable and detail for BOTTOM CHORD CHECKED FOR ISPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-09 5-09 1' 1 1 12 12 10.001 Ilg?x4 N10.00 /81 I� 8 G -<<?'ti0 PROF-k- D GINF O U-2.5x4 M-2.5x4 R, -4.,m &� Q• .lt ►t'V.e * ). l b .- OR eeNyy • 1-00 11-05 1-00 ., 90 = 0, 4)'26,N& s U G/D A.jpk1/4` 4,//4///3 JOB NAME: SAGEBUILT 3926 - D1 EXPIRES 6130113 Scale: 0.4315 WARNINGS: GENERAL NOTES.unless Mamas natal. 1.Builder and ern contactor should be.dvbed of al General Notes 1.Th.dengcon•based only open aa pe5,1151 a shown and.for an in... [� Truss• D1 end Warnings before conbumnn commences pudding comps..ApglaGNy of design parameters end proper p'J 0+7N t\ 2 2u•compression web bracing trust be manned where shown.. rp.ntan of component is.raepa,wMldy ore.bolding damn. r I 3 Salton& insure eic,clry during construction d 2 Design MUMS the top and bottom..r.to be Many braced et DES. BY: MJ .the raspeambay of the erector.Malone!permanent bra f 2.e°ad et 10oc rnpecwely unless braced throughout their length by ; e�� COQ .g° Cmaw sheathing such es plywood Nesang(TC)enblpr drywel(BC), / ' H.overall structure is to reapar.Wmy a the balang dnxlar 3,2z l! c lael brad .� DATE: 6/14/2013 a,No bad shoos n.gold.arty.rneonen oriel agar all beano and a,one.mwn m'w�is the,..p b ality OM ve'.sp.ct.contractor Z SEQ.: 5561270 Nmnera ere complete and et no err.P.M any roads greater than 5 Nan ea..cosae .awed in•ran-wnwo•ownontarn. ., deagn bed... .d a arty comanen and ere tor.dry con..a use ;r- TRANS ID: 370989 s cprrwTn.l..ne whoa e°d...u�.n.,es..,.n,...a the a,Design assumes he harm el ea supports shown.Slum or wedge. hbdwbon.twang.ehnenenl end nmeean of components 7.Deagn assumes ear..4nweme a provided - J'"'^,y S This design o Nomad sub.to te loratone sot fold by aP.tncog be Woad on both hoe aeees,er,a pieced so tee cater -tJ/E_ .v . I II rate!III IgelIII VIIIVIIIIIIIII ITek USA, copes .npu rwTO wig Software d- upon Inn cancels wpm RMwner lines. w 2A243 F a,1,1mlll II,1MII lull 111 Mill lest B Dane olds..seen pas N riches. T _ MITek USA,Inc/CompuTrum SolMare 4-SPS(1L)-E O For box connector pate date values see ESR-1311,EsR-1065(.x.) O b,-� -. S�/OVAL 6/!11/1 ' 1IIIIIIIII This design prepared from computer input by I' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0' IRC 2009 SAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 204 OF W16BTR LOAD DURATION INCREASE= 1.15 1.2.( -54) 72 2-6=(-95) 252 6.3.(0)282 BC: 264 OF 816BTR SPACED 24.0'O.C. 2.3=(-459) 239 6-4=(-95) 252 WEBS: 2.4 OF STAND 3-4°)-459) 239 LOADING 4-5=( -54) 72 TC LATERAL SUPPORT<= 12.0C. UON. LL( 25.0)001) 7.0)ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT<a 12'OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 12.0' LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) LL=25 PSF Ground Snow(Pg) 0'- 0.0' .90/ 597V -125/ 125H 5.50' 0.98 DF (625) Connector plate prefix designators: 11'- B.O. -90/ 597V -125/ 125H 5.50' 0.98 DF (825) C,CN,C18,CN18 (or no prefix) s CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16=MLTek UT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. ICOND. 2: Design checked for net)-5 psf) uplift at 24'oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= -0.002' 0 .1'. 0.0' Allowed= 0.100' MAX TL DEFL= -0.003' @ -1'- 0.0' Allowed= 0.133' 5-09 5-09 MAX LL DEFL= .0.002' @ 12'- 8.0' Allowed= 0.100' T 1 1' MAX TL DEFL s -0.003' 0 12'- 6.0' Allowed= 0.133' MAX TC PANEL LL DEFL= -0.096' @ 6'- 4.7' Allowed= 0.458' 12 12 IIY-4%4 MAX TC PANEL TL DEFL= .0.080' 0 8'- 4.7' Allowed= 0.688'7 10.00 10.00 MAX NORIZ. LL DEFL= 0.002' @ II'- 0.5' 34.0' MAX HORIZ. TL DEFL= 0.003' @ 11'- 0.5' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Design conforms to main windforce.resisting system and components and cladding criteria. Wind: 110 mph, h=25ft, TCDL=4.2,BCOL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factora1.6, Truss designed for wind loads in the plane of the truss only. n ox c YI o o 8 0 .5x4 M-1.5x4 ��OPROFESS/ C2�� ��,1NEF. -: y y y 7: < i, ) A 5-09 5-09 % � 4 J,. 1 /, l OR e•N 1-00 11-06 1-00 G ,92 = 'VI, 4�26.1 4s'. 0A-JOt\ 6/l¢/l3 JOB NAME: SAGEBUILT 3926 - D2 EXPIRES 613011 Scale: 0.4190 WARNINGS: GENERAL NOTES,unless Moreno mad, I.Holder end ereceon contractor Moral be odes.of me General Nobs 1.Th.deem s Wed only upon the parameters shown ant o for en iMvskol I J0114; Truss: D2 end Worneoe before moetrtobon consomme. braiding mrrpsnao.Appliobky of design wrerrmbre end proper - ^C� 2 De mrr.rsseen web Moog nerd be meshed whom shown• incorporation of component tp and n de respond:Oft of the baiting alone `VV �\ 3 Addmool eneooty baong to noun mirky during oeoetructlon 2.Design assumes the top and bottom chords to W Wooer brace.at V W r • DES. BY MJ .the neponetbley of the el.dor.Addoonal pem.oem been 1 7oo-end et MVO c.napadNely anima booed thm)yom their hr�pth by a +V'!-/ Q go continuo.sheathing eu.A sapwood eheethmg(TC)enmor dryw.ni(BC), Q' DATE: 6/14/2013 the overall structure a me reawrebllly of the Puking designer 3 2xxnt sued bodging or rural beano rewind M.o.hew.. 1 1� 11 I No load Houk W applied to any mooned oned unW after ell Moray and • Imblhm of truss a ur reaperwbldy of the repetlM contractor. ,i O SEQ.: 5561271 bete...eramrploteand etmem.Mould any loads greater then s Design nerons Mmes erato to icedmamn•conomeen,ronnem. / r1 Z design loads W applied to any cormorant and en for Ors corkMon'of um f TRANS ID: 370989 5 CompuTno Ws m control over end W. .e no responsibility for the 8 N.,' Warmg d aa..f.r.lto*"Shoe*"*"l iir - bblmlbn,henefmg.mpn.nt and mealfatbn of..none. 7,Deegn s.adequate drainage a provided. 'fit/,.. II II II IIIm11 m111II a Tho design o hmohed subject to me emdatdne met tor.by 8 Plebe Lull b.booted on both hoes of buss.end placed so then center ,1,I T;i IIIIII IIIY Ill m IIII IIm I VIII IIII Ile IIII TPWVICA In SCSI. which win W furnished upon request copes MITek USA.Inc/Compu TrNe Software 764$PS(1L)-E coincide wen Mee m lines ndu joint in echos For Peso connecter date deegn values see ESR-1311.ESR-1 BBB(NUM) 24243 4243 A in ,04.... = S1ONAL 6//4/13 - ' - EllThis design prepared from computer input by u "I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-07-08 HIP-D SETBACK 5-10-08 FROM END WALL IRC 2009 11A%MEMBER FORCES 4WR/GOF/Cq=1,00 TC: 204 OF WIBBTR LOAD DURATION INCREASE. 1.15(Non.Rep) 1-20( -61) 84 2-9.(-498)2411 3. 9=(-120) 180 BC: 206 OF 5S 2- 3=(-2B78) 611 9-10=)-465) 2390 9-4=( 0) 373 WEBS: 204 OF STAND LOADING 3.4.(•2725) 532 10. 7=('497) 2413 9. 5=( -37) 49 LL =25 PSF Ground Snow (Pp) 4. 5=)2395) 462 5•10=) 0) 365 TC LATERAL SUPPORT 4. 12'01, UON. TC UNIF LL( 50.0)•OL( 14.0). 84.0 PLF 0'. 0.0' TO 9'• 9.5'V 5-6=(-2729) 531 10-6=(-119) 179 BC LATERAL SUPPORT 4= 12'0C. VON. TC UNIF LL( 96.4)•DL( 27.6)= 126.0 PLF 9'. 9.5' TO 12'- 10.0'V 6- 7=(-2879) 609 TC UNIF LL( 50.0)•0L( 14.0)= 64.0 PLF 12'- 10.0'TO 22'- 7.5'V 7-8=( -61) 84 BC UNIF LL( 0.0)/DL( 39.4). 39.4 PLF 0'- 0.0'TO 22'- 7.5'V NOTE: 204 BRACING AT 24.0C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED IC CONC LL) 397.8)001) 111,4)= 509.2 LBS @ 9'- 9.5' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA IC CONC LL( 397,8).DL( 111.4)0 509,2 LBS 0 12'- 10.0' LOCATIONS REACTIONS REACTIONS SIZE WIN. (SPECIES) 0'- 0.0' -309/ 19630 -128/ 128H 5.50' 3.14 OF ( 825) OVERHANGS: 20.0' 20.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 22'- 7.5' -309/ 19630 -128/ 128H 5.50' 3.14 OF ( 625) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING BET. Connector plate prefix designators: - - C,CN,CI8,CN18 (or no prefix) =CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD.TOP ICONO. 2: Design checked for net(-5 Osf) uplift at 24 'oc spacing M,C2GHS,U18H5,1116=81Tek UT series AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/180 MAX LL DEFL= -0.017' @ -1'- 8.0' Allowed= 0.167' MAX TL DEFL= -0.020. 0 -1'- 8.0' Allowed. 0.222' MAX LL DEFL= -0.095' @ 9'- 9.5' Allowed= 1.085' MAX TL DEFL= -0.144' @ 12'- 10.0' Allowed= 1.447' MAX LL DEFL= -0.017' @ 24'- 3.5' Allowed= 0.167' MAX IL DEFL= -0.020' @ 24'- 3.5' Allowed. 0.222' MAX HORIZ. LL DEFL= 0.025' @ 22'- 2.0' MAX HORIZ. IL OEFL = 0.040. 0 22'- 2.0' This truss does not include any time dependent deformation for long term loading (creep) in the 9-09-03 3-01-02 9-09-03 total load deflection. The building designer 1 1 1 1 shall Verify that this parameter fits with the 4-10-15 4-10-04 3-04-05 4-07-01 4-10-15 intended use of this component. 1 1 1509.204 009.208 1 1 Design conforms to main windforce-resisting 12 12 6.00 = 1.1.5x6 8-6 58 6.00 system and components and cladding criteria. Wind: 110 mph, h=15ft, TCOL.4.2,BCDL.8.0, ASCE 7-05, 4P Enclosed, Cat.2, Exp.B, MYERS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.504 8.1.5c4 M-ax6 M-4%6 PROFcP- S,S r � . G NF )1.1-2.5x4 8-7X8(S) .'l(1 A J. 1 1 1 ORg.N, 9-04-04 4.00.12 9.02•08 5'G 1 1 1 1 - (y 4 •26.19 ,`U= 1.08 22-07-08 WEDGE REOUIREO AT HEEL(S). 1-08 G/OA J ON�ej G/l4/13 JOB NAME: SAGEBUILT 3926 - EH1 EXPIRES 6/30113 Scale: 0.2523 WARNINGS: GENERAL NOTES,unless Gemmed nobd. 1.Sm.,and erection contractor aheud be edosed of all General Notss 1 This design is based on,upon ma promoters eh0wn and m for an indrvlual A' Truss: EH 1 and Wamnae amore construction carmenoea anac, component Asphodel,of design mrana.m d prop., P• ON/11''It'.• 2.214 comers....;brenng nrct te eosony.ere coran• incorporation of Me HP and is the nsponiml4y of m:building designer. 3 Pddbonl retry.,,mason,0mass,mall,4unng aombadpn 2 OWwn assumes the rep and bottom chords m be lanral,braced act 94 DES. BY' MJ me,.red repo fee ag«4or.Addelb t of zoF-.nd..100,oreawmw•, in sbnn4mvougboutMarwm W V 4 +V'!'.:. Q . po aye permanent baanp mahaamnn0 sschas pyx od slhaeMmp(tc>0wn.dryvn.(BC). �C DATE: 6/14/2013 the owene.Mon.P.to of ee adwtm,dssmmr. 32a Impact bndgng or 0mnlbraatp n9Wted where shown•• / '\N ? 1.' 4.No load mould be appl.d m any compmeet uny alter all Puma and Instabeen of now a Me.A be of Me respect.core..o 1 O SEQ.: 5561272 memmwe.n mnp4b.nd at no erne should any loads greater man s Desmn mans mosses am m be toed m e con-mnosne m.o.. t Z deeps bade he append to e w eomona,d he ere fore1r'dry co...of use - I• TRANS ID: 370989 5 CompuTmus hue no coMralo r.and mun.e no respon.lw,for the 0'D''. lull area all swoons slow,sore Twedg.d fee icedon,handling,shipment and In 0.000 of comp0nen0 7 D.s.gn assumes edentate draw..n p,o0de4 ' "�",.. ■ II II11Mn1III IIII IIII IIM1,IIII ''II 8 The design is fumuhed meta.0 the llmbet00.Bet forth by B.Plated Nell be 0000.4 on toed man of truss,and pAced m then niter ,1">f,e1 . llmll 1111 lll�IlllII,Il ulll YI�II4IIY TPWY7CAT SCS mpeac wlhidh will he furnished upon,Teat Sc..mhnada s.oct canter lines. B Dghb,dints B¢e dt RbmneWna c X243 MhTWN USA,Inc/CGmpYTN9$OWWere 7.6 4-$P5(1 L}E 10 For basso conngor pram dawn values see ESR-1311,ESR-1955(WO) +„O R�24243 ...•S�/lplana RAL .. ' Gll4/l3 - - - , . IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.5' INC 2009 MAX MEMBER FORCES 4WN/GOF/Cq=1.00 TC: 204 DF @IBBTR LOAD DURATION INCREASE= 1.15 1-2=1-56) 72 2.4=(-151) 0 BC: 204 DF 9I&BTR SPACED 24.0.O.C. 2-3=/-17) 320 WEBS: 206 OF SS LOADING TC LATERAL SUPPORT<= 12'0C. VON. LL( 25.0)•01( 7.0)ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT c=12'0C. UON, OL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD= 42.0 PSF 0'- 0.0' .252/ 307V -152/ OH 5.50' 0.49 DF (625) OVERHANGS: 12.0' 0.0' I'' 1.3' -61/ 365V 0/ OH 1.50' 0,58 OF (625) LL=25 PSF Ground Snow(Pg) 5'- 10.5' 0/ 47V -152/ OH 5.50' 0.08 OF (625) Connector plate prefix designators: C,CN,CI8,CNIB (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL U,U20HS,U18HS,U16=VITek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. )CORD 2: Deslon checked far net/-5 osfl uollft at 24_Oc_sOacin VERTICAL DEFLECTION LIMITS: LL=L/240, Tl=l/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL= -0.002'@ -1'- 0.0' Allowed= 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL= -0.003' @ -1'- 0.0' Allowed= 0.133' MAX TC PANEL LL DEFL= .0.000' @ 0'. 11.0' Allowed= 0.059' 1-02 MAX TC PANEL IL DEFL= .0.001' @ 0'- 10.0' Allowed= 0.089' 1' 1' MAX BC PANEL LL DEFL= 0.006' @ 2'. 7.9' Allowed= 0.248' VAX BC PANEL TL DEFL= -0.013' @ 3'. 0.6' Allowed= 0.331' 12 MAX HORIZ. LL DEFL= 0.002' @ 1'- 1.3' 10.00 7 MAX HORIZ. TL DEFL= 0.002- @ 1'- 1.3' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. y Design conforms to main wlndforce-resisting system and components and cladding criteria. II Wind: 110 mph, h=15ft, TCDL=4,2,BCDL=6.0,ASCE 7-05, II Enclosed, Cat.2, Exp.B, UWFRS, interior zone, load duration factor=1.6, f �, O in Truss the designed for wind s loads oral co in the plane of the truss only. 0 o~ 2 4 -, M-3x6 II WEDGE REQUIRED AT NEEL(S). . R;LoPROFE•S,S� 1 b l 4,0 ��GINEI�, °y 1-00 r ., , 5-10-0B . cr ' (1. ) `:A i ' OR'a e N,a m �9 G1r28,''' `p= G/°A.JO".Nc'G//4//3 JOB NAME: SAGEBUILT 3926 - EJ1 EXPIRES 6/30113 Scale: 0.6732 WARNINGS: GENERAL NOTES,unless Clherwna nom. I.Bveder and ereceon contrectcn should be advised of ell General Nona I This design 6 based only upon the parameters sheen end a for in mdyduel Truss: EJ 1 and Weminge heron mrmeutlwn commences braiding Component Apollo Wlty of design parameters end proper ^�• HN ill . 2 ha compnunn nob Encino must be ortlalla 1.010 ehmm•. morahon of component is the respon fitly of the euehna*teener VV /. DES. BY: MJ 3 Adedbneltammnry boons mman metallry dudnmmneo-umon z li.yn.eaumn the cop.rd eofrom apw mhe latanlN tae<.d et 1N is the rasponerta6y of h.erector.Material permanent P.m of non:eedmta oc mped6ery lass!Hoed Nra,yheur Neu MryN by Ihe over. wta W of the euddl do ancooeheewng ad,esylywpod Needohcehndpr drvweelSD1 DATE: 6/14/2013 resppw q r. yner, 3 2x Imps...vino or lehrel Emory moused when sham•• 1st[ A /.,. 4 No bed should lie applied m any component On ever all tracery end 4 Installation of wee is ue rnpona,WUy of the mooch..contractor. /- ` f7 SEQ.: 5561273 femenenen comp.end at co lie.No.any toed.grater then 5-Dwyn meson.a assn me m he used m a nonmrmvn emepnnerd. / Z design bra to applied m aomponem. red era br'dry maa.n of une, ►'J I TRANS ID: 370989 6 ComwT he orNOlp and nacres no reaponmmmy rot s. 6 1.563.aamm..me ee.nng eree wppad.ahpm Shen orwed5° . Semaon.fndlky.ampnn.m and baueacon of components 7.Decojyr assumes.d dnrr.ma n pouted 4. IIInIm111 a The design s tarnished amp m Me emiepone se forth by 5 Melee sham be basted on Goth coos of truss.and plead w their order •If c't w 1111111111111111111 YIEIIIIII PWV CAm SCSI Wwlvd.van o furnished upon request Imes co,nmd.vMh pmt caner ones w 14249 MITek USA,Inc eCOm uTrua Software 7e4SP5(1 L)-E 1st FO bask moin=wneap.ta sign vas --111 _ p plate design values ue ESR1311,eaR1 ae9(MIT.F) ,.0..4-1,.....f,1.lm .0 �/V�'�(/(/[q"j.. 670NJ fALLr�+` alibi IIIII This design prepared from computer input by u u PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.5' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 204 DF B16BTR LOAD DURATION INCREASE m 1.15 I-2=(-56) 72 2-4=I-147)0 BC: 204 DF W11BTR SPACED 24.0'O.C. 2-3=(-64) 192 WEBS: 206 OF SS LOADING TC LATERAL SUPPORT nS 12'OC. UON. LL( 25.0)■0LI 7.0) ON TOP CHORD m 32,0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT i 12.0C. UON. DL ON BOTTOM CHORD= 10,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD= 42.0 PSF 0'. 0.0' -102/ 303V -147/ OH 5.50' 0,48 OF ( 625) OVERHANGS: 12.0' 0.0' 2'- 3.6' -110/ 216V 0/ OH 1.50' 0.35 OF (625) LL=25 POE Ground Snow(Pp) 5'- 10.5' 0/ 49V -147/ OH 5.50' 0,08 OF (625) Connector plate prefix designators: C,CN,CIB,CNI8 or no prefix) =Co.puTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16=MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. ICOND. 2: Design checked for net1-5 psfl uplift at 24'oc spacino.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL= -0.002' B -1'- 0.0' Allowed= 0.100' 2-04-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL= -0.003'@ -1'- 0.0' Allowed= 0.133' 1 1 MAX IC PANEL LL DEFL= -0.008' @ 1'. 3.6' Allowed= 0.140' MAX TC PANEL TL DEFL= -0.010' @ 1'- 3.6' Allowed= 0.209' 12 MAX BC PANEL LL DEFL= -0.009' @ 2'- 7.9' Allowed= 0.248' � MAX BC PANEL TL DEFL= -0.017' @ 3'- 0.6' Allowed= 0.331' 10.00'/ MAX HORIZ. LL DEFL= 0.002' 8 2'- 3.6' MAX HORIZ. TL DEFL= 0.002' @ 2'. 3.6' y This truss does not include any tile dependent deformation for long term loading (creep) in the total load deflection. The building designer �I shall verify that this parameter fits with the II intended use of this component. Design conforms to main windforce-resisting na system and components and cladding criteria. c Wind: 110 mph, h=15ft, TCDL=4.2,BCOL=6.0,ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=l.6, Truss designed for wind loads o , in the plane of the truss only. xo 0 IP o, 2,1•1 =,4 -, M-3x6 WEDGE REQUIRED AT HEEL(S). ���{c,PROF'E. S >GINE'F, 02 1 1 1 . �7 A. 1-00 )PROVIDE FULL BEARING:Jts:2.3.4) 5-10.08 r1. '4 FOR g•N, m 0 G4 '26.\ 4..<3 G/0A JO��`'G/l4/l3 JOB NAME: SAGEBUILT 3926 - EJ2 EXPIRES 6/30113 Scale: 0.6482 WARNINGS: GENERAL NOTES,unlebodrenwea no.. P')O� Builder and mcson=wean should be advent W ma General Nebo I_Tam deems deed only upon.praneters sloven e,Sn for en madusl and Unmegs Natora drmenon=wrenoa, budduq...Von.AppleWay of daegn parameters and pmpr Truss: EJ 2 2 ad dmvessan web baagm lemei•ow win.lean• mor•ton W component m Me n norm day of me Warthog newer. W 1` 3.Addabml terneenry bacra bitly d g omebumau 2,Deegn esaurnes ge mp em botlom Wrords te w bmrally braved e1 V !�� DES. BY: MU mtla sWW.OJly Wlhen.eer.Aamenelpn.nn.Wo-em9W e can datic;::%°ara.'eMuWeasbamrauono u.n rlgm ey p�. s ry r C,m Q tMevsne•vu lyof. .A War bald des ameuaa4,eo.sun es pMnood sheatbrg(TC)endlor dryxeNBC1. ` DATE: 6/14/2013 reapon Mr ig newer 3 a,ermea bMPOq or lateral base nae.ed weer.shaven a• 1� J� ' 4 Na bad should be appbed b any ramponere net nor all.ninn and 4.lotantion W true m the responaeu,e W the rasp.contractor l- u ' O SEQ.: 5561274 fasteners ere ontpl.I.andat noemsNould anyIndsarnterMan 5 wagneaaurre.was..enbbeusednaronnonosh.enuaonnent, �ay'I Z ' deal.beds be applied to any dmpnnem_ and an for'dry condition'W use ►''J •jr``e/;; TRANS ID: 370989 5 Compurrua has no con.oar end assumes na mpamllny for One B De�n°a...,"G4nn2 al.,auFF..Nawn,Shan n wedge 4 bblweon,bandana.shipment and installdon W components 7 Orient immures adequate drainage is provider" ''R� e Thm design r furnished subletbee I,minbnseel forth by a Plates shell be looted on both Noes of nee,and ten.ea Melr doter tr'�I??``?. 1111111111110111111111 TPI!WTCAn BCSI.dpreW nfnN w+e be fumeh.d upon nqueat di ld.,ante tobtaten loos 9 Ogim nNOb•be W plate n atlas 24243 M1Tek USA,IncyCampu7rue Software 764-SPS(iL}E IO For bees:connector plate tenon values see ESR.1311,ESR-1988(MITelO . �.0%R�ISIEa� SIGNAL E 4)//471 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUBBER SPECIFICATIONS TRUSS SPAN 5'- 10.5' IRC 2009 VAX MEMBER FORCES 4WD/GDF/Cq=1.00 IC: 2x4 DF 0t6BTR LOAD DURATION INCREASE= 1.15 1-2=(-56) 72 2-40).142) 0 BC. 204 OF 816BTR SPACED 24.0'O.C. 2-3=(-65) 153 WEBS: 2x6 DF 5S LOADING IC LATERAL SUPPORT<= 12.00. UON. IL) 25.0).DL) 7.0)ON TOP CHORD. 32.0 PSF BEARING VAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT on 12'5C. UON. OL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD= 42.0 PSF 0'• 0.0' -55/ 334V -143/ OH 5.50' 0.53 OF (625) OVERHANGS: 12.0' 0.0' 3'- 6.0' -95/ 168V 01 OH 1.50' 0.27 OF (625) LL=25 PSF Ground Snow(Pp) 5'- 10.5' 0/ 55V -143/ OH 5.50' 0.09 OF (825) Connector plate prefix designators: C,CN,C18,CNI8 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IDDND. 2: Oeslan cgecked fqr nett-5 gsTl uplift at 24'ac soacinc.l M,U20HS,M18HS,MI6=M1Tek UT series REDDIREUENTS OF IBC 2009 AND IRC 2009 NOT BEING YET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/I80 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL= -0.002' @ -1'- 0.0' Allowed= 0.100' 3-06-12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL= -0.003' @ .1'- 0.0' Allowed= 0.133' T i' VAX LL DEFL= 0.000' @ 0'- 0.0' Allowed= 0.093• SAX TL DEFL= 0.000' @ 0'- 0.0' Allowed= 0.124' 12 MAX BC PANEL LL DEFL= -0.016' @ 2'- 7.9• Allowed= 0.248' MAX BC PANEL TL DEFL s -0.025• @ 2'- 10.3' Allowed= 0.331• 10.00 7 -/ UAX HORIZ. LL DEFL= 0.002' @ 3'- 6.0' MAX HOAR. IL DEFL. 0.002' @ 3'. 6.0' l�I This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCOL=4.2,BCOL=6.0, ASCE 7-05, e7 Enclosed, Cat.2, Exp.B, MWFNS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. PI/ o 0 W cf 2 �.4 M-3x6 D PR WEDGE REQUIRED AT HEEL(S). ' 'C'''. OFESis/ �& ��GINFF. Oy l b 1 a'►t1v.. I .A. 1-00 5-10-08 0m (PROVIDE FULL BEARING:Jts:2.3.61 v QR !1N 0 0 '11'26.\\3 `O= G/1)A.JQ1{ y 6//4///3 JOB NAME: SAGEBUILT 3926 - EJ3 EXPIRES 6/3011 Scale: 0.5961 WARNINGS: GENERAL NOTES,unless odor..noted. Budder and.ma nn contractor ahmub be edvbd o1..General Notes 1.The design a baud only upon tie pnn ta.s srpwn and a ter an lade:el [� Truss: EJ3 and Wampa before ormod,an con.ran.. teodmg..ogees..APPIObJM of...on pnnwbe end proper �� !]N 0. . 2 La compression eeb bracing m,a be metalled where sheen• moranon of component dos na ordeby of me brktag designer DES. BY' MJ 3 Aedmneitenp.r.nm.000 buvunmbdaydunnN momtrumen z 000 enminrn the top a.bottom cordate be laterally bnW at W im' O e me responstay of ea.odor.Addboml sem.,wn1 brsog of z e c and et 1D o c.uspeas PN unless hood enough.&n length by 4 tl»evan..budesatM reapemdtl of bpW tiny haem o.such aspywaod sho.thnm(TC)andbr drywes(0.1 DATE: 6/14/2013 dr ng deeper 3 continuous teem.aeang moused when shoran.. 4 tII tr t '. •No bad should be ies ambed en to any component until after ee.eng and 4 mbifabon of buss.the raapormMddy of the respect.-coco orroamr _ O SEQ.: 5561275 an.pro.npmleb.namno k.arowd any bd.gesesb Men s o..Ign.maweswameanteb.a.din.pnoono.n..m.onn.m. �I Z design bade be no con bale component Mere for day oond of use .j`.}` TRANS ID: 370989 s_wmpr ones ppolo.ana..mn..pn.pp body terms 8 Design e.eum.e full bsnng.all supports.hmwn,Shim or usual �,i fabnoabon.hen lIg,shipment end nmlledon of component, 7.Design assumes edaqueta dre,naa a provided : t lV .. III II B1,�II II m111IIIII II a Tim design Is furnished subtaa b the llnWatcn M forth by 5 Feb.shell te boated on both faces of buss.and pbpd so Men begs, ' -'!7 S°.i': ImmII mIIII VIII VIII II°I IImII III,I III IIY M Tek USA,Inc�ampuT 9 Software 7.7.8 OP5(1 L(-E ter 10 g Nob FOI Mac connector plate sign mbn.see ESR-1311.ESR-t98a(WT.) '- ..4., T 24263< _ . YI ml ml Im ml O 'Pt-tint-V.0(1--7N�_•f(•C(.1'(s/[', .. S/ONAL 41/4/1 - DI1�IIIIII This design prepared from computer input by u' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'. 10.5' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 244 DF @18BTR LOAD DURATION INCREASE m 1.15 1-2=1 -56) 72 2-4=1-137) 0 BC: 2x4 DF @13BTR SPACED 24.0' O.C. 2-3=(-112) 127 WEBS: 2x6 OF SS LOADING TC LATERAL SUPPORT<=12'0C. UON. LL( 25.0).01) 7.0)ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT<=12.00. UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SOON. (SPECIES) TOTAL LOAD= 42.0 PSF 0'- 0.0' .58/ 3860 -1381 OH 5.50' 0.59 DF ( 625) OVERHANGS: 12.0' 0.0' 4'. 8.4• .73/ 1350 0/ OH 1.50' 0.22 DF ( 625) LL=25 POE Ground Snow(Pg) 5'- 10.5' 0/ 840 .138/ OH 5.50' 0.10 OF (625) Connector plate prefix designators: C,CN,C16,CN1B (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 ps1 uplift at 24 'oc 6peC1nY,I U,M20H5,M16H8,M16=MiTek YT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL.L/160 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD.TOP MAX LL DEFL= .0.002' @ -1'- 0.0' Allowed= 0,100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL= -0.003' @ -I'- 0.0' Allowed' 0,133' 4.09-03 UAX LL DEFL= 0.000' @ 0'- 0.0' Allowed= 0.033' PAYAX FL DEFL. 0.000' @ 0'- 0.0' Allowed= 0.043' 1 MAX TC PANEL LL DEFL= -0.049' @ 2'- 7.0' Allowed= 0.349' y MAX TC PANEL IL DEFL= -0.060' @ 2'- 7.0' Allowed= 0.523' MAX HORIZ. LL DEFL= 0.002'@ 4'- 8.4' ['7' A MAX HORIZ. TL DEFL= 0.002' @ 4'- 8.4' Z This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Design conforms to main windforce.resisting cu system and components and cladding criteria. Wind: 110 mph, h=15ft, TCOL=4.2,BCOL=6.0,ASCE 7.05, o 4. Enclosed, Cat.2, Exp.B, !MFRS, interior zone, load duration factor=1.8, Truss designed for wind loads in the plane of the truss only. mr 1111(111,11101101 o o lil 8f 2. 4 -/ Y 3x6 5.0' PROFESS/: WEDGE REQUIRED AT HEEL(S). G∎ �G(NFFe • ��1, ( i.- J. y Y l.e 1-00 5-10-08 OR, oN�, •1PROVIDE FULL BEARING:Jts:2,3.4I '/(� p0 C) 4)'26., t0 G4) A.JOH��6N4!l3 JOB NAME: SAGEBUILT 3926 - EJ4 EXPIRES 6/30113 Scale: 0.5306 WARNINGS:eele GENERAL design mb udauothemve parameters V p,.3O!/ 1 andW and Warnings cona¢orcnu,Tb•nc.s of e1 General Notes t Thm:nau mbnnt only upon the deign parameters en Is for an iMhrEiel Truss EJ4 and Wmpret bleu aa. roe amanae b«Mhp monomer Appub the of oohs p. of the and bulldog sirs ' z b4 ampns.bn web madnm grad meallM wMesloven.. rpoeunof he tapena1Mm.artlb44y pltl.all,br dd eta/, T1`. Md..'brrwoery breaq ro u.un mbdM Ounnp armtrwden x Deno....the tap.rid bottom/now m a mteragNrawd n ` W :PMP.@' O' DES. BY MJ ethe respond..of the era...AdEinal permanent a. 1 c n moss.DOC such a NeNunfeubeodthmugro thrymeNBC). V 4 :�/,r' th.over.s.wane a the al holm designer earo bowiea.athke swa..massed m..w,q(TOVA.rdn'w ). GATE: 6/14/2013 responsibility m 3 iabr.a m.lpls eta elbeorgngane reset.cost. / �1� a "IA' or a fa bed Nadelmennead many...moment any Mmes aso.th and 4 Omanassofbusseem e to o be use Mde.aspems orwron..b.SEQ.: 5561276 mn.ar....oo..p.m.ndei.wbn.erowd.nrk.mm•�m•m•n s tepan.M,n_n.Mwee�are b.e.dm.�nmm..h,e.m...«..rd. '� Z ...cm bece W toppled to any component e andMOMfor-d l on sibs.o use..3......h...”Slog u w.dpe d I:'= TRANS ID: 370989 5 Ca quT.ushe.noncen.lover and emun..no ...N.for the ' mbrkaeon,handing.shipment and nafelmman ofurrwo,.as 7 Design a,e«r.s.depwl.dm,n.ge is prove. ;/'e El The design a lumwh.d ubp,m the am...set forthun 8 Plates Nall be looms on both feces of ebss.andpaced sotharam.r t!'llc`?t'i.. • IIII VIII VIII VIII II1II OHM IIII IIII ITcH USA in SCSI,copies nnpu of s S well be 7 6 4- open request. 9 loipih coincide mint f pal hrmaa `q Ri�.24243 y' W IYm111 MITek USA,Inc CompuT US Software 7 8 4-SPS(1 LFE Ice For bask amacmr pate design vem..w ESN-1311.ESR.I988 RAT.k) Y�Z� `l�Me S/ONAI. (0/1113 , - HMIThis design prepared from computer input by II 111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.5' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 204 OF M11,BTR LOAD DURATION INCREASE= 1.15 1.2=( -58) 72 2-4=(0) 0 BC. 204 OF MINBTR SPACED 24.0'0.0. 2-3=0138) 130 WEBS: 2x6 OF SS LOADING IC LATERAL SUPPORT<= 12.0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORD MRS REQUIRED BRG AREA BC LATERAL SUPPORT<= 12'OC. UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SOAR. (SPECIES) TOTAL LOAD= 42.0 PSF 0'- 0.0' -66/ 398V -136/ OH 5.50' 0.84 OF (625) OVERHANGS: 12.0' 1.1' 5'- 7.7' 0/ 75V 0/ OH 5.50' 0.12 OF (625) LL m 25 PSF Ground Snow(Pp) 5'- 10.5' -85/ 154V -136/ OH 1.50' 0.25 OF ) 625) Connector plate prefix designators: C,CN,CI8,CN18 or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL )COND. 2; OesiOn checked for nett-5 psfl uplift at 2a 'dc spacing.) M,M20HS,U1BHS,M16.UuTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L)240, TL=L/1B0 BOTTOM CHORD CHECKED FOR IIPSF LIVE LOAD. TOP MAX LL DEFL= -0.002' @ -1'- 0.0' Allowed= 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL= -0.003' @ -I'- 0.0' Allowed= 0.133' MAX LL DEFL= 0.000' @ 0'- 0.0' Allowed= 0.009' MAX TL DEFL= 0.000' @ 0'- 0.0' Allowed= 0.012' MAX iC PANEL LL DEFL= -0.108' @ 3'. 4.2' Allowed= 0.445' MAX IC PANEL TL DEFL= -0.129' @ 3'- 4.2' Allowed= 0.668' 12 A MAX HORIZ. LL DEFL= 0.001'@ 0'- 5.5' 10.00 MAX HORIZ. TL DEFL= 0.001'@ 0'- 5.5' Thus truss does not Include any time dependent deformation for long term loading (creep) in the total load deflection. The hueldIng designer shall verify that this parameter fits with the intended use of this component. c Design conforms to main windforce-reslsting system and components and cladding criteria, o Wind: 110 mph, h=15ft, TCE..4.2,BCDL=8.0,ASCE 7-05, . Enclosed, Cat.2, Exp.B, PIERS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only 0 o EA i. o'- 2' '' 4'-, -/ 11-3x8 ��... PROFFS,, WEDGE REQUIRED AT HEEL(S). .. �GINFF< ? 1 1 b1 1-00 5-10-08 0-01-01- F OR e N cp PROVIDE FULL BEARING:Jts:2.4.31 C9 '-'4),26r,�,e L/0A.JOkA 4//4//3 JOB NAME: SAGEBUILT 3926 - EJ5 EXPIRES 613011 Scale: 0.5004 WARNINGS: GENERAL NOTES,unless odernis.nab. 1.Meader end erection aormeator should be edumad of el Conn!nom 1 Tau design•based only upon Me parameters Moan as o for an AMwAu.l [[�m Truss: EJ5 and Wammgs before consta�,n commences Ac4 w component Applwaellty of design perenwbn and props �PA ]O"N 9.hs ' 2 As compression wb bang,roe be natal.*re shone. ,en ass r,m Cl.Ae...anent n.pemrbwym Maee bowed e.agrxr I . 3 Addlprwl temporary tr.ang(o faun wb4m Mom poabumpn 2 Devon assumes dl.tip and bottom oho.m be hMaey band al W DES. BY• MJ •the resperwlwly of me erector.Addoonef penman(bray f 2'o c.rd m ea o c re.h me ply nt.a band aC)ande m.0 won./ a � O wa mImpatbrolomm,GGwl bpMngmoussPwC.w s Sens... .gBCl ,y of DATE: 6/14/2013 ........adsnmWtaaa.d to emconynnebu4avq Magner a Innp.m0151.5 orlaer.lpon tr moused r.epeammo.. lam,. a No load Mould m aepanmonon..en uny Maralle.,than 5.a Dews.wassmbussamen.0,beue Moro-mmsneennwr �I SEQ.: 5561277 Nwan.n complete anon aline should my mom mreee.r deco s, ae.amm wwsere mb.e.6 mane non-manatee ameonm.m. dnpn beds be&poled b em panpomN for arwdon'of use lily1",..::".., TRANS I0: 370989 8 CompuTrus owe a control owl and assumes a lespons.y for dw m o:.ene.wm.sfml b..dnP.(eusupPOmd,.wn smmor,spdg.' 1 fabinbon,handeng,shipment and mwlbnn of components 7 Design.sines edema%dn'neg.b gevdl.. v. z;i 9 The design le fumwhed subject m(M limestone set ford.* a PIeM elmll be lemma on boo recast true.,and pal.n their nwr ■ I I,f sr;i II1III III1I VIII VIII II1II VIII VIIIIIIIIIa MiTek AInnc/ melee mpuof sSoftwese TA 4-Supon request lean ewco,eNpmtnd.alase '�O Z4243 R�W 'ul lul V 'ul lul 'ul MiTek USA.Inc CompUTru9 Soflwere 784SP5(1 L)-E 10 or connectorMate down alms see ESR-1311.FSR-1910 PATO) T SIGNAL (P/A1/l „n VIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.5' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 204 DF 016BTR LOAD DURATION INCREASE=1.15 1-2=( -56) 72 2-4=(0) 0 BC: 204 DF M16BTR SPACED 24.0'O.C. 2.3=(-138) 130 WEBS: 2x6 OF SS LOADING TC LATERAL SUPPORT 0.12'OC. UON. LL( 25.0).DL) 7.0)ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ SRO REQUIRED BRG AREA BC LATERAL SUPPORT 0=12'OC. VON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SD.IN. (SPECIES) TOTAL LOAD= 42,0 PSF 0'- 0.0' -66/ 398V -133/ OH 5.50' 0.64 DF (625) OVERHANGS: 12.0' 1.5' 5'- 7.7' 0/ 75V 0/ OH 5.50' 0.12 DF (625) LL=25 PSF Ground Snow(Pg) 5'- 10.5' -65/ 1544 -133/ OH 1.50' 0.25 OF (625) Connector plate prefix designators: C,CN,CI8,CNI8 (or no pre/ix) =CoepuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for netl-5 psi) uplift at 24'oc spacino.� M,M20HS,M18HS,M16=McTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING BET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/190 BOTTOM CHORD CHECXED FOR IOPSF LIVE LOAD.TOP MAX LL DEFL.-0.002' @ -1'- 0.0' Allowed= 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL OEFL= .0.003' @ 'I'- 0.0' Allowed= 0.133' MAX LL DEFT. 0.000' @ 0'- 0.0' Allowed= 0.013' MAX TL DEFL. 0.000' @ 0'- 0.0' Allowed= 0.017' MAX IC PANEL LL DEFL=-0.108' @ 3'. 4.2' Allowed= 0.445' 4 MAX TC PANEL TL DEFL= .0.129' @ 3'. 4.2' Allowed. 0.668' 12 :A MAX HORIZ. LL DEFL m 0.001' @ 5'- 7.7' 10.00 MAX HORIZ. TL DEFL= 0.001' @ 5'' 7.7' This truss does not Include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. so Design conforms to main windforce-resisting o system and components and cladding criteria. o Wind: 110 mph, h=1511, TCD1=4.2,BCOL=6.0, ASCE 7.05, va Enclosed, Cat.2, Exp,B, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads In the plane of the truss only. t,r �, w c,- 2'- 4'S' m, u-356 -‹y 3PROFE6S/ WEDGE REQUIRED AT HEEL(S). �� . G1NFF• O� ,'►(1'1,., 1 'A_. 6 1-00 5-10-08 0-01-08 OR 0 ON 4 m PROVIDE FULL BEARING;Jtr.2,4,3( �,9 G�1'26." �(2 G/°A-JO0.‘y 4,//#//3 JOB NAME: SAGEBUILT 3926 - EJ6 EXPIRES 6130113 Scale: 0.4970 WARNINGS. GENERAL NOTES,unless°Penes.mad: I,muldrand.mceen=eraser should be.dead of ail G.neel Notes I The dssgn.based only upon de penmen's shown.n4.fares iMrvtlue1 .�P,JOH TRUSS' EJ6 end Wamingsberorapowbuaon=mmnms bonding compon.m.Apgimawyof demon paramx.nand smier 2 2r4 mmyre.son web Preens rest be Installed where shoe.,. rpentbn el mreon.m is Me napana to of Ms building designer j\ ]A44ebmlNmponry twang to insure aaWny dunnppomtrudion 2 Goals assumes the tap and bosom chords to be Intensify braced at ` W DES. BY• MJ a de resmwsbd of m..r.cror.Addmnel Pr. of z o c en4 at 1G a c,re.p.cuv.ry less Premed mnupnmt a.r I.rgM by V s r�l r!-�' - eY permanent ens ntln...Me.mns wtll.s My od aheeNng e,ender dnwab(BL), DATE: 6/14/2013 de owns stns.*.dw responseddy or the buudnm*wpm ]3..i.e.a belong Of Ieen beans required Mee shown•• 6 1� 1' •No loud should be applwd to any mnooneld unal after an beery and •lnmpawn of boss is the reapomiba4y of de reagmw Weeder O SEQ.: 5561278 ra ae wnaremrr.w and atm tone should any loads pemrPon 5.De syn..some Mee.anmmwednenon�noaeeamromr.m. '�I x and se for nampo•l use. :1'`p TRANS ID: 370989 s c0onwiu5lo ndmta mr..a.aar,.5r. n.�bmlyf..... W o ewnaawm:aiwla.dngatall sap9omshow Slumorsedgei �; .505 n.hendby.aewr.m and nsbeOlon of components 7.Design assume.boratedrume..crowded_ ~-/..La. 116111 I ,,pII III@11 II 6.This design.fumohededam a thel.nsl.r.set lots by a Plates saub.loosed On both Non of buss,and placed so Pert meter • ,,?/.,':ti IIQII VIII V I VIII II,II InII VIII Im l IIII TPWV LA N SCSI popes of M wpb.furnished upon.glee mend.se prat boos Mee 24243 MiTek USA,Inc/CompuTrua Software 7.84-SP51L}E to Far�tem connectootaIna.ae.e plea Mssn values see ESR-1]t t,ESR-t 89e move �T,�� •p 0 VISTIE ,SIGNAL G/4/l u IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-8C LUBBER SPECIFICATIONS TRUSS SPAN 3'- 3.8' IRC 2009 0AX COMBER FORCES 4WR/GDF/Cq=1.00 TC: 244 DF 916BTR LOAD DURATION INCREASE=1.15 1-2=( -61) 84 2.5=(0) 0 2-3=(-490) 372 BC: 244 OF e16BTR SPACED 24.0. O.C. 2-3=1-323)426 WEBS: 254 OF STAND 3-4=) -48) 50 LOADING TC LATERAL SUPPORT c= 12.0C. UON. LL( 25.0)tDL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT no 12.00, UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE S5.IN. (SPECIES) LETINS: 2-00-00 2-00.00 0'- 0.0' -89/ 421V -50/ OH 5.50' 0.67 OF ( 625) LL=25 PSF Ground Snow )Pp) I'- 9.2' 0/ 18V 0/ OH 5.50' 0.03 OF (625) OVERHANGS: 20.0' 0.0' 3'. 3.8' .43/ 91V .50/ OH 1.50' 0.15 DF (625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. CONS. 2: Design checked for nett-5 D5f) 40 ft_at'{4'DO spacing.) C,CN,CIB,CNIB (or no prefix)-CompuTrus, Inc I B B,B20HS,MIBHS,U16=BATCH MT series BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL.L/1B0 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= .0.017' @ .1'. 8.0' Allowed= 0.167' MAX TL DEFL= .0.020' @ -I'- 8.0' Allowed= 0.222' 3-03-13 MAX BC PANEL LL DEFL= 0.000' @ 0'- 6.4' Allowed= 0.045' T BAD BC PANEL TL DEFL= -0.000' @ I'- 1.4' Allowed= 0.060' 12 MAX HORIZ. LL DEFL= 0.012' @ 3'- 3.1' 6.00 17 MAX HORIZ. TL DEFL= 0.012' @ 3'- 3.1' This truss does not Include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer -f shall verify that this parameter fits with the intended use of this component. Design conforms to main windforce-resisting Y-2.504 I) system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL.4.2,BCDL=6.0,ASCE 7-05, o o Enclosed, Cat.2, Eep.B, MWFRS, ' interior zone, load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. m,- o 0 ..,- 21 5 M-2.5x4 =$=t 1 PROFFSS'i CAS �aG1NEF. 0./.... • 1, b ,1 1 . �" I • 'l A 1-08 2-00 1-03-13 rt� 4 mow IPROVIDE FULL BFARING:Jte:2.5.41 FOR foie pG m ° G4y26.\c' ` -40 U= A.JOY,' 4,//417/3 JOB NAME: SAGEBUILT 3926 - ESJ1 EXPIRES 6/30113 Scale: 0.6378 WARNINGS: GENERAL NOTES.unless Whemlaa need: I.Sulkier and erection mesacto,should be advised of ell Gemmel Notes 1 This design Is bused onN upon me pereneM10 siovm end a for en intlelduel Truss' ESJ1 and Warnings before construction commences builene component.Appbmbudy of d.Npn parameters end proper ^r5' 2.2eIconWasabnxeb Poona mod b=este.Pr,.Porn• rpnMbn al component is mw nseoes4:ddy etthe Wddmm asNmr VV 101/4i Truss: Addtloml M1npoNry brsorp b uvua moody tlunnp combumon 2 Deepn assures Be top and bottom Gorda b be lsunlh bnod at 911-'*@r 0 DES. BY: MJ a the nsppmaun of the erector-Addeenel penetrant eracns of Z o c and n l4,O 9 rapemvply um...m.md Nrovph.t the emth W ^� ay continuous d.aeunp such as FA'.oed N4mnnp(TC)eMforory�l ) • ,�M DATE: 6/14/2013 Il.ownls.444.the reapnraW4y of the budding doaq., 32aWeed bodics or lateral Pp.nquved when moan.♦ ./t 4 No bad sheutl be applied W any component urn after ell tnc.g and 4 ImbMton of via ell.resporenbddy of me reapedN.coabecer_ SEQ.: 5561280 fasteners an c comp*and atmmre she.pp leads'pester lnem 5.De coon eaumes Mums ere Wbelwdin enen�mpameenapnnem, I r!!!- x dogn b.m be.pDfed m.m component M.r.lerary mMdmM mug j':? TRANS ID: 370989 5 conpuTru Na ne Wntfol eras and evunee m rapemlYmy fort, a oes pn full beenrp et ell sup..gown Shun or a.dq 4 • fabrichon,hanaIAg,she..t and.Wembn of component. 7_Design mimes.depela do age a pm.4.4. J/'+`1S. 0 The Peen a lumenad aped Wile Ihnwations at forth by B eta.erne be loved on both laces of bus,end plead so them cent.r - ,`,:r%7 t IIII IIIs VIII IIII III III VIII I�Inn TPWVTCA in PCs:,cops m whets eel a NmaMd upon request 9(Does Nees s el oe n cee• ,Tinos A � III II II Im1Yl mm111D11 me1111 MITakUS A.Int/ConnpUTN9500wore704SPA/1L)-E 10 For basemnn.dorplateslewv elws.eeEER.1311,ESN-1908(MRae) ,'}O b' %'[VnS`/0NAL 6//¢/1 n11111101 This design prepared from computer input by Wuu u PACIFIC LUMBER•BC LUMBER SPECIFICATIONS TRUSS SPAN 6'. 7.8' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 244 DF 101813TR LOAD DURATION INCREASE=1.15 1-2=( -61) 84 2-5=(0) 0 2-3.(-508) 396 BC: 244 OF N18BTR SPACED 24.0' O.C. 2-3=)-311) 417 WEBS: 2.4 OF STAND 3-4=( -81) 87 LOADING TC LATERAL SUPPORT oo 12.0C. VON. LL) 25.0)•OL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT 0=12.00. UON. IL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LETINS: 2.00-00 2.00-00 0'- 0.0' .118/ 479V -84/ OH 5.50' 0.77 OF ( 625) LL=25 PSF Ground Snow(Pp) I'- 9.2' D/ 18V 0/ OH 5.50' 0.03 OF ( 625) OVERHANGS: 20.0' 0.0' 6'. 7.8' -93/ 199V -84/ OH 1.50' 0.32 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) =CompuTrus, Inc (COND. 2: Design checked for net(-5 psf) uplift at 24'oc spacino.l M,W20NS,M18HS,M16=MITek MT series BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD.TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= -0.017' A -1'- 8.0' Allowed= 0.167' 6-07-13 MAX TL DEFL= -0.020' A -1'- 8.0' Allowed= 0.222' I' T MAX LL DEFL= 0.000' A 0'. 5.5' Allowed= 0.054' MAX BC PANEL TL DEFL= -0.000' 9 I'- 1.4' Allowed= 0.060' 12 -/ MAX MORIZ. LL DEFL= 0.060' 0 8'- 7.1' 6.00 MAX H01111. TL DEFL= 0.066' p 6'- 7.1' �fl This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer . shall verify that this parameter fits with the intended use of this component. Design conforms to main windforce-resisting system and components and cladding criteria. o o Wind: 110 mph, h=15ft, TCOL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2 Exp.B, MWFRS, 6-2.504 A interior zone, load duration factor=1.6, Trues designed for wind loads in the plane of the truss only. eo 0 PrAgil r 8 2 -e. M-2.5x4 == 0 PROFFSo> �,5 �G1Nfcc. g2 c 0. ) iii 1-08 2-00 4.07.13 'PROVIDE FULL BEARING:Jts:2.5.41 OR eMN�0 C' G4-26.�9 `02 • G.OA.JONNc'ro//�/l3 JOB NAME: SAGEBUILT 3926 - ESJ2 EXPIRES 6/30/I scale: 0.5711 WARNINGS: GENERAL NO7E5,mien Ahem,roeM 1.Gelder end•remora ceime�r should W sdmsd of a1 General Notes I.The Mims a based one upon mw parameters storm and m for an=Seth, F• Truss• ESJ2 and Ntemrgsmelommr nconn-nwa_ Weary conponnw.AppnoammYetd••gnpenrneers end proper ^N. �N . 2.2x4 come/even sub bream,mat b•mate Wd Mere s town.. ..mroeraban A component is Pe raeperatetdy A lie buidtng d•ngrun. aVV �I\ ]Ammbmltenpar.ry tremgro moon mbmly dmmgcemtrWnn 2 Deep assumes the top and bottom chords to be Wtenm/braced et W -w -.N/ 0 DES. BY: MJ em•raepomlWiy of Pe erector A.M.permanent t zooend et 10 00 wep ay.h non b.cedmC).nAJt n.b ergtnh +� 4 ;irrl- pemenen eanoo bnud teat.,such as plywoodaheauvq(TC)end,rdryseN9C), DATE: 6/14/2013 m own.structure a Na responvbllny of be buikAiq designer. 3 inb eaa bodging or label beano reposed Mn shown•• ■ No bed Mould W applied to a,component until Ater ell boa g end 4 nmlMan of bun ate resco•SGley of the respective arnemw, •. O SEQ.: 5561281 Nmmnare anpb bendalmerre should a,bads greeter Men 5 Geerrt..abuss,ere to be�eMln•nomartmrvaenvionmml, 'MI 1.'' x design beds be eppled to any anponea, and are for'dry condemn of ues I'% r TRANS ID: 370989 5 UmpuTrle has no cannot over and assumes no mporeesey for the 6 Degms..""°' b..ring'all a''''''•how'n Sbm or wed"W tebvben,heeling,4 Sped end nmlmbn A components 09 7 Deep 5011 b assumes ode,ate drainage a prove,d ��i.: m O.This Sasign a fumah•d subset a Pe wNamm•A fond by 8.Plebs shag be bated on bath Mae of truth,end pieced so teem canter 41'41 '* 111111�I'I II I Iml II11,1 VIII III III TPWJfCA in SCSI,capes of elm wdl W W furnished upon request monde wM lent center Ones r 24243 'ul 'ul II' III 1 II' B Dgbn connector slog,nnoes MITek USA,Inc/COmpuTN95ofhNafe 7,64$PS(1L}E lines Web conewrp'maeWpn wlws see ESR.131t,ESR-11388 O RR?tSTEA •/ONA14 6//4// IIIIIIIIIIHi This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=7.00 TC, 214 DF 8IRBTR LOAD DURATION INCREASE=1.75 1.2=( .54) 72 2.8=(-72) 208 6-3=(0)220 BC: 244 DF A16BTR SPACED 240'0.C. 2-3=(-383) 197 8-4-(-72) 208 WEBS: 284 OF STAND 3'4=(-3B3) 197 LOADING 4-5=( -54) 72 TC LATERAL SUPPORT 1=t2'0C. UON. LL( 25.0)•0L( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT<= 12'0C. UON, DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ORG AREA OVERHANGS: 12.0' 12.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL =25 PSF Ground Snow(Pg) 0'- 0.0' -81/ 527V -109/ 109H 5.50' 0.84 OF (825) M-1.584 or equal at non-structural 9'. 10.0' -81/ 527V -109/ 109H 5.50' 0.84 DF (625) vertical members (uon). LIMITES STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF INC 2008 AND !RC 2009 NOT BEING LET. 'N'. - .,e_•n check•d for -t -5 •sf u.lift at 24 on s•aoi ,. C,CN,C18,CN1B (or no prefix) =CompuTrus, Inc BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,MIBHS,U16=41Tek YT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= -0.002' 8 -I'- 0.0' Allowed= 0.100' 4-11 4-11 MAX TL DEFL= .0.003' @ -I'- 0.0' Allowed= 0.133' MAX LL DEFL= -0.002' @ 10'- 10.0' Allowed= 0.100' 'I - T T MAX TL DEFL= .0.003' @ 10'- 10.0' Allowed= 0.133' 4-11 5-11 MAX TC PANEL LL DEFL= -0.050' @ 2'. 8.3' Allowed= 0.385' f ,a ,a MAX IC PANEL TL DEFL= -0.041' @ 2'- 8.3' Allowed= 0.578' 12 12 MAX HORIZ. LL DEFL= 0.002' @ 9'- 4.5' ,111-404 10.007 N10.00 MAX HOPIZ. TL DEFL = 0.002' @ 9'- 4.5' 3 4.0_' This truss does not include any time dependent M-3x8 �p 11. -,3x6 6 deformation for long term loading (creep) in the ^ total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x4 11 11 M-1.5x4 Wind: 110 ooh, h=1511, TCDL=4.2,BCDL=6.0, ASCE 7.05, Enclosed, Cat.2, Exp.B, REPS, interior zone, load duration factor=1.6, 11 lr Truss designed for wind loads in the plane of the truss only. Truss designed size for 442 grade as tun let-ins of the sass eiti and grade as structural top M-3x8 1111116..*u-3x6 Truss. Insure tight fit at each end of let-in. Outlookers must be cut with care and are an _ n permissible at inlet board areas only. of rte" e A� 10 M-2.5x4 M-1.5x4 M-2.5x4 ��9,Ep PROres,,ct. 1' 1- 1- ‘(i. 1 11 4-11 4-11 � � 1' 1• 1- 1 OR'eMN c, 1-00 9-10 1-00 ■G 9cb ,t. o. JO\A 61/N/0 JOB NAME: SAGEBUILT 3926 - Fl EXPIRES 6130113 Scale: 0.4324 WARPING.: GENERAL NOTES.unless olhenwae noted' I. &1d.,and.flnc0050cta,.Eosd 5.Idasad at at Gn,aI soon I.rho desgna based only Non the enn an,shown end i for anm gas, .�P''Off Truss: F1 and yVatmgs before couWmon consummate Wddoq urtaon.m Applmblay of dean par.nebn end peer r (7/11 2 L,• a,s,eve bmamg moat a maenad waver.shorn• Design nlbn of com onere a Me npannbay. o buiNng desgur ` t 3 aadoaal temporary bracing la Insure Men. dunng noutruaon 2,dNgn eaunea V.top and bottom Now b a latenM brows at t Vi i ' I 0 DES. BY: MJ athe lea 7 the enamor Malanl bra of 2'o c and et IP o c respectively wawa kneed unuerNn Men length by s responses* permanent wg amauacateng or sou as plywood gnethin...m oordrywyeC) DATE: 6/14/2013 t e orerae structure b the reenomlbiley of the Malang designer. 3 Do WNW Mekong lateral Matra required where shwa•• 1l �' I'- 4 No Ind should tea apples b any component mnm after all bracing and 4 Inatelhtion of Was a the responses*of Me respective COMB or, /- O SEQ.: 5561282 Ieatas,s are compMband a tnonem should any loads greater than s pnpnaaaamntrunacenbbe Ned inanon nrtwMenwenrnmt, '(,I 'Z design bode be copped b any component and are for'dry conker'of use ►'/ fit!' TRANS ID: 370989 5 CompuTru lee no control over and assunms no raaponalmyty foram a De.gn.swm..h.'M.amg ataneuPpom Novo,ahmornedw y yZ , hbrrsban,handling...d.a ant and natallatien p mnaomMa 7.Oeatpn assumes adequate drauuge m yroveed v: V. a Tina design s furnished aubpalaA..drwbom oat lots by B Rlatsatse.rooted on bath hue of We,and peed o their center .I't7i1- 111111111111111111 .T'ekU Amncl ulnpu ulSftlaIW16d- uponL)-uest IbwsnomadstalthpeeunderImes, O �� `oapee MITek USq Inc/COmpuTrua Software 784-SPS(1L}E 10 a bast connector pmae loam values see ESR-1311,ESR-teee(weld nolieto sou of S!ONAL G//4i1 ` 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUBBER SPECIFICATIONS TRUSS SPAN 9'. 10.0' IRC 2009 VAX MEMBER FORCES 48R/GDF/Cq=1.00 TC: 2x4 OF N18BTR LOAD DURATION INCREASE= 1.15 1-2m( -54) 72 2-e=(-72) 208 B-3=(0) 220 BC: 244 OF 1018BTR SPACED 24.0'O.C. 2-3.(-383) 197 6-4.(-72) 208 WEBS: 244 DF STAND 3-4=(-3B3) 197 LOADING 4.5=( .54) 72 TC LATERAL SUPPORT x.12.0C. UON. LL( 25.0/•DL( 7.0)ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT o.12'OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0' 12.0' LOCATIONS REACTIONS REACTIONS SIZE WIN. (SPECIES) LL=25 PSF Ground Snow(Pg) 0'- 0.0' -81/ 527V -109/ 1094 5.50' 0.84 OF ( 625) Connector plate prefix designators: 9'- 10.0' -811 527V -1091 109H 5.50' 0.84 OF ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL U,U20HS,UIBHS,816=MiTek BT series REQUIREMENTS OF IBC 2009 ANO IRC 2009 NOT BEING MET. 'COND. 2: (lesion checked for nett-5 Off) uplift al 24'cc spacin0.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD.TOP VERTICAL DEFLECTION LIMITS: LLmL/240, TL.L/IBI AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= -0.002' @ -1'- 0.0' Allowed. 0.100' MAX TL DEFL m -0.003' @ -1'- 0.0' Allowed= 0.133' 4-11 4-11 MAX LL DEFL= -0.002' 8 10'- 10.0' Allowed= 0.100' 1 1 1 MAX TL DEFL m -0.003' 8 10'- 10.0' Allowed= 0.133' 12 12 MAX IC PANEL LL DEFL. -0.050' 8 2'. 8.3' Allowed= 0.385' IIM-4x4 MAX TC PANEL TL OEFL= -0.041' 8 2'- 8.3' Allowed= 0.578' 10.007 N 10.00 3 4.0e MAX HORIZ. LL DEFL= 0.002' @ 9'- 4.5' MAX HORIZ. TL DEFL= 0.002' @ 9'- 4.5' • 10.1 This truss goes not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=4.2,BCOL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MORS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. cm cm o = B = -.1.i. 11-2.5x4 18-1.5x4 1.1-2.5x4 �`,9- PROFFSSi G I INE$.. Oy 4-11 4-11 tIV.t b - 1 1 OR,�.N 1-00 9.10 1-00 • �°� 0y G4 -26.‘a `O2 G�0A.JON��'6//4//3 JOB NAME: SAGEBUILT 3926 - F2 EXPIRES 6130113 Scale: 0.4574 WARNINGS: GENERAL NOTES,unless M apes.noted: 1.&meter end er«Men corerade stood co adwsed of al Germ,Notes 1.Ties deagn a based onN upon the{yammerers shown and a for en vdwduel p.J O!y Truss' F2 end Warnings before no,temoero^commences buideg oonennem,APP•mGNr a des,.rewrote.,and proper Nl\ 2.Ha coap,eeson web G..n9 must be mmned where shown. Iontmn ar mrnponers a she n,G.,DG ery Me WWnm deslmno, 1 ' 3 A4deeml temporary bracing to insure shhl,during=net/wean x.Svc aaurtea 9e fop end bottom cords te dt haenlN brecoa el W DES. BY' MJ etha on of erector Adadmnal permanent brawn f z..ena.eta.c mP•dwpoumuaaern(TC).nderdrwma(BC). '' • %::1„:... reapo^• Me ma pact sheathe,g..l.l uem,moheehwhere shndlprdrywed(BC). Qe DATE: 6/14/2013 the oameewde eoIh,reanY comYwalebunMtrw all thud 3,continuous i ilad ewe or wens G.omwrepaired ghee.hewn.. 1a j' 4 No Imo should c m eeeen ro ery component ono until ape all a tMV area Dwain en ewes a..reepom ow I the respective w nncbn ,= O SEQ.: 5561283 tea.m.are oowwl.te enad odm.emow.m loads p.N.rthan s �awn.aen..wa.s.remb.aamam�m.w..mnonn.nt. ti. .fir, 1' design beds W applied to any component end ae for dry co Mman'dusty / ? - TRANS ID: 370989 5 w,rwrn,ohesno co�el ever and assumes romoamn.*thrd» a C'es wnae heresnnlbaow eansuPPe°'mpwnShGa.w"a"4 ,_ n e T,m Osman n rmumuiw.uu 4 to ow:Oman awl roM W 9-Wte shun Ge leaud own troth me a truss,and eScod so Gee center ' r,:4l=:A. . III I III III I II @BI III VIII1III II1 rlwNWCA In most,woes d wham wino a formatted span reined oars mmmat•w O win seiner lines.71G 7 III II EEW'I II 1WI '11 ,temd�a.�a�teh �.e MITwE USA,Inc IRCICOmpuTrua Software 784-SP5(1 L)-E 10.for Eai connector doe Omen mews see ESR-1311.ESR-19ea(kare0) '5.4k,Rte. le ."),.3L 1ONA III11IIIIIIHi This design prepared from computer input by 'I PACIFIC LUMBER-BC LUBBER SPECIFICATIONS TRUSS SPAN 6'- 10.0' IRC 2009 BAK MEMBER FORCES 4WR/GDF/Cq=1.00 IC( 244 DF 615BTR LOAD DURATION INCREASE= 1.15 1.2=1.213) 147 4.5=(.117) 95 4.1=(-258) 174 5-3=( -55) 114 BC: 244 DF e16BTR SPACED 24.0. O.0 2-3.(-213) 147 5-6=(-177) 95 1-5=( -55) 114 3-6=(-250) 174 WEBS: 214 OF STAND 5-2=( -16) 90 LOADING TC LATERAL SUPPORT<=12.0C. UON. 1.1) 25.0).DL) 7.0)ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ SRO REQUIRED SRO AREA BC LATERAL SUPPORT<=12'OC, UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD= 42.0 PSF 0'. 0.0' -40/ 207V -119/ 119H 5.50' 0.46 OF ( 625) Connector plate prefix designators: B'- 10.0' -40/ 287V -119/ 119H 5.50' 0.46 OF 625) C,CN,CIB,CNIB (or no prefix) =CompuTrue, Inc LL=25 PSF Ground Snow(Pg) M,B20HS,MIBHS,M16=MiTek UT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL tOND. 2: Oesian checked for net1-5 05f1 uplift at 24 'oc soacing.l REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING BET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/I80 MAX TC PANEL LL OEFL= 0.009' 0 1'- 9.7' Allowed= 0.248' BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX TC PANEL TL OEFL= -0.011' 0 1'- 9.7' Allowed= 0.371' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL OEFL= -0.001' @ 6'- 8.2' 3-05 3-05 MAX HORIZ. TL DEFL= -0.001' @ 6'- 8.2' 1 1' 1' 12 12 This trues does not include any time dependent deformation for long term loading (creep) in the 10.00 7 IIU-4o4 N10.00 total load deflection. The building designer shall verify that this parameter fits with the 24X. intended use of this component. �� Design conforms to main wlndforce.resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=4.2,BCOL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, !MFRS,interior zone, load duration factor=1,6, Truss designed for wind loads In the plane of the truss only. U-2.5x4 6-2.504 JAP 1� y IIIIIIIIIIIIIIIII ._ I 7 4'= 5 8 y M-1.554 6-3x8 M-1.554 AS= P ROFFbssi G ,GENF- g2 3-05 3-05 *(11r, 1, 1 6-10 FOR eoNO4, C 60'26.\9 `O2 G�0A.JON��'10//4//3 JOB NAME: SAGEBUILT 3926 - F3 EXPIRES 6130113 Scale: 0.4512 WARN0105- GENERALNO7E5,unleseotneresenoted. I Builder and erection contractor should M adwa.d of as General Ness I.This deeps a Mesa only upon the parameters altos.and is for an.msemi 'O Ll Truss: F3 and Warnings before combustion convene. Watling component Appboe of design gammen and proper ` iv. ♦ . ' 2-2=a ee p,es nn..e bracing null I.Inmll=d Basel Sh=ill. Incorporation of arroone n a the elspoaelalmy of I W abny designer. V� 1� 3 AddLOrml Nmporary bra.,h imun mb11M during a.truGOn 2.Devmn mum.the top and bottom chords to W heeds brand al Y {N ',41/1.:1'".O DES. BY: MJ am.n.pmaiboly al.vector.Addaon.l amannt belong of zoa.and et1eep elapeab..ly unless braced tivorplpat mob length by a Va own!structure a u,.r 0eoI 100 of the bla ciao ..G annewg wen l elves.Rheambp(TO)eiwor dweee(ec). DATE: 6/14/2013 r., poor. 3 2:brtac breg,ng or mural bracing rewind Were Nrmmn.. . �t1t a V' a .a..uld....a eery=oonm urml seer MI hee,end 4 Installation of 0S a ache reapomrWrry of the respects connector. .. O SEQ.: 5561284 te�nmraarannolehend atroW Moue ens enatower Pen 5 Design for dry waa.aenuee sedrn.nor.m�aneenworar.m, I y clown bees be appted to any component. and ere for•dry corMmon•of or r TRANS ID: 370989 5 Carrico Trio raanp�dnt aye and assumes nonanor..War ate a o...2..paraamom.plmg.taueaPwmero..a.mar.rwg.m I ',- hbdooen,handing,atrippent and bm.tbn of convener. 7.Dalpn ary asimm edentate et1000S a p,wlded i B This design la NmwMd sublaa to the Waborm eel form by B Ph[n boll be baba on bents tepee of buss,end placed so tea center q i'1JF:,s lines omnorse wtth pin center an._ •III�II�I�IIIIIVIIIII�III�IIIIIII�II� MTBkUSA,InncIConpolnioSOTVe 7B4-SPV)IL)-E OFObacmn.matpti aespntolwee..EBRI]11E5RIeBe(A4Teb) r i 24243: C . SfONA. ...... ' - . . . nl0lMEI This design prepared from computer input by u UI PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 3.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 204 DE M18BTR LOAD DURATION INCREASE=1.15 1• 2=1-3433) 1067 1-9=(-865) 2910 2.9=(-237) 182 BC: 2.0 OF M18BTR SPACED 24.0'O.C. 2- 3=(-3261) 939 9-10=(-751) 2525 9. 3=) -79) 514 WEBS: 204 DF STAND 3- 4=1-2689) 798 10-11=1.577) 1913 3.10=)-654) 288 LOADING 4-5.(•2881) 798 11-12=)-749) 2547 10. 4=)-189) 1030 TC LATERAL SUPPORT<=12'0C. UON. IL( 25.0)401( 7.0) ON TOP CHORD= 32.0 PSF 5-6=1-3337) 917 12-7=(-841) 3000 4.11=1-187) 1059 BC LATERAL SUPPORT<=12'0C. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=)-3506) 1048 11- 5=(-69A) 285 TOTAL LOAD= 42.0 PSF 7-8=1 -61) 84 5-12=) -54) 587 OVERHANGS: 0.0' 20.0' 12.8=(•289) 177 LL=25 PSF Ground Snow(Pg) Connector plate prefix designators: BEARING MAX VERT MAX HORZ BOG REQUIRED ERG AREA C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SO.1N. (SPECIES) M,M20HS,U18HS,M16=MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. 0'- 0.0' -232/ 1923V -214/ 230H 5.50' 3.06 OF (625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 3.0' -274/ 2117V -214/ 230H 5.50' 3.39 OF (625) '•For hanger specs. -See approved plans ICONS. 2: Design checked for nett-5 DO) uplift at 24'ac spacing.( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.205' B 23'- 11.8' Allowed= 1.967' MAX TL OEFL=-0.312' @ 23'- 11.6' Allowed= 2.622' MAX LL DEFL= -0.017' @ 41'- 11.0' Allowed= 0.167' MAX TL DEFL= -0.020' @ 41'. 11.0' Allowed= 0.222' MAX HORIZ. LL DEFL= 0.085' @ 39'• 9.5' MAX HORIZ. IL DEFL= 0.129' @ 39'- 9.5' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer 20-00 20-03 shall verify that this parameter fits with the 1 intended use of this component. 6-09-07 6-07-04 6-07-04 6.07.04 6-07-04 7-00-07 Design conforms to main windforce-resisting 1 1 1 1 1 1 1 system and components and cladding criteria. 12 12 fi.00 M-4x6 �i6.00 Wind: 110 mph, h=30ft, TCOL=4.2,BCOL=6.0, ASCE 7-05, Enclosed,Cat.2, EXp.B, MITERS, 4,0' interior zone, load duration factor=1.6, 4 ,`X Truss designed for wind loads M-5x6(5) � N-5x6(5) in the plane of the trues only. 0.25• / \/14111118:11-1.5x4 0.25' 11-1.5x4 . . \. .563 PROp,. iL ,G(NEF. 0, V, 'r 9 1 '� 1 u 12 '`�: o 8-556 8-2.504 8.25' 0.25 9-2.504 M-506 0 - - OR 0 MN Co 8-558(S) M-5x8(S) vG 90 2 b 8-01-05 7-11-02 7.11.02 7-11-02 8-04-05 1 l L��A.JON�� 40-03 WEDGE REQUIRED AT HEEL(S). 1-08 6/1¢10 JOB NAME: SAGEBUILT 3926 - G1 EXPIRES 6/30113 Scale: 0.1494 WARNINGS: GENERAL NOTES.urge=atomise noted 1 Budder end ereclbn cormaotr should te seemed al al General Netes 1.'Gus design m based only upon the parameters sheen end Is for an indnthAll Ms Truss: G 1 and Warmnes before mimtrwon commences bwairp ampanem AppaueiN of desgn premiers and proper r•3 O�f 1i5N 2 2e1 congesaon cob brsorg must be umtelW where sheen. eimrporabon a component m the resporsSdM m me bolding dasgner. W r O 3-A4db.e,temporary bedne timammoldy dump 00,N n 2-7esgn mums metopand bottom area ma laterally bawd al DES. BY- MJ clue responsibility of u.erector Addborel pmmrentbsa f 7oc and et 10 o c.S'paalaaly uruas tawd(TC)anul their length). 4 me oeemisaumuremee nab ameba des s,o mehalldtg4005) byewod'haaM0(IC)andfotdrywwa(EC). Q' t DATE: 6/14/2013 ro.pa I4y umtar gwr, 3In Iowa bmmas a tmmdbemgmmnthe r.+.m.hwn.. g J' �' • No load'hoped creee.enbam tuns Newnt wN.ter mg bracing and 4-ImhNbonabussbtlw rew be use a merapedh.e enwon O SEQ,: 5561285 fasteners ere wnm .ndetmbm Nealdary Aaaa..let men s,Design assumes Pewee are robe used n.arse ma.em.onm.m, '(p/ y'A- Z dngm beds Mappled teane.1.7 omm and at for-dry condemn'a use. . a TRANS IQ: 370989 5 CompuTrus has m control over and assumes re respired:ay forme e.IA awmsshdlbetmp et easupl.rtesha.n.e...nedga/ hbnwwn,handling,shipment and lnsOlhtbn a components 7 Design as sumes adeput damp is provded, �';(4 S.This demon t furnished subject m the limi:dans set fog by 5 Plat.shell de located on both laws of truss,and placed so their ceder ■ .t,'I/:1_: 11111111101111111111111111111111 PITY CA i r 6051,lap.. A N e de furnished upon request 9 Dg brad. s pat 'slaws 242.430 MITek USA,Inc/CpmpuTfua Software 784-SPO)1L)-E 10,Far bsax:mnneeorpWe design values see ESR t]11,ES R-1969(MRek) OA 4.Et Jlce�V .tees+/ONALE G!/¢// . . . tell 111 This design prepared from computer input by II 11 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'. 0.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 284 IF C16BTR LOAD DURATION INCREASE= 1.15 1- 2=)-3410) 1069 I-8=)-866) 2890 2-8=(-23B) 182 11-6).238) 182 BC: 2040F @16BTR SPACED 24.0.O.C. 2- 3=(-3237) 940 8-9=(-753) 2503 8. 3-( -78) 515 WEBS: 204 OF STAND 3-4=(-2644) 801 9-10=(-579) 1890 3-9=(-655) 288 LOADING 4-5=(-2645) 801 10.11=(-753) 2503 9- 4=(-188) 1030 TC LATERAL SUPPORT V=12.0C. UON. LL( 25.0).OL( 7.0)ON TOP CHORD= 32.0 PSF 5-6=(-3237) 940 11-7=(-866) 2890 4-10=(-188) 1030 BC LATERAL SUPPORT 0=12'00. UON. OL ON BOTTOM CHORD= 10.0 POE 6-7=(-3410) 1069 10-5=(-655) 288 TOTAL LOAD= 42.0 PSF 5.11=( -78) 515 Connector plate prefix designators: C,CN,C18,CN18 or no prefix) =CompuTrus, Inc LL=25 POE Ground Snow(Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA M,U20HS,M18HS,M16=MiTeH MT aeries LOCATIONS REACTIONS REACTIONS SIZE S0.16. (SPECIES) •• For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -232/ 1912V -214/ 214H 5.50' 3.06 OF ( 625) 0 P ppr P LIVE LOAD AT LOCATION(S)SPECIFIED BY IRC 2009. 40'- 0.0' -232/ 1912V -214/ 214H 5.50' 3.08 OF( 825) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L)240, TL=L/180 MAX LL DEFL= -0.197' @ 23'- 11.8' Allowed= 1.954' MAX TL OEFL=-0.299' 6 23'- 11.6' Allowed= 2.606' MAX HORIZ. LL OEFL= 0.083' @ 39'- 8.5' MAX HORIZ. TL OEFL= 0.126' @ 39'- 6.5' This truss does not Include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the Intended use of this component. 20-00 20-00 1- 1 1 Design conforms to main windforce.reaisting 6-09-07 6-07-04 6-07-04 6-07-04 6-07-04 6-09-07 system and components and cladding criteria. 1 1 -- 1 - 1 - 1 1 1 Wind: 110 mph, h=30tt, TCOL=4.2,8COL=8.0, ASCE 7-05, 12 12 Enclosed, Cat.2, Eap.B, MWFRS, 6.00 1,1-406 Q 6.00 interior zone, load duration factor=1.6, Truss designed for wind loads 4.0' 4 .I,, in the plane of the truss only. M-5x8(5) u-5x8(S) .25'�rt 0.25" M-1.5x4 �/�/ /M-1.5x4 S 2C:55$'9;A:::4- 44......� . o •. e 1`oo 11 ei". 9 ...ORION� o 9-5x6 M-2.504 s0.25e 0.25 u-2.5x4 8-5x6 c J, y U-5 x8(S)(S) M-58 (S) y WEDGE REQUIRED AT HEEL(S). O G�y ,90 .. 8-01-05 7-11-02 7-11-02 7-11-02 8-01.05 11•• -94 Z6' ',O l 40-DO /�A•JOH�y G//717!3 JOB NAME: SAGEBUILT 3926 - G2 EXPIRES 6/3011 Scale: 0.1597 WARNINGS: GENERAL NOTES.unless omarwe nob.: 1 Budder end erection connector should be edvue.of e1 General Nax 1,This dew.a eased onN upon tint patentee's s..and is far an mdNw.l A•j O i Truss: G2 wig Wemnps before aneb,mon commixes Neb.=Rohm,APP e0NNS of deagn woman end proper - ^N. 17 7 1 • 2 2s4 conpresean rn lasaq most a metilea...re show,• Inmrarabon of component a the teepunehterey of the bupd,a dee.. +4VV 3 A.dianel lehneanry''''''"'9.'"'"••''''."1":',.'".........." 2.Owes,assume,the top em bottom chords b be Wen.,tined al V w r). - DES. BY: MJ a the responsibility of the erector.Addeonel permanent bra 1 coc.nd st IWop rsuchas•Noodshnoedteo„ande non4rpb) I 'fir -, Q faro^ ten. I4.or such as a og,.used xPmr s owmr byaeWl3C1 Qe DATE: 6/14/2013 tea ay.nl down..a me ra,rohmauN a thn budding designer 3 z.urea era@rw or lerorel ereana moused...ere shown.. � •1� 1• �+. •No bad should be applied to any.mponent until after ell bream and •Irmalletbn of bun n IM responsibility a the respect.contractor 0 • u 0 SEa.: 5561286 amnersare compete and elnotimes.uld any loads greater than S.On qn•.....eserato a.echo•note-m.ene envsennmm. / ps``/ Z design beds be epdad to any component and ere for'dry condemn'of use /'.I�; ' TRANS ID: 370989 s compuTrushee neanttels.rerweewrne.npmco...:„,erthe e.oe.pgnassumesfull..ngaten.up..s.•n Shimor*p•4 •:i:y fate,moon,Needling.saprant and nmNetbn of components 7 D.bgn ciaumn.ag.aaNmae aproxeed- ' v.A-V, 8 The design n rum..wbned to the Ifr tnos eat fond by 8 Plates.h•e be located on both faces of.ee.and paced w their center '4?�'r Inlll VIII IIIO III1I II1II II11I VIII III II1' TPIIWTcA m SCSI,mobs p.MWh who be furnished upon request Dees coincide al wet ante,lines Hll IIW1 ,ill 1u11u1 V 1ul Cw g Deft.web,fa.of pea.h gam, +Q 24243 MITek USA,Inc/COmpUTNS Software 7.84-SPS(iL}E 10 For beab connector pleb de,lan value,eaaESR-1311,ESR IB89(abTek) rO ktt /`[V`nSIOONAI. • 11111111111 II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40.03-00 STUB HIPS SETBACK 6-00.00 FROM ENO WALL IRC 2009 MAX MEMBER FORCES 414R/GDF/Cq=1.00 TC: 244 OF BI&BTR; LOAD DURATION INCREASE=1.15(Non-Rep) I.2=1-7702) 1612 1.11=1-1382) 6654 11- 2=( 0) 408 244 DF 2400F 73; 2-3=(-7332) 1736 11-12=(-1388) 6648 2-12=) -402) 184 206 OF SS 72 LOADING 3-4=( 0) 0 12-13=(-1990) 7886 12.3=( -100) 1590 BC: 206 OF SS LL=25 PSF Ground Snow(Pg) 3- 5=(-6500) 1532 13-14=(-1990) 7886 12. 5.(-1762) 588 WEBS: 244 OF STAND TC UNIF LL( 50.0)001( 14.0)= 64.0 PLF 0'- 0.0•TO 13'- 1.0•V 5-7=(-8688) 1692 14•15=(-2028) 8058 13-5=( 0) 548 TC UNIF LL( 125.0)001( 35.0)= 160.0 PLF 1S'- 1.0• TO 32'- 3.0•V 8- 1=( 0) 0 15-9=(-2024) 8064 5-14=(-1530) 382 TC LATERAL SUPPORT<=12'0C. UON. TC UNIF LL( 50.0)001( 14.0). 84.0 PLF 32'- 3.0' TO 40'- 3.0'V 7-8=1-8028) 2122 7.14=) -248) 2140 BC LATERAL SUPPORT<= 12•OC. VON. BC UNIF LL( 0.0)001( 50.0)= 50.0 PLF 0'- 0.0'TO 40'' 3.0'V 8-9=(-9186) 2306 14. 8=(•1538) 378 9.10=( -60) 84 8-15=) 0) 418 TC CONC LL( 777.8)401( 217.8)= 995.6 LEIS @ 13'- 1.0' NOTE: 204 BRACING AT 24'OC UON. FOR TC CONC LL) 777.8)•OL( 217.8)= 995.6 LBS 0 32'- 3.0' ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HOBO BRG REQUIRED 890 AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SD.IN. (SPECIES) LIVE LOAD AT LOCATION(5)SPECIFIED BY IRC 2009. 0'- 0.0• .783/ 4095V -145/ 1616 5.50' 6.55 DF ( 625) OVERHANGS: 0.0' 20.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 3.0' 1079/ 4823V -145/ 16(9 5.50' 7.72 OF ( 625) Connector plate prefix designators: ( 2 ) complete trusses required. [CONE. 2: Design Checked for nett-5 457) uolift at 24'roc apse L� C,CN,CI8,C618 (or no prefix) =series rus, Inc Join together 2 ply with 16d Common nails staggered at M,M20HS,M18HS,M16=M1Tek MT series 9' oc in 1 row(s) throughout 284 top chords, VERTICAL DEFLECTION LIMITS: LL=1/240, TL=1/180 9' oc in 2 row(s) throughout 2x6 top chords, MAX LL DEFL. .0.213' @ 20'- 0.0• Allowed= 1.967' •• For hanger specs. -See approved plans 9' oc in 2 row(s)throughout 206 bottom chords, MAX TL DEFL= -0.341' @ 20'- 0.0' Allowed. 2.822' 9• oc in 1 row(s)throughout 204 webs. MAX LL DEFL= -0.004' @ 41'- 11.0' Allowed= 0.167' MAX TL DEFL= -0.005' @ 41'- 11.0' Allowed= 0.222' MAX HORIZ. LL DEFL= 0.071•@ 39'. 9.5' MAX HORIZ. TL DEFL= 0.114' @ 39'- 9.5• This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Design conforms to main windforce-resisting 13-00-11 13-10-10 13-03-11 system and components and cladding criteria. 110 mph, h=25ft, TCDL=4.2,BCDL=6.0,ASCE 7-05, 6-06.03 6-00 0-06-08 6-11-05 6-11-05 0-06-08 6-00 6-09-03 Wind: Enclosed, Cat.2, Eep.B, @MFRS, 1 995.606 T +995.606 1 interior zone, load duration factor=1.6, 12 12 Truss designed for wind loads 6.00 i7 M-4010.4 M-308 6 1.1-4010 Q 6.00 in the plane of the truss only. 5 I 1%� Z M-2.5x4 Y-2.5x4 illl • Z \i‹`k�p PROFESS/o M-axe .- --./, M-axtD Ci.cG1NFFI ? CJ'- •1 11 1 T 13 14 15 0 o -_ ' tit- c 11-1.554 0.25' 11-1.5x4 0.25 M-1.504 o M-708(S) 11-758(5) ' - FOR' •Net, 1 1 y l 1 b 1 O 61)-26..` C 'A. 40-03 1-08 .414' 6,//¢//g JOB NAME: SAGEBUILT 3926 - GH1 EXPIRES 6/30113 Scale: 0.1689 WARNINGS: GENERAL NOTES.unless oter...note.: 1 Budder end erection corpamor Noble be echoed of a.Gamal Nam 1.This Gaagn w based only upon the pasnleMa shoal and a br en admit.' 'O�1 Truss: GH1 ere Warnings before mmb,G,on carnames. mudding component.AWPAvbally er daps pererobb end.5 ,�''►• 4 7N 1'\ . ' 2 2e4 mnpesmn web[caag mm be hateled were shows• ncorpo.bon of communes la top n.pens1mmy rd.b ads,designer. Adlaoml.rwnrvtropmhWn mbJdy bow mmbmon 2 peep.,assumes Po top and bottom chords m be Wooly braced at W / O DES. BY' MJ A the raporwaaaan, aaat...Mdaml bin f 2'o c and at 0 o c. ewcw.N Labs.a sad brownout bar web by ^.. s tllevmponeke.ate rector.W oft.brmai permanent ono, comma=aMr9er such as Web.sheab nCshoe,r &rywaRECl � DATE: 6/14/2013 M building damper. 3 a Impact bream or Weal broom nomad shown•• % �tllp A " a No load should be applied to em/dom...until awn.aadrg rte a IN.eawn of buss.b.n..pom,wdy f be respect.contractor. 1'-' O SEQ.: 5561287 keema ere carol.and et m mm should any made porter then 6 Oesbn aenrn.ewo.a ere to e used in a non-comer.ameonmmnt, �/ .yfa- bsipn bads a applied to any component. and are for'dry condition'of use V F TRANS ID: 370989 5 CompuTrw has no control over end 1.8111.111 no reapom,briry for be a Osca n esamrn inn M.'p.ail suppana sewn shim a wade.y /J nab,ace,,hendbw shipment and nmbtion of canpenenb r,Design assumes adequate&shape a provided . e To de ayn a lumen.subset to the Imwwm set forth by a Plata mall be both on bon feces of buss,end pwwd a ban center 1=t.a7.i.,.• . IIn1 VII I II IYY UCAn SCSI.mowof wheal fboaI . upon request Mek USA,Inc lCOmpu7rus Software 784-SP5(1 L)-E Imes m,cee vies ant center Imo a Oyes ndota sae of plate n news. For esc ronmmrga.sago nraaa EBR131 t,ESn-tees Tep ' ./y 24243 3 (c), � ~-w_ 4p. -T A L1 N •,,..VC IIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-8C LUMBER SPECIFICATIONS TRUSS SPAN 40'- 3.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 204 OF M16BTR LOAD DURATION INCREASE= 1.15 1. 2=(-3262) 1052 1-13=(-854)2750 2-13e(-102) 128 BC: 244 DF 418879 SPACED 24.0'O.C. 2- 3=(-3084) 889 13-14.1-770)2582 13- 3e( 0)319 WEBS: 2x4 OF STAND 3-4=(-2556) 783 14-15=(-671) 2301 3-14e(-498) 191 LOADING 4-5=( 0) 0 15-16=(-766)2621 14- 4e/-117)80a TC LATERAL SUPPORT 4= 12'OC. UON. LL( 25.0).DL( 7.0)ON TOP CHORD= 32.0 PSF 4-6=(2217) 633 16.11=1-823) 2866 14-6=(-183) 92 BC LATERAL SUPPORT 4= 12'OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6. 8=(2228) 631 6-15=(-167) 96 TOTAL LOAD= 42.0 PSF 7-8=) 0) 0 8-15=(.118)809 8. 43(.2568) 762 15- 9=)537) 187 NOTE: 204 BRACING AT 24'0C UON. FOR LL=25 PSF Ground Snow(Pg) 9-10=(-3156) 870 9-16=( 0) 357 ALL FLAT TOP CHORD AREAS NOT SHEATHED 1011=)3358) 1027 18.10=(188) 132 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.120( -61) 84 LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. OVERHANGS: 0.0' 20.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRO REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,C18,C818 (or no prefix)=CompuTrus, Inc 8,M2OH5,M10HS,M16=MiTek MT series 0'- 3.0' -277/ 18570 -178/ 195N 5.50' 3.28 DF (625) 40'- 3.0' 277/ 20510 -178/ 195H 5.50' 3.28 OF (625) ••For hanger specs. •See approved plans (COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAR LL DEFL= -0.188' 0 20'- 0.0' Allowed= 1.967' VAX IL DEFL= -0.292' 0 20'- 0.0' Allowed. 2.622' MAX LL DEFL= -0.017' 0 41'- 11.0' Allowed= 0.167' MAX TL DEFL= -0.020' 8 dl'- 11.0' Allowed= 0.222' MAX HORIZ. LL DEFL a 0.084' @ 39'. 9.5' MAX HORIZ. TL DEFL= 0.131' @ 39'. 9.5' This truss does not include any time dependent deformation for long term loading (creep) in the 16-04-11 7-02-10 16-07-11 total load deflection. The building designer shall verify that this parameter fits with the 1 1 - -1 1 intended use of this component. 5-02-03 0-04-08 3-07-05 5-05-11 5-07-06 1 1 1'r /' 11 1 1 1 Design conforms to main windtorce-resisting 5-04-06 5-05-11 3-07-05 0-04-08 5-02-03 system and components and cladding criteria. 1 1 1 11 1 11 1 1 12 7 12 Wind: 110 mph, 5.2570, TCOL=4.2,BCDLe6.0,ASCE 7-05, M-506 6-5x6 Enclosed, Cat.2, Exp.B, MWFRS, 6.00 M-2.5X4 6.00 interior zone, load duration factor=l.6, M-5x6(S) • B M-5x8(S) Truss designed for wind loads A in the plane of the truss only. 0.25'...000/....... 0.25' ......00000.0000000000,00/.........11-1.5x4 M-lasses 4`R�p PROFFSS, ,� .\2 0 �, " iA M 3 4 5 8 • o M-5x6 M-2.5x4 0.25' 0.25 M-2.5x4 8-5x6 0 - • OR OMN co M-508(S) 11-508(S) - 0 1. O .( ,9 2 1 1. 8-01-03 1 7-09-04 b 8-03-01 1 7-09-04 1 8-04-03 L �' 9G�0 A.J OHN-v, 40-03 WEDGE REQUIRED AT HEEL(S). 1-08 /0//!77/3 JOB NAME: SAGEBUILT 3926 - GH2 EXPIRES 6/30113 Scale: 0.1494 WARNINGS: GENERAL NOTES,unless omen*.noted 1 Budder end erection*Matter should be adored of al General Noun 1.The design a based only upon the ammeters shown and Is bran,Melds] A J OH Truss: GH 2 and Wanting.before construction oons,enas whey component.Applicability of desron parameter.and proper f 2.204 conereamn web braenm most ha imbibe*.am• incorporation of le and Is 1b nsspenaaldy of I..Aing help 2 Dimon assumes me top and bottom chore to be mtemlty braced of mar a� W 771.r)1' DES. BY' Md 3.Addlwel temporary breang to saute abblldy donne conabuctbn 2 o c and et 10.o c.mpeau.N unmea bread thnsupbut realm length by *It,.rte' Q e the.n.c st lbrlxy of ttl•erector.Add.enel permanent brearp 0 sheathing ouch e•soneed ah•et.lrq(TCc=odor drywl(BC) 1 DATE: 6/14/2013 the ovens.sown=w the re...m*1M of the budding designer. 3 2Impact bridging or lateral*Bang required Mare she... 't!p fit'' 4 No lad should be appled m any cerebra M1 unel after all bracing aM a Inoue. n of truss a the reapoedsery of the respective annacbr. 1-' O SEQ.: 5561288 yammers are mnvle•and atetime should anylpedsgrem,roan 3 Dann assumes*saes ansbbe heed na,ortanosee...orange, I Z ds•ymh beds b*pled to ern anOtteK nd age bran cam* -of us•TRANS I D: 370989 s coneuT,us es.a ro cont.Ov a.assun.s no mRanalnmy forth• a anlgn a aim.•yue.ammo et•.swpem sheen Shun or*dd.if ,: ebnwdon,timing.atepment and nsseaebon of mneeenb 7 Omen assumes.seats*mega n provided ?1n� 111111111111111111111111 a The design a mmmhed Wbhe.m tb rinmabe set IoM by a Plato Nee b loam.on both faces of truss,and pieced so tee wear 141., . I :Tek UAmnc/Compuolus Sofwar will*furnisted rose anode with pant corder lies, /�Sy k Z{243` •� . MITBk USA,Inc A:OTRUTN9$OfAwale784-$P$(1L)-E 1OPo Cae*hob trn•of connector Nate*sgnvelpea see Egg-1311.ESR-tea9(1MT*) 4 1`�41w'a!/v��G/V;`., O CIS ES- SiONAL 4//4/1 - 11 Nil l Olul This design prepared from computer input by u PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 3.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 244 DF M16BTR LOAD DURATION INCREASE=1.15 1- 2=( .61) 84 2-t3.(-1052)2866 3.13=(-168) 132 BC: 204 DF M16BTR SPACED 24.0'O.C. 2-3=(-3358) 1289 13-14=(-1002)2621 13. 4=( 0) 357 WEBS: 2x4 OF STAND 3- 4=(-3156) 1134 14-15=( -998)2301 4-14=(-537) 145 LOADING 4- 5=(-256B) 1045 15-t6=(-1004) 2582 14- 5=(-210) 809 TC LATERAL SUPPORT<=12'0C. UON. LL( 25.S)+01( 7.0)ON TOP CHORD= 32.0 PSF 5- 6=( 0) 0 16.12=1.1074) 2750 14. 7=(-167) 224 BC LATERAL SUPPORT<=12'0C. UON. DL ON BOTTOM CHORD= 10.0 PSF 5- 7=(2228) 898 7-15=(-183) 223 TOTAL LOAD= 42.0 PSF 7- 9=1-2217) 896 9-15.(-209) 804 B- 9=( 0) 0 15-10=(-498) 147 NOTE: 244 BRACING AT 24'OC UON. FOR LL=25 PSF Ground Snow(P9) 9-10=(-2558) 1045 10-16=) 0) 319 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-3084) 1148 16-11=1-102) 121 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3262) 1308 LIVE LOAD AT LOCATION(S)SPECIFIED BY IRC 2009. OVERHANGS: 20.0' 0.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BBG AREA 11-1.504 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE WIN. (SPECIES) vertical members (eon). 0'- 0.0' -383/ 2051V -261/ 108H 5.50' 3.28 OF (625) Connector plate prefix designators: 40'- 3.0' .342/ 1857V .261( 10BH 5.50' 2.97 OF (625) C,CN,CI8,CN18 (or no prefix) =CompuTrus, Inc M,M20HS,M18HS,M16=MiTek MT series ICONS. 2: Design checked for net(-5 psf) uplift at 24'ac spacinp.I •• For hanger specs. -Sea approved plans VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 MAX LL DEFL= -0.017' 0 -1'- 8.0' Allowed= 0.167' MAX TL DEFL= -0.020' 0 -I'- 8.0' Allowed= 0.222' MAX LL DEFL= -0.188' 0 20'- 3.0' Allowed= 1.967' MAX TL DEFL= -0.292' 0 20'- 3.0' Allowed= 2.622' 0-08-04 MAX HORIZ. LL DEFL= 0.084' @ 39'- 9.5' 1-I MAX HORIZ. TL DEFL= 0.131. 0 39'- 9.5' 0-08-04 This truss does not include any time dependent -ti deformation for long term loading (creep) in the 19-11.11 0-06.10 19-08.11 total load deflection. The building designer 1 1 1 1 shall verify that this parameter fits with the 5-07-06 5-02-03 5-05-11 3-03-09 3-03-09 5-05-11 5-02-03 5-04-06 intended use of this component. 1 1 1 1 1 1 1 1 1 I Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 8.00 M- `6X4 6.00 wind: 110 mph, h=30ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 11-506� `M-5x6 Enclosed, Cat.2, ad p.u, ionRS, interior zone, load duration factor=l.8, 6-508(S) _ 8-506(S) Truss designed for wind loads / in the plane of the trues only. 0.25+ / " 0.25' w/ D M-1.Sxa u-1.sza ��fkLp PROFFS,s/ -_D ►t " vs c I 13 14 2 2 Ti I. If• c 'OR �N o 8-506 8-2.564 0.25' 0.25" 8-2.504 N-5x6 0 - 8-508(S) 8.508(S) WEDGE REQUIRED AT HEEL(S). • O ✓GC)-26.:;:c =,, 1 B-04-a3 b 7.09-act b 8-o3-01 l 7-o9-04 1 8-o1-o3 1 9G7:A.JCI U 1-08 40-03 (eill/l3 JOB NAME: SAGEBUILT 3926 - GH3 EXPIRES 6130113 Scale: 0.1494 WARNINGS: GENERAL NOTES,unless oiler.pared: 1.Molder and erection canna.or daub b eons.of al General Noma 1 Thu design is baud onN upon the aerometers slow,aM.for an utl.aul Truss: GH3 am wmtrm,•Wore mn.n,man aerranenra wmbw oorRm.nr,�omuN of dawn wren...erne prop.,p..701i ]-2a4 mn.resson setts bredng tram ha banged wtnre shown. rpo.lnn of comnanen is als reewwm.ye am hoisting dewnar, N ti\•. ]A,...,.mw.r n„,bete.a.bJm d.rng...„.mn 2 Toon assureseo rep am bottom Naru.de Wen*,braced at 1 W Zrhe/ ' DES. BY' MJ .m. fun.erector.ondmnaI penn.nem of 7 as end at to oc rawaweN un.utr.wd throughout Men morph by V w ' Q nwpo n/Oi,e bracing continuous Sheaaunm such as plysuodshuMU,(TC) dlor dryeeN8C). DATE: 6/14/2013 the several atrmore Moe reawnamam of the bumeg.9.. 3 2:bn.ct Wake,or mural tramp reaoaed*re shown.• if l A �',' 4 No bad Mould de appawd to any component until after ae tramp am a mmtleton of buss a de nspondbley of am respective w .or- O SEQ.: 5561289 .aenen are complete a.at no ee moue any loads greater can s,Owrgo eeaurwa wags are to de own In•ben-pone..*..roo..- I z design b a d s eppl.d la airy wmpoent and are for'dry wm.on'oluuI J't`t •. TRANS ID: 370989 s camp,mus h.anocono-aauer and assurnaaw,eapons�bdly for ma a ow n".arwawasea'''''naupwda.haamsmmornd,.a ;p fa.iwaon,handling.shipment and nstalltion of components 7 Dew assumes adequate drainage.provided "' j ^'r 6 Th.deargea fumbled.ugea rots Ilnetabw set forth by 8 Rates shall be loaded on bath faces of trues,ampaced so limit canter a%l,/M'dI' I@BII 1I11 IIII1 III1Il�l II11 Illslalll1 TPIhVECAIn SCSI..pets of*will b hm.haduponn.n.at bnes ndssat nth soap center ache 24243 �I Im1111 IIIIW1m IIYm1 V�I IIIIImm1 IIImmM m1Yll II MnTek USA,Inc/Core True Software 7.64SP51L E w Fe tuc connectoornt�bmu�a Ou ( F prom design wlca.su ESR1]11,ESR-1689(Wee) O,c�,R�rs►ER� . ,LiNAL . 11111llllllll This design prepared from computer input by u uu PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 6.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 204 DF 6169TR LOAD DURATION INCREASE=1.15 1. 2=( .61) 84 2-14=(-821) 2886 3.14=(-167) 132 BC: 244 OF @16BTR SPACED 24.0' O.C. 2- 3.(-3381) 1025 14-15=(.764) 2642 14- 4=( 0)356 WEBS: 204 OF STAND 3- 4=(-3179) 868 15.16=(-668) 2328 4.15=(-536) 188 LOADING 4.5=(-2593) 760 18-17=(-764)2642 15. 5=(117)819 TC LATERAL SUPPORT<= 12'OC. UON. IL( 25.0)4DL( 7.0)ON TOP CHORD= 32.0 POE 5-6=( 0) 0 17-12=(-821) 2886 15.7=(.172) 95 BC LATERAL SUPPORT<= 12'0C. UON. DL ON BOTTOM CHORD= 10.0 PSF 5-7=(2250) 629 7.16=(172) 95 TOTAL LOAD= 42.0 PSF 7- 9=)-2250) 629 9-16=)-117) 819 8-9=( 0) 0 16.10=(536) 188 NOTE: 2x4 BRACING AT 24.0C UON. FOR LL=25 PSF Ground Snow(P9) 9-10=(-2593) 760 10.17=) 0) 356 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3179) 868 17-11=(167) 132 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=)-3361) 1025 LIVE LOAD AT LOCATION(S) SPECIFIED S.1 IRC 2009. 12-13=( -61) 84 OVERHANGS: 20.0' 20.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, 8.1.544 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix tles 1pnatora: 0'- 0.0' -277/ 2056V -1951 195H 5.50' 3.29 OF (625) C,CN,CIB,CN18 (or no prefix) =CompuTrus, Inc a0'- 6.0' -277/ 20560 195/ 1956 5.50' 3.29 OF 625) 14,62065,111865,1116=MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.017' @ .1'. 8.0' Allowed= 0.167• MAX TL DEFL= .0.020' 6 -1'. 8.0' Allowed= 0.222' MAX LL DEFL= -0.195' 8 20'. 3.0' Allowed= 1.979' MAX TL DEFL= -0.304' 8 20'- 3.0' Allowed= 2.639' MAX LL DEFL= -0.017' 8 42'- 2.0' Allowed= 0.167• MAX TL DEFL= -0.020' @ 42'- 2.0' Allowed= 0.222' MAX HORIZ. LL DEFL= 0.087' 8 40'- 0.5' MAX HORIZ. TL DEFL= 0.134' 6 40'- 0.5' 19-11-11 0-06-10 19-11.11 1 _ 1-1- _ 1 This truss does not include any time dependent 5-02-03 0-04-08 3-07-05 5-05.11 5-07-06 deformation for long term loading (creep) to the 1 1 11 1 11 1 1 - 1 total load deflection. The building designer 5-07.06 5-05-11 3-07-05 0-04-08 5-02-03 shall verify that this parameter fits with the 1 1 1 11 1 11 1 1 intended use of this component. 12 12 6.00 rJ M-2.5X4 'Zi6.00 Design conforms to main wtndforce-resisting system and components and cladding criteria. M-596 %."......,.....4,1A-5x6 wind: 110 mph, h=25ft, TCDL=4.2,8COL=6.0, ASCE 7.05, M-508(5) 8-508(S) Enclosed, Cat.2, Exp.B, MITERS, interior Zone, load duration factor=1.6, 0.25',/ Trues designed o for wind ru s loads oral 0.25= in the plane of the truss only. 0 61-1.5X4 ./\11 ..M-1.5x4 �<,5k _ OFFS S/ �5 GWF oy /r' 14 1 '/ T 1.6 I7 ......%.3 4g. ��1�•e o M-5x6 M-2.5X4 dh.25= 0.25 11-2.554 M-566 0 OR eIN 0 6-5x8(S) M 5 (5) 9' J., 1 2 1 1 O GOr26.0 U= 8-04-03 7-09-04 8-03-01 7-09-04 8-04.03 9L/O A N S 1 b b y jON 1-08 40-06 1-08 yes/1117/3 JOB NAME: SAGEBUILT 3926 - GH4 EXPIRES 6/30113 Scale: 0.1401 wARNINGS' GENERAL NOTES,unless owmse no. 1.Budder and erect.contractor erpub be edvied of al General Nobs 1 This dead o based only Pon w perm..•hewn and w for m... eA� A. Truss: GH4 end wamnme before eemeumon commences boaba nwn.nt Applooeblay olden, penumbra..a mow � ' /l 0 nor==+mn nab banes nuerhe wblW when shown• Dan of component a u.mamma.of w Wesmg Ntm, ` ],Addporisl temporary bsprg binsure mbay mnng eemtrudnn 2.Desgn assume..top and boom chords to be Merely braced et V 1H . / ' DES. BY MJ ism.mppw.mley ofw.re.r A.M.permanent bseeg al roc and et 117 pb,raaparw•M Unless Meedmrauphept walenou W 17 Q DATE: 6/14/2013 nenwu•sheathing such a pdynood sheerhlrg(TC)armor pvwgBC)� w oven)structure a w r.eycrlwbay of w building designer. 3 2.Impact bridging or literal Mprg required when shin..•• \l �' !/1- 4 No bad should be app.to any component wed=air ell Mond and 4 Installation of truss Is the responsibility of w leap...m.o.,, M if Q SEQ.: 5561290 IS damns.coma.and at no blee eheuld e y merle greeter then 5 Design assumes busses..to be used n a nonsmmsrva errumnment, r/I 11. Z ee•gn b.m he.pplea m.rev mrrpprwnt red..Mr•des cond.,. 1oa lam •roses ►�i • TRANS ID: 370989 5 Comxarnw hemmcontraawr and&MOWSnolesponmblly for e. a o..gna...".beb.anrgatana.a,..wen,swn.walesa 9 feblvbon,henc.g.shipment end nateMpn of cermmnena 7.Desgn a.m.gobs.d.nuge a beveled ,•2 N • 6 T.design is fem..sob.ea Me errrLmhe set forth by 5 Plates wall be loaned on both bees of eua,and paced m war center • 112.74':7.' /;,A.- iI@@ III11111l lull ll1ll g@Illllll�lll� :Tek UAmnc/CompulruteSftwre 764-dwon.WS (nee comb,vet pint center laws, 7A243 3 will Os Im1Yll m1Y11 II Mmlll III II Non role owe of wire p mesa --Srs Y�„f"�`-, MITSk USA,Inc/CaTWTNe$Of1wa10784SP5(1L}Z 10 For beep connector bete design values me ESR-1311.ESR-1585 O f.1..tw,R.g SIONAL 1110 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 6.0' inc 2009 MAX MEMBER FORCES 4WR/GOF/Cq=1.00 TC: 204 OF 416BTR LOAD DURATION INCREASE= 1.15 I. 2=( .81) 84 2-14.(-821) 2886 3-14=(-167) 132 BC: 2x4 OF 816BTR SPACED 24.0'O.C. 2. 3=1.3381) 1025 14-150(-764) 2642 14. 4=( 0) 356 WEBS: 2,4 DF STAND 3- 4=(-3179) 868 1516=(-668) 2328 4-15=(-536) 188 LOADING 4- 5=(-2593) 760 18.17.(.764)2642 15- 5=(-117) 819 IC LATERAL SUPPORT<=12'OC. UON. LL( 25.0)CDL( 7.0)ON TOP CHORD. 32.0 PSF 5-6.( 0) 0 17-12=)-821) 2886 15. 7=(.172) 95 BC LATERAL SUPPORT 4= 12'OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 5. 7.(-2250) 629 7.16.(-172) 95 TOTAL LOAD= 42.0 PSF 7-9.(-2250) 629 9-160(-117) 819 8-9=) 0) 0 I6-10=)-536) 188 NOTE: 2x4 BRACING AT 24'0C UON. FOR LL=25 POE Ground Snow(Pg) 9'10=(-2593) 760 10.17=( 0) 356 ALL FLAT TOP CHORD AREAS NOT SHEATHED 1011.(-3179) 868 17-11=(-167) 132 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12.(-3381) 1025 LIVE LOAD AT LOCATION(S)SPECIFIED BY IRC 2009. 12-13=( -81) 84 OVERHANGS: 20.0' 20.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. Connector plate prefix designators: BEARING MAX VERT MAX HORZ BIM REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M20HS,M18HS,M16=MiTek MT series 0'- 0.0' -277/ 2056V -195/ I95H 5.50' 3.29 OF (625) 40'- 6.0' -277/ 2056V -195/ 195H 5.50' 3.29 OF ( 625) ICOND. 2: Desion checked for net(-5 psi) uplift at 24'oc soaring.) VERTICAL DEFLECTION LIMITS: LL=L/240, 11=1/180 MAX LL DEFL= -0.017' 0 -1'. 8.0' Allowed= 0.167' MAX TL DEFL= -0.020' @ .1'. 8.0' Allowed= 0.222' MAX LL DEFL= -0.195' 0 20'- 3.0' Allowed= 1.979' MAX TL DEFL= -0.304' 8 20'. 3.0' Allowed= 2.639' MAX LL DEFL= -0.017' @ 42'. 2.0' Allowed= 0.167' MAX TL DEFL= .0.020' 0 42'- 2.0' Allowed= 0.222' MAX HORIZ. LL DEFL= 0.087' @ 40'. 0.5' MAX HORIZ. TL DEFL= 0.134' @ 40'- 0.5' This truss does not include any time dependent 16-07-11 7-02-10 16-07-11 deformation for long term loading (creep) in the 1 1 1 1 total load deflection. The building designer 5-02-03 0-04-08 3-07-05 5-05-11 5.07-06 shall verify that this parameter fits with the 5-07.06 f 1 5-05-11 3-07-051 0-014108 1 5-02-03 1 1 intended use of this component. f f 1 11 - -1 ff f - 1 Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 8.00 M-5x6 8 M-2 5x4 8 M.586 x.18.00 Wind: 110 mph, h=25ft, TCOL=4.2,BCDL=8.0, ASCE 7-05, M-5E8)S) r t et 8-508(S) Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor.1.6, 0.25'.// 0.25' in Truss the wInd 0 M-1.5x4 M-1.5x4 ���ytiDPROpFSSi '8"' 4/\ • / e 7� ��G1NeCC, Oy rr 1 i.- /r< 11 1 1 '�■¢ 17 n�\3 0 o 8-506 M-2.5x4 ).25' 0.25 8-2.504 M-506 c • OR'e.N 0 11-5x815) 8-508(5) ze 0 1 1 1, ), 1, 1. 0-9/„... 4.26.1' �U`) 1 1 8-04-03 7-09-04 8-03-01 7.09-04 8.04-03 1 l J ONaGj 1-08 40-06 1-08 4//¢//3 JOB NAME: SAGEBUILT 3926 - GH5 EXPIRES 6130113 Scale: 0.1401 WARNINGS: GENERAL NOTES.unleroemnae noted: 1 Buddu and mown m.tedor should be.insert of e1 Gomel Notes 1 The Onion m bard only upon the perarMers sbnn and o for en iMw.mal Truss: GH5 .m Mumma before oeobumom mrnanon WNW.consonant Appiobay of bump parameters end proper �(1 P• �N 1,s.' ' 2 b4mmx.aasan wee.tang T.In 4..1W..re sheen•, rmrabon of common.monom:owll*l'.nor Nat.,'downer. " ],AbitonitenWerytnmgrp coupe mtodymwlm comtrurdon 2.Gets.mamma Um top and bottom..a be lame,bred at DES. BY MJ comerrmnauxley of the erector.Md4bnl permanent f zoo.MnlOOC.raepamv.ly swam tamed tlaeuptopt their lergmM s 1H .�{r r!'/r Q mranon.clop continuous suety as plynood aheamom(TC)andor dryw.WaC) DATE: 6/14/2013 the mereebuee.Is me 0 or the buadmm downer. 3 2.loved bridging or the becoe required where shown.. • 1=cp- �' �' •.No load. 81 IN 001Men to arty componnt unel after an bracing end 4 Installation of truss n the rrponitel4y of me on soon m.ncbr, `i lY, ' SEQ.: 5561291 hdamn.n cornet.e.n no time should any loads pester than 5 Damn.rvmes pumas en m ba ute.In a nm.mrrmn.en.aom,a.. r„ z bagn loads be applied hp cony mmpon., End Ale for cond.,of use TRANS ID: 370989 5 reimur.....m mribWOwr.nd..aurn.no nap...,,,fun. 8 Devon mums nil banns at an supports shown Slam or e.gaa �, tetesaton,nnmuq,shammed end mmbeamn of consonant 7,paelpn a.vmma mbsae dninge o yrovOed �'�; 5 The dempn o fomahedsubRd t M.ter4tons set foMby 8 Rath shell In bored on tom faces orpun.andpteod r their nmer .r'fl.',Wes Imll II II Ills VIII Illl VIII�I�IIn lla TPeWTCA vl moo:.op..of odoAr wdl be rumebad upon nmret s Alb OW e canoe de n.24243�1'. 'II II II II llhl MITek USA,Inc/CompuTrus Software 7,84-SPS(iL}E to For boom mnemrpl.te begn values see ESR 1]11.ESR-tees)M4rek) n��o,�,ALIS �~ �S1QNALt 6/1¢/I 11 111111011 nIIIIIIDIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-06-00 HIP-D SETBACK 8-00.00 FROM END WALL IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 204 DF M18BTR; LOAD DURATION INCREASE=1.15 (Non-Rep) 1-2=( -80) 84 2-12=(-1316) 8882 12-3=( O) 416 206 DF US 12 2-3=(-7670) 1528 12-13=(-1322) 6856 3-130( .398) 116 BC: 208 DF SS LOADING 3-4=(-7408) 1638 13.14=(-1842) 7888 13-4=( -62) 1636 WEBS: 204 DF STAND LL=25 PSF Ground Snow(Pp) 4- 5=( 0) 0 14-15=)-1842) 7888 13-6=(-1708) 510 TC UNIF LL( 50.01.0L( 14.0)= 84.0 PLF 0'. 0.0' TO 13'- 4.0'V 4. 8=1•8588) 1648 1 •18.(-1322) 8858 14.6=( 0) 550 IC LATERAL SUPPORT<0 12'OC. UON. TC UNIF LL( 125.0)'DL( 35.0)= 160.0 PLF 13'- 4.0' TO 27'- 2.0'V 6-8=(-8568) 1448 18-10=(-1318) 8882 8-15=)-1708) 510 BC LATERAL SUPPORT<= 12'0C. UON, TC UNIF LL) 50.0)+DL( 14.0)= 84.0 PLF 27'' 2.0' TO 40'- 6.0'V 7.8=) 0) 0 8-15.) -82) 1638 BC UNIF LL( 0.0)+SL( 50.0). 50.0 PLF 0'' 0.0' TO 40'. 6.0'V 8.9=)-7408) 1838 15 9=) -398) 116 9.10=)-7870) 1528 9-18=) 0) 416 NOTE: 204 BRACING AT 24'0C UON, FOR TC CONC LL) 777.8)1OL( 217.6). 995.6 LBS 8 13'- 4.0' 1011.( •60) 84 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 777.8)cOL( 217.8)= 995.8 LBS 0 27'- 2.0' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING YAK VERT MAX MORZ BRG REQUIRED BRG AREA OVERHANGS: 20.0' 20.0' LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. LOCATIONS REACTIONS REACTIONS SIZE SOAR. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'. 0.0' .748/ 4264V -161/ 1818 5.50' 6.82 OF (825) Connector plate prefix designators: 40'- 6.0' -746/ 4264V -161/ 1818 5,50• 6.62 DF (625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc ( 2 )complete trusses required. 9,92086,91886,918=McTek UT series Join together 2 ply with 16d Common nails staggered at 9' ac In 1 row(s) throughout 204 top chords, 9' oc in 2 row(s) throughout 208 top chords, VERTICAL DEFLECTION LIMITS: LL=L)240, TL=L/180 9' oc in 2 row(s) throughout 206 bottom chords, SAX LL DEFL= -0.004' @ -I'• 8.0' Allowed= 0,187' 0' oc In 1 row(s) throughout 204 wells. MAX TL DEFL= -0.005' 8 -1'- 8.0' Allowed= 0.222' MAX LL DEFL= -0.212' @ 20'- 3.0• Allowed= 1.979' MAX TL DEFL= -0.345' 6 20'- 3.0' Allowed. 2.639' MAX LL DEFL= -0.004' @ 42'- 2,0' Allowed= 0.187' MAX TL DEFL=-0.005' @ 42'. 2.0' Allowed= 0.222• MAX HORIZ. LL DEFL= 0.068' @ 40'. 0,5' MAX HORIZ. TL DEFL= 0.110' 8 40'- 0.5' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the 13-03-11 13-10-10 13-03-11 intended use of this component. 1 1 1 1 Design conforms to main windforce-resisting _ 6-09-03 6-00 0.06-08 6-11-05 6-11-05 0-06-08 6-00 6-09-03 system and components and cladding criteria. 1 1 1�995.60F 1 ,495.606 1 1 Wind: 110 mph, h=25ft, TCDL=4.2,BCOL=6.0,ASCE 7-05, 12 12 6.00�= 6-4x10 N•3x8 N-4010 �g 00 Enclosed, Cat.2, Exp.B, MWFRS, 6 7 interior zone, load duration factor=1.8, Truss designed for wind loads plane In the plane of the truss only. 6•2.5X4 M-2.5X4 + ' �`��p PROFFSSi ,,,_4, et/ �UINBF, 0.y: �° ? 12 I''/ 1I 1 1s 18 \l� I o �(1�14 - c N-3x10 M-1.504 u.25' 6-1.504 0.25 6-1.504 M-3x10 0 U'7K6(5) Naxe(s) 1_OR 0•N,b 1 1 1 1 1 1 1 O 60-26.°' C, 1 1 6-07-07 6-00 7-07-09 7-07-09 6-00 6-07-07 1 1 9L/pA J OHNA' 1-08 40-06 1-08 6//¢//3 JOB NAME: SAGEBUILT 3926 - GH6 EXPIRES 6/3011 Scale: 0.1651 WARNINGS: GENERAL NOTES.unlaa ethers.ubd- I Budder end erection con.tetor NNeuld be advised of as General Nobs I.This dealpn s Wald only pen as parameters shown end w for an Wdmd,nl Truss: GH6 a.Wameyp lefon coWtru.en commences bWdngce,ponad alei.eNeefdesgn parenabn end proper `,QP' �tY 1% ' x 7.4 compassion web among testa W:ob lydm=re sheen. meorperehen a weepef43lo ism.meag d,.1 V 7H r�- 3 S.W.!temporary bndng to Insure stets*during ooslr,�on 2 Design assumes the cop and Sworn eeda b W hbnay braced et DES. BY: MJ a me respo,dbmy of ma erector Adeobul penre,em among of 2oca,d at ICY oc n.wcovay,mleu fins.throughout thee length by a , ./ Q the owns mason a the re bl w the bdd� des co,WU sheathing sue es plywood sheeth,ng(TC)under dryval(BC) T DATE: 6/14/2013 'pons, m ng firer 3 2a bra's Magna or lateral breag nose.velure shows,• 'jet No load ahead W applied b ary.mponent until after en bream e. 4 Inmlletbn w trues a the r.apobabe.......sae... O SEQ.: 5561292 fm...asm,.I.end etnobl.aamuldsmm.degremrthen 5.Dngnas sumes.oas are mWused,nenon-coFMeaem:emnew. V/ Y1.> Z sown bads he applied m era cormorant_ d ere lo-dry condom,.or use • TRANS ID: 370989 5 Conp„Tma Wa co eoMmlowr.n5.»,ces r.,.apamlMwy rer ma s Casson smarty'full Waring in all suppoN Shown.Shen or w e d g e Nadceben,h.rdlmg,.Marten and nmu.bn of components ry' . 1I.n111111I W1,1IIIII 1W,1IIIII 1I111I.111, III11W 111nI91111 11Wry1�III 6 The d.ign es furnish.a 9.db me brtbora.a Ie.by a.Rain ebb be bu.A an both Nth elw.a.red paced n men weer • i!•7,..-? Mil.IIY IIW IIII IIII IIII I,I�IIII II4 TPUW IVAw SCSI.mpPswwMd1 wdlWfurnwh.e„pen recount Ives.atesmNnt urea 00.,. 24243 MITek USA,Inc/COm olnue Software 7 6 4SP5(7 L}E 160 For...m nwpate demo�Ius see ESR-1311.ESR-1968(MIT.) • �/57ER 4ii41l/ - • IHN1This design prepared from computer input by ul PACIFIC LUMBER•BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.8' IRC 2009 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 IC: 204 OF N16BTR LOAD DURATION INCREASE= 1.15 1-2.) -54) 72 2-5=10) 0 BC: 204 DF N16BTR SPACED 24.0'O.C. 2-3=(-146) 255 3.4=).309) 129 TC LATERAL SUPPORT<=12'OC. BON. LOADING BC LATERAL SUPPORT<=12'0C. UON. LL( 25.0)4L( 7.0)ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BBG REQUIRED BRG AREA OVERHANGS: 12.0• 0.0• TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'. 0.0• -80/ 4710 -248/ OH 5.50• 0.75 DF ( 625) Connector plate prefix designators: LL=25 PSF Ground Snow(Pp) 7'- 9.2' 0/ 197V 0/ OH 5.50' 0.31 OF ( 825) C,CN,CI8,CN16 or no prefix).CompuTrus, Inc 7'- 11.2' -194/ 4750 0/ OH 1.50' 0.61 OF ) 825) M,M20HS,M18HS,M18=BLTek MT series BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE II'- 11.8' -187/ 61V -248/ OH 1.50' 0.10 OF ) 625) LIVE LOAD AT LOCATION(S)SPECIFIED BY IRC 2009. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICONS. 2: Oesimn checked for net(-5 ps}) uplift a[24'oc spacing. y VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/I80 MAX LL DEFL= .0.002' @ .1'. 0.0' Allowed= 0.100' MAX TL DEFL= .0.003' @ -1'- 0.0' Allowed= 0.133' MAX TC PANEL LL DEFL= 0.235' @ 4'. 2.2' Allowed= 0.655' MAX TC PANEL TL DEFL= -0.302' @ 3'- 11.0' Allowed= 0.982' MAX HORIZ. LL DEFL= 0.004' @ 0'- 5.5' MAX HORIZ. TL OEFL = 0.004' @ 7'- 9.2' This truss does not Include any time dependent deformation for long term loading (creep) in the 12 total load deflection. The building designer shall verify that this parameter fits with the 10.007 intended use of this component. Design conforms to main windforce-resisting system and components and cladding criteria. ✓ Wind: 110 mph, h=30ft, TCOL=4,2,BCDL=6.0, ASCE 7-05, ° Enclosed, Cat.2, Esp.B, MWFRS, O interior zone, load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. i��tip PROFFSSi es .`0 G6NF p2 o �j y T<,C� �� F. 5 o 11-2.5x4 CC,.�l1',. I ;A, A; • OR' @N.0 • •k l 1 G 9 1 0 8-00 3-11•12 0 4Y26.1 (3..G _. • 4)A.Jo 4'G Nii//3 JOB NAME: SAGEBUILT 3926 - GJ10 EXPIRES 613011 Scale: 0.3345 WARNINGS: GENERAL NOTES.unions onersna neb4: gob,]WIN. I.eu..and erection mneader should be tiae.d or al Gene.Noes 1 The design a based ON upon me ps.Irmen snow,aM a bran a.Eeawl r - Truss: GJ10 aM Warn0Mb before mmbumon commons balding component.AwlmbWn erdea�paremeen and gaper 2 204 compression web bream mist la melted comer.shown. rwreeen of component e the reeponWSWy of tie budding designed. lV 1'` • 3 Ad44Rml errpoory bred,e,mun mbWy Amng wmplaian 2 D.ege.auas 4w toppkbemom chords b be eternity braced et `VVV W r,.r DES. BY' MJ is the reswml of the ereO0r.Addbonal mm of Z o c and stiff e c wswcw.N ews,braced tb.upmut then length by V a ,V -' Q b41y permanent bracing mnenmw shwmmm such as Wooed bheathegfTC)ender dweed(BCI, � DATE: 6/14/2013 theeverel ewer re in.reswm�eey of the budding downer. 3 2s In5W Waging or etarelbedng regoaedwnenshom.. 4 / 71'1 !' •No bad should be applied a arty component unbl after all booing and •ImeltWen of trees et the leawrwbery r be o,pearw convector. O SEQ.: 5561293 N...ere Gapes and et m tine should tiny lead,greeter Man 5.Dnimn assumes busses are a be used m•mn�rtaarve emr.mmnt. r?' Z tlown bade w applied b any,.ndewere and ere for•aywndaen•amw. /S'I�T- -. TRANS ID: 370989 5 c.rrp l.r nn heew...0i.wr.ndap„re.non,pomlbmybrMe a PeteessumaNUwenngatall supwmshown Sim or vedge If ., ebrbbn,handling.shipment andmWeleten of components 7 Design euunesedegwe drainsge.s provided. !1,4' .. 8 The dawn is furnished sob(ew t the lineations at fodh by e.Plates shed be lewbd on both lama of buss,and placed so than center :'4?5/7- I1111111111111111111111111111 TPUNRCA,n aC31,mpea W whlob will be furnished upon request_ Ina wmdtle vAN pin center Line, - a Nab old.*Was of pee m hobos. n 2A243 MiTek USA,Inc/CompuTna Software 7,B d SPS)1 L}E 10.mat bean o.m.,Lab dawn value see ESR-1311,ESR-1989(Wee) �OA R�t+I$11 � �SIONAL IIIIIIIIIIIII - This design prepared from computer input by PACIFIC LUMBER-BC LUBBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR)GDF/Cq=1.00 TC: 284 DF 8188TR LOAD DURATION INCREASE= 1.15 1-2=(-54) 72 2-40)-198) 0 BC: 204 OF 018BTR SPACED 24,0'O.C. 2-3=( 0) 412 TC LATERAL SUPPORT<=12'0C. UON. LOADING BC LATERAL SUPPORT<=12'0C. UON. LL( 25.0)+DL( 7.0)ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BIG REQUIRED BRG AREA OL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) OVERHANGS: 12.0• 0.0' TOTAL LOAD= 42.0 PSF 0'- 0.0' -31B/ 252V .197/ OH 5.50' 0.40 OF (825) 1'- 1.3' -91/ 478V 0/ OH 1.50• 0.76 OF ) 825) Connector plate prefix designators: LL.25 PSF Ground Snow(P9) 8'- 0.0' 0/ 63V .197/ OH 5.50• 0.10 OF ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,B20HS,MIBHS,M18=MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2000 AND IRC 2000 NOT BEING MET. OND. _•n check:d fo net -5 •sf '1[_at 24 m0 soacinm.l VERTICAL DEFLECTION LIMITS: LL=L)240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL= -0.002• @ -1'- 0.0' Allowed= 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL= -0.003• @ -1'- 0.0' Allowed= 0.133• MAX TC PANEL LL DEFL= -0.000' @ 0'- 11.3' Allowed= 0.059• MAX TC PANEL TL DEFL= -0.001' @ 0'- 9.4' Allowed= 0.089' MAX BC PANEL LL DEFL= 0.010' @ 3'- 8.6' Allowed= 0.354' MAX BC PANEL TL DEFL= -0.048' @ 4'- 8.2' Allowed= 0.472' MAX HORIZ. LL DEFL= 0.003' @ I'- 1.3' MAX HORIZ. IL DEFL. 0.003' @ I'- 1.3' 1-02 f T This truss does not Include any time dependent deformation for long term loading (creep) in the 12 total load deflection. The Building designer shall verify that this parameter fits with the 10.00 7 intended use of this component. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=25ft, TCDL=4.2,BCOL=8.0, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, I: interior zone, load duration factor=1.6, Truss designed for wind loads /1•2.5x4 c in the plane of the truss only. O 0 4 + �(�tip PROFFSs> ,�G1NcF= OZ r . 1 1- /, y 1-00 PIQYIOE FULL BFAIING'JOs:2.3.41 8-00 • IvORION m ay G4V26.% `02 G40A,JO%Af°G//9//3 JOB NAME: SAGEBUILT 3926 - J1 EXPIRES 6/30/1 Scale: 0.8002 WARNINGS: GENERAL.NOTES,uneaaethemee noted 1.Balder end encbon contractor oho.b adveed of e1 General Notes 1.the design a based only upon du ammeters stews,end a bran...I Truss: J1 end Vantage baton combudldn cemm.ncee brldu.component.Appioebddy of deep,parameters and proper ^N. �^f IN.. 2 34 compn.Ywn web bracog muM b.eal ed were ahnva• Norabon of component a 00 maenads.,o,t to of the Wddog asp�wr. \VJ 3 Aabobl temporary bras.to omen wbaydaln6 oeretuction 2.Oaegn assume d as 0llw top and beam aws braced late laterally best at ` W •@• O' DES. BY' MJ a the rIpormbAy of the ere..AaOObl amenem brae1,9 of T pea and n loon.mpecM ly uo.es braced throughout their length try V a de ovane atrucun a dig rnponwbrl oe Me tea a ebatanm such ee myrvod...nags)and.•day.gsC) 3771.:0". DATE: 6/14/2013 ay bra; a.. 12x Impact m Nleral Mono 1.Ni...re shove•• �1 t' a� �•. ■No bed should he applied to any...cant unw.eer all deal.and 4.I•.11etien of Wee is s the responsble,of th.respective contra., O SEQ.: 5561295 awn.a mcomplee and atnol ue should myl0.3m�.+wwn 5 Dekaeeauma. aa.Mbeua.alne,o.orro sormsf neN. �I Z deep bade be melted to my component end are for'dry condlbon'of ub - js`/.�" TRANS ID: 370989 5 CampuTwhe.b coNrel 5„,...dauu,..co team....,ion 6 Nap ass •fun beep at ea supports Mown Shen or mdg.I / ` abmbon,bndldg,shipment end nwnetbn M conpnn.nb 7 Design assumsaaquete damage a prowled. , i=. • II�II�IIIIIIIIIIIII�IIOII�I�IIIII� e ThaWgneanmhedwbroMath.ab.lbnw_taob,� 5.p .lamedonbotha 4pWe,.and lA.cedso eece.r ,7 .c.. TPVYDCAn SCSI,copes of WWI we b lumvbduan request Deesmh.sue oftnbwonnn 24243 MITek USA,Inc lCOmpuTrue Software 7.8 4-SP5(1 L}E 10 FIN bb.connn.ar p::assn values me ESR-l311.ESR-1099 VAT.5) O,ck,R�rSiER �SIONAL .. lo//41/ = s • • 11110111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF AI68TR LOAD DURATION INCREASE= 1.15 1-2=(-54) 72 2-4=(-192) 0 BC: 204 OF @16BTR SPACED 24.0'0.C. 2•3=(-43) 284 TC LATERAL SUPPORT<=12'0C. UON. LOADING BC LATERAL SUPPORT<=12•0C. UON. LL( 25.0).DL( 7.0)ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORS BAG REQUIRED BAG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0• TOTAL LOAD= 42.0 PSF 0'- 0.0' -141/ 301V -192/ OH 5.50' 0.48 OF ( 625) 2'- 3.8' -160/ 303V 0/ OH 1.50' 0.48 DF (625) Connector plate prefix designators: LL=25 PSF Ground Snow(Pp) 8'- 0.0' 0/ 65V .192/ OH 5.50' 0.10 OF ( 625) C,CN,CI8,CN18 (or no prefix)=CoepuTrus, Inc M,M20HS,U18HS,M18=MITah YT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2009 AND INC 2009 NOT BEING MET. ICOND. 2: Design checked for net1-5 osfl uolitt at 24'Oct soacinpi VERTICAL DEFLECTION LIMITS: LL=L/240, TL.L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD.TOP MAX LL DEFL= -0.002' @ -1'- 0.0' Allowed= 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL. -0.003' @ -I'- U.S Allowed= 0.133' MAX TC PANEL LL DEFL= -0.008' B 1'• 3.8' Allowed= 0.165' MAX TC PANEL TL DEFL= -0.012' @ 1'- 3.6' Allowed= 0.247' YAX BC PANEL LL DEFL= -0.015' @ 3'- 6.6' Allowed= 0.354' MAX BC PANEL TL DEFL. -0.056' @ 4'- 4.8' Allowed= 0.472' 2•04-06 MAX HORIZ. LL DEFL. 0.003' @ 2'- 3.8' { - MAX HORIZ. TL DEFL. 0.003'@ 2'- 3.6' 12 This truss does not include any time dependent deformation for long term loading (creep) in the 10.00 7 total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. -, Design conforms to main windforce-resisting system and components and cladding criteria. lA I, Wind; 110 mph, hCat , TOOL=4.2 RIVERS=8.0,ASCE 7-05, Enclosed, Cat.2, Eap.O, RIVERS, o interior zone, load duration factor.1.8, Trues designed for wind loads o in the plane of the truss only. cu -r of le," M-2.5X4 ,���o PROFcss/ `' G%NfR. 04. (3 ety Q' I .A 1 J. 1 '►!'�"6 1-00 (PROVIDE FULL BEAAING:Jts:2.3.4I 6•00 dOr - VOR0eSNeU C G6-26.'''ab _lb 6. &J/4'/(3 JOB NAME: SAGEBUILT 3926 - J2 Scale: 0.577 EXPIRES 6/30113 B77 WARNINGS: GENERAL NOTES,...ernes noted �.J01y 1 Bulbar and•.on contractor should be advised of all General Notes 1 This design w based ony=pen the parent..shownendn for en in..al Truss• J2 and Wming•before construction cemmanm bwbna component.Applicability of design parameters and proper ^ N 11' 2 Era compresson nob.ong oust he install.where shown• roonlon of component is the responsibility of the bidding bsaner. `lVV 3 Addamnal temporary oaang to mum stebiyry during construction 2 Design assumes the top and bottom as de t be Utnsly Meted at ,. IN i n O DES. BY: MJ a the I••perwlm of the erecter.Addebnel t W f 2'o c end at tm o c.respectively unless breed throughout their length by s mr p•mmnen epee, ce le..such es plywood she•Ndne,.strndlor dry..fGD). Q- 1� DATE: 6/14/2013 Me came etructwa m Me r.•pons.dy of the bwdmm designer. 3 hnl�ct bridging Newel biamra required whore shown.. '\ . A 1,' d,No load No.to INN.to any component u •ten as brecmg are 4 ImteWton of Was athe respamnWay of W respect.centre.. O SEQ.: 5561296 lasdnen•re almpW a.at no N.No.any Rade greeter Men S Daeln mt..toec ere to be uedm•.r...w.orn.renem, 'V "' ' design bade le gipped b any component. end are for%try oondaen'm use. % ;�.• TRANS ID: 370989 5 CompuTrce he•no control and natures no reapons,aNy for the 6,5..."ear.•fuaW.neg e•II•"polo•trpwr,.S'''''"ges fabncebon,heNbna,shipment and Installation of components. 7 Design assumes•aq,al•*.nrmw apro acted „: 5. e This design is hrm,ahed•uboa o thllmlabene etfenh by B.Pleo..n..to ballad ensth laces of trues,and pieced.,their center .r'N't-tl• 11111 III1I VIII II II VIII(I'll VIII(III 1111 TPIMRCA n SCSI.capes of wnkN Nebo furnished upon repeat 9 Dal,edwte s.of data RrmlCe• 24243 W m,111 11111 m,111 MITBk USA,IRC/Core pumas$m M ale 7 6 d$P5(1 L)E iD Fm Wa connector pale dean values se ESR-1311.ESR-1999 NAT.) O RL1 l � .SIONAI ev1lI1/r - , 1IIQIIIIIIII This design prepared from computer input by 'I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 0.0' IRC 2009 YAX MEMBER FORCES 4WR/GDF/Cq=1.10 IC: 204 OF 816BTR LOAD DURATION INCREASE= 1.15 1.2=(-54) 72 2-4=(-187) 0 BC: 204 OF 816BTR SPACED 24.0' O.C. 2.3=(.73)222 IC LATERAL SUPPORT 4.12'0C. UON. LOADING BC LATERAL SUPPORT a=12'OC. UON. LL( 25.0)501( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD= 42.0 PSF 0'- 0.0' -88/ 344V -187/ OH 5.50' 0.55 OF (825) 3'- 6.1' -154/ 249V 0/ OH 1.50' 0.40 OF (825) Connector plate prefix designators: LL=25 PSF Ground Snow(Pp) 8'- 0.0' 0/ 69V -187/ OH 5.50' 0.11 OF ) 625) C,CN,CIB,CNIB (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,M18=MLTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 'COND. 2: Deslon checked for net1.5 esfl uplift at 24'Oct soacinn.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP MAX LL DEFL a -0.002' @ -1'- 0.0' Allowed' 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL= -0.003' 6 -1'- 0.0' Allowed= 0.133' MAX LL DEFL= 0.000' @ 0'. 0.0' Allowed= 0.199' MAX TC PANEL LL DEFL' -0.018' @ I'- 11.8' Allowed' 0.270' MAX TC PANEL TL DEFL= -0.026' 0 1'- 10.5' Allowed. 0.405' MAX BC PANEL TL DEFL= -0.072' @ 4'- 4.8' Allowed. 0.472' 3-06-13 1 T MAX HORIZ. LL DEFL= 0.003' @ 3'. 6.1' WAX HORIZ. TL DEFL= 0.003' @ 3'- 6.1' 12 This truss does not include any time dependent 10.007 y deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the if, intended use of this component. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, hm25ft, TCDL=4.2,BCOL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor'1.0, Truss designed for wind loads in the plane of the truss only. el o ►�4 :7'2 M-2.5x4 <<;ik PROFFSSi �.5 �GWEF. 6.2 1, 1-00 1, N a 8-00 b V.e GROWN oo Cg' t:".17 G426.‘ 0 2 G40 A..10 NA 6/!,x//3 JOB NAME: SAGEBUILT 3926 - J3 EXPIRES 6/3011_ Scale: 0.5502 WARNINGS: GENERAL NOTES•unte.sathense reba 1,Budder end erection amender daub be advised al al General Nobs I.The design a based only an the parameters shown and is b=an indvgml Truss: J3 .na WSmaye bison construe,=conn.nce., budding corrpoant.Applvbuay of design parameters and paper _ .c N. $/�1l\.' 2 2.1 amvmean we bne^e nub be meld where shown• Mabee amuse,,.component.the re=mised of the hetlmg boom, ].Adtlao�.l....."..............,...1.,....... 2.Design assume the by and bottom chaos b be abash braced at .`i p/ ,r DES. BY: MJ a Me responsibility of the erector.Adaibm l pennons.bracing of 2°ova�sheathing tooc respectively h as ned Sbraoammuend.dtnr11e.��gqMmter '. s tl.overall structure Is the responsibility of the building du OncS such bncneoe gheabOS.,.s h vel drywal(ecl DATE: 6/14/2013 M rag war. 3 Miss or aaralbadrgey of.ruse shovel �t� 2 d No bad should be spoiled to eM component until.per all baciiq and ■InW lbhen al Was le the ny.nbdlM of ihe respected s e contractor. `- ,i Q SEQ.: 5561 297 fasteners ere complete and m no erne should aM loads greater men S Design assume.=sass are robe used In a non�rrmne environment, / Z design beds be.polled to any component and an for'My condlbori of use. II�'s - TRANS ID: 370989 s CompuTn.heal poem,..,awrand..seas.no�wne.tewtern. a Design m sfull L atinoselaesupportsdormShparwedge d //, tebnmbwl,larding,Moment and nmlteton of aweertpm 7.o..,,,ianpeti bagmb aralmge a prowled J' GL' e The design a furnished Ribled to ea!irrigations at forth la m Oates Y®etea bated on bath bus of trues,and paced so their weer *: MI 111111111111.111111111111111 TPSWTCA m ecsl copse of was eel be furnished awn roast llres cathode gem lent arm,One. A 24243 _ 1ul MITek USA.Inc CompuTrus Software 7845P5)1L}E 10 Forbaa,dc con�r of pate design values see ESR.131 I,ESR-1988(MITek) ,r O fttST SIGNAL •10/I¢il3 ' ' • 'IIIIIuu u IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IRC 2009 YAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 244 OF#16BTA LOAD DURATION INCREASE.1.15 1.2=( .54) 72 2-4=1-182) 0 BC: 204 DF#16679 SPACED 24.0'O.C. 2.3.(-102) 194 TC LATERAL SUPPORT<=12'0C, UON. LOADING BC LATERAL SUPPORT<=12•0C. UON. LL( 25.0)•OL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 800 AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0• 0.0' TOTAL LOAD= 42.0 PSF 0'. 0.0' -55/ 384V -183/ OH 5.50' 0.81 OF ( 625) 4'- 8.5' .135/ 214V 0/ OH 1.50' 0.34 OF ( 625) Connector plate prefix designators: LL=25 PSF Ground Snow(Pg) 8'- 0.0' 0/ 75V -183/ OH 5.50' 0.12 OF ( 825) C,CN,CI8,CNI8 or no prefix) =CompuTrus, Inc u,U20HS,U18HS,M18=UiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. COND. 2: Design checked for nat( 5 oath uplift at 24'oc s➢ac In VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL OEFL= -0.002' @ -1'. 0.0' Allowed= 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL OEFL= -0.003' @ -1'- 0.0' Allowed= 0.133' MAX LL OEFL= 0.000• @ 0'- 0.0' Allowed= 0.139' 4-09-04 MAX TL OEFL= 0.000• @ 0'- 0.0' Allowed= 0.185' T 1 VAX BC PANEL LL OEFL= -0.045' @ 3'- 6.6' Allowed= 0.354' MAX BC PANEL TL OEFL= -0.095' @ 4'- 1.4' Allowed= 0.472• -f 12 MAX HORIZ. LL DEFL= 0.003' @ 4'- 8.5' MAX HORIZ. TL DEFL= 0.003' @ 4'- 8.5' 10.00 7 ,A This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verity that this parameter fits with the intended use of this component. Design conforms to main windforce-resisting O system and components and cladding criteria. 4 Wind: 110 mph, h=25ft, TCOL=4.2,BCOL=6.0, ASCE 7-05, o Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. cs G --=m4 y 8-2.564 ��0p PROFESS/ b l J, ) (1�,.6 1 1-00 [PROVIDE FULL BEARING:Jts:2.3.4I 8-00 AI • �OR'00N� m 0y Ge�26.'k9 `(2 G�)A.JOHNS'4,//4//3 JOB NAME: SAGEBUILT 3926 - J4 EXPIRES 6/3011 Scale: 0.5377 WARNINGS: GENERAL NOTES,aaeo othervm.noted. I.Budder end ennon connector should be edv.ed of•I Gene.Nobs I Th.design a basal enly upon Me...Nos shown ern m for en individual Truss' J4 and Warnings.fare meo-ud,on...non. b,mmg oeecon.m_Anpuubaay ofdenpn saran...endwoes AI IO 1}b..- 2.b4nnpreason..b bn.ng met b.,neGe.dseen shown•. , moretbn of component as iMnepowWdy of iMb,aGng designer 1Y 3 55° I brrporery bradiq,...........4 during<cr.VUaon 2 Gaston enunee the lop and bottom lords b be laterally braced et W Y - DES. BY: MJ 4 she responsibility of the erector,Add.mml /bed I roe end et le o c.mpeeweN unless bend throughout Mdr YrtpqmM a 'r / Q galleon Massing sheathing such eslw Aoadaheetbrq(TC edlar dry..e(WCj7 Q- DATE: 6/14/2013 t..vane.......rho nespomibhM of the holden designer. 3 a ti:wd ridging or leMrel bred,p required where shone•• to �• ' •No load should be epWed to em component unTU after all Laming and 4 Imteehibn of nun u the reezerabday of the respect.corr.., /- `` V Q SEQ.: 5561298 nnenens are nnpYb.nd at ro pro should a,loads give.than 6.Donn ewer=Misses ere to be used n a non-corrosive ernromenf, �/ Z TRANS ID: 370989 5 Compere.bets h•no nandihmmi pmcomponent r coes no responsibility for the w en br-ary nb"ing." . S.Ds °Z...."beamryne.wppom Hawn Sim or wdP# ri-i febriubon,lending.shipment and nWnemn of components 7 D..1 eiwrtee.4. ,4reu.p..yl.wdsd - '_ �"' II�III�IIIIIIIVIIIVIIII�IIIII�IIIIIIII a M.We�smmnMdsubwamm.hmntomMdaPony B RabsWdb.bobdnbobbonal Ova..ndpY�u Mee owr 224 iPUWTCA in SCSI,rapes of which wdl ba MnuMd upon mount oats=node eM Ant confer Ion 41f.0 MITek USA,Inc/COm alrus Software 7,64-SP5(1 L)-E 10,Frrbbeec=Wen see p despn Sues w ESR.1311,ESR-I908(INTek) q . 1 S!ONAL G//.// " ' - .- " IIIIIIIIIIO This design prepared from computer Input by u PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IRC 2009 VAX MEMBER FORCES 4WR/GDFICq=1.00 TC: 2x4 OF Wt6BTR LOAD DURATION INCREASE= 1.15 1-2') -54) 72 2-4=1-177) 0 BC: 204 OF W76BTR SPACED 24.0' O.C. 2.3')-131) 171 IC LATERAL SUPPORT 4. 12'0C. UON. LOADING BC LATERAL SUPPORT 4=12.0C. UON. LL( 25.0).0L( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT VAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD= 42.0 PSF 0'- 0.0' -581 4224 -178/ OH 5.50' 0.68 OF ( 625) 5'- 10.9' -113/ 105V 0/ OH 1.50' 0.30 OF (625) Connector plate prefix designators: LL=25 PSF Ground Snow(Pg) 8'- 0.0' 0/ 94V -178/ OH 5.50' 0.13 OF ( 625) C,CN,CI8,CNIB (or no prefix) =CompuTrus, Inc U,U2OHS,UIBHS,M16=MoTek UT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING YET. CONS. 2: Design checked for net/-5 pafl uplift at 24'oc spacinm.1 VERTICAL DEFLECTION LIMITS: LL.L/240, TL=L/IB0 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL. -0.002' 0 .I'. 0.0' Allowed= 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL= .0.003' @ .I'. 0.0' Allowed. 0.133' _ 5-11-10 MAX LL DEFL= 0.000' @ 0'- 0.0' Allowed= 0.079' VAX TL DEFL. 0.000' @ O'- 0.0' Allowed= 0.105' 1' 1 MAX TC PANEL LL DEFL= 0.130' @ 3'- 4.6' Allowed= 0.478' -/ MAX BC PANEL TL DEFL= -0.127' @ 4'. 1.4' Allowed= 0.472' MAX HORIZ. LL DEFL= 0.003' @ 5'- 10.9' MAX HORIZ. TL DEFL= 0.004' @ 5'. 10.9' 12 10.00 This truss does not include any time rdepenin the total deformation for long term loading total load deflection. The building designer shall verify that this parameter ruts with the intended use of this component. Design conforms to main windforce-resisting system and components and cladding criteria. as Wind: 110 mph, h=25ft, TCOL=4.2,BCOL=6.0,ASCE 7-05, eo Enclosed, Cat.2, Exp.B, MISERS, Interior zone, load duration factor=1.8, Truss designed for wind loads in the plane of the truss only. es rAllio -/ 0 4 M-2.5x4 ,<�JI PROFESS/ C.S �G6NE•F.. 02 I; <0 I iA y 1-00 l Ilii 4 B-oo 1 . . ORION c m 09✓-)'26. -9 `p? G�)A.JOtNS /l¢/l3 JOB NAME: SAGEBUILT 3926 - J5 Scale: 0.4822 EXPIRES 6/30/13 • WARNINGS: GENERAL NOTES.unless otherwise hobo �.�O� 1 Builder and erection oncectpr should be advised of ea General Notes 1,The design a based one upon the parameters shorn end o for an,ndmduer Truss: J5 and Warnings before construction commences. burknq component Applicability of design parameters and proper - ^ fv;S 2 ha compassion web bracing must be instal.vicar.shown• Man dr emwnent m the rneTonr b,Illy dr rare bas bm:17 r VV 3 Addeo.temporary bmarp to leers RNliry during co^.....n 2 Oesmn assumeso c tdp eM vely unless s braced he Ntsrale braced at W ��r O' DES. BY• MJ h me responsibility of the erector Addeo.pemwrwm braamg of r n p and et ten en respectively a ply leas baud meuehem dhbiel(B try J . i{I r/' nknead etwemnp Wend bracing o,d Mien coder dryssse(BC) DATE: 6/14/2013 memoral aumve leIhe to amaNerymrarenalldny ag brad 3 continuous of bus a le.ralmmraraRVrrae were mom.. 1�!{} ,!' ' No bM shred he applied N any ppmmpnant mm load m bracing and 4 sof buss le mw e.petwml a of the reaped.a envroor �/ f 1'=- x SEQ.: 5561299 net.roe.rash,pw.and etmnm..newd.mbemgra.Nrwn s o..roe.nun..w.e...emb.peed,n.mpnmmp,m..mr.emm.m. design bads be Niched m any...nee and e for'dry mndlmn of use TRANS ID: 370989 5 Cnnwn.,Nammrrootoverandassunw.....p.n..tyladr a Dag..ewelullbeenegat all suppomahownsNmorw edgea Nbncabon,hendeng,shprrwnt end nstalletwn of components 7.Coogn assumes @deco.dre,nage is provided ' �it. I II VIII 111111110111111111111 5 The design w furnished sub,.b the lineations set form by 5 Flees shall be lose.on both lees of base,end awed so then center l 17.? TPINVfcA In ECM,copes of which will he furnished upon request rams indicate vat loot unto oche 2 @43 MiTek USA,Inc7Comp7lrua SoBwere784-SPS(7L}E to carbaero met sea plate design vawas see EOR.1311.ESR-1905(ImTeq •5 RECl4243 570NAL IP/I¢/I3.. ' . . - , ,;. III III HN 1 This design prepared from computer input by cal PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IOC 2009 MAX MEMBER FORCES 4WR/GDF/CR=1.00 TC: 204 DF 816BTR LOAD DURATION INCREASE= 1.15 1-2=1 -54) 72 2-4.1-173) 0 BC: 204 DF 8168TH SPACED 24.0'O.C. 2-3=(-t61) 193 TC LATERAL SUPPORT on t2'OC. UON. LOADING BC LATERAL SUPPORT a=12.0C. UON. LL(25.0)001( 7.0)ON TOP CHORD= 32.0 POE BEARING MAX VERT HAS HORZ BOG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 POE LOCATIONS REACTIONS REACTIONS SIZE Sl.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD= 42.0 POE 0'- 0.0' -69/ 485V -1731 OH 5.50' 0.78 OF ( 825) 7'- 1.3' .88/ 202V 0/ OH 1.50' 0.32 OF (825) Connector plate prefix designators: LL=25 PSF Ground Snow(Pp) 8'- 0.0' 0/ 167V -173/ OH 5.50' 0.27 DF ( 825) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M20HS,BIBHS,H18=M1Tek UT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S)SPECIFIED BY IRC 2009. 'COND. 2: Oasimn checked for earl-5 psfl uplift at 24'oc specie..( THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, 11=1/180 MAX LL DEFL= -0.002' @ -1'- 0.0' Allowed= 0.100' 7-02-01 MAX TL DEFL= -0.003' @ -1'- 0.0' Allowed= 0.133' 1 1 MAX LL DEFL= 0.000' @ 0'- 0.0' Allowed= 0.018' MAX TL DEFL= 0.000' @ 0'- 0.0' Allowed= 0.025' MAX TC PANEL LL DEFL= 0.301' 6 4'- 0.3' Allowed= 0.583' MAX TC PANEL IL DEFL= -0.349' @ 3'- 9.6' Allowed= 0.874' MAX HORIZ. LL DEFL= 0.003' 8 7'- 1,3' MAX HORIZ. TI DEFL= 0.003' @ 7'- 1.3' 12 This truss does not include any time dependent 10.00 = deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: I/O mph, h=25ft, TCOL=4.2,BCD1=6.0, ASCE 7-05, c Enclosed, Cat.2, Exp,B, MWFRS, t0 interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 81 F� - 4 ��R�o PR- d'a,, 8-2.5X4 t� ��GINE- .. p2 k,(1 %e y 1 b - .-AIORIeNct, 1-00 EROVIOE FULL BEARING:Jts:2.3.41 8-00 ✓G 9� Z C.y (fr26,1 CT G/°A.J0 kvtkc2 ro//117/3 JOB NAME: SAGEBUILT 3926 - J6 EXPIRES 6/30113 Scale: 0.4454 WARNINGS: GENERAL NOTES,unless amremee mbq �.�OH I Boa.,aMGreaten contractor sloe.be adrned of e•Gene.Nat.a I.The dean a heed my upon the p.Mnelerssheen end a for enmdrv,EUI Truss• J6 and Warnings before consbumon comrences, bulema mmco,wm Applicability of dean erarnters end proper 2 2.4 mmpeenn vwb bracing must be Inwotl.d where shown.- incorporation of component is the reepemiMldy of 1M budang designer 91 v I� - 3 Add''''."..."/beorq m uoure mbddy eudnp maevciion 2 Dasgn assure.the IoP entl babom chords m he fatereay breed et +VVV O DES. BY MJ come aspen:W.4r of the erector.AEdebml permremenema of zpi area MtDa c-rech es py Notmemomm,gnd/mess Ianmh). 1 m tle weal nrmrre aMe nMbl far baud rdnudeehe.mrnom.vaa.pryawoa shaemunp(rc).nNOrdrywsNeD). DATE: 6/14/2013 repo ay o mg doper- 3 is Imp n brava Were/breong remised where sheen.. �� �' �'t. 4 No Ned L,euld be ea..to any component unN Idler all bracing aM 4 InstalM.of buss a Ile respemabday of me respect.mntrador T+ Q SEQ.: 5561300 fasteners we complete and am any should.,loads granter Man 5.Deagnan mew anto be toad in•non-mrmalmemanment. / bean bads be applied to any component m Ma for'thy condition'of use TRANS ID: 370989 5-comMTme he m cord.ever area swarms no mpomibmy f o r a'e aeawpmshmaemq M en e•ppmbalwn Sammwda a 1 , bmlabon,handing.smprent and nWemtbn of co pon.mb 7.Design assumes adequate a=..g.Is provided. �i�^ S Gsdnlgn u lumMad subsea t tie limietdm she forth by 8 Plates Mall he looted on both faces al trues,and placed so m.irmnn.r • --I-47;;u'. III uuVIII VIII VIII VIIIIIIIBIIII TPIk USA nnc f mopsofwhop van wherMni 4-0uponL-E batmeeevainlore/carder Iles c 1 24za3< mW@III mW@III,,mill ,811111 II a Digits Indicate sae of paten inches- 'TT 1 MITek USA,Inc/CampuTrue Software 784-BP$(i L)-E tp,For ham connecter plan.cape valves sea ESfl-1311,ESfl-1e8B(MITek) „ p, �1stE1ti SiONAL G//¢// , 11 1111101111 This design prepared from computer input by W PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2009 MAX MEMBER FORCES 4WB/G0F/Cq=1.00 TC: 204 OF 016BTR LOAD DURATION INCREASE= 1.15 1-2=( -54) 72 2.5=(0)0 BC: 204 OF al&BTR SPACED 24.0' O.C. 2-3=(-190) 213 3-4s( -27) 20 TC LATERAL SUPPORT c=12•OC. UON. LOADING BC LATERAL SUPPORT 4.12'0C. UON. LL( 25.0).01( 7.0)ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRO REQUIRED BBO AREA OVERHANGS: 12.0' 4.5• TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) Cr,. 0.0' -76/ 509V •170/ OH 5.50' 0.81 DF ( 625) Connector plate prefix designators: LL=25 PIE Ground Snow(Pp) 7'- 9.2' 0/ 209V 0/ OH 5.50' 0.33 OF ( 625) C,CN,CI8,CN18 (or no prefix) =CompuTrus, Inc 8'- 0.0• -90/ 259V .170/ OH 1.50' 0.33 OF ) 625) M,M2OHS,MIBHS,M18=MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S)SPECIFIED BY IRC 2009. ICOND. 2: Design checked for net(-5 55fl uplift at 24'oc epacinC THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. y VERTICAL DEFLECTION LIMITS: LL=L(240, TL=L/180 MAX LL DEFL= -0.002' @ -1'- 0.0' Allowed= 0.100' MAX TL DEFL= -0.003' 0 -I'- 0.0' Allowed= 0.133' MAX LL DEFL= -0.000' 0 8'. 4.5' Allowed= 0.037• MAX TL DEFL= -0.000' 0 8'- 4.5' Allowed= 0.050' a MAX TC PANEL LL DEFL= 0.506' 0 4'- 5.6' Allowed= 0.655• MAX TC PANEL TL OEFL= .0.524' @ 4'- 6.3' Allowed= 0.982• 12 MAX HORIZ. LL DEFL= 0.002' @ 7'. 9.2• 10.00 17 MAX HORIZ. TL DEFL= 0.002' 0 0'- 5.5• This truce does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. cm o Design conforms to main Windforce•resisting sr system and components and cladding criteria. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0,ASCE 7-05, Enclosed, Cat.2, Exp.B, UWFRS, interior zone, load duration Tactor=1.6, Truss designed for wind loads in the plane of the truss only. ea o 5._ • = 0 PRO'? M-2.5x4 CD.0 NGINE" O. 'V Q' I A 1• 1' 1 l - OR 00N 1-00 'PROVIDE FULL BEARING:Jts:2.5,3I 8-00 0-04-08 G ° 41-26,' As ,i°A.JOHNS'4,//4U//3 JOB NAME: SAGEBUILT 3926 - J7 EXPIRES 6130113 Scale: 0.4370 WARNINGS: GENERAL NOTES.uSm oe.m.e note. I.Budder as ere..contractor should be advsed of al General Notes I Thm aesgn b based cob upon the paran.sre eaww as s for an indwmwl a Warnings before anmrudbn wanenoes, W,MOs conpenenl.fl lei S M of design summates end N Truss: J7 z 2.1wmweeewn web.0.,amb.comb.velem shown. incorporation of component uto mswa4mM of the wui dessar - '1 �i1 O. 3 Amwor.l tempcmn nacinp m mere mabnM durmg mnabuaion z ,assumes to rap and bottom chords robe Web.braced et W .i 77'/ DES. BY MJ ra to responsibility of the erector.Addtwnel p.m.int bracing of Z o e and at IC o e respectively unless mow throughout men length by s 1M o=.ae structure s the re bl of tlw build be continuous m.athlog so..:bracing sheethng(TC)ender...NBC) r. DATE: 6/14/2013 apowr M building war. 3Is Impact bridging or meralmcing sus.where oho... \lt• 4 No bed should be es.d a any component ante after all bracing and •Instable.or WY is the espurabdM m la respective comraater t41, SEQ.: 5561301 faste n„.are con..b end etnobra.should any beds greaterwn 5 De si grassumes busse sare tob eusedmaan.prros..eneaonn.m. I ' dsagn bads be appeal w end component ate ere M'dry band5On'of use.-� - TRANS ID: 370989 5 Co pure has no mNal over and aawm.e no reapons.ty con to e C..an..........an,...au...Sewn Sh.....d"' abnaben.salmi.Nrpamand.Semmes of conewne. 7 Dingo ryisspas adequate dnk.ge.preveled J.j'::!: e Tha Sewn.Nm.ad subs.t Me bmabone M forth by B Pans.Aldbond on ben a�of bup.snd paced so then center .Q 'r I.7i.. .TPIWIr..A in SCSI.comes of eli.twil be 11111111111111111110111111 MTek USA,Inc ompuTrve Software 784SP5(1L}E t 10. cox n.aorrpmea.gmn were see ESR-13tt.ESR.teea(,.Nme) eye rQ ��3F - O CIS ER SIGNAL (ell11�/3 ., ,7 , , ` I"IU UlHi This design prepared from computer input by UI PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.9' IRC 2009 YAX MEMBER FORCES 4WR/GOF/Cq=1.00 TC: 2x4 OF 0I6BTR LOAD DURATION INCREASE=1.15 1.2=) -54) 72 2.5=(0) 0 BC: 204 OF 1/16BTR SPACED 24,0•O.C. 2.3=(.175) 194 3-4=)325) 151 TC LATERAL SUPPORT c=12•0C. UON. LOADING BC LATERAL SUPPORT o=12•0C. UON. LL( 25.0)t0L( 7.0)ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING VAX VERT MAx HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0• 0.0' TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.I4. (SPECIES) 0'- 0.0• -85/ 4880 -201/ OH 5.50• 0.75 OF ( 625) Connector plate prefix designators: LL=25 PSF Ground Snow(Pp) 7'- 9.2' 01 1950 0/ OH 5.50• 0.31 DF ( 625) C,CN,C18,CN1B or no prefix) =CompuTrus, Inc 7'- 11.2' -203/ 5410 0/ OH 1.50' 0.89 OF ( 625) M,U2OHS,G18HS,M16=M1TOk YT serl05 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 6.9' -267/ 460 -201/ OH 1.50' 0.07 OF ( 625) LIVE LOAD AT LOCATION(S)SPECIFIED By IRC 2009. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. tOND. 2: Design checked for net/-5 osfl uplift at 24 '0c s0aclno,I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=C/180 MAX LL DEFL= -0.002. 0 -1'- 0.0• Allowed= 0.100' /12 MAX TL DEFL= -0.003. 0 -1'- 0.0• Allowed= 0.133• MAX TC PANEL LL OEFL= 0.259• @ 4'- 2.2• Allowed= 0.655' MAX BC PANEL TL DEFL= -0.216• @ 4'. 1.4' Allowed= 0.472• YAX HORIZ, LL DEFL= 0.003' @ 0'. 5.5' YAX HORIZ. TL DEFL= 0.003' @ 0'- 5.5' This truss does not include any time dependent deformation for long term loading (creep) In the total load deflection. The bullding designer shall verify that this parameter fits with the Intended use of this component. Design conforms to main windforce-resisting system and components and cladding criteria. o o Wind: 110 mph, h=25ft, TCDL=4.2,8CDL=8.0,ASCE 7-05, Enclosed, Cat,2, Exp.8, IWFRS, as interior zone, load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 4. °o ' �-Qz' .�GINE. X02 el 'A �� , . /►t1 ...6 1 1, 1 1, - ORO•Net, 1-DO 8-00 1-06-14 vG � =4■' 6.,9 U IPRD @IDLTULL BEARING:Jts:2.5.3.41 9G� 2 %f.�A d OH G/lft/l3 JOB NAME: SAGEBUILT 3926 - J8 EXPIRES 6/3011 Scale: 0.3966 WARNINGS: GENERAL NOTES,unless otherwise noted 1.ender and*melon connector should be a0na0d d al Gomel Nona 1,The deepen a based rob upon the pvenenm shown and a tc en mdmdusl N.3 O f Truss• J8 and Warnings before combudbm commences buddupe component Appllrabkty of design parameters end proper ca r `7 . 2.Ise compression web beard nue be petaled where shown.. Norsman al component n me re0DOwbtlM oltle WINnI 4AN,m.r. J 1;` 3 Addthoellerrporery bean.,.,mean Wbery dunnmmmbuabn 2.Dawn mums the top end bottom chords to be Wendy braced of W ar O` DES. BY: MJ a the raapora n09 of the erector.AddEn.w permanent broom,of an c.am et 17 o c.respecbv.N unless braced mreu,MUt than length by ' Omaa aheeNn,wig,ea plywood shnthmn(TC)ender d y...1(5C). Qe DATE: 6/14/2013 the oww. a me loony cony at the building andrer. a n treedbePd or tenet emend reeveed where ahcwn.. 1� �' 4.No.m"N.VWbe appedto one=oorem until alter all 1..n...a a bmnebon of bus n led reapon0Wdy of the respective bo00on. ,( ', t O SEQ.: 5561302 WNenn ere correleleend etlo lure Noted.mWadsgreater then 5 Boston.ssores Maass ere et be used inanomm�osneenaonnem. �/ r1 dndmbada be spoked to em cormomm end an Mary pompom'of use. /T TRANS ID: 370989 s CormPTree.ammlmolOM end assumes nomoons�e*tor the N o eeadneemube.......neuppomehawl ShmarweaPe ?if Wbmbon.banana.,.mprra&end nNNhmm of components 7.Owen assume.admen.droned.a presided_ .•. , 9 The dndn efumehed urged to the fmAbam to lrmh by 5_Pelee Es load ed on bob face of buss,and Plead n one center ' './7 f,. I@@III III@(II�I VIII I@6I VIII VIII IIQ II61 TPbVRCA in SCSI.,Des of whwA.-n1 W M1unnhad open model pound.web pm ate el pros. III II III 'I II ,1Y11 II B Odd.ndoee sae efpWe n ndna MITek LISA,Inc 7COmpiTNB Software 7 6 4-OP5)f LEE 10 For basic connector plea design values see ESR 1511,ESR.1985(Wok) -lO Rb.s .V 4,//i1/1 u IIIIIIIIII I This design prepared from computer input by UI PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 9.3' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 244 OF MIBBTR LOAD DURATION INCREASE= 1.15 1-2.( -54) 72 2-5=(0) 0 BC: 244 OF 416BTR SPACED 24.0'O.C. 2.3=(•146) 224 3-4=(-300) 121 TC LATERAL SUPPORT<=12'0C. UON. LOADING BC LATERAL SUPPORT<=12.0C. UON. LL( 25.0).0L( 7.0) ON TOP CHORD= 32.0 PSF IL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ SRI REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'. 0.0' .65/ 471V -225/ OH 5.50' 0.75 OF( 625) Connector plate prefix designators: LL.25 PSF Ground Snow(Pp) 7'- 9.2' 0/ 198V 0/ OH 5.50' 0.31 OF ( 625) C,CN,C18,CNIB (or no prefix) .CompuTrus, Inc 7'- 11.2' -188/ 472V 0/ OH 1.50' 0.60 OF( 625) S,U20HS,M18HS,M16=MiTek YT series BOTTOM CHORD CHECKED FOR A 20 PIE LIMITED STORAGE 10'- 9.3' .200/ OV -225/ OH 1.50' 0.00 OF( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM 0 10 PSF. (COND. 2: [lesion checked for net(-5 psf) uplift at 24 'oc soacino.I VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/IB0 MAX LL DEFL= -0.002' @ -1'- 0.0' Allowed= 0.100' MAX TL DEFL= -0.003' @ -1'- U.S Allowed. 0.133' • PAX TC PANEL LL DEFL= 0.299' @ 4'- 5.7' Allowed= 0.655' MAX TC PANEL TL DEFL= -0.300' @ 3'- 11.0' Allowed= 0.982' YAX HORIZ. LL DEFL= 0.004' @ 0'- 5.5' MAX HORIZ. TL DEFL= 0.004' @ 0'- 5.5' 12 This truss does not include any time dependent �j deformation for long term loading (creep) in the 10.00 V ' total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Design conforms to main windforce-resisting cn system and components and cladding criteria. c Wind: 110 mph, h=25ft, TCDL=4.2,6CDL=8.0, ASCE 7.05, Enclosed, Cat.2, Exp.B, YWFRS, os interior zone, load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. ����O PROP o 1F s= -, �� -tcGINF r '2 M-2.5X4 CY 1 ',A b 1 1 1 GOR'ORION pt, 1.00 8-00 2.09-05 09 (Y 26. , 4U= (PROVIDE FULL BEARING:Jts:2,5,3,4) G�D,y JINN`' 47//4(//3 JOB NAME: SAGEBUILT 3926 - J9 EXPIRES 6/3011 Scale: 0.3672 WARNINGS: GENERAL NOTES,unten otherwise no.. 1.Bulear end afar contractor should he adhered of a1 General Notes 1 The dear m based Dory upon the pren.tara shown ere is For an wndual Truss: J9 end ibm,nae before ceretructroncommences ddAmsanponent Applkwholryofdeagnp•r•metenmdprper ,' p,. NN OS.- 2.31 compneabn web Aawp rm.be..weed sm..ahem. incorporation of component is the nspoimtuldy of the budding designer. 3 Add.nal temporary bracing to ins.wben during construmon 2.resign.gum•s the rap and mMm MoNe m a faterapy braced•t a w i 0 . DES. BY: MJ am.responsibility of the erector_AddVbnel permanent bracing of zoc and at too c np•afvety unless braced throughout mar lenthby I ' IM ovn1 structure m the ten of the building des co!moos sheathing ouch es plywood areethmp(TC)anmor drewan(9C), ,y DATE: 6/14/2013 responsibility o rho gner 3 2x Mp•ct bridging or Intend beech°numbed where sham.. 1� !r0 a f�''' 4.No bee should be appliedm any component wed n 0.e11 dean°end a Irsfallahon of truss de the reepormalnof the...ore co..., ,{ SEQ.: 5561303 fawners w complete and st no brie should any Weds greater than 5 Deigns mums truss.,are to IN.. in a non.prosdw environment. '�/ % y tleelpn beds be applied to any component and are for'dry condition'of use _ TRANS ID: 370989 5 corrWTmeIra ne cormW overend•4wm.a ne nxpom,dbty br ew 8 Deign eeper.fug!manna at all suppam Mown Shim we..d r,. febep.bon.hanmEg,shipre.and swafamn m cempon.a 7,=mum.adequate w,nege a pawed, '/,.. 8 This design A enmeshed sueee W me Iapbpne sat forth b7 8 Mertes shell be hosted on log faces d Muss,and pteced o m•e center , '.17 . ess Imll�I�VIIIIIIII IVIIInl�(IIIIln TPWJTCAmSCSI,mp.sofw1tMvMa.hanehoduponnpwa 9 e501ar rn, 24243 II V� V II MITek USA.Inc COmfwT us Software 784-SPS(7L}E O For bask connecter prate design values see ESR-1311,ESR-tg88(MIT. ° b q� .. S/ONALF 411411 II 11101III This design prepared from computer input by II u u PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'. 3.8' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 244 DF 016BTR LOAD DURATION INCREASE= 1.15 1.2.(-61) 84 2-4=(0) 0 BC: 204 OF 016BTR SPACED 24.0'O.C. 2.3=(-69) 70 TC LATERAL SUPPORT 0= 12'OC. UON. LOADING BC LATERAL SUPPORT no 12'0C. USN, LL(25.0)■OL( 7.0) ON TOP CHORD= 32.0 PSF BEARING 1AX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) OVERHANGS: 20.0' 0.0' TOTAL LOAD= 42.0 PSF 0'- 0.0' .99/ 478V .61/ OH 5.50' 0.77 DF ( 625) 1'- 9.2' -86/ 41V 0/ OH 5.50' 0.07 DF (625( Connector plate prefix designators: LL t 25 POE Ground Snow(Pp) 3'- 3.8' .36/ 78V All OH 1.50' 0.12 DF (625( C,CN,CI8,CNlR (or no prefix) =CompuTrus, Inc M,M20HS,MI8HS,M16=Milek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2009 AND IAC 2009 NOT BEING BET. ICONS. 2: Oeaian checked for netts psfl uplift at 24'oc spacin0.l % VERTICAL DEFLECTION LIMITS: LL=L/240, TL.L/180 4.00 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL= .0.017' @ -1'. 8.0' Allowed= 0.167' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL= .0.020' @ -1'- 8.0' Allowed= 0.222' MAX TC PANEL LL DEFL. 0.004' @ 1'- 5.5' Allowed. 0.204' MAX IC PANEL TL DEFL= 0.004' 4 1'- 4.3' Allowed= 0.307' MAX HORIZ. LL DEFL= 0.000' @ 1'- 9.2' y MAX HORIZ. TL DEFL= 0.000' @ 0'- 5.5' This truss does not include any time dependent deformation for long term loading (creep) in the :I total load deflection. The building designer shall verify that this parameter tits with the Intended use of this component. Design conforms to main windforce-resisting system and components and cladding criteria. o o nu Wind: 110 mph, h=25ft, TCOL.4.2,BCOL=6.0,ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads rss-- in the plane of the truss only. Tr 0 !I-11111111111111 o/- 2 4'l -s M-2.5X4 1 ��„gip PROFS• - 1 1 1 1-08 2-00 1-03-12 �'�I ,6 A' (PROVIDE FULL BEARING:Jts:2.4,31 I . ORION ON c o �G�A2J6O.°NNm y G� . G//41//3 JOB NAME: SAGEBUILT 3926 - SJ1 Scale: 0.8180 EXPIRES 6/30/13 WARNINGS: GENERAL NOTES,unless oaemv noted �OH I Made and nac9on convenor Mould be ednaed n all General Nolen I,TN,a ewer s baud=N upon.pnm•I.ra s..and a for...duel.Mladuel and AWmngs before=radon*,commences. 50:09.p component AppUmd0y of ddlpn parameters and proper 2 z..*mp..a*nwba.dnPmmw„wardwroroanp rporauonm.amp,•m*therespons,.ofM•wadingaawner N TrUSS: SJ1 1/\ 3 Md..,nmperary hnarrp to mwr•8.83.8 dunn0.3"....^ 2.Dawn assures the*p aM to.om done to be laterally bra=d at W DES. BV• MJ a me rnporubilay of the ergs.Addalonal par enam butane of c o.end at 1e a.au=pecan*ply unless braced throughout dry 3rrpm) L ' Q rasa..aoammg=a.eplyngeaah•ammm1.no..n Y.• l(BL) Q' 1 DATE: 6/14/2013 to.ads spider te e l responsibility any comp n nt•lelnw,w,ad brew 4.Irmen n*mus or Me al prang required=wen shown.. / ! � 1M '. a Noleds.r. rrap.antoany amreemm any Meer gbraanheM 4 Desint.nWbuss IsVe rs to o be useofm.rnpen*.Snronpr O SEQ.: 5561304 Nn.onemm�mletemdnrp9n..rounaml.aagnanrwn s o..lgn..aa,eawaae..rooaM.ee.,rn��,wsa..,ab.nm.m. '/fb _ Z amen bade be appe*arty component. M era...acondnro n un �/ TRANS ID: 370989 5 C.rrwTrsnu no wan..a•r and ass,msoroap.,eummy for Me a N.*.aasn e."1...n3........s*am,S''..r,..dge. Ar%a fabr*aon.9IIng.nnprre 4 end nmllab,of conponads 7 wasp,a a...dramas a wove. ..'l.ly,: e This design a rumaod=bl.tl teas lmaaom set form by 8 Plans snail a loaded Olt both boas of gun,and pieced=then ca.r 14/L 111111111111111111111111 TPVWPCA n SCSI=pies of 00,4,will a hmuhetl upon squat arms=mode nimr pd=deer lima a ogneen.aaaa sna.a 24243 as MITek USIA,Ina7Compu7rua Software 7 fi 4SPi(1 L}E 10.For box conn•a.r pl.=asp.loss see ESR-1311,ESR.1es8(WT.) r •�.04...R`LrtS Gv SSrONAL ulllll111 This design prepared from computer input by u u W PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.7• IRC 2009 YAK MEMBER FORCES 4WR/G0F/Cq=1.00 IC: 2x4 OF MILBTR LOAD DURATION INCREASE= 1.15 1•2=( .61) 84 2-4=(0) 0 BC: 244 DF WIBBTR SPACED 24.0' O.C. 2.3./-117) 125 IC LATERAL SUPPORT C=12'0C, UON. LOADING BC LATERAL SUPPORT<=12.0C. USN. LL) 25.01CIL) 7.0)ON TOP CHORD= 32.0 PSF BEARING MAX VERT YAK HORZ BRG REQUIRED BOG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 20.0' 0.0• TOTAL LOAD= 42.0 PSF 0'- 0.0' -92/ 462V -95/ OH 5.50' 0.74 OF ( 625) 1'- 9.2• -85/ 193V 0/ OH 5.50' 0.31 OF ( 625) Connector plate prefix designators: LL=25 PSF Ground Snow(Pp) 6'- 7.7' -75/ 160V -95/ OH 1.50' 0.26 OF ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc Y,M2OHS,M18HS,M18=YiTek UT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREYENTS OF IBC 2009 ANO IRC 2009 NOT BEING YET. ICONS. 2: [lesion checked for netl-5 osfl uplift at 24'oc spaeln0,I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VAX LL DEFL= -0.017' 0 -1'- 8.0' Allowed= 0.167' AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY. MAX TL DEFL= -0.020' 8 -1'- 8.0' Allowed= 0.222' MAX BC PANEL LL DEFL. -0.005' 6 I'- 0.1' Allowed m 0.054' MAX BC PANEL TL DEFL= -0.006' 0 1'- 0.1' Allowed= 0.072' YAK HORIZ. LL DEFL= 0.001' @ 0'- 5.5' 12 y MAX HORIZ. TL DEFL= 0.001' @ 0'- 5.5' 6.00 This truss does not include any time dependent Il deformation for long term loading (creep) in the lA total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Design conforms to main wlndforce-resisting system and components and cladding criteria. o Wind: 110 mph, 11=25ft, TCOL=4,2,BCOL=6.0, ASCE 7-05, cO Enclosed, Cat.2, Exp.B, YwFRS, o interior zone, load duration factor=1.6, en Truss designed for wind loads in the plane of the truss only. cd v--t o �- 1 8-2.5x4 .<<?' PROFESS; c. •NGINFF. 04,, •L I A y y >- .1 c 11111r 1-08 2.00 4-07-11 (PRVI FULBARINGJts2.43I - OR 0 'N 4 G ‹) 4i"26.,9 ? ,`V JOB NAME: SAGEBUILT 3926 SJ2 EXPIRES 613011 Scale: 0.5846 WARNINGS: GENERAL NOTES,union od.,v4aenomw- 1.Budder end eredlon convenor should be adveed of ell General Notes 1.This design is based only upon the promoters shown and Is for en Indlvlduel Truss• SJ2 and Warnings Sic,.construction commences. budding component Applicability of design p.o.e.'s and tower sir !e -N 1\ ' 2.2s4 mspefwn web bracing oust be msfalled whale shown s. incorporation of component a the responsively of the Wi designer. aV 3.Atldwohal temporary brwnp to Irdun stables durelp comtrud.n a Deags assumes the top Iobam saes a dl Sena;Mooed a NV. 1�1 4.,,,,„;,,,,0 DES. 6Y' MJ mtheresporabuuy afar erector.;Abs.!permanent beano of zoc.and et l0ac h.oWly eaa breodleo„pl.ul than Yrge mr D�e s m.awns strums n new reeppnRNI of the b Cnead E..h.9 eua era plyw od sAest gircr:4 pr drywaerki- ` 1 DATE: 6/14/2013 M designer, 3 2s°hoped aeyna or Menl brag reposed where shone.. a, �� �,. ■ No bed should te applied to any component until enter all badrg and •BRAAA sirtiuea Nm.refpmabW.of Ole reaped.c.o.d.. /- Q SEQ.: 5561305 .. ens are mnpbe ended no P.should em beds grew than 5 Denooaa,m.Waua are b be used in a nonmreue emran,nnt. �f�1/ .'l+ x lesson beds be.pgled a em es... a D for'drym MI tearing ei en supports Mown sham,arwwae ►'/ F'� TRANS ID: 370989 5 corrp uTndhasnmmnloverendwiener.mr rn.,... 0,w tabroben.handling,shipment and nmpatbn of...nabs 7_Demon... .s adequate denage d pro=Wd i.•IS 'nI 1nI IY1 1Y�I III �11I a The dugs a rumehad eutsed a P.IS,btiwe eat forth try m Rates shell be Imbed on basil h®Al hut.end and pieced Sc emir Centel ..I/ "�leste coined.with OM center ares I IIIIII UI'I(III VIII(I'll lull DIQ III IIa TPINSTCA $q Inc OmPUTNR Software 7 8 4$PS(1 L)Eel 10 Po bask mn connector pl.design values s.ESR.1311,ESR.I988(M T.) 24243 p aaMll NNN aaMll •. •�O,t�,,ftISIO:40 ' ' S10NAL ill I1IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7' IRC 2009 VAX DEWIER FORCES 4WR/GOF/Cq=1.00 IC: 204 OF 2400F LOAD DURATION INCREASE=1.15 1-2=( -61) BO 2-4=(0) 0 BC: 2x4 DF M16BTR SPACED 24.0'O.C. 2-3=(-174) 157 TC LATERAL SUPPORT a=12'OC. UON. LOADING • BC LATERAL SUPPORT cc 12'OC. UON. LL( 25.0)*DL( 7.0)ON TOP CHORD= 32.0 PSF BEARING SAX VERT MAX HORZ BRO REQUIRED BAG AREA OL ON BOTTOM CHORD= 10.0 POE LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 20.0' 0.0' TOTAL LOAD= 42.0 PSF 0'- 0.0' .101/ 317V -128/ OH 5.50' 0.51 DF (625) 1'- 9.2' -196/ 473V Of OH 5.50' 0.76 OF (625) Connector plate prefix designators: LL=25 PSF Ground Snow(Pp) 9'- 11.7' .113/ 242V -128/ OH 1.50' 0.36 DF (670) C,CN,C18,CN18 for no prefix) a CompuTrus, Inc U,U20HS,618HS,Y16=MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: [lesion checked for net)-5 oaf) uplift at 24 '00 eoacinm.1 REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING YET. VERTICAL DEFLECTION LIMITS: LL.L 1240, TL=C/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL. -0.017' @ -1'- 8.0' Allowed= 0.167' ANO BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL= -0.020' 0 -i'- 8.0' Allowed= 0.222' MAX BC PANEL LL DEFL= -0.009' @ 1'- 0.1' Allowed= 0.054' MAX BC PANEL TL DEFL= -0.012' @ 1'- 0.1' Allowed. 0.072' MAX HORIZ. LL DEFL= 0.001' @ 0'- 5.5' MAX HORIZ. TL DEFL= 0.001' @ 0'- 5.5' -" This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the 6.00 12 2 intended use of this component. Oesign conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=25ft, TCOL=4.2,BCDL=6.0,ASCE 7-05, Enclosed, Cat.2, Exp.B, SWFRS, c interior zone, load duration factor=l.6, Truss designed for wind loads 4 in the plane of the truss only. o SUPPORT TOP CHORD I cug o1 rw- 2 = q._, y ���p. . 6:S 1 N-2.5o4 '� f� �caO,tNFF, oy 111l' 1-08 2-00 -11-tt OR e N Co 0y G4'26.'s m,l0=: G/04.JON‘c'4,//4//3 JOB NAME: SAGEBUILT 3926 - SJ3 EXPIRES 6/3011 Scale: 0.4548 1_Sue OS: GENERAL udhnouprnoemad •Y r JOH 1_ WARNINGS: aresan arlhector Nbutl be advised of el General Notes I.7h.dbsen.Waun efR Mono panrrwan shown end ebre,utla,m.l Truss• SJ3 end Warnings before coa.nB no agates W c.pc component Appkab the of design parameters and proper - I`I 1 1.- 2.2r4 compression web beam raft be tnsaged.Mors shown.. corporatbn of component.d.rewptebday of the W idag downer_ ) . ]AGdi.bml Iarmonry a.arp a imun mhay during comtructbn 2.Design satsuma the cop and bottom ono.to be aareey brand at W r DES. BY MJ .the reapor.thtby of the erector.Addbbiul pememnt dump of roc and at lM o C.lespeaaelr unless braced throagl.ut Mew length by e �r'C/ Q Me pewee is the wrong acts continuous sheathing win act.rywsod eneeuvlgt7Cl arldbr dryeeeleC) Q' fit DATE: 6/14/2013 raspbnnblltyor uq igner. 3 za°srpact bmgmg or.ral ueeng required vnere snow,.. I A l', a,No bed Nook'be applied to eery component one sear all breong end 4 Installation of truss is the responslbllM of Me respeGl'w contractor. O SEO.: 5561306 astemn are corm..and abmema should any bamoruarnen 5 Dew assumes Wwsenabe feed inarwn-armsaeenvironm.m, V r) '' Z design loam W applied to any component and are br'dry andbwn'of un. TRANS ID: 370989 S Corpul"me has m control over and sevens m reeamedty for the 6 ea..rr." ..',men auppnna firer'',sag vwdgua fabrication.handing.Npmnt and natalaan at arrymmoa. 7(been assumes effectuate Owego is provtled '/.:F- 8 The design.fum.btl warm lo thennNt.m sot forth by 8 Haas Nee be looted on bob hoes of buss,end paced w their cents L't7 tI'i I1DII Illy VIII Ill ll11I VIII Iil�Ills lId TPNYTCA n B(SI,copes of*loch win d furnished upon.your erg ae�s vAm plot Hoar Ilene W II II II mm111 9 Dins ndobeve of pets b ndra 21247 MiTek USA,In GA:OmpmTfu95ohWare7B4$PS(1L}E 10 For totem connecter pea deur vabraw Eon-1311,ESR.1988 Wok) �O,c�,R�ISTERV CS'SFILONJ 1ALL"6 &//iii " , ; , • nlH1111 This design prepared from computer input by II HI PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR)GOF/Cq=1.00 IC: 204 OF 016BTR LOAD DURATION INCREASE= 1.15 1-2.) -54) 72 2-4=).178) 0 BC: 284 OF 018BTR SPACED 24.0' O.C. 2-3=(.126) 175 TC LATERAL SUPPORT<=12.0C. UON. LOADING BC LATERAL SUPPORT<=12'0C. UON. LL) 25.0)001( 7.0)ON TOP CHORD. 32.0 PSF BEARING MAX VERT MAX NORZ BRG REQUIRED BRG AREA DI ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD= 42.0 PSF 0'. 0.0' .58/ 415V .179/ OH 5.50' 0.86 DF (625) 5'. 8.2' -117/ 190V 0/ OH 1.50' 0.30 DF (625) Connector plate prefix designators: LL=25 PSF Ground Snow(Pp) 8'- 0.0' 0/ 82V -179/ OH 5.50' 0.13 DF (625) C,CN,CI8,CN18 (or no prefix) =CompuTrus, Inc M,M20HS,M18HS,M16=e1Tek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 'COND. 2: Design checked for net(-5 p4TI uplift at 24'oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL.L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL= -0.002' 0 .1'- 0.0' Allowed= 0.100' 5-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL= -0.003' 0 -1'- 0.0' Allowed= 0.133' MAX LL DEFL= 0.000' 0 0'. 0.0' Allowed= 0.090' r T MAX TL DEFL= 0.000' 0 0'- 0.0' Allowed= 0.119' y MAX TC PANEL LL DEFL= 0.110' 0 3'- 3.2' Allowed= 0.459' MAX BC PANEL TL DEFL= .0.120' 0 4'. 1.4' Allowed= 0.472' MAX HORIZ. LL DEFL= 0.003' 0 5'- 8.2' 12 • MAX HORIZ. TL DEFL= 0.004' @ 5'- 8.2' 10'00,/ 4 This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits meth the Intended use of this component. Design conforms to main aundforce-rescstung c system and components and cladding criteria. c Wind: 110 mph, h=25tt, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, VMS,°' interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. , 9-2.5x4 ��REO PROPS D.0 tGINFF. 02 1 1A 411, 1 1-00 (PROVIDE FULL BEARINO:Jts)2.3.41 8-00 - -- OR ESN 0 0 ‹d „426. `O2 G,ca4 JON.y 6,/l¢/13 JOB NAME: SAGEBUILT 3926 - SPJ 1 EXPIRES 6130113 Scale: 0.5028 I WARNINGS: GENERAL NOTES,unless otherness noted 1,Bidder end e.ceon 0000500,should be adwed of an General Not. I.Ths design e baud only open Pre parer..shown and N bran i... t. Truss: SPJ 1 end Warnings before comsuldn commences eoddog mnmdnent.Applmbmly of design parameters and pea. ..f1 p,.30114,-•,ORIf I'S ' 2 2.conoeswn web brag must he wmuad Mere shown. rpoMbn"m.pon.M w the napor.bdM a Me bolding downer. V' DES- BY: MJ 3 Md.............,.....,te mw.moldy wdmg ambvadm 2_Design has the top old=tom rnom m se Wee/Mad at lyempoabmy ofhA W......alpasta.b.ceg of 2'o c and ei IP o c mpece.ely unless traced throughout ger length by a W .4177...;r O mnbmous aheawng such as plYaoad eleetmrq(rc)e.WOr drywal(UC) DATE: 6/14/2013 me overal stud......bey b e y or a.budlnm deagn. 3 2.Impact bridging or lateral bracing required when shown.. • A 1� J. „ 1 No load should be.0.b.try component unrol hoer all bracing end 9.sslteban of Sow t the nesporoblmy el me rasa..ambacb.. O SEQ.: 5561307 fasteners ere complete and at no two should ony lot.greater Own s Geeen a.ao..a wig..a.te a used.•mdn.mmeen..nwrdmnenl. V/ 'Z design bads be app.a any component and are for'dry mMimon'of uw. rr , TRANS ID: 370989 5 Co.puTnw hell no control over and assure.no mp...ley forth. a Dewmesaom.a be hearag"all aupPebehown.Sbm"wedpe a �.- febda don.handling,W e.nl.nd amltedon ofcemgonenb 7 Deep assumes adequate drarago is provided, ' Y'':T . • 8 The design is furnished sublem t the emhtbne vet forth b/ 8.PIetee shell be located on both hoes of Inss,end path so weir cants ,.17 i t1, 101111111011M TPUWTCA in SCSI,apse of vAn",ode be furnished upon nougat fore ephgde with root am.lines A 24243 MITek USA,Inc/COTpUTrue SoftWer0 7,84-SP5(1 L)-E tO For basic connector p attetdes lues sae ESR1311,ESR1eaB(PIUS) T Ott ft its SSS7ONALE (e1/4/1' ' . ' . / 357/ /9e-v- — /i4 5 7-.2 o 13--av /y 0 *le i (0i...ft. 1 U N I,517-0' 1 ea 1r-1o• 1W-5 1rr 1181rr „ ell, 2413� 1e-11• /�yy"� ASn i 1 pr AS11 S,O,A Asrx I �r Asa 01 8:12 4 `t. 529 - 92 S-BIR.0RACI 1.,<r.II ' I" PI I Al/31 _ligr-ppr- II'-' ' ,� it liiiJ9 'i�, j- 3 .1 10 12 ■% - AIIIIIIMIIIIII ti, EA q illl.f ,P-_ Js 4 EJe _ rifW 1 1I Mill�h kF � .,..,,, i i awe � I �` 1012 immimaf�ILi�ClaJiar1�f� 4 c����NI n,rae,� ��Iiir' is _�4i"Imim =cm Iwo 4 raME re 1V-0• 1r$• I 1 e_17 I 1 10.-0• 1n-0• 1r-0• 11-1°. 1r-0• 50'47 O CopYNON CPmpvTna Inc 300E BUILDER, ISSUE DATE- ABOVE RAN PROVIDED FOR TRUSS SAGEBUILT 06/14/13 P4CEMENT ONLY REFER TO TRUSS PROJECT TITLE REVISION-I. ENGINEERED SAGEBUILT 3928 °ES NSIBLEFORALLNOw RUS Pacifi umber RAN DRAWN BY A REVISION-r RESPONSIBLE FOR ALL F IEOO SS TO MUSS CONNECTIONS BULL.. 3926/A cNECKED er REVIEW AM APPROvE R of RECORD F ALL NS DELIVERY LOCATION- SCALE REVISION 3 oESIO PRIOR TO CONSTRUCTION, a TRUSS COMPANY 1/6"=1' i All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. /14 5 T.d 1 3 - cl-o / v o / 3 5 7 / 5 e_4^ i e� Butler 16110 SE Goosehollow Dr' e Damascus,Oregon 97089 Inc.Consulting, (503)658-0200 ✓(� (503)658-0204 fax 8��0� (013 , STRUCTURAL CALCULATIONS /`° Go 44/i0 3926- Plan Parcel 3 Piper Court Tigard, Oregon Sage Built Homes, LLC Job Number 156-0911-09 June 10, 2013 Contents: Project Overview 1 Configuration 2 Roof Framing 3 2nd Floor Framing 5 Main Floor Framing 8 Footings 9 Lateral Loading 12 Shear Walls 18 Shear Wall Beams 23 NOTE: These calculations are only valid for the 3926 plan on Parcel 3 on Piper Court in Tigard, Oregon Job No. 156-0911-09 June 10. 2013 Parcel 3 Piper Court Page 1 Sage Built Homes, LLC STRUCTURAL CALCULATIONS These structural calculations are for new single family residence identified as 3926 plan to be built on Parcel 3 on SW Piper Court in Tigard, Oregon. The structure was designed in accordance with the 2010 Oregon Structural Specialty Code. Loading: Roof 17 psf DL + 25 psf Snow Floor framing 12 psf DL + 40 psf LL Porch Roof 12 psf DL + 25 psf Snow Exterior walls 12 psf Interior partitions 8 psf Allowable Soil Bearing 1,500 psf(assumed) Seismic: Base Shear: E = F Sim/R W Eq 12.14-11, ASCE 07 simplified design procedure Site Class D Seismic Design Category D Design for maximum earthquake spectral response accelerations in Portland Metropolitan Area F = 1.1 —2-story Buildings Ss = 1.00 Si = 0.36 Sps = 2/3 FaSs = 2/3 x 1.00 x 1.10 = 0.733 R = 6.5 Light wood-framed walls W = Structure Weight E = (1.1)(0.733)(1.0)/6.5 W = 0.124 W Wind: Use simplified method per ASCE 7-05 Section 6.4 Wind Pressure ps = A.Iw pes3o 95 mph 3 second gust Where k = 1.058 Mean Roof Height=35'-9", Exp. B Figure 6-2-G 6 in 12 pitch 10 in 12 pitch p30: Zone A 17.41 16.10 Zone B 6.20 11.05 Interpolated from ASCE Figure 6- Zone C 12.99 12.85 2 for 95 mph wind speed Zone D 4.78 8.85 Load Combinations: D+L+(W or 0.7 E) 0.6 D±(0.7E or W) D+0.75L+0.75(W or 0.7E) Sheet 2 Butler Job No. 156-0911-10 Project Piper Court 3926 Plan Date 6/10/13 Consulting, Inc. Client Sage Built Homes,LLC f Con Subject J Configuration By MEB Q 0 0 4 1• :t I -------- f I1® I h13 I _ __ ; O _— ----I -------- ' � .1•1•1 I� 7.�-11 tf1 31 O- _ iii,. ----- __------Z----- I I ; ; ; 1 -- == ',JIIIIIII--_____ I 1!,►�X11 X11 -1 =1 iL' ' : - I IIIIIIi1:;A --_ �;._ j j HIM 1 I I' 'il rli ; __ _ III, .. , ____ __, ,:. , , . 0 A I� =_"__ _____ �c� ; I I I I III Imo! _ _ ----- 1:�� 1 1 ; I ' ' �d F L===(-/--- iliger7=iiii , i,-,,,. Ir. 7 I I L-1—J ROOF FRAMING PLAN 2ND FLOOR FRAMING PLAN F14 F3 F15 ir-e .e-= 111 I I - :1 —e?--'i---481-- i t 1 1 -4e--F17:1 -QA.-—e-- '-- I 4:1 e I, - '--1 -4L-tea-- I I F2II --1a_-F4:1 ?- LL __ II ... un ?- L-�?-- I F6 -.ti 1.1%--4%._ L- '-- I F2'i 6 _ en.Fi 4- --r--r.1-_ I _e 1A--I?)_I ,;_ II i F25 11 ---e---- II II __ �__ ,1 F7 Fl F301! ---�-- 11 .- 11 ---. -- Iii F27 l � L__ II F26 I•I F31I - . r 2 ':i F33 _ iil J I�' • �I F28 F29 F8 ❑ ❑ 1ST FLOOR FRAMING PLAN Sheet 3 Butler Job No. 156-0911-10 Project Piper Court 3962 Plan Date 6/6/13 Consulting, Inc. Client Sage Built Homes Subject Roof Framing By MEB Roof Framing Use Premanufactured Roof Trusses See engineering by truss manufacturer Girder Truss Reactions P W2 L2 w, L, IIIIIIIII6111111 At Span R, R2 Truss GT1 GT2 GT3 GT4 GT5 Span 11.00 ft 40.50 19.92 ft 11.5 ft 11.71 ft L, 5.50 ft 20.25 9.96 ft 3.50 ft 5.85 ft L2 5.50 ft 20.25 9.96 ft 8.00 ft 5.85 ft Roof Trib 1 20.75 ft 5.00 21.25 ft 20.75 ft 3.93 ft Roof Trib 2 20.75 ft 5.00 21.25 ft 5.00 ft 3.93 ft w, 872 plf 210 893 plf 872 plf 145 plf w2 872 plf 210 893 plf 210 plf 145 plf P 0 lb 0 0 lb 4,253 lb- GT2 0 lb R1 4,793 lb 4,253 8,889 lb 6,129 lb 851 lb R2 4,793 lb 4,253 8,889 lb 2,854 lb 851 lb Simple Span Beams w 1111111111111111111111111111111111111111111111 R, Span R, Header RB3 RB6 Span = 6.50 ft 5.08 ft 11.71 ft Roof Trib 1 2.00 ft 5.92 ft 4.00 ft Wall Trib 1 5.00 ft 1.00 ft 1.00 ft w = 144 plf 249 plf 172 plf VMS 468 lb 632 lb 1,007 lb MMax= 761 ft-lb 803 ft-lb 2,948 ft-lb Trial Sect 4x8 DF#2 4x8 DF#2 4x10 DF#2 f„ = 27.7 psi 37.3 psi 46.7 psi fb = 298 psi 314 psi 709 psi A, = 0.033 in 0.021 in 0.197 in=L1713 OK Use 4x8 DF#2 Use 4x8 DF#2 Use 4x1 ODF#2 Sheet 4 Butler Job No. 156-0911-10 Project Piper Court 3962 Plan Date 6/6/13 Consulting, Inc. Client Sage Built Homes Subject Deck Roof By MEB Roof Framing P w2 L2 w1 I-1 IIIIIIIII11111111 I R, Span R, RB1 RB2 RB4 RB5 Span = 5.50 ft 6.58 ft 7.42 ft 11.00 ft L1 = 0.83 ft 3.04 ft 1.58 ft 5.15 ft L2 = 4.67 ft 3.54 ft 5.84 ft 5.85 ft Roof Trib 1 21.25 ft 6.00 ft 6.85 ft 6.85 ft Wall Trib 1 2.00 ft 2.00 ft 1.00 ft - ft Roof Trib 2 6.00 ft 21.25 ft 4.00 ft 4.00 ft Wall Trib 2 2.00 ft 2.00 ft 1.00 ft - ft w1 = 874 plf 264 plf 286 plf 274 plf w2 = 264 plf 874 plf 172 plf 160 plf P = 4,253 lb GT-2 4,253 lb GT-2 851 lb GT-5 851 lb GT-5 R1 = 4,804 lb 3,737 lb 1,469 lb 1,782 lb R2 = 1,409 lb 4,412 lb 839 lb 1,416 lb MMax= 3,699 ft-lb 10,141 ft-lb 1,964 ft-lb 5,546 ft-lb wel = 978 plf 1,874 plf 285 plf 367 plf Trial Section 31/2 x 91/2" LSL 31/2 x 91/2"LVL 4x12 DF#2 4x12 DF#2 f„ = 216.7 psi 199.0 psi 56.0 psi 67.9 psi fb = 843 psi 2,312 psi 319 psi 901 psi Ox = 0.052 =1)1,269 0.158 =U500 0.029 =U3,069 0.182 =U725 Use 31/2x 91/2" LSL Use 31/2 x 91/2" LSL Use 4x12 DF#2 Use 4x12 DF#2 Sheet 5 Butler Job No. 156-0911-10 _ Project Piper Court 3962 Plan Date 6/6/13 Consultin , Inc. Client Sage Built Homes Subject 2nd Floor Framing By MEB 2nd Floor Framing Joist J1 w= 12 DL +40 LL •sf VMax= 643 lb < 1,420 lb Allowable OK nuuuumunuuuuuuuuuum 18'-71/2'max MMax= 2,992 ft-lb <4,315 ft-lb allow OK 643 lb 643 lb ALL = 0.438 in = L/511 OK Use 117/8"RFPI-400 @ 16" O/C Joist J2 w= 12 DL +40 LL .sf VMax 499 lb < 1,420 lb Allowable OK muumuuouuumuuunuuw 16'-11" max MMax= 1,498 ft-lb < 2,910 ft-lb allow OK 583 lb 583 lb ALL = 0.388 in = L/523 OK Use 117/8"RFPI-20 @ 16" 0/C Joist J3 w= 12 DL+40 LL •sf VMax= 609 lb < 1,420 lb Allowable OK 11111111111111111111111111111111111111111 MME 2,232 ft-lb < 2,910 ft-lb allow OK 14'-8" max A 609 lb 609 lb ALL = 0.263 in = L/668 OK Use 117/8"RFPI-20 @ 19.2" 0/C Joist J4 w= 12 DL+40 LL psf VMax= 609 lb < 1,420 lb Allowable OK 1 MMa= 2,440 ft-lb <4,315 ft-lb allow OK • 504 lb 19'-4'12" max 504 lb ALL = 0.384 in = L/668 OK Use 117/8"RFPI400 @ 12" 0/C Simple Span Beams IIIIIIIInall R Span R Beam Header 1 BM1 BM2 Stair Hdr Span (ft) 6.50 4.63 16.23 4.00 Roof Trib (ft) 5.00 - - - Floor Trib (ft) 5.75 5.58 12.92 11.31 Wall Trib (ft) 10.00 9.00 - - Unit Load (plf) 629 362 672 588 Trial Section 4x10 DF#2 13/4x 117/8 LSL 51/2 x 131/2 Glulam 13/4x 117/8 LSL f, = 3w 2 D) (psi) 72.2 34.6 94.9 42.9 wL2/8 fb = S (psi) 799 283 1,589 343 x 5wL4 Ax = 384 El (in) 0.068 =L/1,147 0.010 in OK 0.600 =L/325 0.009 =L/1,147 Use 4x10 DF#2 Use 13/4x 117/8 LSL Use 51/2x 131/2 GLB Use 13/4x 117/8 LSL Sheet 6 Butler Job No. 156-0911-10 Project Piper Court 3962 Plan Date 6/7/13 Consultin , Inc. Client Sage Built Homes Subject 2nd Floor Framing By MEB 2nd Floor Framing (Cont.) P W' L' IIIIIIIIIIIIIIIIIII 2 tr R1 Span R2 BM3 BM4 BM5 BM6 BM7 Span = 6.06 ft 15.50 ft 6.23 ft 17.69 ft 11.00 ft L1 = 1.06 ft 10.19 ft 3.96 ft 2.19 ft 5.79 ft L2 = 5.00 ft 5.31 ft 2.27 ft 15.50 ft 5.21 ft Roof Trib 1 - ft - ft - ft - ft 2.00 ft Floor Trib 1 0.80 ft 0.50 ft 8.50 ft 1.17 ft 0.50 ft Wall Trib 1 3.00 ft 8.00 ft 8.00 ft - ft 9.00 ft Roof trib 2 - ft - ft - ft - ft 3.00 ft Floor Trib 2 1.60 ft 1.30 ft 16.26 ft 1.17 ft 0.50 ft Wall Trib 2 - ft 8.00 ft 9.00 ft - ft 9.00 ft w1 = 66 plf 90 plf 506 plf 61 plf 214 plf w2 = 83 plf 132 plf 918 plf 61 plf 254 plf P = 837 lb BM1 837 lb BM1 1,022 lb BM4 2,990 lb BM5 632 lb RB3 R1 = 926 lb 1,022 lb 2,119 lb 3,158 lb 1,526 lb R2 = 397 lb 1,431 lb 2,990 lb 908 lb 1,669 lb MMax= 945 ft-lb 5,744 ft-lb 4,424 ft-lb 6,770 ft-lb 5,438 ft-lb we4 = 206 191 912 173 360 Trial Sect 13/4 x 117/8' LSL 13/4 x 117/8' LVL 13/4 x 117/8' LVL 31/2 x 117/8' LVL 13/4 x 117/8" LVL fv = 28.7 psi 103.3 psi 215.8 psi 65.6 psi 120.5 psi fb = 276 psi 1,676 psi 1,291 psi 1,975 psi 1,586 psi Ax = 0.017 in 0.310 =L/600 0.039 =U1,869 0.391 = L/543 0.243 = L/543 Use 13/4x 11718" LSL Use 13/4x 117/8" LVL Use 13/4x 117/8"LVL Use 31/2x 117/8" LVL Use 13/4 x 117/8"LVL BM8 Pi = 1,431 lb BM4 5'-2"" P, P2 P2 = 908 lb BM6 ����W1 .j,llllllllllllllllllllllllllllllllllll W1 = (12+40) x16-91/2"/2 =437 plf‘iv W3 9'-3" 11'-5'/Z' w2 = (12+40) x26'-113/4"/2 = 701 plf 1,834 lb 11,461 lb 3,598 lb w3 = (12+40) x 31'-0"/2' = 806 plf Section Try 31/2 x 117/8' LVL 5,637 lb VMax 5,824 lb 1 f„ = 181.4 psi OK 5,824Ib MMax= 11,682 ft-lb fb = 1,704 psi OK / Lt-lb Ox = 0.144 = U955 OK Use 31/2 x 117/8" LVL 11,682 ft-lb Sheet 7 Butler Job No. 156-0911-10 Project Piper Court 3962 Plan Date 6/7/13 Consulting, Inc. Client Sage Built Homes Subject 2nd Floor Framing By MEB 2nd Floor Framing (Cont.) Cantilever Beams w, P Beam BM9 BM10 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIII1IIIIII P = 1,526 lb BM7 1,669 lb BM7 4'-6" 12" w1 = 861 plf 791 plf R1 R2 W2 = 654 plf 791 plf R1 = 1,526 lb 1,321 lb R2 = 4,528 lb 4,698 lb Section 13/4 x 117/8" LVL 13/4 x 117/8" LVL VMax 2,349 lb 2,460 lb fv = 76.3 psi 84.3 psi MMax 1,853 ft-lb 2,064 ft-lb fb = 540 psi 602 psi L\cant = 0.0109 =2112,207 0.018 = 2L/1,368 OK Use 13/4x 117/8" LVL Use 13/4 x 117/8"LVL BM11 BM12 BM13 BM14 BM15 Span = 19.83 ft 16.75 ft 8.75 ft 10.06 ft 5.50 ft L1 = 15.54 ft 7.96 ft 5.21 ft 6.00 ft 1.29 ft L2 = 4.29 ft 8.79 ft 3.54 ft 4.06 ft 4.21 ft Roof Trib 1 9.00 ft 2.00 ft 5.00 ft 1.00 ft 5.00 ft Floor Trib 1 7.45 ft 1.00 ft - ft - ft 0.80 ft Wall Trib 1 9.00 ft 2.00 ft 2.00 ft - ft 10.00 ft Roof Trib 2 9.00 ft - ft 2.45 ft 6.25 ft - ft Floor Trib 2 2.75 ft 1.60 ft - ft 0.67 ft 0.80 ft Wall Trib 2 9.00 ft - ft 2.00 ft 9.00 ft 4.00 ft w1 = 873 plf 160 plf 234 plf 42 plf 372 plf w2 = 629 plf 83 plf 127 plf 405 plf 90 plf P = - 4,528 lb- BM9 - lb 8,547 lb- BM1' 3,737 lb- RB2 R1 = 8,547 lb 3,540 lb 947 lb 3,960 lb 3,427 lb R2 = 7,725 lb 2,994 lb 721 lb 6,486 lb 1,167 lb MMax= 41,821 ft-lb 23,103 ft-lb 1,916 ft-lb 23,003 ft-lb 4,117 ft-lb weg = 851 659 200 1,817 1,089 Trial Sect 51/2x 161/2 Glulam 51/2 x 15 Glulam 4x10 DF#2 51/2x 12 Glulam 31/2x91/2" LVL fv = 141.3 psi 64.4 psi 43.9 psi 147.4 psi 154.6 psi fb = 2,011 psi 1,344 psi 461 psi 2,091 psi 938 psi Ax = 0.799 = U398 0.419 =U480 OK 0.072 =111,458 0.294 =U419 OK 0.050 =111119 Use 51/2 x 161/2 Glulan Use 51/2 x 15 GLB Use 4x10 DF#2 Use 51/2 x 12 Glulam Use 31/2 x 91/2" LVL Sheet 8 Butler Job No. 156-0911-10 Project Piper Court 3962 Plan Date 6/7/13 Consultin , Inc. Client Sage Built Homes Subject 2nd Floor Framing By MEB 2nd Floor Framing (Cont.) BM16 P, 6-103/" P2 P1 = 4,253 lb-GT2 4'-2" w2 4 10'-111/4" P2 = 11,771 lb- GT1 + BM2 + BM8 IIIIIIIIIII'JIIIIIIIIIIIIII w w, = (17+25)x 5'-3"+(12+40)x 0.8+12 psf x 9'=360 plf 22'-0" w2 = (17+25)x 20'-9"+(12+40)x 0.8+12 psf x 9'=1,021 plf 15,524 lb 9,991 lb w3 = (12+40) x1.6' = 83 plf Section Try 63/4 x 221/2 Glulam VMaz 15,524 lb f„ = 146.7 psi OK MMaz 104,314 ft-lb 104,314 ft-lb fb = 2,198 psi OK Ax = 0.788 = L/335 OK Use 63/4 x 221/2 Glulam Main Floor Framing Typical 2-Span Joist iiuuuuuuumm uuuuuuuuiuuiiuil Typ Joist BM17 BM18 Span 8.81 ft max 2.67 ft 2.67 ft Trial Beam Size 4x8 DF#2 4x8 DF#2 4x8 DF#2 Floor Trib Width 2.67 ft 16.26 ft 10.48 ft Wall Trib - ft 9.00 ft 9.00 ft Uniform Load 139 plf 918 plf 617 plf VMax = 5/8 wL 765 lb 1,531 lb 1,030 lb fv = 3V/2A 40.2 psi OK 57.7 psi OK 38.8 psi OK MMax = wL2/8 1,348 ft-lb 818 ft-lb 550 ft-lb fb = M/Sx 527.5 psi OK 320.0 psi OK 215.2 psi OK Amax = 5wL4/384EI 0.106 =L/998 0.0059 in OK 0.0040 in OK Use 4x8 32"0/C Use 4x8 DF#2 Use 4x8 DF#2 Sheet 9 Butler Job No. 156-0911-10 Project Piper Court 3962 Plan Date 6/7/13 Consultin , Inc. Client Sage Built Homes Subject Footings By MEB Footings Allowable Soil Bearing = 1,500 psf(assumed) Footing Component Trib Unit Ld Total AReqo Ftg Dimension Reinforcing (ft) (psf) (lb) Fl Roof 3.67 42 154 Garage 0.67 108 72 Wall 10.00 12 120 Total 347 0.23 8 x 12" Cont. (2) #4 Cont. F2 Roof 5.00 42 210 Floors 10.58 52 550 Wall 18.00 12 216 Total 976 0.65 8 x 15" Cont. (2) #4 Cont. F3 Roof 21.25 42 893 Floors 2.13 52 111 Wall 18.00 12 216 Total 1,219 0.81 8 x 15" Cont. (2)#4 Cont. F4 Roof 2.13 40 85 Floors 2.67 52 139 Wall 29.00 12 348 Total 572 0.38 8 x 15 Cont. (2)#4 Cont. F5 Roof 14.33 42 602 Floors 4.53 52 236 Wall 2.13 12 26 Total 863 0.58 8 x 15 Cont. (2) #4 Cont. F6 Roof 5.00 42 210 Floors 9.25 52 481 Wall 18.00 12 216 Total 697 0.46 8 x 15" Cont. (2) #4 Cont. F7 Roof 5.00 42 210 Floors 13.31 52 692 Wall 18.00 12 216 Total 908 0.61 8 x 15" Cont. (2)#4 Cont. F8 Roof 2.00 42 84 Floors 1.60 52 83 Wall 18.00 12 216 Total 383 0.26 8 x 15" Cont. (2)#4 Cont. F9 Roof 6.75 42 284 Floors 11.50 52 598 Wall 18.00 12 216 Total 1,098 0.73 8 x 15" Cont. (2) #4 Cont. F10 Roof 20.75 42 872 Floors 2.13 52 111 Wall 18.00 12 216 Total 1,198 0.80 8 x 15" Cont. (2) #4 Cont. Sheet 10 Butler Job No. 156-0911-10 Project Piper Court 3962 Plan Date 6/7/13 Consulting, Inc. Client Sage Built Homes Subject Foundations By MEB Foundations ( Cont.) Footing Component Trib Unit Ld Total AReo Ftg Dimension Reinforcing (ft) (psf) (lb) - - - F11 Roof 9.50 42 399 Floors 5.50 52 286 Wall 18.00 12 216 Total 901 0.60 8 x 15"Cont. (2) #4 Cont. F12 Roof 3.36 42 141 Wall 9.00 12 108 Total 249 0.17 8 x 12" Cont. (2)#4 Cont. F13 Joist 11.02 139 1,529 1.02 16"4 x 8"deep None F14 BM15 3,427 F3 1.50 1,219 1,829 Total 5,256 3.50 8"x 15"x 3-0"strip ftg (2)#4 Cont. F15 GT3 8,889 RB2 4,412 BM14 1,167 BM17 1.33 918 1,220 F3 1.50 1,219 1,829 Total 17,517 11.68 3'-6"x 3'-6" x 12" (4)#4 ea way F16 GT-3 8,889 RB1 4,804 BM8 3,598 F3 2.67 1,219 3,255 Total 20,547 13.70 3'-0" x 5'-0"x 12" (3)#4 x(5)#4 F17 BM17 2.94 918 2,698 Joist 6.96 139 966 Total 3,664 2.44 20"x 20"x 10" None F18 BM6 3,158 2.11 20"x 20" x 10" None F19 BM5 2,990 BM18 1.34 617 824 Total 3,813 2.54 20"x 20"x 10" None F2O Joist 4.69 139 651 BM18 2.67 617 1,647 Total 2,298 1.53 20" x 20"x 10" None F21 BM8 11,461 7.64 3'-0"x 3'-0"x 12" (3)#4 ea way F22 BM3 926 Stair Hdr 2.00 588 1,176 Total 2,102 1.40 16"4 x 8" deep None F23 BM3 397 BM7 1,834 Total 2,231 1.49 20"x 20"x 10" None F24 BM11 7,725 Fl 1.50 347 520 F2 1.50 976 1,464 Total 9,709 6.47 3'70"x 3'-0" x 12" (3)#4 ea way Sheet 11 Butler Job No. 156-0911-10 Project Piper Court 3962 Plan Date 6/7/13 Consultin , Inc. Client Sage Built Homes Subject Foundations By MEB Foundations ( Cont.) Footing Component Trib Unit Ld Total AReq'd Ftg Dimension Reinforcing (ft) (psf) (lb) F25 BM2 8.12 672 5,452 Floor 8.00 52 416 Wall 27.00 8 216 Total 6,084 4.06 2'-6" x 2'-6"x 12" (3)#4 ea way F26 BM14 3,960 Fl 3.00 347 1,040 Total 3,960 2.64 8"x 12"x 3'-0"strip ftg (2)#4 Cont. F27 BM14 6,486 BM16 15,524 Total 22,010 14.67 4'-0" x 4'-0"x 12" (4)#4 ea way F28 BM12 3,540 F12 1.50 249 374 Total 3,913 2.61 8"x 12"x 3-0"strip ftg (2)#4 Cont. F29 BM12 2,994 F12 1.50 249 374 Total 3,367 2.24 8"x 12"x 3'-0"strip ftg (2)#4 Cont. F30 Floors 14.54 52 756 Wall 9.00 12 108 Total 864 0.58 8 x 12 Cont. (2)#4 Cont. F31 GT1 4,793 BM9 1,526 BM16 9,991 F10 2.00 1,198 2,397 Fl 1 2.00 901 1,802 F30 2.00 864 1,728 Total 22,237 14.82 4'-0" x 4'-0" x 12" (4)#4 ea way F32 GT4 6,129 F9 1.50 1,098 1,646 F10 1.50 1,198 1,797 Total 9,572 6.38 3'-0" x 3'-0" x 12" (3)#4 ea way F33 GT4 2,854 F7 3.00 908 2,724 Total 5,578 3.72 8"x 15"x 3'-0"strip ftg (2)#4 Cont. F34 RB3 2.54 249 632 Veneer 42.00 22 924 Pier 58.33 22 1,283 Total 2,839 1.89 2'-0" x 1'-6"x 12" (2) #4 F35 RB5 1,416 RB6 5.86 172 1,007 Total 2,423 1.62 18" x 8"deep None Sheet 12 Butler Job No 156-0911-10 Project Piper Court 3962 Plan Date 6/8/13 Consulting, Inc. Client Sage Built Homes Subject Lateral Loading By MEB Lateral Loading Use Simplified lateral Force Analysis Procedure from ASCE7-05, 12.14.8 Ss = 1.00 Maximum for Portland/Metro Area Si = 0.36 per USGS Seismic Hazard Map Fa = 1.10 Site Class D, Table 11.4-1 F, = 1.62 Site Class D, Table 11.4-2 SMS = Fa Ss = 1.1 SM1 = F„S1 = 0.583 Sps =2/3 SMS = 0.733 Seismic Design Category"D" Sol = 2/3 SM1 = 0.389 Seismic Design Category"D" E = F Sps/ R W Eq 12-14.11, simplified analysis procedure F = 1.10 2-story building (considering basement as a floor) R = 6.5 Light wood-framed shear walls Vseis = 0.7 x 1.1 x 0.733/6.5 W = 0.087 W(Allowable Stress Design) Component Length Width Unit wt Wt Story (ft) (ft) (psf) (kips) Shear Roof Roof 47.56 45.21 17.00 36.6 Ext. Walls 199.00 4.50 12.00 10.7 Partitions 192.08 4.50 8.00 6.9 Subtotal 54.2 4,710 Upper Floor 45.12 44.00 12.00 23.8 Roof 44.00 11.64 15.00 7.7 Ext.Walls 210.41 9.50 12.00 24.0 Veneer 24.30 6.00 12.00 1.7 Partitions 166.12 9.50 8.00 12.6 Subtotal 69.9 6,069 Main Floor 44.00 33.04 12.00 17.4 Ext. Walls 220.67 5.00 12.00 13.2 Veneer 14.00 5.00 12.00 0.8 Partitions 142.75 5.00 5.7 Subtotal 37.2 3,235 Total 161.3 14,014 WIND LOADING Use simplified wind load method per 6.4 ASCE 7-05 Ps = A lW Ps30 95 mph 3 second gust A. = 1.058 Mean roof heigh=35-9" IBC Table 1609.6.2.1 (4) Front to Back Direction Sdie-to-Sdie Direction 6 in 12 pitch 26.56° 10 in 12 pitch 39.81° Ps30 P530 x A. Ps30 Ps30 x X Ps3o: Zone A 17.41 18.42 16.10 17.03 Zone B 6.20 6.56 11.05 11.69 Zone C 12.99 13.74 12.85 13.60 Zone D 4.78 5.06 8.85 9.36 Sheet 13 Butler Job No 156-0911-10 Project Piper Court 3962 Plan Date 6/8/13 Consulting, Inc. Client Sage Built Homes Subject Lateral Loading By MEB Wind Loading (Cont.) Front-to-Back(N-S) Direction - Rear Elevation a = 0.1L = 4.40 ft G Controls 0.4 H = 14.30 ft Min = 3.00 ft 2nd Floor Wall Roof 2a Typ w1 = 4.50 0.38 85.3 63.7 psf w2 = 4.50 7.71 133.5 100.8 psf w3 = 4.50 10.13 149.3 113.0 psf w• = 9.48 5.15 208.4 156.3 psf w5 = 10.96 9.35 263.2 197.9 psf 21.2083 2 w w w w3 w4 w W� W w 4 w3w wt 44'-0" A 44'-0" • 2,619 lb 2,422 lb 2,431 lb 2,610 lb 1st Floor Wall Roof 2a Typ w, = 10.56 - 194.6 145.2 psf w2 = 4.50 5.38 118.1 89.0 psf w3 = 4.50 0.38 85.3 63.7 psf I wi 622 w1 6-0-C)WW3 44'-0" t6'-0' • 44'-0" 6,205 lb 5,902 lb 216 lb 5,669 lb 6,517 lb 289 lb 3,586 lb 3,238 lb 3,493 lb 3,6511b Sheet 14 Butler Job No 156-0911-10 Project Pier Court 3962 Plan Date 6/8/13 Consulting, Inc. Client Sage Built Homes Subject Lateral Loading By MEB Wind Loading (Cont.) Side-to-Side Right Elevation a = 0.1L = 5.00 ft G Controls 0.4 H = 14.30 ft Min = 3.00 ft 2nd Floor Wall Roof 2a Typ IN, = 4.50 5.17 137.1 109.6 psf w2 = 4.50 10.13 195.0 156.0 psf w3 = 4.50 5.35 139.2 111.3 psf w, W= W3 W1 WZ A 5-6"t 40'-6" t4'-o 15-6"t 40'-6" t4'-e 377 lb 2,840 lb 2,723 lb 334 lb 301 lb 2,671 lb 2,999 lb 418 lb 2,46 I I, 2,36 I�b 2,389 lb 2,581 lb 1st Floor Wall Roof 2a Typ W1 = 6.00 2.96 136.8 109.3 psf w2 = 1.00 2.96 51.6 41.3 psf w3 = 10.56 - 179.9 143.6 psf w4 = 1.00 2.93 51.3 41.0 psf w5 = 1.00 - 17.0 13.6 psf - W,1 w 3 , 11 .W W W3 `�W I �t 21'-6" t 24'-6" I'-I 5 t 21'-6" t 24'-6" t t 5 2,648 lb 3,324 lb 4,576 lb 1,049 lb 2,204 lb 3,279 lb 5,067 lb 1,313 lb 1,839 lb 1,759 lb 1,557 lb 1,786 lb 1,611 lb 1,759 lb 1,530 lb 2,068 lb Sheet 15 Butler Job No 156-0911-10 Project Piper Court 3962 Plan Date 6/8/13 Consulting, Inc. Client Sage Built Homes Subject Lateral Loading By MEB Wind Loading (Cont.) Side-to-Side Left Elevation a = 0.1L = 4.80 ft G Controls 0.4 H = 14.30 ft Min = 3.00 ft 2nd Floor Wall Roof 2a Typ w1 = 4.50 5.35 139.2 111.3 psf w2 = 4.50 10.13 195.0 156.0 psf w3 = 4.50 5.17 137.1 109.6 psf w4 = - 9.67 113.0 90.5 psf W w2 W W2 W3 W W41 - �r-� 4 TI-1-------=aN 40'-6" t5'-64 t 40'-6" t 5'-6"i' 418 lb 2,999 lb 2632 lb 263 lb 311 lb 2,773 2,723 lb 334 lb 2,5 1 lb 2,389 lb 2,369 lb 2,463 lb 1st Floor Wall Roof 2a Typ w1 = 1.00 - 17.0 13.6 psf w2 = 1.00 2.93 51.3 41.0 psf w3 = 10.56 - 179.9 143.6 psf wa = 5.19 5.38 151.2 120.9 psf ws = 6.80 3.76 159.8 127.7 psf ws = 5.56 - 94.8 75.6 psf l W 1 W3 W4 1 OW6 y��_7 ♦ wa W W5 W3 IW6 w1 24'-71/2' t 20'-41/2" t w1 t t I I 24'-6" t 20'-6" t 1,313 lb 4,783 lb 3,744 lb 3,955 lb 1,026 lb 4,347 lb 3788 lb 4,373 lb 1,667 lb 2,232 lb 1,4811b 2,307 lb 5761b 1,513 lb 1,481 3,617 lb 3,944 lb 1 16 Sheet Butler Job No 156-0911-10 Project Piper Court 3962 Plan Date 6/8/13 Consulting, Inc. Client Sage Built Homes Subject Lateral Loading _ By MEB Lateral Load Distribution Distribute Seismic Load by tributary area Redundancy Factor p= 1.0 for simplified method Wall Wind Seismic VWa„ Load Trib Area Load E Length (Ib) (sq ft) (Ib) (Ib) (ft) (plf) 2nd Floor Wall 2 2,619 1,048.4 2,301 2,619 17.50 149.7 Wall 3 2,610 1,097.6 2,409 2,610 43.91 59.4 Total N-S 2,146.1 4,710 Wall A 418 68.7 151 418 5.50 76.0 Wall B 2,999 991.1 2,175 2,999 11.46 261.7 Wall E 2,840 993.1 2,179 2,840 10.67 266.2 Wall G 1 377 1 93.2 205 377 5.50 68.5 Total E-W 2,146.1 4,710 1st Floor Wall 1 289 88.6 219 289 22.63 12.8 Wall 2 6,517 1,154.6 5,155 6,517 20.38 319.9 Wall 3 6,205 1,211.7 5,405 6,205 22.38 277.3 Total N-S 2,455.0 6,069 Wail A 1,313 148.1 517 1,313 5.50 238.7 Wall B 5,067 599.4 4,283 5,067 13.09 387.1 Wall C 3,788 87.6 217 3,788 6.00 631.3 Wall D 3,324 997.5 2,944 3,324 11.21 296.5 Wall F 4,373 426.6 2,756 4,373 5.42 806.8 Wall G 2,648 195.9 689 2,648 5.50 481.5 Total E-W 2,455.0 6,069 Sheet 17 Butler Job No 156-0911-10 Project Piper Court 3962 Plan Date 6/8/13 Consulting, Inc. Client Sage Built Homes Subject Diaphragms By MEB Diaphragms Typical Roof Diaphragm: 15/32"APA-rated sheathing w/ 8d nails @ 6"0/C panel edges, 12"field edge blocking not required 180 plf capacity perpendicular framing 210 plf capacity parallel framing Typical Floor Diaphragm: 19/32"APA-rated sheathing w/ 10d nails @ 6"0/C panel edges, 12"field edge blocking not required 215 plf capacity perpendicular framing 285 plf capacity parallel framing Level Max shear Depth Unit Shear Framing Diaphragm (lb) (ft) (plf) Front-to-back (North-South) Roof Left 2,619 40.50 64.7 Perp. Typical Roof Right 2,610 46.00 56.7 Perp. Typical Roof 2nd Floor Left 3,651 40.50 90.1 Perp. Typical Floor Right 3,595 46.00 78.2 Perp. Typical Floor Side-to-side (East-West) Roof Front 2,463 44.00 56.0 Perp. Typical Roof Rear 2,581 44.00 58.7 Perp. Typical Roof 2nd Floor Front 3,944 21.67 182.0 Parallel Typical Floor Interior 2,307 44.0 52.4 Perp. Typical Floor Rear 2,068 44.0 47.0 Perp. Typical Floor Butler Sheet 18 Job No. 156-0911-10 Project Piper Court 3962 Plan Date 6/8/13 Consulting, Inc. Client Sage Built Homes Subject Shear Walls By MEB Design Shear Walls Wall Unit Shear v; = V;/EL; Overturning MOT = L;v; H Overturning Resist. MRes = WDL L;2/2 Net Uplift PAP = Nor-0.6 MRes)/(L;-3") H = Height of wall panel L; = Length of wall panel wog = Dead load tributary to wall Shear Wall Plate Attachment: - Fastener Capacity CD=1.33 CD=1.60 5/8' 4)Anchor Bolt 790 1,053 1,264 5/8' 4)A.B.3x sill pl 1,040 1,387 1,664 16d Nail 108 144 173 Shear Wall Schedule Type Sheathing Panel Nailing Capacity Sill Plate Attachment Edges Field (plf) Anchor Bolts Nailing 316 A '/18' Plywood, 1-side 8d @ 6" 8d @ 12" 240 Seis 5/8, @ 4'-0" 16d @ 6" Wind B 7/1; Plywood, 1-side 8d @ 4" 8d @ 12" 473 Wind 5/8" @ 2.-8" 16d @ 4" 7/18' Plywd, 1-Side 8d @ 3" 8d @ 12" 450 Seis 5/8"(I)@ 3'-0" 16d @ 3" _ 3x edge framing 554 Wind 3x sill plate D 7/16' Plywd, 1 Side 8d @ 2" 8d @ 12" 585 Seis 5/8" @ 2'-0" 16d @ 3" + 3x edge framing 819 Wind 3x sill plate A34 @ 24" CC 7/1s Plywd, 2 Sides 8d© 3" 8d @ 12" 900 Seis 5/8"4 @ 1'-4" 16d @ 3" + 3x edge framing 1,260 Wind 3x sill plate A34 @ 8" Adjust seismic capacity by 2UH for H/L < 3.5 IBC 2305.3.3 Butler Sheet 19 Job No. 156-0911-10 Project Piper Court 3962 Plan Date 6/8/13 Consulting, Inc. Client Sage Built Homes Subject Shear Walls By MEB Shear Wall Worksheet Roof DL 17 psf Wall DL 12 psf Floor DL 12 psf Holddowns: Simpson straps and anchors Gar Fl DL 58 psf 2nd Floor Shear Walls Parameter I Wall 2 I Wall 3 I Wall A I Wall B I Wall E V fld (Ib) 2,619 2,610 418 3,417 2,840 Vseis(lb) 2,301 2,409 151 2,326 2,179 Wall Length L,(ft) 17.50 20.08 23.83 5.50 5.21 2.67 3.58 10.67 V;(lb) 2,619 1,194 1,416 418 1,553 795 1,068 2,840 Unit Shear V;_Wnd(Plf, 149.7 59.4 59.4 76.0 298.2 298.2 298.2 266.2 Unit Shear v;_se;s(plf) 131.5 54.9 54.9 27.4 202.9 202.9 202.9 204.3 Wall Type A A A A A B B A Wall Height H (ft) 9.00 9.00 9.00 9.00 9.00 6.33 6.33 9.00 Adusted va„-seis 240.0 240.0 240.0 240.0 240.0 294.9 350.0 240.0 MOT (ft-lb) 23,571 10,742 12,748 3,762 13,981 5,034 6,763 25,560 Roof Trib Width (ft) 5.00 5.00 5.00 2.00 5.00 21.25 5.00 10.00 Floor Trib Width (ft) - - - - - - - - Wall Trib Height(ft) 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 MRes (ft-lb) 29,553 38,909 54,799 2,148 2,619 1,669 1,239 15,825 Pup (Ib) 339 - - 471 2,502 1,668 1,806 1,506 Simpson Holddown MSTC28 Not Req'd Not Req'd MSTC28 MSTC40 See Sheet 21 MSTC28 2nd Floor 1st Floor Shear Walls Parameter I Wall G I Wall 1 I Wall 2 I Wall 3 I Wall A Vwed (Ib) 377 289 6,517 6,205 1,313 Vseis(lb) 205 219 5,155 5,405 517 Wall Length L;(ft) 2.67 2.83 22.63 20.38 6.88 15.50 5.50 V;(lb) 377 400 289 6,517 1,907 4,298 1,313 Unit Shear v;_w„d(plf, 141.2 141.2 12.8 319.9 277.3 277.3 238.7 Unit Shear v;_se;s(Plf) 76.6 76.6 9.7 253.0 241.5 241.5 94.0 Wall Type A A A B B B A Wall Height(ft) 9.00 9.00 10.00 10.00 10.00 10.00 8.00 Adusted va„-seis 142.4 150.9 240.0 350.0 350.0 350.0 240.0 MOT (ft-lb) 3,393 3,596 2,890 65,170 19,066 42,984 24,485 Roof Trib Width (ft) 2.00 2.00 3.83 5.00 5.00 5.00 2.00 Floor Trib Width (ft) - - - 6.65 9.25 9.25 0.67 Wall Trib Height(ft) 9.00 9.00 10.00 19.00 18.00 18.00 19.00 MRes (ft-lb) 506 569 47,378 81,534 9,737 49,492 4,084 PHD (lb) 1,157 1,262 - 807 1,996 871 4,197 Simpson Holddown See Sheet 22 Not Req'd HDU2 HDU2 HDU2 HDU4 Butler Sheet 20 Job No. 156-0911-10 Project Piper Court 3962 Plan Date 6/8/13 Consulting, Inc. Client Sage Built Homes Subject Shear Walls By MEB Shear Walls (Cont.) 1st Floor Shear Walls Parameter I Wall B I Wall C I Wall D I Wall F VoAnd (lb) 5,067 3,788 3,324 4,373 Vseis (lb) 4,283 217 2,944 2,756 Wall Length L,(ft) 4.17 3.67 2.50 2.75 6.00 11.21 2.71 2.71 V;(lb) 1,614 1,421 968 1,064 3,788 3,324 2,187 2,187 Unit Shear v;_wnd(Plf 387.1 387.1 387.1 387.1 631.3 296.5 806.8 806.8 Unit Shear vi-seis(plf) 327.2 327.2 327.2 327.2 36.1 262.7 508.4 508.4 Wall Type - C C D D - - -D. B CC CC Wall Height(ft) 7.33 7.33 8.00 8.00 10.00 10.00 7.00 7.00 Adusted van-seis 450.0 450.0 365.6 402.2 585.0 350.0 696.9 696.9 MOT (ft-lb) 25,813 10,413 12,775 15,279 37,880 33,240 15,306 15,306 Roof Trib Width(ft) 5.00 20.75 20.75 5.00 3.00 - 2.00 2.00 Floor Trib Width(ft) 0.80 0.80 0.80 0.80 - 1.33 - 0.67 Wall Trib Height(ft) 19.00 19.00 19.00 19.00 10.00 10.00 9.00 9.00 MRes (ft-lb) 2,805 3,976 1,845 1,220 3,078 8,543 521 551 PHD (lb) 6,156 2,347 5,186 5,819 6,267 2,565 6,095 6,087 Simpson Holddown See Sheet 21 See Sheet 21 HDU8 HDU2 HDU8 HDU8 Parameter 1 Wall G Vwnd (Ib) 2,648 Vseis(Ib) 689 Wall Length L;(ft) 2.67 2.83 V;(lb) 1,285 1,363 Unit Shear v;_wnd(Plf, 481.5 481.5 Unit Shear v;_se;s(Pif) 125.2 125.2 Wall Type C C Wall Height(ft) 10.00 10.00 Adusted va„-seis 240.3 254.7 MOT (ft-lb) 16,248 17,221 Roof Trib Width (ft) 2.00 2.00 Floor Trib Width (ft) 0.80 0.80 Wall Trib Height(ft) 19.00 19.00 MRes (ft-Ib) 968 1,088 PHD (Ib) 6,474 6,422 Simpson Holddown See Sheet 22 Butler Sheet 21 Job No. 156-0911-10 Project Piper Court 3962 Plan Date 6/8/13 Consulting, Inc. Client Sage Built Homes Subject Shear Walls By MEB Shear Wall Strapping Wall B Design as single shear panel wall with opening WDL V .. IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Wall 2nd Floor 1st Floor Right 1st Floor Left Viwnd = 1,864 lb 2,032 lb 3,035 lb = L1 T L2 Vi_3eis = 1,268 Ib 1,718 Ib 2,565 lb I T H1 = 6.33 ft 8.00 ft 7.33 ft 12 H2 = 2.67 ft 2.00 ft 2.67 ft 3 2 V3 L = 11.25 ft 11.25 ft 12.83 ft V I L1 = 2.67 ft 2.50 ft 4.17 ft = I R2nd V3 T Rend L2 = 3.58 ft 2.75 ft 3.67 ft V1 = 795 lb 968 lb 1,614 lb L1 L2 V2 = 1,068 lb 1,064 lb 1,421 lb = Ti f I T2 Vvond = 298 plf 387 plf 387 plf 1 Vseis= 203 plf 327 plf 327 plf Shear Wall Type B D C Rest Rim Allow Seis shear 294.9 plf OK 365.6 plf OK 450.0 plf OK R = V H/L 1,491 lb 1,806 lb 2,365 lb T1 = V1H1/Lt = 1,887 lb 3,097 lb 2,837 lb T2 = V2Ht/L2 = 1,887 lb 3,097 lb 2,837 lb V3 = R-T1 = 397 lb 1,290 lb 472 lb v3 = V3/H2 = 149 plf 645 plf OK 177 plf OK T3=V3L11H2 = 396 lb 1,935 lb 737 lb Horiz. Strap CS16 CMSTCI6 CS16 MOT = 16,772 lb 37,094 lb 44,329 lb Roof Trib Width 21.25 ft 21.25 ft 21.25 ft Floor Trib Width - ft 0.80 ft 0.80 ft Wall Trib Height 9.00 ft 19.00 ft 19.00 ft Overturning Resist 29,695 ft-lb 37,896 ft-lb 49,288 ft-lb Uplift - lb 1,305 lb 1,173 lb Holdown/Strap None Req'd HDU2 HDU2 Butler Sheet 22 Consulting, Inc. Job No. 156-0911-10 Project Piper Court 3962 Plan Date 9/10/12 Client Sage Built Homes Subject Shear Walls By MEB Shear Wall Strapping (Cont.) Wall G Design as single shear panel wall with opening V ,, Wall 2nd Floor 1st Floor Viwnd = 377 lb 2,648 lb 2 L1 L2 Vi-seis = 205 lb 689 lb = T I H1 = 6.33 ft 2.00 ft _� T 12 H2 = 2.67 ft 8.00 ft - V3 3 --L-= 11.50 ft 11.25 ft V ' 1 L1 = 2.67 ft 2.67 ft _ I R2n, Rend L2 = 2.83 ft 2.83 ft V1 = 183 lb 1,285 lb Li L2 V2 = 194 lb 1,363 lb N I - _ T2 V3 T T2 Vwnd = 69 plf 481 plf Vseis- 37 plf 125 plf V . li Shear Wall Type A C R1sc R1st AllowSeisshear 202.5 plf 300.4 plf R = V H/L 295 lb 2,354 lb T1 = V1H1/L1 = 434 lb 963 lb 12 = V2H1/L2 = 434 lb 963 lb V3 = R-T1 = 139 lb 1,391 lb V3 = V3/H2 = 52 plf 174 plf OK 13=V3L7/H2 = 139 lb 464 lb Horiz. Strap CS16 CS16 MOT = 3,393 lb 29,873 lb Roof Trib Width 2.00 ft 2.00 ft Floor Trib Width - ft 0.80 ft Wall Trib Height 9.00 ft 19.00 ft Overturning Resist 9,390 ft-lb 17,187 ft-lb Uplift= (R/10T-0.6M Res)/L = - lb 1,778 lb Holdown/Strap None Req'd HDU2 Butler Sheet 23 Job No. 156-0911-10 Project Piper Court 3962 Plan Date 6/8/13 Consulting, Inc. Client Sage Built Homes Subject Shear Walls By MEB Shear Wall Beams BM16 Pt 6'_103/P2 +Peat P1 = 4,253 lb-GT-1 PLatf, 4'-2"" w2 t0,-1ttl4" P2 = 11,771 lb- BM8 + BM11 IIIIIIIIIIIIIIIIII111111IIII W2 Peat= 2,840 lb Wall E x 9'/ 10'-8" = +/- 2,396 lb 22'-0" w, = (15+25)x 5'-3"+(12+40)x 0.8+12 psf x 9'=360 plf 16,813 lb 11,396 lb w2 = (17+25)x 20'-9"+(12+40)x 0.8+ 12 psf x 9'= 1,021 plf w3 = (12+40) x1.6' = 83 plf Check 63/4 x 221/2 Glulam VMaz 16,831 lb f„ = 171.0 psi OK MM.= 119,956 ft-lb 87,865 ft-lb fb = 2,901 psi OK / \ Use 63/4 x 221/2 Glulam No net uplift by inspection ■ I 3 E 7 7 1 S J • TAME 5110111) TABLE 5101 51) FLASIAD WE.661E AMOCO COMODDIRED7140 E • 1 ADDITIGNAL MEASURES PRESCRIPTIVE EI.NELC6E RECTUREYENTS I FLAS*6 X ALL CF 66 62.1.066 AREAS , Waal Mao[Aso 1AI DE TOP Cs ALL ENTER.0002 MO DOME OPEL161 NS. envelope as-. Inneaurn(wan.one) Sulldirg ConpasSon 61.. 6.6,66*. A MArEll TOO LEO PROOF.EXERT MAT SELF PESOS.00015 C 1E ...Me,.1Is•ATATI.A. ryolonerce wok. COMAE LAP C.6011E69 MAR AV CrERI,E"EATING MAMMAL '0 ,13 C.v..WI%-11•••.41,154 f..............■•••••el ame el V.. .1..alatiam.abov•widea 4,0 PO AMATO 114 RIPE.Or r1E CATIBAGIBLIDND%a C00013 I rm.,sr.. OD MT MOM FLANK 1 p. Yea=•nu•owe..el eselnis.a. .la no 1 Aennwnianc.ye.• .4.611 I , um.-y-Il• no PLA[•in, 41.141•51 EAT TO MIUMECTIC•10/CiATETS AVP MBA NAGAIrt CPBTALCIIN .4........,.6..66 Voltala a...,• V 6.2 6ss• RN FRAM OR SACCO VALLEYS.FROJECID6 Lr6 LN SON SOO 0 ...,,,,...•,,........,.murnosAAA um,me ynownoen, 1.1.003. LITCOR DICCO COMICS :21 2 re...........•Wain"/15.5■65 ..a lAm only.*•LI-••••,••■•■ame ”OEN AD AT TIC DOS IN/WWI%LOCO COMM CORDS DO KM ' A' .7:......a.-u ""..e.p.n..... ......flab...We' p......, rr A.CeNTIVODLT 2.1.1 ILL PROJECIAG sox nak --: .,..”....0.,...:1...X...".t.,.......g I Arra., on 0-11,36 5 Yen DIEM.00405 0005 025T002 out,TO A 1011.OA c ROM asseeo cs aso auoirrai ................,..,• ... .. 6.AT UALL MO 6,C,XTERV2106. Z.,All 1 Z I .0g.' 4.0•10 LI-••11 . 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IP TABLE 14110LY1) ADDIDCNAL MEASURES 'ffigfpffIgffiEffyfftr. 4,MA MA I i AA...A.A.,. . . conservation measure!select one, \ 'I i„ . 'I /14111114'4111111111111111111S /141\1 —11:0;arm HVAC•yrucb - •AAA.........,..................■.................A... •■■••E.!II, -I I 4 rt. \ . .....■....■. • 0,,,==seer..pet rt....co.a et 6.•C.051551.11 5AYA ACA RAI 11.11 Wier.AAA TATLAT, 111 ""q"nilIVAA 11 "I ULM F B carrra poresoce tame 6c1 Apure ex . I .Ann••■Me■•••■■•we ems...*Own W.,*pm ' ...=:,:rar..12 ------...... IR # 11 is • Cal Damn 11.Pump. IP 1 — Anna.ehnTrA fem.Tsang In a nan re rr,RY“AA o■ •nt•GPM. -i AVIIIA{)with 4 lent ore 6elle••niri-spilt NM panp.Ang a AA., • = = Xl, 11-' -- i.e,of A 5 LiAt Vall net nan I'Alia,SW b.,re5A.c.no.... BBIEBBLBEEREA ...t w os._A more Ann ana A AnIAIAO In tAs awanv ma. . ..r-T ••was Ten C :1"`"'"=".:1".`"7,11::"'"'"°41r,'"- 'Arr±:"...•Arg."..=.7=1.1rt....,==r-1,. 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KAM.•Am 15.Ain Oa be Fem.•mass.A mil sow.•••• .1......755:45:75,.."....1.M.:45,==.5...5.5555......5.5'... ....55 FRONT ELEVATION an.........•7101:06.........t..Ala...ma dkanea MY IN ............tatseett.sese••easai sr ets........at --. ....,=7.>no..la a•pmenstean Ogre.....0.AP= 11611.141AGMECAIMMIII, ,-... a A•TAN nor moues AAA ea AA.DA nme.5•51.....A..AA. 75.17.7.5,r 1 au.r 4...ter=rfAzg:71:",A.4.1:14.ff. ..,.....ZA:A. •TA Ammon............=no.,?......r.VD.r.el amt.a r AAA.Am.Tasman.......,..........,.........r...ea..re. I I II 666.6.......6.6 ....Fr Ferm 6.6..............66.6 rrar Fr 6..,..,.......,.... Il) Ar Ar re...■. r i, ,, i. ......,.........,....rr.........=:.....r...:. ill Ili "L .......... ;1111;II,il • 1111 11111—fi El III' 1 I li qi1 45 •,' 11;;4 hif il — i 11 •• •• 3926 III 11111 one . _ [I ,..... . ...... ..D ..... .... ..„.. , c...... ....., ..... P... MINITZ5/1=1111111 LEFT SIDE ELEVATION REAR ELEVATION RIGHT SIDE ELEVATIOr47(1 W. /-11,---. PII6 Re stay ‘....,.., tf.S C■,, ‘.. .46.4' 1 EZ3s 714iZ'r 1 YOKED DETECTORS RECIARED AS DMOIW M d s. HE RAN DETECTOR!TO BE INTERCOWECTE AND 01 n......e...a POYERED BY PREnIDE WRING AND HAVE BATTEN E o-.nr...r,a wr•ni na+e..r ra..rso nw u.c.0 o .r.m m.0 V WADNNGTCN STAATTE, ® AN •B . .CFI FAN TOILET COTARDIPTS .ems FAN ro mace A AREAS a• I. COVERS.PATIO •_i__ r �r s, • =3.-----.---•=" Z r _,8 ► BONUS 1� oD..v� ! 1 li i MASTER SUITE . .._i li o.�! T NOOK =! ` 1q 1'� BD�M•4 c731 Jli • FAMILY ROOM �� ', 3 �°lly r 1I �I ! h – ....„Clik -1 AN il.rda III" _. ,I— —y `— HP ! .��. t Eh I X A '.... 1 -' '1 1111 .,------Ap-:.:1 ! u _ � �i�a- — — KITi ssEN k I • HuF q,r. ` ..,. R.�) x —Egi _li_�l_._ _ .... ow TYPE nes,.BD a ,..... -• r • BDrRM. 2 __ - DINING.ROOM • _ - —_ - �, BDrR,6M. 3 1� " I *. ' I 3 , ; r S 1 NK7-4.r' — . i�1Z=e�tf LI ,y 101 ._,. Iol r--,--, ;—_ 3926 ow MI gar 1:2121121 I. i /— --- • MAIN FLOOR PLAN UPPER FLOOR PLAN 2 m•WWI 3 E m = 4E L q0 C CEDING VENTILATION 1.1.7 HEE vENTILA7..AREA WALL NOT.T°tg:—.Tf.,�.—:.-- DID,s- u a °E .TI: omen, Av..m. •""° W E a°,O MASTER BDRM. � ����� �I_„,,,,,.._,. zi1,11,,e,h,I, II BDRM 4 h ..m. % d�' �� J LL ..DC III 'u Ili _ 1 S.' OUARD.STAIR REQUIREMENTS U.N.Cui.RIER __III I'_ _i q wwrwcrIeiw! - RZGAMIRD(71.1C .A....PI eel GREAT ROOM III N K ,III x ;o�,�, o �,.,. „I...7,mr DEN on.�`,:�..AO e:; `.•o�li�e`.[COLS e.u„a wne _%� II����101\I ''li�,1\I �, �rw..d.m.. NOUN 1 a�IP 1101 PAPER ICI 71,010 NV DM GARA.42 SECTION A pal a . ems. 1,-,i ...' MM= .m..A rH re�.oE�\ me..e,� ,eL n.,enwa...s a,..• 0 TAIR ATFLOOR CONNECTION$ _....t \'MI L••411.•LOON C.1.DR••0.E.11.0.703• 11.1 in wil .v �aJ .....e ® ,..c vear.AUn, BTAIR eT LANDING Ga- - i MASTER BDRM. ...,M E �o.a,/.`€ :3 _ ��. ...eo .� rux AO WO aaaaaaeaaaawaaaaaan__�-^•�aaaaail 1 =,- .ti.a.,1,.L...' °e memo-efts f P.FORAff.0 MLR RC NOM 1 I _ l �e� ' —_ BTAIR AT WOOD FLOOR `!G If .I DEN ® �.� - - - -- - I 1 ^°^^'°•°°°'° °•�° WALL SECTION/RADON VENT 1 N ,,, f{ GARAGE I II 111Ili 111`i Ai VII r.i 3926 a,SECTION•, , N1 SECTION B .4e1 4 Mb imp ocry / 3 `25 -75) 5-r," /' i t-r- T v ./it S 7�,7 a /3 - en 0 G/ 0 � P UPPE5 R 3:35p 3 Jl UPPER R O S E B U R G loft CS km Beam igin kmBcamEnatab se 4.6026 A Materials Database 1421 `�L^I� Member Data Description: Member Type: Joist Application: Floor �/U� Top Lateral Bracing: Continuous 1� Bottom Lateral Bracing: Continuous <?is, Standard Load: Moisture Condition: Dry Building Code: IBC/IRC �,3 Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total °'/ ���_q Dead Load: 12 PSF Deck Connection: Glued&Nailed �./),F. '7 Filename: Beam1 '% O I" I` / Al 19 0 0 0 O / / 19 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.750" 498# -- 2 19' 0.000" Wall N/A N/A 1.750" 498# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 383#(383p1f) 115#(115p1f) 2 383#(383p1f) 115#(115p1f) Design spans 19' 1.750" Product: 11 7/8" RFPI-20 12.0" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2383.'# 3640.'4 65% 9.5' Total Load D+L Shear 498.# 1420.# 35% 0' Total Load D+L TL Deflection 0.5008" 0.9573" L/458 9.5' Total Load D+L LL Deflection 0.3852" 0.4786" L/596 9.5' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L.BELWOOD EWP MANAGER Strong-Tie Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member.floor foist.beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions.and Spans listed on this sheet The design LAKE OSW EGO,OREGON must be reviewed by a qualified designer or design professional as required for approval This design assumes product installation according to the manufacturer's specifications. 503-479-3317 PLI3-145 6-13-13 J7 UPPER 3:36pm R O S E B U R G loft f S 13canr1605 kniltcamhngine 4.6026 Materials Database 1421 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 / 1 „. 13 2 0 19 6 0 0 Q 0 / / 32 8 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DEL Plate(625psi) 3.500" 1.750" 369# -55# 2 13' 2.000" Wall DFL Plate(625psi) 3.500" 3.500" 1441# -- 3 32' 8.000" Wall DFL Plate(625psi) 3.500" 1.750" 561# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 311#(233p1f) 59#(44plf) 2 1109#(832p1f) 333#(2490) 3 437#(328p1f) 124#(93p1f) Design spans 12'11.375" 19' 3.375" Product: 11 7/8" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2268.'# 3640.'# 62% 24.74' Even Spans D+L Negative Moment 2511.'# 3640.'# 68% 13.17' Total Load D+L Shear 799.# 1420.# 56% 13.17' Total Load D+L End Reaction 561.# 1316.# 42% 32.67' Even Spans D+L Int.Reaction 1441.# 1935.# 74% 13.17' Total Load D+L TL Deflection 0.4122" 0.9641" L/561 23.77' Even Spans D+L LL Deflection 0.3293" 0.4820" L/702 23.77' Even Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L.BELWOOD EWP MANAGER Strong-Tie Copyright(C)2013 by Simpson Strong-Tie Company Inc ALL RIGHTS RESERVED PACIFIC LUMBER&TRUSS —Passing is defined as w+ten the member floor joist beam or girder shown on this drawing meets applicable design criteria for Loads.Loading Conditions,and Spans listed on this sheet The design LAKE OSWEGO,OREGON -nst be reviewed by a qualified designer or design orofessional as required for approval This design assumes product,nstalatIon according to the manufacturer s specifications 503-479-3317 PLI3-l45 6-13-13 , I R O S E B U R G JA UPPER 3:17of I CS Beam4.605 kmBeamEnginc 4.6026 Materials Database 1421 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 r 11- rt. 'III / / / 11 0 0 18 4 0 O a 3` 29 4 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 361# -104# 2 11' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1585# -- 3 29' 4.000" Wall DFL Plate(625psi) 3.500" 1.750" 6304 -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 313#(196p1f) 48#(30plf) 2 1219#(762p1f) 366#(229p1f) 3 489#(306p1f) 141#(88p1f) Design spans 10' 9.375" 18' 1.375" Product: 11 7/8" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2379.'# 3640.'# 65% 21.87' Even Spans D+L Negative Moment 2590.'4 3640.'4 71% 11' Total Load D+L Shear 897.# 1420.# 63% 11' Total Load D+L End Reaction 630.# 1316.# 47% 29.33' Even Spans D+L Int.Reaction 1585.# 1935.# 81% 11' Total Load D+L TL Deflection 0.3742" 0.9057" L/580 20.96' Even Spans D+L LL Deflection 0.2961" 0.4529" L/734 20.96' Even Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L.BELW OOD EWP MANAGER Strong-Tie Copyright(ci 2013 by Simpson Strong.Te company Inc ALL RIGHTS RESERVED PACIFIC LUMBER&TRUSS "Eassng is defined as when the member,floor fast,beam or girder shown on this dravnng meets applicable design cr[era'or Loads.Loading conditions.and Spans!isted on this sheet The design LAKE OSW EGO,OREGON must be reviewed by a qualified designer or design professional as regu red for approval Ths design assumes product nstallabon according to the manufacturers speca.cat,ons 503-479-3317 ...1..?~J Q o MaC WIRIER mRLR2141 ROSE/UR3 FRAMING SYSTEM' a.DMFaAs6r0.F6aP a tof aao tawaF " pan and b R... +r.cop, under.•a Law W Pex LuN.Lagr ao I a <751 p...." �\ S +m .., a..,...>.w.4. narw.:.W.au •w.,..a.,......rL . e m,a Wan.w•o ▪ •Fp•a.r .. .Cowpony pc...w > RIGIDLAM LVL R1SDRIM ...r Romeo• 4),t..pr,.Wring.°rytts v Mr wa g . 4,40•444.6t...a. mt.W K to]Og0.r Np.InlrrRa.b•1.22 ODw.00 M.•Na sJ,J4 o RFPI JOIST , �o.� 1 1-7/5 RFPI-20 TYPICAL 20420.Lareb DES4SNED E MEET A !VEXED THE LIVE LOAD pCPLCLTIONLRIIVIDA \v START START of L.•6o �V FRAMING FRAMING RI HERE HERE R +FLO �eAo6 -- __-- _ - - - U J +]w1 DEAD LOwD J- _ FLOOR -- J 11 RI _ .__- _—.. -- _ RI O 0 131.1 41 R1 O 6LV =040 9000 I - _ _ _- - • R1 M _ R1 J1 I]pI DEAD LOAD __ __ - �� M I - — k J] I I t J] -- JT ]yoL LIVE LOAD __- I Ji---°' - J] J] J IIwI DEAD LOAD __ -- __ I J}_-_._. _._.. J] J] Jl 020170.GTOR MOTE! -— -_ I --,-T— J] 42 Jl )Au-1.0ALLP5P.M DLONOT106 ]l Au POOT0be P01 OERVESE) PLAN fl J] 42 41 5) nEAa6 PERO.NERD PLAN -Ji- J] J] Jl (1)141....S.NOTEDOT..E13NSCI I 41110C CAUTION Wien GU71156 FOR FLIDIM1i n] J] 62 J1 61 FR041170PROFCR5FFORT AT ALL -41 42 -- 4 01 J] JT Q e- 44 51 J] _- J] nt a J4 Jb •-/ J4 J] = 42 J4 €/ J6 ===w::.JO J6 n6 J5 J] J] J5 n6 ` J6 �`� n1 46 .. J5 J] J] .. J9 ,. �� FI J6 nl Jnt J6 JO - 46 13I' Jb Jn' I/1 1 I JO - - Ja J4 �- IL+•a\ J13 e - e d3 JS JO 1 JD J.e 51I 1 ntt o nt] n5 5 111' J6 JO JSBS o ` J4 JD u JD -101 J4 ti\_ y J4 _ JO - - r 11 ..117 J, - tl J4 .c JD •- JO J4 ... J4 e JD J6 44 011ii .. 514 / 515 -- 41 Jt / O1D I]`\— 514 I$ 5 •- 5 J] �"�R1 J] J7 R1 �N'-y Bl J] n� L.\ 11 (� 17R1 J] RI J] - -- J.1 %R1 Jj J] Its CCCJJJ �_ NDR1 n6 43 - b f SS NDR1 I BO _ _.. BO ROOT LOAD nUNYlEt ArA. �•�'°\/ FL III-149(YFPEIV �`(C-mil C(J�R1 It 1 :-.3111116.:-BM-27-110119- 1^ 111■22.141 Es2E62 oR s.`�u`r oo IMPORTANT/ v� NME■I MID>•ILLMIcNIIeJMOIM5..=r>• REFERENCE INSTALLATION GUIDE FOR ALL FRAMING R3LTt3L1L ■RR.1 = •51•51M1•.C1 DETAILS AND-JOIST INFORMATION MLT sQiaM N5 = =a END.• UPPER FLOOR JOIST LAYOUT '' - ' ' a4∎•• 0 I D ��� •-NAN6lR GALLOIT SCALE:1/4'-1-0' Cg»�.MTLw.aMz7• lSfEl:® 1.25171■.t•IIaniL EMIIIMPFlMIEEMWDSMI �_Q MENWO =I.0�IM •SUPFORTIN&rosy r i,E COMPANY -POST LOAD ABOVE �� Bt17aL�••• .� _ re •I[IM6OARD a ,.� 5450 JEAN ROAD LANE OSWECO.CRE6ON'11055(5051656-4665 LB •LVL SLOGNIN6 orial,tfl6C,∎�- ���∎∎ MEW ∎i FLAN DESGRFTN]N/NUMBER. 6426 .JD -JOST SLOG131Nb ===:=∎ GUSTO4311. 5A6E15411.1 ▪ -JOIST GALLOUT ® === == MN DATED: 5/90/15 8 •BEAM(FLLS0 w/JOIST) ®■•∎∎off∎ riOR-NEADCR/DEAMBELOW JOIN) 0® ■�0—■ Err DESIGNER RAM 811,10042 DATE: 6/15/15 990-0P-AM Br OTHERS PL 1 3— 1 4 5 (UPPER) 51lET:,6s ,