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Plans (162)
i • • . • • • • • • • • • • • } W ' : :• :• :'• : : : : OCT 0 b 2016 • • • •• • •. • c i OF 1 ,""%e-'612).: • • • • •• • •• ••• • • • • •• •• • ( 35-00-00 • i•• ••• •• • • "( " ' .A. HdRTON. • • • •• (E) PLAN 3726 "B" GARAGE LEFT < di° < 0- O (B1 N O N i/12 uj ' 0 E. Fi 8= L7 (r) CD CO C"' PI NEL BLOC KS L A-_ Ja 5/12 PITCH (MAIN UPPER) 01 ER ;HEA!WALL 5/i; 0 6/12 PITCH (FRONT GABLES 6 PORCH) 9-6 TALL (5) 25# LOAD AWL BLCKS 1-00.H. LWER 3HEAR WILL CAR ,- 7-5 TAIL ARIEL TRUSS c l�H f 574-7333 mv cu = o (Al Z, d .^, / s ZAS o DRAWN BY: C› KEVIN LENDE it/�12 6/l2 � Amok' AmEmm ' � i►_ ,1... .. ... --meialim e � _ � ►. ___ ___ fa G.E. y Mill6/12 6/12 0 14-03-00 SPAN 'USS (C H I Iry I" !2 O 2 0I (91 I 6/12 0670 __ ID STRUTS J I y 10-09-00 ySPAN 6-07-08 y z. SPAN ' r. ,_„ )\\\n 0 Ac U-- O tort LUSZLI 3 N H C, n S. • •• •• •• •• • • • • • • • • • • • • • • • • • • •• • • •• • •• • • •• •• •• •• • • •• •• • ••• • • ••• • • • • • • • • • • •• • • • • • • • •• • •• • • • • •• • •• • • •• •• • • •• • • • • • • • • • • • • • • • • • • • • • • • • ••• • ••• • ••• •• T •• ••• 'pee 35-00-00 ''r. ••• • • D.R. NORTON • • • • •• • • • PLAN 3726 "8" (9• GARAGE RIGHT (E (fg) 0 O 0 C2.... N O N c, 5/1; ti a� co cp GO"cr Ill 4 FA + Q L. J SANE`6BL BACKS 5/12 PITCH (MAIN UPPER) „ Ci IVER SHEMRWA_L 6/12 PITCH (FRONT GABLES & PORCH) �) ,s ��/!2 25# LOAD 1-6 'ALL PANEL 3LONS 1-00.H. OVER S-IEAF WAL / 7-6 TAL , _ o ARIEL TRUSS o G i hG03 574-7333 = v' m o o N. I _ N DRAWN 8Y: 0 N I ffJ . KEVIN LENDS cu G3. � Ik giWif 6/12 6/12 + to y G.E. GP 14-03-00 o r.I r.� 7-11 + " 11VALLE "" g SPAN oo .9 sn2 + (1.5 ."-- CD' y ADD STRUTS 10-09-00 SPAN y /(7,... ✓. .,- `/ ; _-. `: 6-07-08 SPAN OTtlee_- (4414: ::-.1C. ) vac' 4(-- i c,s, __,__,. ,,,,.,,,,,\ L. US rt 0 3 -- 1 N H 7 n • •• •• •• • • •• • •• • •• • • • • • •• • • •• • • •• NUM •• •• •• •• • •• • •• • • _ mit • ••• • •• ••• • • • • • • • • • • • •• • • • • •• • •• • • ••• • •• • •• •• •• MiTek$ .• .• . • .. . ••• •• . • • • .. . . .. • • . . .• . . . • • • ... • ••• • ••• • •• •.MiTek USA, Inc. • •• •250.11 g Gircle • • •• •• • 11. Cork%CZ 841).•• • .:%51'?,459 25: • • ••• Re: DR NORTON PLAN 3726-B The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Ariel Truss Co.. Pages or sheets covered by this seal: K1728520 thru K1728537 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. "C,95,p PROFe„ �NGINFF9 /0 89782PE 44, 9r' 4 5,OREGON Ooh, 9,9pgUL e;2&2 February 15,2016 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 19'— 3.0" Wind: 120 mph, h-17.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x9 DF 01681K LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x9 OF 916BTR SPACED 24.0" O.C. load duration factor=1.6, •••• •• • • • Truss designed for wind loads • • • TC LATERAL SUPPORT <= 12"OC. UON. LOADING in the plane of the truss only. •••• BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF •••• • DL ON BOTTOM CHORD= 10.0 PSF - • • • TOTAL LOAD= 42.0 PSF Gable end truss on•apitjtyleus bearIj yl.li VON. 0-1x2 or equal typical at stud ver*•icalls.• Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Refer to CompuTrus•49b1•Send detail for • Cs=1, Ce-1, Ct=1.1, I-1 complete specificatio}1s. • • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL •• • • • • • • REQUIREMENTS OF IBC 2012 MD IRC 2012 NOT BEING MET. • • •••• ••••• •• •• BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP • • • AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. •• • •••••• •••• • •• • • • • 7-01-08 7-01-08 • • •••• • • 4 1 4 •••• • • 12 12 • 6.00 TIM-9x9 Q 6.00 • • 3 • • • • a 2 4 o RR M o M-2.5x4 M-2.5x4 1 Y ` t 1-00 14-03 ‹`�� PF`st(1 ��5 �NGtNEER /0 i. :9782PE 1-- ,i, -' i JOB NAME: DR HORTON PLAN 3726—B —Al Scale: 0.5283 MIMI WARNINGS: GENERAL NOTES, unless otherwise noted: �/ V / /� �4 I Wader and emotion contractor should be addled of all General Notes 1.TAN desOn Is bused Mk Won the pammete,e shown and la for an individual A ,j-OREGON Truss: Al and Warnings before construction commences. bolding component.Applicability of design parameters end props, LJ f� 17.9.%'0.7r O 2 2e4 compression web bndng most be installed when Shown.. Incorporation of component h the rssponelb•ly sIBa bsI5e dMgmr. G V 2 Q` 3.A&IbnN temporary toecap b k1Nue stability during construction 2.Design newnee the cop and bottom shards w be laterally bread N R 7 1, la the reeponshINt ofttN anagen.Additional permanent Racing of contIn7o.e,ant et 10.eAreed,seek moan braced)TE)eeutmale length by DATE: 2/12/2016 the owns'abuchae la the ate,.Wilding designer. 3,y as "g"g l"nedegn required weshhown•• "�' Pq Ut.. �` rsaponNhlRy pad bridging or lateral bredrg rsquired Mrers shown SEQ.: K1728520 4.No load should be applied to any component anti War dbracing and 5 Designlen of Wee lethe trusses.r. igyeused lls •non-canoeists enactor. m, fasteners ere carnphh end d at no me should any lads greater than TRANS ID: LINK &elan weds be applied to any component 6.'nd erenra„m�en full bearing at use. .5 supports Shim or wedge 5.CempuTru.Ms no:cordial over and wow.no mepseeieay for the EXPIRES: 12/31/2016 fabda"en.hendlG,shipment and inehhtten of components. 7.Design assumes adequate dretrege h provided. February 15,2016 5.Tirh design Ihenthed eubfeaf to the Rnkedoa east forth by a Plates Mel be located M b e,Wee:dhow and placed en their anter TPYWTCA In SCSI,copies Gotta:sI be hnnlehed upon request. Ines alnd&edh pint anter Ines. O.Digo mdlate eke of pita In manes. MITek USA,kwiCompuTnn Software 7.6.8(11)-E 10.For Waw a,.dm piste design values me ESR-1311,ESR-lgNS(MWTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 14-03-00 GIRDER SUPPORTING 94-06-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 TC: 2x4 DF S15BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=)-10019) 996 1- 6=(-856) 6812 6- 2-) -250) 2720 BC: 2x8 DF SS 2- 3=( -7314) 750 6- 7. - WEBS: 2x9 DF STAND: LOADING 3- 9=) -7314) 750 7- ( 846) 8702 2- 7=(-2672) 288 2x9 OF 81&BTR A Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 8=(-896) 8702 7- 3=( -636) 6294 4- 5-1-10014) 996 8- 5=(-856) 8812 7- 4=(-2672) 288 TC LATERAL SUPPORT <= 12"OC. U061. Cs=1, Ce=1, Ct=1.1, I=1 4- 8-) -250) 2720 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 14'- 3.0" V BEARING MAX VERT MAX MORE BRG REQUIRED BRG AREA BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 14'- 3.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ,.,r BC UNIF LL( 531.2)+DL( 361.2)= 892.5 PLF 0'- 0.0" TO 14'- 3.0" V 0'- 0.0" -690/ 6958V -43/ 93H 5.50^ 11.13 DF ( 625) ( 2 ) complete trusses required. 14'- 3.0" -690/ 6958V 0/ OH 5.50" 11.13 DF ( 625) Join together 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL nails staggered at: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9" oc in 1 row(s) throughout 2x4 top chords, 5" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL- -0.081" @ 7'- 1.5" Allowed = 0.667" MAX TL CREEP DEFL= -0.191" @ 7'- 1.5" Allowed = 0.889" MAX HORIZ. LL DEFL- 0.020" @ 13'- 9.5" MAX HORIZ. TL DEFL = 0.034" @ 13'- 9.5" Wind: 120 mph, h=17.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-01-08 7-01-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, T Truss designed for wind loads 4-03-11 2-09-13 2-09-13 4-03-11 in the plane of the truss only. 4 1 T 1' 1' 12 12 6.00 '" =M-6x6 Q 6.00 3 6.0" ioillpior M-3x8 M-3x8 rr M-5x16 M-5x16 -,� m _ ill Qin V ® 1 ted® O Ti''' 1 O 1 7 8 =s o M-3x4 M-3x10 MHS-7x10 M-3x10 M-3x4 • • • • • • • • • J. y y •••• •• J. b • - • • 4-01-15 2-11-09 2-11-09 4-01-15 sc©:PROFF••• , 19-03 y ���•Y • iNE -�t/ . • • 14 • ••:'782PE•••• n� •• •• • •• • i .• • JOB NAME: DR NORTON PLAN 3726-8 -A2 Scale: 0.4170 / • ��" • WARNINGS: -�e"e • GENERAL NOTES. hates otherwise noted. ,/ `•• • Truss: Nt A2 1.Builder and erection contractor Mould be advised ofa.General Notes 1.TN.design a Need only upon Me parameters Mown and a fors individual .9 (1QCGORCee� and WaminE before mmlruclkncommences. bolding component.Appggb5ty of design parameters and proper jj'i Y-V r`a• L 2e4 compression cost bracing nardMln.te.etlwMroshose., Mco,oneon of component k the responsibly of the building designer. •• • 3.A00Nbnel tempore?bracing to bare stably during combustion 2.Design assumes the tap and bosom chords b be latently braced at 'ff y1 rt/'ii?If 1 S `t f:' • k Me responsibility of the erector.Addkbnalperman;mbresbg of 7o.e.and et 70 o.a roapedNey links braced throughout their length by DATE: 2/12/2016 the overall*Ware le me raspombly of the building es continuous sheathing such as py000d sheathing(7C)am/or Aywa.(BC). '0 f� (�A� • g sgAef. 3.Zr impost bridging or NNW bracing required when shown a. /"A T- • . • SEQ.: K1728521 4.No toed should beappMdtoany compovmhmHaesretlbracing and 4.bwkletbnofhues lathe reepwnelyofM.respwNecmnactor fasteners are corn**and et no �'- •••• TRANS ID: LINK &alp loads beappne anycommponeid greater than 5.mai names busses ea used Mamneonowe.mhonmem, 5.Comp' hes no control ser and assumes m responsibility for Ms ••Design aaasm..M besrap al M aupporte alrown.SNm or wedge li kb*.eon•haadeng,shipment and installation ofcomiponente. mese.y. EXPIRES: 12/31/2016 8.This design is furnished subject Design smarms adequate drainage a provided. auge to the limitations set forth by B.Metes she.be bated s both Noes of truss,end placed se their center February 15,2016 TFVWIT.A in SCSI.copies ofWadi will be furnished upon request. .nae coincide with pint center.new MTek USA,ktcJCgmpuTrin Software 7.8.8(1L}E 0.DVSs indicate etre of pate in mdse. 10.For Mak connector plate design slues see ESR-1311,ESR-1088(MR.k) 1 This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF R1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(0) 203 6-3=(0) 137 BC: 2x4 DF 61&BTR SPACED 24.0^ O.C. 2-3=(-284) 0 6-4=(0) 203 •••• WEBS: 2x9 DE STAND 3-4=(-284) 0 •• • • • LOADING 4-5=) 0) 50 • • • TC LATERAL SUPPORT <= 12^OC. •UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF •••• ••i• • BC LATERAL SUPPORT <= 12^OC. UON. DL ON BOTTOM CHORD- 10.0 PSF • • • • TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ •COG*•4REQUIREI•BRO lease OVERHANGS: 12.0•' 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. •SPECIMS) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0•- 0.0" -29/ 302V -25/ 250 •% 5e"• 0.63 DF ( 625) • Cs=1, Ce=1, Ct=1.1, I=1 6'- 7.5" -29/ 392V 0/ OH..55. .63 DF (•525) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL •• • • REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. • • • ••• ••• dile VERTICAL DEFLECTION LIMITS: % = /•410, TL=L/180 •• •• BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL= -0.002" 6 -1'- 0" Allowed.= 0.100" • • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • MAX TL CREEP DEFL= -0.003" @ -1.4- .0••Allowedk•e!it3• MAX LL DEFL= -0.002" @ 7'-. Allowed. 0.190" MAX TL CREEP DEFL= -0.003^ @ 7'- .' Allowed = 0.133" • MAX TC PANEL LL DEFL = 0.009^ @ 1'! 8.2"*Allowed = 0.193" • • 3-03-12 3-03-12 MAX TC PANEL TL DEFL= 0.008" @ 41-Sl •311k•Allowed ,•42.243"f f MAX HORIZ. LL DEFL= 0.001" @ 6'- 2.0'y••• • • 12 12 MAX HORIZ. TL DEFL - 0.001" @ •6'- 2.0" 6.00 © Q6.00 • • • • • • Wind: 120 mph, h=l7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), IIM-4x4 load duration factor=1.6, Truss designed fox wind loads 3 4.0" in the plane of the truss only. liki II 1111 2.0" c o o 1 ►� 6 ,....=,.„1. 5 M-2.5x4 M-1.5x4 M-2.5x4 b y 1 3-03-12 3-03-12 J• k 3' ,L 1-00 6-07-08 1-00 ,<,i, Lid, PR0F ., ,c,, NGINE '7 /�2 `� :/9782PE 9' JOB NAME: DR HORTON PLAN 3726-B - Si Scale: 0.6010 �• 77f* • WARNINGS: GENERAL NOTES, unless otherwise noted: ,^ 1.B&Eder and erection mMedorshouId be advised or all General Note 1.TNed&Npn•based a1yy upon the penumbra Ewer and i tor an individual ,, 'A-OREGON p^l, Truss: B1 end Wse gebeforemmhud•ncommons.. bPNMpmeWs.s.Applk blSyof&&Gymp romot.RMdproper (yr -✓ 2.De companion web Peeing must b.Mtaled when drown 0. brosp.raanofcompeneM is eapone•Mlly of bWldle•dea•er. 9,5, el RY A6 V� 3.Additional temporary bracing to awe stability during combustion 2.Design assumes M.top and bottom chorda to M Merely bawd al 7 �7 MIM r5005* *ofMe erector.AtldNoelpermeantPratln9 of 2'o.s.and al1Vo.s..055../ey unless bead throughout their lamp by `� DATE: 2/12/2016 the owed Ouch.•I,.responsibility OM*building d0.sssr. continuous ng APIseb eiisg r.wood oIsdsheatwhore shown pp UL �\ 3.2s Impact btldgb•or Moral PeeingsequinedPM.wMe shown 10 s RA UL K1728522 4.Nebed eMMae..pq•aroany m,..hmd sing altar.I bracing.M 4.R De•Mbns/Wals esespo6.0.1 W. onwor W..noh,s fasteners are complete and el a 6m.Mould any lone Seder than S.D4.,.to dly trusses ere to be mad Ma nanarrosNa environment. design bedo a applied to any campoent. and aro br-dry condtlan'sf St. TRANS ID: LINK 5.CoisPoTs.has a control over and=..manes no espsebiley for the B.O.Npn sasenn NN bowing alai supports ahaw.Balm or wedge EXPIRES: 12/31/2016 massa y. Menem,handling,shipment aha!adagios of components. 7.Des•n eaeune&a dedon la provided. February 15,2016 S.Th•d.elgn•Nmbhad PPP!to Me Re•albe set brihrn 0.Rant PRI be Paled on both teen strews,and plead so their TP9WTCA M SCSI,<opin oe MAP nal be banished upon equnt. News windde SIR NIG anter Ines. 5.Digits Indicate sire of plate In Niches. Wee USA,IneiCompulrus Software 7.6.6(114-E 10.For bask mnnedor plate design values sae ESR-1911,ESR-1986(MITak) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.5^ IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cil=1.00 TC: 2x4 DF 4116BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF If1OBTR SPACED 24.0" O.C. 2-3=( 0) 50 6-4=(0) 203 6-3=(0) 137 WEBS: 2x9 DF STAND 2-3=(-284) 0 6-9=(0) 203 3-4=(-284) 0 LOADING 4-5=( 0) 50 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 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.I14. (SPECIES) Snow: ASCE 7-10, 25 PSF Roof Snow(Po) 0'- 0.0" -29/ 392V -25/ 25H 5.50" 0.63 DF ( 625) .....iiiiiii Cs=1, Ce=1, Ct=1.1, I=1 6'- 7.5" -29/ 392V 0/ OH 5.50" 0.63 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= -0.002" @ 7'- 7.5" Allowed = 0.100" MAX IL CREEP DEFL = -0.003" @ 7'- 7.5" Allowed - 0.133^ MAX TC PANEL LL DEFL= 0.009" @ 1'- 8.2" Allowed = 0.193^ 3-03-12 3-03-12 MAX TC PANEL TL DEFL= 0.008" @ 4'- 11.3" Allowed = 0.289" ' f MAX HORIZ. LL DEFL= 0.001" @ 6'- 2.0" 12 12 MAX HORIZ. TL DEFL= 0.001" @ 6'- 2.0" 6.00 Q 6.00 Wind: 120 mph, h=17ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, IIM-4X9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 3 4 0" in the plane of the truss only. ,A1111.1% 2.0" a M BIM o O 1 eEM 6 5 O M-2.5x4 M-1.5x4 M-2.5x4 • • • • l y 3. • • 3-03-12 3-03-12 • y y b y •••• • • 1-00 6-07-08 • •• • • • 1-00 Sr PR.Op4.• s • • � •� • •: =9782PE... �' •••••• • S. • • • • • -a,, • • JOB NAME: DR HORTON PLAN 3726-B - 62 •• Scale: 0.6010 , - • •• • / AIM• WARNINGS: GENERAL.Thisdesign NOTES, untiesotherwise eperamote �•..f EGVN•• _J Truss: B2 1.AW should of an General Notes t.mitingcoNWeedppcupon mopesign rahemaneIarorenIMMduel /� ir and 1Mmh•s before construction commences. buildInowpp component.Applicabilityorient le the redesign parameters and proper • • • 2.7A4 compression web bracing must W Meld When shown,. Incorporotlon ofaompoMMbtui reaponsibrMy entire bulking;designer. ev • 3.Additional temporary bracing to enure atabIty during construction N Design assumes me top and bottom chords to be Wary breed at is me responsibility of the erector.Additional comment bracing of 2'o.c.and at 1st e.c.respedney unties broad throughout they length by DATE: 2/12/2016 tui erenA st uelue la he continuous eheembg such as plywood shaaing(TO)anion drywaA(Bq. It UL • • • mpo,.Additional of the building designer. 3.2s Impost bridging or brand bracing required where shown•r d SEQ.: K1728523 4.No bad Mould be applied to any component until after bnion dng and 4.MOON of hues is thensponsbNcontractor.ty of the respective conctor. •••• fasteners are complete and at no time should any bade greater then S.end Doar assumes nesse are to be used In a non-corrosive environment, TRANS ID: LINK design bade be applied to any component. andga forth),Pon.ion*of use. Shim of wedge 5.compufrus has no control over end assumes a naponsbfty for the 8.Design assumes full bearing et ell supports drevm. n fabrication, nning,Mlpment.ndk,ataAMpnof�mpen.m,. necessary. EXPIRES: 12/31/2016 e.Iliadesign bhanishedeub)ecttoBePm0atbrwset forth by a.PPhb be located onntadequate assumes h«ofbuss,and placedsotheircenter February 15,2016 rv9wreA In SCSI,copies of which will be henbnsd open request. Ana eondde with joint sector lines. MITek USA,IneJCortgwTnm Software 7.6.6(11)-E 9.Digits Indicate eke of plate n betas. 10.For beds connector plate design values see ESR-1311,ESR-1988(MRep This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.7" IBC 2012 MAX MEMBER FORCES 94R/GDF/C=1.00 TC: 2x9 DF 61SBTR LOAD DURATION INCREASE = 1.15 g BC: 2x9 DF R1SBTR SPACED 24.0" O.C. 1-2=( 0) 10 6-7=(-11) 36 6-2=(-199) 1 WEBS: 2x9 DF STAND 2-3=(-196) 0 7-9=( 0) 111 2-7=( 0) 115 •••• 3-9=(-178) 0 7-3y'•-10)•62 • • LOADING 9-5=( 0) 50 4 • • TC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PIE •••• BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD= 10.0 PSF •••• • TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HOR $Ry•• REQUI ,�� EA • OVERHANGS: 0.0" 12.0" LOCATIONS REACTIONS REACTIOnS•Kin• SQ-IN� ISikKE Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" 0/ 206V -39/ 26H• 4.40" 0.33 DF ( 625) • Cs=1, Ce=1, Ct=1.1, I=1 5'- 1.7" -35/ 365V 0/ OH •5.508' 0.58 DE•( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL •• • • REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. • • • • BOTTOM CHORD CHECKED FOR 10PSE LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS:•7�,�5�2•90, TL=L/1135••• •• •• AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEEM - -0.002" @ 6'- 1.7" Allowed = 0.100^ • • MAX TL CREEP DEFL= -0.003" @ 6i• 1.7" Allow,*0 04433" MAX TC PANEL LL DEFL= 0.009" @ •3.1 5.4• Allowed = 4.193" MAX TC PANEL TL DEFL= 0.008" @ 31i♦0546" Allowed = 0.289^ • • • • 1-10 3-03-12 MAX HORIZ. LL DEFL =.0,000" i 9'- 8,2" MAX HORIZ. TL DEFL =j • 4'- B•2•••1 r • • •••• • • 0-05 1-05 3-03-12 • 1' 1 1 1 Wind: 120 mph, h-l7ft, TCD4=4128,11IL=6.0, A48CE 7-10, 12 12 (All Heights), Enclosed, Cat!2, Exp.l•11N4'1�tDir), 6.00 load duration factor=1.6, • • • • Q 6.00 Truss designed for wind loads in the plane of the truss only. NIM-4x4 3 4.0" M-2.5x9 iirs �� z i- 1 t�p 2.0" i o o `o0 I hil% o M-1.5x9 M-2.5x9 M-2.5x4 l J' y 1-08-04 3-05-08 )' 1, ). .<i,.v, 1) PROF4- 5-01-12 1-00 CD ENGINE$. /0 ct 8.782PE -7s- , • JOB NAME: DR NORTON PLAN 3726-B - B3 Scale: 0.5113 . �. " --ewe WARNINGS: GENERAL NOTES, unless otherwise noted: ` 4, Truss B3 %a 1.Meierand erection contractor should beaMhedof.EGeneral Noroa 1.Thidesign isbondonly upon the parameter.shown nd60.,,individual y OREGON 0^.. and rings before construction eemmsno bulling component.ApptIcetEEy of dosi,n parameters and proper 2 34 oempre.bn web bndng must be Retailed when shown a. Incorporation of componentN ih.responsibilityof o,.building tle.lpner. 3.AddEbml temporary bracing to Ana erob•y during Grnebuetlon 2.Design dunes the NP one bottom chorda to be Wady braced at 'Q,9 �q RY 15 �4�QQ` h the rasponam•y eftlre erect,Ade4oMl permanent b403r4 of 7 0.0.and at 10 Ac.raapec.Wety orals.braced throughout their length by(ideate ` DATE: 2/12/2016 theovmitfmRbsaRS»res orew Meauerigingorbiter eesdegre uired *hot..sheenendior w Be). '1 `jA UL p •p'nent bugafte M bo.stn 1.2x lmpeb diens 68,.s bracing y of fthe wham shown+e �'l SEQ. K1728529 4.Nobeesam own*.d to anded at noy component until aMreEader then 5. 4.Designtussahm.rr to used In nonpedb.e tanden. fasteners an own**and no tlme.hoW arty loads grader men 5.and are assumes busses Cr.ro.,uses In•nonsonedve embonmant, TRANS ID: LINK de•gn loads a applied roam compared. B. gn.r.nam.brig beerhg dam supporta shown.Shim or wedge B.Compolru.Manownfrolovereneeswrm.sneraspeneo4tyforthe mmad,t, EXPIRES: 12/31/2016 fabrication,handling,shipment and IMeMlbn of components. 7.Desipr assumes edegwb draMge is provided. C 8.This design NSanhh.4 subject to gra Braaten.set font by a.PNtesshaI be boated on both faces of hoes.and placed so their center February 15,2016 TPINRCA In SCSI,copies of Mich w4 be bene.hed upon request wits wktdds with pmt center lines. MiTek USA,Ine.ICo hue Software 7.8. iL 8.DigS.Inmate sire of piste in Inches. fn Wt )'E 10.For badeomrodor skis design values see ESR-1311,ESR-1858(MRek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 10'— 9.0" Wind: 120 mph, h-17.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF#1aBTR SPACED 29.0" O.C. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads TC LATERAL SUPPORT <= 12"OC. UON. LOADING in the plane of the truss only. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF Gable end truss on continuous bearing wall UON. 4-102 or equal typical at stud verticals. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Refer to CompuTrus gable end detail for Cs=1, Ce=1, Ct=1.1, I=1 complete specifications. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 5-04-08 5-04-08 12 T i' 12 6.00 17' Q 6.00 I I M-4x4 3 2 •0 v o J� o 1 t l / /////////////////////////////////////////////////////////////////////////////// 7/ o M-2.5x4 • • • • M-2.5x4 • • • b 1 • •••• ••• 1-00 10-09 14. PR°Fel* ,C� •• • �b • I - ••• '782PI ... �r .. .. , •.• • • • • • • JOB NAME: DR NORTON PLAN 3726—B — Cl Scale: 0.5815 • T " •• ' r • • • • WARNINGS: GENERAL NOTES. unbar otherwise noted: .`,• :/ iiiri Truss: C l 1.Bider and erection contractor should be advised old General Noted t.TN.design is bawd only upon Na parameters shown and is bran indlidual ;� I EG OIL l8k f� and Warnings beton construction commences, IRWIN component.Applicability of design parameters and proper a'A 2.2x4 compression web bradrg must be metaled where shorn., acorporotlon of component is the rsspoMibltiy liths building designer. �`G, •• •+,.•'v •[]� • 3.Additional temporary Geeing to Imran stab8y during construction 2.D2.esign assumes the top and bottom dorms to be Merely booed et _r R \rj /` • DATE: 2/12/2016 Mis ere.poamrdurstsowrector.Addgbnel permanent brewing of continuous ateao.c,ouch se respectively molest sbnwdmrouphd/out rdryag(BJ. ,t nmpact sheathing metas dings "d""�B�).MOM �'A U L �� • • responsibility of the building designer. 3.2x Impact bridging a labial bra No bed should be appMuntil to any component alter el bracing end 4.InataMlon oftrest.me responsibility of mrespective apective contractor. •••• SEQ.: K 2 8$2$ ♦fasteners are complete and at no I e.Tadd any beds greeter man 6.Ma ion assumes buses are to be used In a noo-cosasive environment, TRANS ID: LINK design bade be marled to any component, and aro ar'ey condition'dine. 5.Canp0T,whonoeo lover and assaMsmnapemNONyfor ga S.Deafgna6sumesNgbNragaleAwppor6tNrown.ShlmorwedgeM EXPIRES: 12/31/2016 hbrbegon,t endMg,shipment and Imtsk8on of components, mcoassry 5.ThisdestntothnbhedsubjedbmeIngnionssetforthby 7.Design b"bcedon'bb tfo oft,e,end shoed so their cent" February 15,2016 171/WMA in SCSI,apples of WOO.89 be furnished upon request. Ines coincide wbh Joint center rase. 9. Wel(VSA,Inc/CompuTrus Software 7.8.8(7 L)-E 1 O.Forr beak connector pieta design values see ESR•1311,ESR-1988(MtTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 10'- 9.0^ IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF 814BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6-(0) 388 6-3=(0) 242 BC: 2x4 DF 8148TR SPACED 24.0" O.C. 2- 3=(-521) 0 6-9=(0) 368 •••• WEBS: 2x4 DF STAND 3-4=(-521) 0 ••!• : • • LOADING 9-5=( 0) 50 •!!! TC LATERAL SUPPORT <= 12"OC, VON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSE BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF ••••411 • TOTAL LOAD- 42.0 PSF • • • OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HOR•••• • REQUIF�i4 SI�.AEEA LOCATIONS REACTIONS REACTIONNSIZE SQ,IN.• (F ( 62S) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" -31/ 566V -38/ 361• Std" 0.90 DF ( 625) • Cs=1, Ce=1, Ct=1.1, I=1 10'- 9.0" -31/ 565V 0/ OH 05.500 0.90 DF• 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL •• • • REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. - • • • • • • •••• BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS!f,#!,M?90, TL=L/160 •S. •• AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Al1owM = 0.100" • • MAX TL CREEP DEFL = -0.003" @ -1•-• a t" Allowha,15fl 3^ MAX TL CREEP DEFL = -0.034" @ %.',-,L1 • Allowl = 0W656" MAX LL DEFL= -0.002" @ 11 ! " Allowed = .0.100" ! MAX TL CREEP DEFL= -0.003" @ li.'- 9.Si Allowed = 0.133" • • MAX TC PANEL LL DEFL = 0.029" @ 42 - 1056 Allowed...60.347" • • • • • MAX HORIZ. LL DEFL - 0.003" @ 10'- 3.i'b•• • • MAX HORIZ. TL DEFL- 0.005" @• 10'- 3.5" •••••• • 5-09-08 5-09-08 • T ( • • • • T Wind: 120 mph, h=17.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 � ))M-4x4 Q 6.00 load duration factor=1.6, Truss designed for wind loads 3 4.0" in the plane of the truss only. 2.0" v. lo0o ey, 1 0 q cIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIa I 6 M-2.5x9 M-1.5x9 M-2.5x9 y y l 5-09-08 s-04-08 b l 1-00 10-09 l 1-00 y .1 i, 03 PROF"ss �NGtN'E .,9 Wo 41 2 :9782PE r JOB NAME: DR HORTON PLAN 3726-B - C2 Scale: 0.4940 `�/�" WARNINGS: GENERAL NOTES, unless a*erMn noted. /'•' Truss: C2 1.S' erection de Mould t.Thiaag.lebeudoNJ upon Mepenmetenshown and isMraninmeibnl y •REGON and bWrdrge before construction commences. buldmg component.App0mbEIy or design paneNera and proper O 2.2x4 compression web**Ong must b.inWMd when shown.. incorporation ofcomponent4lM respenehSly or ee buldlrg designer. S.AdMbnal temporary braemg to Insure stability during cenelnrcgen 2.Te4pn.aeumesme by end bottom chords to be Manly braced at -y Gq RY `L /Q, lame reepornbWy of the ender.Additional penitence bracing o} o o o,and et 10 ob.ontO..ay urdess braced ihreuglro*thele NNW by `T/� -1 V DATE: 2/12/2016 th.mean structure IsIM roepenebblny Mlle building 80*..,. 3.2eimpad bridginglatera baring required Mpndrone+ "*�0> 't /�y� Q`V SEQ.: K1728526 4.No Mad Mould be applied hamee ponerlt*Mane,NIbradngand 4.Insisistbnliltinglathe nap°mA.Ryolthe respeMrocwdndor. / UL `, %stenen are complete end Mm time srwuq any loads greater Nan S.Design assumes Wares arotebe used in arrorn-mrtoWeeminnmem, TRANS ID: LINK &dm loads be spelled to anymperent. and are dymmmanera... m S.oompt,T i.h„mm,14„°v„and ne„meanoaepom6Rrytor me 5.DeagnewurMaMIbeeringeteAsuppellseMwn,ShimorwedgeS EXPIRES: 12/31/2016 hblhandling,°n,handling,shipment end htdkmn of components. namseary. 8.This design rganl edsub)ecttothAmistbmmtbrtnby T.Designassumeslowtedon othta drainage February 15,2016 6.Pietas shat be bmt.d on bone bees dhuss,end placed so their motor TI NNTCA m SCSI,wpbs of which will be Punished upon request. Ann cobtld.wth)Dint anter Anes. MRek USA,Me./CompuTfw Solders 7.8, 1L B.Dins i"dbate We of plait.m inches. 10.For baste comaebr plate design values see ESR-131t,ESR-1988(MITek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 10-09-00 GIRDER SUPPORTING 99-06-00 TC: 2x9 DF N16BTR LOAD DURATION INCREASE= 1.15 (Non-Rep) INC 2012 MAX MEMBER FORCES 4WR/GDF478( 500 BC: 2x8 DF SS 1-2=(-6098) 592 1-4=(-492) 5302 4-2=(-978) 5200 2-3=(-6048) 592 4-3=(-492) 5302 WEBS: 2x9 DF RiSBTR LOADING Snow: ASCE 7-10, 25 PSF Roof Snow(ps) TC LATERAL SUPPORT <= 12"OC. UON. Cs=1, Ce=1, Ct=1.1, I=1 BC LATERAL SUPPORT <= 12^OC, UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LLI 25.0)+DL( 7.0)- 32.0 PSF 0'- 0.0" TO 10'- 9.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) BC UNIF LLI 0.0)+DL( 10.0)- 10.0 PSF 0'- 0.0" TO 10'- 9.0^ V 0'- 9.0" -520/ 5249V -32/ 3214 5.50^ 8.40 DF ( 625) J10'- 9.0" -520/ 5249V 0/ OH 5.50^ 8.40 DF ( 625) �" ( 2 ) complete trusses required. BC UNIF LL( 531.2)+DLI 361.2)- 892.5 PLF 0'- 0.0" TO 10'- 9.0^V Join together 2 ply with 3^x.131 DIA GUN nails staggered at: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL �/�/ 9" oc in 1 row(s) throughout 2x4 top chords, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. /xvX` 5" oc in 2 rows) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs. BOTTOM CHORD CHECKED FOR 100SF LIVE LOAD. TOP MAX LL DEFL = -0.041" @ 5'- 4.5" Allowed = 0.492" MAX TL CREEP DEFL - -0.097" @ 5'- 9.5" Allowed = 0.656^ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.009" @ 10'- 3.5" MAX HORIZ. TL DEFL= 0.015" @ 10'- 3.5^ 5-04-08 5-04-08 Wind: 120 mph, h=17.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 6.00 Truss designed for wind loads Q 6.00 in the plane of the truss only. :5'I''16 20" b. iiiii1111111111111119111111111% 11111 M-7x14 M-7x19 1►1 4 0 M-3x6 O MSHS-3x10 M-3x6 • • • • b 5-04-0e 1 ..I' • • l 5-04-08 • •••• • • 10-09 y • ••• • PR Opt. •,,, SNE s • , •• •� S • • S' • • •• •• c" •••=9782Pr E!!! ••• • • • JOB NAME: DR HORTON PLAN 3726-B -C3 !! • • Scale: 0.5351 • WARNINGS: '1/. 5 • GENERAL NOTES, unless ethanol..tiled: �• • Truss: C 3 1.Bu/Idand and erection contractor ahoted be advised of•Genets Notes 1.This design is band only upon the parameters sown end is tor en IrdNkmel EGO*• ys and warnings before construction commentary Debate component.AppeceNtity of design parameters and proper W 2.Ss4 compreubn web bracing met be Installed where shown«, Incorporation of component 6 the respondbWy of the building designer. ! 7 Additbet temporary bracing to Mauro stabile during canstmotion 2.Design enemas the roe and bottom drama to be laterally brad at �'9� `-'.c Y 15 2 Q� •• DATE: 2/12/2016 is the reepom•tiity eftMerector.AdAlMel permanentbracingof 7n.c.and etl0'o.c.'wet/Rely unless braced throughput their length by 4 the°venal eNnet a is the respon*WSNy arae bugs continuous sheathing bridging nn Mora®pyng re aired w e(eD)ant o•ywell(BC 't /�, m�• • 4,No bad shoud best Meds r, 3,2s Impact OoNgtrg or tatenlbpdrgrequthe reprearaown«« ) /"'q UL `y • • • SEQ.: K1728527 applied any component 4.Installation oftruss is tits aponsiDeity OtiM respective contracts. •••• fasteners are complete end at no ere should any beds greater than 5.Design assumes busses are to be Lind Ina noneonodve environment, TRANS ID: LINK design beds be emptied to any component, and are tor'dry condtibn"°tura. 5.Compton.has nig control over and asepses no responsibility MIM 8.Deafen assumes krti besdng et tie supports dawn.shim or wedge it Imbrication,M"aM°,dd"nentand ind..Ben"«mponeme, EXPIRES: 12/31/2016 8.This design Ibanbhed subject to the kmltsMrp set form by 5,Design sees be loaded names Ned bath tone b base,an d. February 15,2016 TP/WiDA In SCSI,copies of which n5 be mrniehed upon regent. S'Dues mMnciU w an ter nen abuse,and placed so their owner 9,Digits Indl ab sizeof piste comm lines. Welt USA,IncJCOmpuTMs SOltware 7,6.6(1 L}E 10.For basic connector pste design suras nee 5511-1311,ESR-19511(MITek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 49'- 6.0^ IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x9 DF 81&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 51 2-12=(-61) 3840 3-12=(-137) 81 BC: 2x4 DF#1&BTR SPACED 29.0^ O.C. 2- 3=(-9297) 116 12-13=) 0) 3176 9-12=(-3,51) 94 •••• WEBS: 2x9 DF STAND 3- 9=(-4116) 77 13-19=1 0) 2326 12- 5-=‘,..1 ) uB 6 • • LOADING 4- 5=(-4128) 133 14-15=1 0) 3176 5-13=r-19i: 127 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3284) 152 15-10=(-61.44 P 13- 6=( -23) 1356 • BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3284) 152 • • 6-19=4-23) 1356 • TOTAL LOAD -- 42.0 PSF 7- 8=(-4128) 133 19- 7-trill 1'4•I 7 OVERHANGS: 14.1" 14.1" 8- 9=(-9116) 77 7-15=1-13) 0826 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=(-4297) 116 •• •• 15- 8=(-352) 94 • Cs=1, Ce-1, Ct-1.1, I=1 10-11=( 0) 51 ••!••• 15- 9=1-137S 81 • BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE •••• • • LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ $RG • REQUIRED•lift • THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTION$•fji,o SQ.IN. (SPED •• •• 0'- 0.0^ -70/ 2117V -140/ 140H 5.50" 3.39 • DF ( 625) • • 44'- 6.0" -70/ 2117V 0/ OH•16.5•" 3.39 •O••e6a5) • • • • • •••• • • • • • • •••••• •••• VERTICAL DEFLECTION LIMITS•LL=L/2911), TL=L/460 • • MAX LL DEFL - -0.009" @ -1'- 2.1" Allowed s•••118" • • MAX TL CREEP DEFL = -0.006" @ -1'- 2.1* Allowed = 0.157^ MAX LL DEFL = -0.297^ @ 1.4Allows% = 2.179" MAX TL CREEP DEFL =-0.657" @ 17'- 11.2• Allowe.1•_••[.956^ MAX LL DEFL- -0.009" @ 45'- 8.1" Allows". - 0.118" • • MAX TL CREEP DEFL= -0.006^ 0 95'- 8.1" Allowed = 0.157" MAX HORIZ. LL DEFL = 0.105" @ 49'- 0.5" MAX HORIZ. IL DEFL= 0.169" @ 49'- 0.5" 22-03 22-03 '( 1' j' Wind: 120 mph, h=20.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 11-03 11-00 11-00 11-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4-11-02 4-04-10 -06-08 6-04-12 6-04-12 6-06-08� 4-04-10 4-11-02 Truss designed for wind loads '( f . i. .( 1' 1 1 'r in the plane of the truss only. 12 12 5.00 p M-5x6 ©5.00 6.0" 6 .fn( M-3x9 M-3x9 5 M-3x6(5) M-3x6(5) M-1.5x9 M-1.5x4 q 8 M-1.5x4 V/' M1.5x4 is it eel t-i 0 12 13 14 15 I 1 -4x9 M-3x8 M-4x6 M-4x6 M-3x8 M-4x9 of MSHS-3x10(S) MSHS-3x10(S) O'S ' PR©FFA, l b l l l )' 5� GINE cr+ y 9-03-12 8-07-08 8-07-08 8-07-08 9-03-12 1. y ,� 4iN Fi41 Oy y y 15-01 14-04 15-01 1 y 89782PE �r 1-02-02 44-06 1-02-02 JOB NAME: DR HORTON PLAN 3726-B - Dl Scale: 0.1397 - WARNINGS: GENERAL NOTES, urlea otherwise noted: V �'0 1.Builder and wenn contractor should 8..dvhed of ell General Notes 1.This design is based only upon the parameter.shown and i Man individual -sr OREGON Truss: Dl and we egaeefon construction commends. Wilding component Applkabmy of design penmatenaed grope �/ NQ 2.gra compression web bracing moat be installed wlnro shown.. incorpontbn of component Is the responsbllty site building designer. 1:s, e► �/1 V S.Additional temporary bracing m tenure Minty Ming g construction 2.Design a.wnatho top and bottom,horde to a Merely braced at 7 �l RY AS �j- I.me raepomlalty of the erector.AddiMrtelpemteMntbutlng of 7,41,and at 70 e.e.r.eoh..ey unlace bread throughout their length by V DATE: 2/12/2016 the ev.railstruauraNan ftheboldingdesipw. S.Sohepetuous sMethngeahbprygt.quireswood ere shownedry...ke(:>. PAUL �� reWone•SIy a hrWact bridging or tehrN bnNg required Mere shown.. SEQ.: K1728528 4.No lead should 8.applied to any component until.Bar el bracing end 4.Installation of buss NB.responsibility of the respect.contractor. test.n.n an complete and at no time should any baa grater then 5.Design assumes trusses an to be used In•Mn.nono.Wo environment design bads M apples to any component. and are ler'dry condabn'of use. TRANS ID: LINK 5.Comwmnmsaarmwwerand names mmpomairyrorbe 5.D.rgn.,wne.Bee..dnv.•leupwm'NOM.snmorw.dge8 EXPIRES: 12/31/2016 fabrication,bending.shipment and Installation of components. 7.Design emotes adequate drainage Is wonted. February 15,2016 e.Thte design is furnished suited to the limitations set forth by 8.Fines shell a looted on both has of truss,and pieced so bniranter TPVARCA in SCSI,copies of which w•be fumlahed upon nqusat. Inas coincide with Nim anter It,,.., 9.Mtn indicate Net of plate In inches. Wee USA.IneiCompuTfus Software 7.6.6(1L).E t0.For beak connector plate deelgn values sea ESR-1317,ESR-t 988(block) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 49•- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 813BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 51 2-12=(-23) 3869 3-12=(-133) 83 BC: 2x9 DF 815BTR SPACED 24.0" O.C. 2- 3=1-4329) 79 12-13=) 0) 3212 4-12=(-352) 94 WEBS: 2x9 DF STAND 3- 4=(-4150) 33 13-14=( 0) 2358 12- 5=( -20) 813 LOADING 4- 5=(-4161) 89 14-15=( 0) 3212 5-13=7-894) 130 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-3325) 101 15-10=(-23) 3869 13- 6=( -1) 1373 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-3325) 101 6-19-) -1) 1373 TOTAL LOAD= 92.0 PSF 7- 8=(-4162) 89 14- 7=(-894) 130 OVERHANGS: 14.1" 19.1" 8- 9=(-4150) 33 7-15=) -20) 813 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=(-4329) 74 15- 8=(-352) 94 Cs=1, Ce=i, Ct=1.1, I=1 10-11=( 0) 51 15- 9=(-133) 83 M-1.5x9 or equal at non-structural ADDL: BC CONC LL+DL= 62.5 LBS @ 22'- 3.0" vertical members (uon). BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0^ -52/ 2132V -190/ 190H 5.50" 3.41 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 99'- 6.0" -52/ 2132V 0/ OH 5.50" 3.41 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/290, IL=L/1B0 MAX LL DEFL = -0.004" @ -1'- 2.1" Allowed = 0.118" MAX TL CREEP DEFL - -0.006" @ -1'- 2.1" Allowed = 0.157" MAX LL DEFL = -0.292" @ 15'- 9.6" Allowed = 2.179" MAX TL CREEP DEFL = -0.673" @ 17'- 11.2" Allowed = 2.906^ MAX LL DEFL = -0.004" @ 45'- 8.1" Allowed = 0.118^ MAX TL CREEP DEFL = -0.006" @ 45'- 8.1" Allowed = 0.157^ MAX HORIZ. LL DEFL- 0.102" @ 44'- 0.5" MAX HORIZ. TL DEFL= 0.171" @ 44'- 0.5" 22-03 22-03 1' 'f 'f Wind: 120 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 11-03 11-00 11-00 11-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 'fT load duration factor=1.6, 4-11-02 4-04-10 -06-08 6-04-12 6-04-12 6-06-08� 4-04-10 4-11-02 Truss designed for wind loads 1' T 1' 1 1' 'f 1' 1' 1' in the plane of the truss only. 12 12 5.00 p M-5x6 d 5.00 6.0" 6 .h( r`�gn M-2.5x95 M-2.5x4 M-3x6(5) M-3x6)S) M-1.5x4 M-1.5x4 . • M-1.5x4 M-1.5x4 • • • • • a u • _.. p 1 - 12 13 19 (•( 15 jlo • •••• • • • • I 1 -4x9 M-3x8 M-4x6 M- 4x6-4x6 M-3x8 M-4x9 1 • • MSHS-3x10(S) +62.50# MSHS-3x10(S) ��QQ PRO F k k k k k k � .GI NE,E LPe ••• 9-03-12 8-07-08 8-07-08 8-07-08 9-03-12 \ • ,p ; 1 y y �''•• • •V+•• 4f. 1 b 15-01 14-04 15-01 b 1 �� •••'•782P%• F` ••••.• 1-02-02 44-06 1-02-02 •J • .•• • /•• • • JOB NAME: DR HORTON PLAN 3726-B - D2 Scale: 0.1397 - • WARNRIG8: GENERAL NOTES, unless othannse noted: ,T/ w •• • Truss: D2 1.BMilerand*notion contractor should beedrhedofenOeunrlNotes 1.This design le booed onyupon the paremetersshownand isfor anMenthol 1'd AU EGO M and Warnings before asnwsaeon commences. bulking component.AppkebAty of design parameters and proper /•� • V • 2 514 compression web bracing must be'Waged where shown.1.. incorporation of component Is responsibility of bulking designer. „�}• V •G• !� 3.Additional temporary brsdng to Insure stability dump construction 2.Daatpn assumes me top and bosom Morden be laterally braved M 7 ra Y '`;� �i- • Isms responsibility of the erector.Additional p*mrneM bradrg of 7 on,end at IS.e oA respectively unless braced tlaolghoutm*b bre by DATE: 2/12/2016 the overellstruaveisthe re.pendb6yofth.budigdesigner. 3.Sobaposseissd.geebacingea.Membg(esownaTC)wager srywaKec). \ • Impact bridging is the el prequired soy.shown++ �'A U L P • • • SEQ. K1728529 6 Nes d orsshould M.ppBen stn timecomstent raw elter bads greeter and 4.InatellaDesign ion assumes oe.a responsibility.thosan Incsn.ssnee thrilincto.mhof, •••• fasteners are complete end M no time aged dry bade grsater than 5.onelata esaumy conte the to M used m.nomcortaalVe environment TRANS ID: LINK design beds M applied b any component. and ars for•drY condition'Drat. 5.CompuTus Mono control over end assumes no responsbl/y for me 8.Design.Humes con bearing Mas supports shown.Shim or wedge n fabrication.h.�bg,.n,pmentand„Mauti,n„apmp,eat.. 7.Design EXPIRES: 12/31/2016 8.This design*furnished aubroct to the AmAMlons set forth by 8.Plates nshall be boated on bote th famege 1 f truss,provided.W pbaed eo tilMrssntx February 15,2016 TP.VyrGt In SCSI,copies or which Mn be Wished upon request. Digs coincide with centerlines. its coe eke atpteIn Inches.Mitek USA,IncfCompuTru.Software 7.8.$1LE 0.Fg. or Mab connector piste design values see ESR-1311,E35-1988(rwrss) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 94'- 2.8^ TC: 2x9 OF 8168TR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cg=1.00 BC: 2x9 OF N16BTR SPACED 29.0" O.C. 1- 2=(-4326) 135 1-11=(-82) 3873 2-11=(-133) 96 WEBS: 2x9 DF STAND 2- 3=(-9128) 86 11-12=( 0) 3181 3-11=(-391) 9� •••• 3- 4-(-4137) 191 12-13=( 0) 2331 11- 9=( -181,82.S. ; • • LOADING 4- 5=(-3289) 156 13-14-) 0) 3150 4-12=(-900) 420,.. TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-3255) 159 19- 9=(-63) 381110•1••5-) -25) 1359 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-4102) 135 • 5-1•=( 23)•1343 • • TOTAL LOAD= 42.0 PSF 7- 8=)-4090) 79 ••• •4g^ • OVERHANGS: 0.0" 14.1" 155 (_ 6 884)• 21••• 8- 9=(-9271) 119 6-19=( -13)0 826 • Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=) 0) 51 S.,1.91.2=(-352) ••1.9! =(-352) 99 • Cs=1, Ce=1, Ct=1.1, I=1 =(-137) 81• 55.101 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ••*V. REQUIRED B•Ri ACEA • LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE• SQ.IN. M aP5f3ES) • THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -39/ 2018V -139/ 1341••5.6•" 3.23 DF ( 625) •• •• 94'- 2.8" -71/ 2107V 0/ OH 5.50" 3.37 • OF ( 625) • • •• • • i • • 01- •••••••• • • • • • VERTICAL DEFLECTION LIMITS•51Fa/• ), TL=L/110••• MAX LL DEFL- -0.298" @ 1•'- 6.310 Allowel - 2.118" • MAX TL CREEP DEFL - -0.657^ @ 17'- 8.0" Allowed M S•904" • • MAX LL DEFL= -0.009" @ 45'- 4.95 Allowed = 0.118" MAX TL CREEP DEFL- -0.006" @ 494.5 4.e95 A11owd0 - 0.157" • MAX HORIZ. LL DEFL = 0.105" 8 93'- 3" • • • MAX HORIZ. TL DEFL = 0.170" @ 93'- 9.3" Wind: 125 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 21-11-12 22-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, T ( 10-11-12 11-00 11-00 11-03 f Truss designed for wind loads fin the plane of the truss only. 9-07-19 4-09-10 1-06-08 6-09-12 6-09-12 6-06-08f 9-04-10 4-11-02 1 1' T 1' '( f I 4 1' 12 12 5.00 C7 M-5x6 .. ..15.)./0 6.0" 5 f-4' 1114, M-3x9 `6.511 M-3x9 4 M-3x /- M-3x6(5) M-1.5x4 / M-1.5x4 3 55X4J M-1.5x4 • M O v. J-, i W 1-t, Iii, o 14 0 0 1 M-4x9 M-3x8 12 13 0M-4x6 M-9x6 M-3x8 M-9x9 I 9 0 J y MSHS-3x10(S) y MSHS-3x10(S) 0 .c0 PROre 9-00-08 8-07-08y 8-07-08 l 8-07-08 l 9-03-12 y �\�' ' GNG.INE Ore `ri©2 19-09-12 19-09 15-01 1 l �� :9782PE 9� l 99-02-12 1-02-02 JOB NAME: DR HORTON PLAN 3726-B - D3 Scale: 0.1459 . ..... 'r GENERAL NOTES, unless amarwe noted: Truss: D3 1.Sider arder.den ooutrectur Mould be edified of all Genets Notes 1,This design k baud only upon the parameter.shown and k for an lndaaal and Warnings Were construction commences. biding component Applicably ofdedgn parameters and proper "9 OREGON O 2.2a4 compression web bwdng meet be Installed where shown,. Incorporation of component kms rospoMlbtl4y MOM bolding designer. 9.AtlMbml temporary Mang to kmrn stability during construction 2.Design assumes me top and bottom dank to be'stately braced at �,('���q y 1 y /-�� Istat responsibly of the ender.Additional pennanentbnobp of 2 e c.and al to e.e,coot,..*hood unless braced tkeupwuf 7 dIyw gm q j� {�Da\-` / DATE: 2/12/2016 the overall atrudma k me raapeneblRy ether beak centmcow sheathing such as*hood aheamkgRc)and/or drywalt(SC). pA U L V a designer. 3.Wowed br.•mp or lateral bracing raquhad when shown•• SEQ.: K?7 2 8 5 3 0 4.No toed should be applied to any component until alter M bracing dna 4.Infection of true Isle responsibility crew respective contractor. fasteners m complete dna al no lime droop any loads gnateremn R.Design assumes busses era to be used k e nonconeNe environment, TRANS ID: LINK design rw nloadsbeappliedtoanycmryont ande.to'drycendBon eros. S.Comp+TnrshasrecontrolonmendnamesranspondNNytrml 6.Design assumes d•tiawpporkshown.SNmerwedge tt EXPIRES: 12/31/2016 fabrication.handling,shipment and trwlaccn of moments. necoeary. s provided. 6.ibis Mtn k fumbled subject tlimitations set forth by B.Patesna 5 belocated on bolt,mums Mutual sl of truss,and pew e ed ewhrnte, February 15,2016 TPNNfCA In SCSI,copes of which will be fumbled upon request. 111110 coincide with ON cantor Ines. Malek USA,Inc/Compares Software 7.8. qL E B.Digits indicate row of pate In inches. )' 10.Fm basic connector plate dedgn vetoes see ES194311.ESR-1968 Weld This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 44'- 2.8" IBC 2012 MAX MEMBER FORCES 4W0/GDF/Cq-1.0O TC: 2x9 DF p1aBTR LOAD DURATION INCREASE = 1.15 1- 2=(-4357) 93 1-11-(-44) 3901 2-11=(-129) 98 BC: 2x4 DF alaBTR SPACED 24.0" O.C. 2- 3=(-4161) 42 11-12=( 0) 3216 3-11=1-391) 91 WEBS: 2x4 DF STAND 3- 4=(-4170) 97 12-13=( 0) 2361 11- 4=( -25) 818 LOADING 4- 5=(-3328) 105 13-14=) 0) 3187 9-12=1-897) 132 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6-(-3296) 103 14- 9=1-29) 3846 12- 5=( -5) 1374 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-4137) 90 5-13=( 0) 1362 TOTAL LOAD- 42.0 PSF 7- 8=(-4125) 34 13- 6=1-881) 130 OVERHANGS: 0.0" 14.1" 8- 9=(-4304) 75 6-19=( -20) 814 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=( 0) 51 14- 7=(-352) 94 Cs=1, Ce=1, Ct=1.1, I=1 14- 8=1-133) 83 ADDL: BC CONC LL+DL= 62.5 LBS @ 22'- 3.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -20/ 2032V -139/ 134H 2.50^ 3.25 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 44'- 2.8" -52/ 2121V 0/ OH 5.50" 3.39 OF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.292^ @ 15'- 6.3" Allowed = 2.178" MAX TL CREEP DEFL= -0.672" @ 17'- 8.0^ Allowed = 2.904" MAX LL DEFL = -0.004^ @ 45'- 4.9" Allowed = 0.118" MAX TL CREEP DEFL - -0.006^ @ 45'- 4.9^ Allowed = 0.157^ MAX HORIZ. LL DEFL= 0.103" @ 93'- 9.3" MAX HORIZ. TL DEFL= 0.171" @ 43'- 9.3" Wind: 120 mph, h=20.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 21-11-12 22_03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4' 1' f Truss designed for wind loads 10-11-12 11-00 11-00 11-03 in the plane of the truss only. 4-07-14 4-04-10 -06-08 6-04-12 T 6-04-12 6-06-084' 4-04-10 4-11-02 T 4 T T T 4 T 4 T i' 12 D M-5x6 12 5.00 Q 5.00 6.0" 5 r-, M-2.5x4 ` 9-2.5x9 9 6 M-3x6(5) M-3x6(5) >00000.0000.1.5x4 .5x937 M-1.5x9 • • o v • • 1 ..41aO 1 11 ,•l 12 13 u 14 9 0 • ♦••••• • 11 M-4x9 14-3x8 M-9x6 M-9x6 M-3x8 M-4x9 I ••• MSHS-3x10(S) M-1.5X4 M-1.5X4 MSHS-3x10(S) `•`��� PRope • • b 1 Y tc2.soN y b y �C� 4, INE �S • y 9-00-08 8-07-08y 8-07 08 8-07-08 9-03-12 d �,�j 14-09-12 14-04 15-01 y G' • • • • • • J.' y ). CC.- / •• 5782PE• 9 ••• •. 44-02-12 ••• 1-02-02 •• • • • •• • • JOB NAME: DR HORTON PLAN 3726-B - D9 Scale: 0.1449 -A' ••9 • WARNINGS: GENERAL NOTES, unless otherwise noted / C•• •• 1 -'_ • Truss: D4 1.Bukhrand erection oemnWould Soadvised ofa3General Notes 1.This designk6 basedonlyuponsa parametersshownandbranIedMMusl Y O FOOD. • • and Warnings belearotrudbn commences. building component.ApplkabWy of design panmstenaM Iv • s.. • •• 2.h4 compression web bracing must be Mutated Mier,shown e. InaRoropon ofampeam klhe reaponelbWry of the bundrg desipsr. ♦ • 3.Additional Ymperery bracing b kaon stability during construction 2.De.yn ammo the top and bottom chords to be Wendy bossed et 7 y •,J Nth.rape nCo, of the erector.3,0Addrte el ex.and H 17 we.respedweiy unless braced throughout Meir length by DATE: 2/12/2016 meeveMwuduekma permanent bracing Siof • ,Mines sheathing such as bracing re shred cri e s sudor drywa3(BC>. • roepomNRly of building destgner. 3.7c!mired bridging pA U L �� • • g or herd bradrg ty Mille respective INewn+. •••• S EQ. K1726531 9.No bed Mount be applied teeny component urn sharers timing ane 4.Design .s ufenebme responsibility to e in noweueeceenvd«. Nehmen an complete end at no times should any loads greater then 5.Dae.,assumes trusses an be used In a rwnKonotiVa environment. TRANS ID: LINK design loads ba.ppwdI.any 0omponem. .m anter dnandtrom or.1. 6.CempuTnn Mees armd onrand somas no nsponabily far s,. 9.Deslpe assumes ted bearing M ab supports Mown.Shim or wedge B EXPIRES: 12/31/2016 fabrication,handing,shipment and installation of components. necessary. 7.Design511.5 be loaded otlmg.kpuss,e February 15,2016 6.This design is famished suited to B.Nntetba ant tent by e.Ratesehanba bested on both faces of buss,end placed s°Mate abler TP W VTCA In SCSI,copies of wnbh w41 be heMm,.d upon request, linescoincidescoincide withpfn abler nae. MiTek USA,InelCornpuTn s Software 7.8.6(11)-E 1p.Face coindkisnnector pp�°m tea' pita design velure see E86•1377,E5R-1838(MOW) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 99•— 2.8" TC: 2x9 DF#108IRWind: 120 mph, htt, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC: 2x9 DF#1OBTR LOAD DURATION INCREASE = 1.15 (All Heights),, Enclosed, Cat.2, Exp.B, MWFRS(Dir), SPACED 29.0^ O.C. load duration factor=1.6, •••• TC LATERAL SUPPORT <= 12"0C. SON. LOADING Truss designed for wind loads •• • • • in the plane of the truss only. • • • BC LATERAL SUPPORT <= 12^OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF •••• DL ON BOTTOM CHORD= 10.0 PSF •••• • Unbalanced live loads have been TOTAL LOAD= 92.0 PSF Gable end truss tgrj ous beaitarbyy],J•UON. • considered for this design. 9-11;2 or equal typical at stud vejticars• Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Refer to CompuTrrsigatf•end detail for Cs-1, Ce=1, Ct=1.1, I=1 complete specificati• • ns. 5 •• LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL •• • • REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. • • • • • • •••• BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ••••• •• •• AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. • • • •• • • • • • • •••• • • • • • • •••• • • • • • •• •• • • • • • • • • • 21-11-12 22-03 10-11-12 11-00 11-00 11-03 T f .' T 12 11M-9x9 12 5.00 17 2 Ma "."7:15.00 M-3x6(5) 11%11111111114-3x6(S) .0 111 M O 1 I N C o Iww „ M-2.5x4 M-3x6(5) i c3 y y ���,,�q PT ,rFnFs y 14-09-12 14-04 y 15-01 `T s/s1 AV 49-02-12 •_ : ,lar 02 '91' r ' • JOB NAME: DR HORTON PLAN 3726—B — D5 Scale: 0.1923 ••y • WARNINGS: GENERAL NOTES, unless*thong..noted. ,/ ^ --... Truss: D5 1.BWderand enttloncontrcorshould beadWndetalGsmralNebs 1.Thhdesign kbelied only upon the pammeta,ashown and stor an0,4 elual , OREGON '`• and Warnings before construction commences. beading component AppAsa0AAy of design parameters and proper y}. 2 2N compression cosh Nacho meal be MbNd wham shown.. swmpmstlon f component b the roc oneib to of the eu9Mng designer. �� 2G��y AS 2��` 3.Addibmttemporary braosgt imamtab•ydubrgeenatoodon g•DeeiptndatIStlnfoDandbotlomd bn.o.detetenaybecedal R DATE: 2/12/2016 *then.pornb•y of the erecter.AaMbnal pemaneM bracing of 050nuam pieetm�respectively .eb unless brae..throughout their length by {� Ma so.n.n etludur.N the napnn*IIty of the buideg design.,. Ina plywood aheetnmg(7C)andror dryws5(Bc). '` /� {�\� 3.to ft.Hn srI,.g orpterelbradrpinq of the where Mowntn /"q' !♦� �'` SEQ.: K1728532 <Hole.d>tieudln.ppA•dn•moompon.MumAafter.aa.angend 9.IrM.n.tbnormr.NMr. feRtyotm.nspeaNecorman,r. V fastenen.re complete and at no time should eny bads Realer than 5.Design assumes Innes Sr.to be used in a no corroWe environment. Npnbed.ha.pWadte.rycompamn am anar•d"oentien'ofme. TRANS ID: LINK de 5.CompuTrus Ma no control over andsaaumes rn responsible),for the e.Design seam.AM bearing at all mopeds shown.Salm or wedge If ,hewing,.nitnaal and,n�.snn of components. nece"°" EXPIRES: 12/31/2016 8.Thbdesign isfumhhedsubject tothe imhlbm.NbMby 5.DPlebs shall be located nignanumaeadedon bothneot faces twee, February 15,2016 TPIM?CA h SCSI.copies of which win be hanehhad upon request. 5.Ines coincide with joint centerpre ess of truss,and pteced eo their caviler AMTek USA,McJCottpu7nts SofkRxe 7.8.8(1 L}E 5.Dgba iMkate eke or pieta h haws. 10.For bask connector plate design rants sae ESR.1311,ESR•l 965(MRek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 28'- 6.5" Wind: 120 mph, h=19.Eft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC: 2X9 DF k1GBTR LOAD DURATION INCREASE = 1.15 SPACED 29.0" O.C. (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Di r), TC LATERAL SUPPORT <= 12"OC. UON. load duration factor=l.6, LOADING Truss designed for wind loads BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF in the plane of the truss only. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 92.0 PSF Valley truss on continuous support. M-1x2 or equal typical at stud verticals. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Refer to CompuTrus standard Valley Detail Cs=1, Ce=1, Ct=1.1, I=1 for complete specifications. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. f14-03-04 19-03-04 12 6.00 17' IIM-9x9 12 2 Q 6.00 NII 1 o is t A iT' - - - 0 o M-2.5x6 c� 4 ••• • M-3x6(5) • o • • • • • •••• • • y • • • • 15-11 y • 1: PR(]F •• l 12-07-08 �(�R((jINE�rt��`r�' ••• 28-06-08 d • • 'l7• •. • - • JOB NAME: DR HORTON PLAN 3726-B - El .......,•• • • Scale: 0.3105 • i A WARNINGS: ':/ • GENERAL NO7E5, user omarwee noted: -• mum/ • Truss: El I.BUM and erection nontnetorshoub be advised ea General Notes I.Thte design Is based only upon the perimeters shone end h for an IMNbual V (�0� and Warnings before conduction eommenus, bolding component.Appltablly ofdesipn �1 2.2n4 compression web timing mwt be inWMd where shown�. IntorperNbn ofcempoMm w ltw resperMWly of the building designer. f�� • S.Additional tempenry bracing to Inure stability dump consinmlbn 2 Design mums IN lop and bottom chords to be tete'^IY Graded et "9� 441' +G•✓ �� • DATE: 2/12/2016 °Ge°sP°^ lyoftheeecto.Addmonelpemenentbacingpf To.e.andetl0'eareast, eyunbubnudthroughouttMklengthby yJ the overashudue b me responsibility of the building designer. continuous bridgsheathing or such as n re air a cohere:)een s oryrn5(BC. \5 • SEQ.: K1728533 4.Na badsMWdbeapp dbmycomponenludlaMral 3.Wb^ � ..ft RfanawinglyartawhereMewn.. ) /JA AUL �+�1 • • • • fasteners en complete end at no emeahoub dry beds grater and 5 Designs auras trusses are to be used`e respective contractor. •••• TRANS I D: LINK Mr beds be applied to• coin sign esaunss bueesa aro b be m a rmmeonowre amironmenl• g^ P>d ^Y component. end are ror•Sty condition'muse. S.canpuTnw tins no control ores end names m responsibility terms 8.Design spumes full bearing st el supports shun Shim or wedge B EXPIRES: 12/31/2016 d This design Is furnishedlabial to the trnlatbr•set forth by 7.Design assumes adequate drainage n provided TPIIWICA in SCSI.copies of which will be furnished 8.Platesahaleebcoted onbothlaces ofhuss,and planed so Mak canter February 15,2016 upon request. Platlineahal eb with jdnl center face MiTek USA,kmJCompuTrue Software 7.6.6(IL)-E no.For Msk�ooreisdorptete cosign vetoes see ESR•I31 t,ESR•tged(Mire) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.4" 'COND. 2: 500.00 PLF SEISMIC LOAD. TC: 2x4 DF 4I16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF Ml&BTR SPACED 24.0" O.C. Note:Truss design requires continuous •g'•• WEBS: 2x9 DF STAND; bearing wall for entiedispat1UON. • • 209 OF gleBTR A LOADING • • • LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF All connections and attac g.ta of componet s•A form TC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD= 10.0 PSF the structural system fghr imposed seismic loading is • BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 92.0 PSF the responsibility of tigeaegpsiager of re`osq,.••• • •Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Design assumes shear panel, to'align with verticals • M-7x8 MSHS-3x10 Cs=1, Ce=1, Ct=1.1, I=1 in adjacent trusses. • • • /- 1 _ 2 -/ � LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note: Attachments as stated above must ac •nt • • I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. for the component overt!c 1i itoment. • • • • • • a••• —\\II BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP •S. •• AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. •• • • • • • • • • • •••• • • • • • • •••• • • • • • •••• • • • I 1 M-3x10 • • M-3x8 1I { • • • • • s II — o A A o t 0 m ' I I m-3 X8 1 ) I M-3x10 7 � f II P. � _ P. • I1 M _ _ 3 6 M-7x8 MSHS-3x10 �\N O PROFt, y 1-10-07 y t..A 8./ it14- s/O*"7 8.782PE V JOB NAME: DR HORTON PLAN 3726-B - Fl Scale: 0.3992 . 4•.40",\Z7.* " _�,m WARNINGS: GENERAL NOTES, unless otherwise noted: V y Truss: Fl ''6nw% bakes should b adwaedofNGenarelNotes 1.bhlsiNamponen.Aptycaupon itythe p.%npparamown.nd pmlMwldual -y,L OREGON2oas Q, and budding son of is Apf plicability / 2 24cemprendon web Oradea mud be budded Mere shewrt«. incorporation of ampoMnt is the responsibility of the building deetttar, l! Q 3.Additional temporary booing to insure urs deblNy during conebUWon 2 o.aart searenestha top and bottom awNste ho Maddy broad at ""9 q R Y 5 is ale mePonu%IIIy of the erector.Addllbnsl permanent bracing of 7Ae.e.and N ltl ex.sad,O0ay unless bread throughout their length by �� DATE: 2/12/2016 the overall structure N the repmsibaty dB%buldmg designer. ntbped ridging orslat)bracing reod quired dwree)agerdrywd(SC). • JJA U �\ 3.�Impact bridging or lahrol bredng rogarM vdtero shown.. �'1 L SEQ.: K1728534 4.No bed should be moiled to any component until alter el bredng and 4.InstelletionofImeshetheresponsibility of the respective commaor. %stoners am complete and et no Brae shetdd erg lads greeter than 5.Deign assumes trusses are lo be used in a ern<orteaNe•nvimnment, TRANS ID: LINK dsagnbad.ha.ppNdln any ampowm. e.a Design ss,s.sMIbeamgand am for My condllion.of ixwrpports.bsn, Stern 5.Compurushes naantolover end assumes nore•pona%'aIyfor the necessary. EXPIRES: 12/31/2016 hbdaion,handing,shipment and inahletlon of components. 7.Design amines adequate drainage is provided. February 15,2016 6./lasMilan%Mmited subject to the Imitations set forth by 6.Plates Nei be located on loth tams of truss.and phad so dub anter 71NNNrCA M 5151,copies 0101,151,will be furnished upon request. here coincide with joint anter Inas. MiTeS USA,IneJCO Trus Software 7.6.7SP2 iL g-For basic eori aha el plate a inches. Ilga ( }E f.0155.m ce%Iet plata inn values no.ESR-1311.ESR-7 p38(MRak) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 1'— 10.4" ICOND. 2: 500.00 PLF SEISMIC LOAD. I TC: 2x9 DF )t1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF H1&BTR SPACED 29.0^ O.C. Note:Truss design requires continuous WEBS: 2x9 DF STAND; bearing wall for entire span UON. 2101 OF(11&BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF All connections and attachments of components to form TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF the structural system for imposed seismic loading is BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF the responsibility of the engineer of record. Snow; ASCE 7-10, 25 PSF Roof Snow(Ps) Design assumes shear panel to align with verticals Cs=1, Ce=1, Ct=1.1, I=1 in adjacent trusses. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note: Attachments as stated above must account REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. for the component overturning moment. M-7x8 MSHS-3x10 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 1 2 AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. f -1 Il _ t II II M-3x10 w M-3x10 I 6 k0 0 0 1 9 I I r II r '‘'n r I I . w Hl 1• ' m A- ..,,,,,,,,,,i' -,, • • • • 3 5 M-7x8 •• • • • • •••• MSHS-3x10 • • • • S l • s(rPRQFF •• • • 1-10-07 C• • �. • � INEfi., ,�,�� .. -9 • • ` •••'''''.1 r ••••• • • • • `....• JOB NAME: DR HORTON PLAN 3726—B — F2 Scale: 0.4357 •' S MI WARNINGS: GENERAL NOTES, unless otherwise noted: �••••• • �.. I.guider end erection contractor should be advised of al Genesi Nates 1.This design k based only upon he parameters shown and k for an mahldual REGOMI �„ Truss: F2 and Warnings before combustion commences. buldingcomponent.AppindlNatdesign pesmetersand proper �w �yb • 2 2t9com compression vreb bredn must be Indeed where Moven., ineoryostlon atcomponen k the reeponsibtay 011e bulling designer. • •'y 3.Additional temporary biasing to Insure Stability during cnnMetron 2.Design mimes he top and baSsO darn to ho Nerdy braced at 9��•` +V J�Kj Q • k he responsibility of the erector.Additional pemuentbracbp al Y o.o.and at continuous has a.s,respectively unless braced throughout their length by 1 l A°• DATE: 2/12/2016 the overall structure h the r.peeAYry of he bmwdIng designer. 3. Impact bridging orbs�Ng r.uiredw re shown sryw.g(go). �A.0 L VIN. • • • SEQ.: K1728535 4.ProbedahatMbe° responsibility •••• ppMdtearry component urns alter all bredrg and 4.IehMbn of the oiled respective contractor. fasteners are complete and at no lime should any bade greeter than 5,Design assumes trusses ss to be used in a noncorrosive environment, TRANS I D: LINK design lade be applied to any componentend ere rord y common orae.. 6.CanpuTM hes no control over em assumed a responsibility brine &Design assumes hill bearing°t el support shown.Shim or wedge N .m., EXPIRES: 12/31/2016 Woollen.Minding,shipment and beteFtlon of components. T.Design assumes adequate eorainage is thfacesop�1s,aFebruary 15,2016 6.This design khmkMdeub)ed to m.limitations wit forth by B.Metes Malts bated on botlrhuso/!ruse,and placed so their minter TPBWtCA In BCSt,copies of Mddi w•be h.nlM.d upon request. Ones coincide with lalnt writer Kaes. 9.bIllee USA.InefCorryrulns Software 7.6.7-SP2)1L)-E 10.w asiconnectorndicate eppia in design Wide design vahros see EBR-1317,ESR-1968(MlTeq This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0^ TC: 2x4 DF A16BTR IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cg=1.00 LOAD DURATION INCREASE= 1.15 1-2=( 0) 50 2-5=(-22) 20 3-5=(-152) 39 BC: 2x9 DF g1gBTR SPACED 24.0" O.C. WEBS: 2x9 DF STAND2-3=(-83) 56 ♦••• LOADING 3-4=(-10) 0 •• • • • 9 • • C LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF •••• BC LATERAL SUPPORT <= 12^OC. VON. DL ON BOTTOM CHORD = 10.0 PSE BEARING MAX VERT MAX HORZ#•6RG••REQUIRE) BRG AREA • TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS••*BIM•SQ.IN.••S$' IES) • OVERHANGS: 12.0" 0.0" 0'- 0.0" -30/ 358V -25/ 67H 5.50" 0.57 •DF ( 525) Jidnow: ASCE 7-10, 25 PSF Roof Snow(Ps) 5'- 0.0" -5/ 201V 0/ OF1••^.1616. 0.32 OF ( 625) • Cs=1, Ce=1, Ct=1.1, I=1 • ED STORAGE DOES NOT APPLY DUE TO THE SPATIAL •• • • REMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. • • • • VERTICAL DEFLECTION LIMITS: LL•L/295, TL=L/185••• M CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -A'••0.•" Allowed = 0.100^ •• •• OTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL= -0.003^ @ -1'- 0.0'• Allowed= 0.133" • • MAX TC PANEL LL DEFL = -0.029^ @ 2.'g•6.S" Allowe;s•If A OS" MAX TC PANEL TL DEFL= -0.040" @ j''*«fi,&"• Allowe = 0.143" • MAX HORIZ. LL DEFL =-x.000" @• 4'- 8.2" a • • 0-03-12 MAX HORIZ. TL DEFL =-i.Y00e•• 4'- e.41}•••• '( '' • • • • • •••• • • 6.0Wind: 120 mph, h=17.9ft, TCQL=4.2,1CtL=6.0, ASCE 7-10, (All Heights), Enclosldf t?t.t Exp.B,•MWFRS(Dir), load duration factor=1.6, • • M-1.5X9 Truss designed for wind loads • • 4 in the plane of the truss only. 3 1 O N noO 0 R ►�� 6 �� -, M-2.5x4 M-1.5x9 l l )- 4-08-04 0-03-12 l y y 1-00 5-00 4 `z 89782PE v JOB NAME: DP.NORTON PLAN 3726-B - J1 Scale: 0.5639 . 1 - WARtItl1OS: GENERAL NOTES, untese omens..noted: / 7 Truss: J l I.SWNe• erection contractor should be advised 5101 General Notes 1.This design N based only Ron me parameters shown and Mar en h my dual OREGON N. and Warnings before construction common**. building component.Applesbnny ofde.gn parameters and proper O 2.204 compression web!acing mug be Metaled where shown., moorpontbn of component*the responsibly Mme building designer. 3.Additional temporary bracing b Insure*billy dung construction 2.Design assumes the top and bottom cisme to be bteraly based et `_ DATE: 2/12/2016 lath°re.ponawtyof theereder.Addllonatper anentbtdngof �Mm� ;�,1�°�s°,'`' �•N ds intmeugrm their 9R v�RY 15 Z 'i� an averts shuck*is the responsibility fog PN g(7) errn*MBt). `�V aponsibMry old*building dorm* 3,2k Impact bridging or lateral brad SEQ.: K1728536 r+• should aw�edte.nreemponemuticReelbradngend 4.rod.Asbnatruss*m. gregWrodrdnnM.osnt• AA UL (� fasteners an rat to aceility of the respective e.ndm, complete and at no time should ray beds granter man E Design essumestnases me te Be used*a nonoonos*environment, TRANS ID: LINK design bads be*pled to arry eomponem. and an ror•myeBeb nbg.1e s.compulus has no eontrd over and assumes nonepow.gAy fords e.Deeece,y mea M b.°r*g at eA auppoM shown.Stem wwedgeti *"k°"en,h.nding,shipm°m•ndMeta*anofcomponente. "°�"°e EXPIRES: 12/31/2016 d.MI design*NnhMd subject to the bnl,dbM set font b)' 7.Design rel es adequate drainage la provided. TPI°NTCA*SSI.copies of shish wN be furnished upon request. linA. shall maa with loaded on centerOm isms of Miss,end ptaesdse their Amar February 15,2016 Wee USA,Mc.ICompuTtua Software 7.6.6(7 L}E 9.Digits indicate size of pate In inches. 10.For bask connector pieta design mires see ESR-1371,ESR-1B66(MRek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0^ IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 TC: 2x9 DF 816BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF 711&BTR SPACED 24.0" O.C. 2-3=( 0) 50 2-5=(-22) 20 3-5=(-152) 34 WEBS: 2x4 DF STAND 2-3=(-83) 56 3-4=(-10) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. 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 SQ.IN. (SPECIES) OVERHANGS: 12.0^ 0.0^ 0'- 0.0" -30/ 358V -25/ 67H 5.50" 0.57 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 5'- 0.0" -5/ 2010 0/ OH 22.00^ 0.32 DF ( 625) Cs=1, Ce-1, Ct=1.1, I=1 M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DDE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed= 0.100" BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = -0.029" @ 2'- 6.5" Allowed= 0.295" MAX TC PANEL TL DEFL = -0.040" @ 2'- 6.5" Allowed= 0.443" MAX HORIZ. LL DEFL--0.000" @ 4'- 8.2" 4-08-04 0-03-12 MAX HORIZ. TL DEFL =-0.000" @ 4'- 8.2" f f i' 12 Wind: 120 mph, h-17.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 17' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads M-1.5X4 4 in the plane of the truss only. 3 W O 44 N C:7 01111111111111.1=11111111111111111all O 5 .4 M-2.5x4 M-1.5x4 • • • i l y y •• • 4-08-04 0-03-12 • y y ,i• ••••• •q• 1-00 5-00 • p �� PRoxFss cam• •• 44, •• • .... 4rL ct y . • i•7821 .. .. • • ••• • /,.. .. • •• • JOB NAME: DR HORTON PLAN 3726-B - J2 Scale: 0.5639 ' • .�• 4•„ fr • .......„„. WARNINGS: GENERAL NOTES, codas.emanon.toted: .1/11 •• • 49 Truss: J2 1.Builder end erection contractor Maud be adWsad of al General Notes 1.Thh design is bated only upon the parameters shown aid is for an lnGvb:eI �1P jignIEGOK2a and Warnings before eonebuegon commences. bulling oomponeM.Appfttabftty of design promoters and proper y, '� 2.2a4 compression web bradng must be Melded ewwre shown 4. Incorporation of compeMM h the responsiblay of IM building designer. �a • 3.AddUbn°t temporary bracing to More Wblgy during conabuetlen 2.Deign assumes the top and bottom chords to be lateral/breed at -P,,,,,, Y '`C,y f • la the responsibility of the erector.Additional permanent bracing of Y o.o.and a 1I e.a re.padl p19 sinter brantl throughout their sI9U by �•f DATE: 2/12/2016 tlo overall atrudw.h M ro continuous ah«Ming ouch ae plywood ne thIng(IC)and/or dywall(BC). "s PAUL U L �` • spmWbgy of Me bulling designer. 3.2.Impact badging or lateral bracing required where shown+• • • • SEQ.: 1(1728537 4.No bed should be applied to any component until alter a bracing and 4.InatallMion of Wes I Me responsibility of the respective contractor. •••• lartenera are complete and at no time,hood any bads greater Man 5.Doagn mum,Ways ere to be used Ina non-corrosive environment. TRANS I D: LINK design ban be+pled b any component. and m dray condition'of me. 5.CompuTrushas moonhslwarantaswmnmroaponblgyterM 8.Deilin•pumasNgbnrhlgataleuppoaadgwn.Slamercoolieg EXPIRES: 12/31/2016 ne.sfabrication,handing.shipment and Inlalatbn of components. Dologn an 7.D°Bgn°f°umos Os batedquate drainage en bothfaces h"um.a February 15,2016 U.Thhdesign n SCSIsed subMdlo tlw 8rnlelbn ostein by 8.Plateashal be E,(0 en bol o}iw,aM sawed their TINANICA In SCSL eophs of which w•be Mnhhed upon request Anes coincide MN phi center linea. MITek USA,IncJCompuprue Software 7.8.6(1L}E to.Fm basic come°uctteer GatedMNn values Gate saipn valuta tad/ESE-1311,ESR-1985 ONTO) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 dimensions •shown in ft-in-sixteenths Failure to Follow Could Cause Pr er •••• 1 3/4 Center plate on joint unless x,y Qp f y • • offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury ' ' ' Dimensions are in ft-in-sixteenths. � •••.� • .... h? Apply plates to both sides of truss • and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e. • ••••• TOP CHORDS diagonal or X-bracing,is alt's•rrqui ed. See BCSI. • • ••••s •• ••• 0.1h 2. Truss bracing must be designedly an engineer•fpr •• • 4 wide truss spacing,individual it ural braces themselves • p may require bracing,or alty�TEr I ••••• o p bracing should be considered. • •• •• _ O •. ' lilqlliAlpp O 1111111111,ke 6 3. Never exceed the design ecwn andes.,• • a U stack materials on inadequately braced trusses. • • • For 4 x 2 orientation,locate C74 7 Q 4. Provide copies of this truss r�B l t /he buiid�rrg•••• 0-'ad' BOTTOM CHORDS designer,ll otheri interested ted or,properly owner cxnT,l•• • platesfrom outside parties. ' • • edge of truss. 8 7 6 5 5. Cut members to bear tightly against each otB&r'•'• • { 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that 'jamPiIndicated by symbol shown and/or SYP represents values as published specified. by text in the bracing section of theby AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ■ME reaction section indicates joint ©2012 Mitek®All Rights Reserved pproval of an engineer. II 11 II /II number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 111111111111111111 1.7..---.1a 18.Use of green or treated lumber may pose unacceptable ._" environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, \411 I Ie 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 . . • • • •S. • •• •• •. • • FEBRUARY 14, 2012 Standard Gable End Detail :•: :• :• :••ST- i100-1)41 • • R • • •• • • MiTek USA,Inc. Page 1 of 2 I II 1 ® Typical_x4 L-Brace Nailed To . • • • •• •: ••• 2x_Verticals W/10d Nails,6"o.c. VerticaF• stud• • • •• •• • • •• •• • • • ,I I, (4)-16dCimm:n. :• ••• Vertical Stud Wire Nails • • • DIAGONAL V- D \ CE �n✓\ w•• ••• 16dCommon MiTek USA, Inc. • •• �� • • • ire Nails SECTION B-B • • A� •• • • • .414. • • aced 6"o.c. DIAGONAL BRACE •/—•. C.— -— •• 4-0"O.C.MAX ••• \I (2)-10d Gonfalon 1r 2x6 Stud or Wire Nails into 2x6 Eirrmi i 2x4 No.2 of better TRUSS GEOMETRY AND CONDITIONS il �� SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Naile To 2x_ 12 w/(4)10d Co mon Nails SECTION A-A 2x4 Stud illilit � Varies to Common Truss ar AviiiiiiiiiiiiiAZ% , AM, i, SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH(2)-10d NAILS AT EACH END. %y ATTACH DIAGONAL BRACE TO BLOCKING W ITH iiismi OhNi 3x4= (5)-10d COMMON W IRE NAILS. _�c� : �1 (4)-8d NAILS MINIMUM,PLYWOOD WAI/A/////////////////////. SHEATHING TO 2x4 STD SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B 24"Max Roof Sheathin• NOTE: 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. :1 :� reV��-� 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND � \�\\/ WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1'-3" (2)-10y' ' ��� 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. / ���� (2) 10d NAILS ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT ,/ BRACING OF ROOF SYSTEM. '� 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB / OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF ' -'.�� /Trus• -s @ 24" O.C. DIAPHRAM AT 4'-0"O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A ,� / 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. f ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. / x6 DIAGONAL BRACE SPACED 48"O.C. (REFER TO SECTION A-A) Diag. Brace /ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. at 1/3 point COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. if needed 0' TO BLOCKING WITH(5)-10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. End Wall it HORIZONTAL BRACE rill (SEE SECTION A-A) 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SPF Std/Stud 12"O.C. 4-9-12 5-6-7 7-10-0 9-7-7 14-5-3 2x4 SPF Std/Stud 16"O.C. 4-4-7 4-9-8 6-9-6 8-8-14 13-1-5 2x4 SPF std/Stud 24"O.C. 3-9-10 3-11-0 5-6-7 7-7-4 11-4-14 X Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d common wire nails 8in o.c.,with 3in minimum end distance. Brace must cover 90%of diagonal length. MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98,ASCE 7-02,ASCE 7-05 100 MPH ASCE7-10 125 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS.