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Plans (47)
"5Y-2--4/2-406:52_ RIS �. �1 b " TUU S41 Se _ (3NOV 1 9 2 016 KS 7/12 • G< CiTY y v i 1.) D.R. HORTON 0 � � IL IL �� G. �` . ; �4 E� a , , "f71`1PLAN 3709 "A" N1 At 22-00-00 � GARAGE LEFT 1 = SPAN 2 IPI 3 Q 7/12 LOWER 4 5 /— 6 LLJ I / UPPER R00= 5/12 5/12 PITCH 1-0 O.H. 7/12 PITCH 1-0 O.H. 6.9 25# LOAD o• z o a w w I "' - 1 2 3 4 5 . 7 8 9 10 r, 0 Vk 1 f 1 f II DRAWN BY: KEVIN LENDE LOWER (10 1.7/1?] ARIEL TRUSS 574-7333 GARAGEir1T 40 ' pro 11-G.1' F G` �11c c,b n o 0 (?'1 0 7, JACKS G w rt y 11-04-00 y SPAN 1-U- .1.1.41 X. L S ,` N W 5 T H 4 n VYi 1 �{�7/ j‘ ,7/121_f.1 J JA S L J I IL 0 __,.77. --71'7.0 1 - - N D.R. HORTON 22 00 00 PLAN 3709 "A" 1 = 2 GARAGE RIGHT 3 7/12 Q LOWER 4 5 6 L_I_ 1 191 4 UPPEF ROOF 01 0 • o ZUJ 5/12 PITCH 1-0 O.H. c 1 2 4 5 6 7 8 9 10 7/12 PITCH 1-0 O.H. 0 25# LOAD _ I I 1 - I \ -7/ 7/12 LOWER DRAWN BY: Q KEVIN LENDS GARAGEARIEL TRUSS 574-7333 R/S1 i r' �� '.4 / o 1 � 'oar . 7/12 CP ( 3 EI • \ / '" m `j 1 / Gt JACKS GZ V y 11-04-00 y e----- --''� � 3 h - SPAN ,� �,,C,.. t` LuSZg MiTek MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: DR NORTON 3709 A 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: K1584176 thru K1584189 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. 06,794GINEF9 /0 cc 89782PE r- 44.104,OREGON 4'h 1 GgRY152<c,Q` �� PAUL R\J .144,L4434112a1 , December 9,2015 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 22'- 0.0" IBC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF 916BTR LOAD DURATION INCREASE = 1.15 1- 2=( -34) 57 2- 8=(-472) 1108 3- 8=(-327) 225 BC: 2x4 DF 818BTR SPACED 24.0^ O.C. WEBS: 2x4 OF STAND 2- 3=(-1373) 614 8- 9=(-273) 730 8- 4=( -49) 349 3- 4=(-1093) 412 9- 6=(-972) 1108 9- 9=( -49) 349 LOADING 4- 5=(-1093) 412 9- 5=(-327) 225 TC LATERAL SUPPORT<a 12"OC. LION. LL( 25.0)+01( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1373) 619 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=( -34) 57 TOTAL LOAD= 92.0 PSF OVERHANGS: 12.0^ 12.0^ LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -151/ 1038V -163/ 1637I 5.50^ 1.66 DF ( 625) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 22'- 0.0" -151/ 1038V -163/ 163H 5.50" 1.66 OF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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= 0.035^ @ 8'- 9.8" Allowed = 1.054^ MAX TL CREEP DEFL = -0.080" @ 13'- 2.2" Allowed = 1.406" MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003^ @ 23'- 0.0" Allowed - 0.133" MAX HORIZ. LL DEFL = -0.018" @ 21'- 6.5" 11-00 MAX HORIZ. TL DEFL = 0.028" @ 21'- 6.5" 11-00 4-11 6-01 6-01 4-11 Design conforms to main windforce-resisting f f f system and components and cladding criteria. 12 12 7.00 p M-4x6 Q 7.00 Wind: 110 mph, h=20ft, TCDL-4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, 4.0" interior zone, load duration factor 1.6, 9 End vertical(s) not exposed to wind„ Ju\ inuss thedplaneeoffor thetruss wind loads in the plane of the truss only. M-1.5x9 M-1.5x4 Mr co N XI- r. yk w, 4. 8 9 0 1 7 c:. M-3x9 M-2.5x4 M-2.5x4 o M-3x4 1 0 M-3x6(5) y J. y b 8-09-12 4-04-08y 8-09-12 y 4��O PRQ y 4 G !1 /' t/ y y 11-11 �� �NGINEF. s/O 1-00 22-00 10-01 1-00 '4Gi �/-� `t- 89782PE JOB NAME: DR HORTON 3709 A-Al Scale: 0.2433 illifWARNINGS: oExERa,NOTES, unless otherwise need: y Truss: Al I.BWMradeve^onsonh nts,atoulbeadviedofaiGeneralNotes I.ThidaaignIs based only upon 8, paramelaroshown and isbranindNWual 124, OREGON and Warnings before construction commences. building component.AppluMby of design parameters and proper /} Q 2 aro compression web badrq mud be installed Warn drown illi incorporation of ampoant k IM ropoablty of Gs building designee a"' + �47r 3.AdegbMl temporary basing b hews stability during construction 2.Design assumes the by and bottom chords to be kters.y Mand et '�/e, L k me respem6Wy coins sredor.Additional permanent bracing of 70.0.and et7Q oils,rospecihaly anted teaadmroughodthatr length by Iy `` \� DATE: 12/8/2015 the every.abuduektarmpemibillyofthe buMtrpdesigner. Continuous sheathingsuchtbacingrequired as e quire*Imre sheathing(TC) BC). �AU1 SEQ.: K1584176 4.Na foalaheuxbe.ppkea.nyamDenentma.ror.. 3.te ImpacibddglapaleteMbasingrogWmdwhoadrownee rl 'wieners am badrp and a kah.dbn of trues.the responsibility be 5,y of to roapedhe eeMndor. TRANS ID: LINK adnb.asw compleed to te and dMda.any "°n s ��assumes era for'thy xon•ofuusee..used nig aneemawaemmmnm, 6.CompuTh4 has no control ever end whom.no responsibility for the 8.Design mum.?WI biasing et al supports shown.shim or cadge if hbrbaion,hand.np, IpmentandlnNaMbnolampsrrereaeh ^eaa.ry. EXPIRES: 12/3112016 . T.Oseipn assumes adequate drainage.provided. A The design Is furnished ab)ac(to the limitations set form lee by 8. esWel be bated on beth faces ohms.and placed so Mob cents December 9,2015 TA.WTCA In BCSI,copies ot which WI be antdred upon request. .nes aardde with pint center lines. Wok USA,k1e.IGo 9.Nits inmate alae of plate in ladies. RIptTnte Software 7.8.7-SP2(1 L)4 I0.For bees connector pare design values as ESR-1311,ESR-1888(MITek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -39) 57 2- 8-(-472) 1108 3- 8=(-327) 225 BC: 2x9 DF#16BTR SPACED 24.0" O.C. 2- 3=(-1373) 619 8- 9=(-273) 730 8- 4-) -49) 349 WEBS: 2x9 DF STAND 3- 9=(-1093) 912 9- 6=(-972) 1108 9- 9=) -49) 349 LOADING 9- 5=(-1093) 912 9- 5=(-327) 225 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1373) 614 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( -39) 57 TOTAL LOAD= 92.0 PSF OVERHANGS: 12.0" 12.0" LL= 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -151/ 1038V -163/ 163H 5.50" 1.66 OF ( 625) vertical members (uon). REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 22'- 0.0" -151/ 1038V -163/ 163H 5.50" 1.66 EF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 = 0.035" @ 8'- 9.8" Allowed = 1.054" MAX TL CREEP DEFL - -0.080" @ 13'- 2.2" Allowed = 1.406" MAX LL DEFL= -0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL= 0.028" @ 21'- 6.5" 11-00 11-00 T T T 4-11 6-01 6-01 4-11 Design conforms to main windforce-resisting 4 T I ^( ' system and components and cladding criteria. 12 12 M-4x6Wind: 110 mph, h=20ft, TCDL=4.2,BCDI.=6.0, ASCE 7-05, 7.00 17' Q 7.00 Enclosed, Cat.2, Exp.B, MWFRS, 4.0" interior zone, load duration factor=l.6, 4 4-,( End vertical(s) not exposed to wind„ M-1.5x4 7 Truss designed for wind loads in the plane of the truss only. \1. M-2.5x4 or equal at non-structural diagonal inlets. 1 M-1.5x9 ,.,NrN N O O 1 ! 8 - 9` �. 7 of M-3x4 M-2.5x4 M-2.5x4 M-3x4 to M-3x6(5) l 8-09-12 1 4-04-08 y 1 8-09-12 ti4cO PROiC e, y y y �, • .. NEER si0� 11-11 10-01 I I 1 l 1-00 22-00 1-00 Q $•7$2PE �1- JOB NAME: DR HORTON 3709 A- A2 Scale: 0.2433 �� �� ' WARNINGS: GENERAL NOTES, Mess omenise noted: V 4 1.BuAder owl moan cmtradorrinuld be advised of al Genend Notes 1.Thadsegn le based only upon the parameters shown and is Man lndividiml '9 OREGON Truss: A2 and waning.berme sonendlen commences. building component.Applicability of design paremeten and proper �i/- (P '�` N. 2.2x4 compression web bradng must be Instead wan ahem•. Mcet5etenon ofcempomntletM nspensAWy.18w building designer. .A LJi1 v 3.Additional temporary hracbg to Insure Raft during combustion 2.Design assumes the roto and bottom chords to be fatenM braced at 7 ^I A Y ', �� lets ne.ponsb8ty ofg•erector.Additional pemnnentbndng of Yntle andri ee o.c,sash en efy unless broadl(TC).n throughout mete length by continuous sheam8g such as plywood shred where a enact oyweA(31). PA UL 't` DATE: 12/6/2015 the overall Mochas is the mponsbIllty of to building designer. 3.24 hnpad bridging or Word biasing required when shown++ /1 SE K15 8 417 7 4.Na reed ehoNd a applied to any eonwonent until alter al bndn and 4.Installation crimes n the reeponebgey of the nepeewe aen6ador. Q^ fasteners ate complete end at no fano should any lads getter than 5.Design assumes trusses are to be used in a nommen.environment. TRANS ID: LINK Mem bads be appy to env component. and rotor Mg condition"of use. 5.ComWTrushas nocontrol over end mums noreeponeibIlbyfor tM 5.Desi ep"mums full bearing slaAsupports Mevm.Shirr:orwedge R EXPIRES: 12/31/2016 fabrication,handling,shipment and instaAagon ofcomponents. ry 8.TWedesign le furnished ablest to the AmgeBons set farm by p,PlatesPpull be tadequate id n both h«is nd placed no their anter December 9,2015 TPV W ICA In 3151,copes of which Mg be furnished upon request. Ams cokakM with told center Bas. 9.Digs indicate elm or pine In Incas. MtTek USA,InciCompuTrus Software 7.8.7SP2(1L}E 10.For ask connector plate design values see ESR-1311.008.1888(MRek) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" Design conforms to main windforce—resisting TC: 2x9 DF 916BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x4 OF N16BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, LOADING Enclosed, Cat.2, Exp.B, MWFRS, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF interior zone, load duration factor=1.6, DL ON BOTTOM CHORD= 10.0 PSF Truss designed for wind loads Unbalanced live loads have been TOTAL LOAD= 42.0 PSF in the plane of the truss only. considered for this design. LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall DON. REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 14-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 11-00 11-00 12 f 7.00 I:7 RIM-4x9 12 3 Q 7.00 N O ,yI- i f- N O ,e 1 1 1 t c O 7 0 M-2.5x6(5) I 1 M-2.5x4 M-2.5x4 y 11-11 y 10-01 ), 4s5) PF Op e, 1'--)" GINE ` c, 1-00 22-00 67; o- C� ER �L 89782PE • JOB NAME: DR HORTON 3709 A—A3 Scale: 0.3308 • ^�' `' ' WARNINGS: GENERAL NOTES, unless otherwise noted: TTUSS• A3 1.BWMrnWemotion oe^traaorshmddbeaMlad5108General Notes 1.This desgnkbased onyupon the parameters shown and karanindividua "7+&° OREGON 2.and ampnaebnbefore eb construction commence bubdup component.Applicably of design parameters end proper O 284 bracing must be IasteMd where shovm+. incorporation of component b the responsibly of the building designer. J.Additional temporary bracing to Insure stability during coatrudbn 2.Design assumes Be top end bottom chorda a be Mento bread et IF/53 G'gRY 15 2 <Q` Is the responsibly of the erecter.Additional penn.neM brackg a 2 ex.end a iP o.o.nspedivey edeas braced throughout their Neem by DATE: 12/8/2015 Omuseralaaetueala ioe.ygasr. continuous dingsgaueheagyweodsneaming(rc>anm«ayw.gBc). t p n�� responsibility the I bi Ingr.d of Inks or latent ponsbracing required awn shown++ A U L Cl SEQ.: K1584178 9.No awwedaemar^w^adundafter albracing and 4.k,a a nenofIn.ekm. napo 80 used am.respective contractor. fasteners are complete and a no Gne Head any bads greeter Ian S.Design assumes hums are to be used M a noncunosiw environment, are !or TRANS ID: LINK ay^beds be epplled to any component. aMgnslow ycondNon•a use. S.CompuTnw seam.s no control over end seaas no responsibility forme 8.Desiasumaa fes bearing et all supports shown.Shen or wedge N mmmwmhInka'bn,handling,.hlpmeMam lrreagsmas on ofcomperaa. T D•an.swm„adequate drainage aen ..g. provkeA EXPIRES: 12/31/2016 8.This desank furnished aub)ad to the limitations set form by 8.Paas awl looked ead en both aces of Mks.end placed as their centerDecember 9,2015 TPVN?CA in SCSI,copka or which si be fwnlohsd upon request burs coincide with pint anter las. Wok USA,McJCorlgwTrua Software 7.6.4-Sp4 1E L g,Diggs Indies%eke of plata in Inches.( )- 10.For ask connector plate Diafen valves see ESR-1311,ESR-1988(MRek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2009 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF 111BBTR LOAD DURATION INCREASE = 1.15 1- 2=( -34) 57 2- 8=1-376) 1149 3- 8=1-312) 204 4-14=1-106) 697 BC: 2x9 DF f1&BTR SPACED 24.0" O.C. 2- 3=(-1439) 511 8-11=1-242) 875 8- 9=1-163) 522 12-14=1-174) 0 WEBS: 2x4 OF STAND 3- 9=(-1395) 477 11-13=1-168) 998 9-10=1-174) 0 19-15=(-163) 522 LOADING 4- 5=(-1395) 477 13-15=1-242) 875 9- 4=1-106) 647 15- 5=1-312) 209 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1439) 511 15- 6=1-376) 1199 11-10=1 0) 93 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=1 -34) 57 10-12=(-372) 0 TOTAL LOAD= 42.0 PSF 13-12=( 0) 93 OVERHANGS: 12.0" 12.0" LL= 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA ADDL: BC CONC LL+DL= 62.5 LBS @ 11'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x9 where shown; Jts:2,6,9-10,12,14 0'- 0.0" -132/ 1069V -163/ 163H 5.50" 1.71 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 22'- 0.0" -132/ 1069V -163/ 163H 5.50" 1.71 DF ( 625) Unbalanced live loads have been REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. considered for this design. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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= -0.050" @ 12'- 7.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.218" @ 12'- 7.8" Allowed = 1.406" MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.016" @ 21'- 6.5" MAX HORIZ. TL DEFL= 0.028" @ 21'- 6.5" 11-00 11-00 1 T T 5-08-15 5-03-01 5-03-01 5-08-15 Design conforms to main windforce-resisting '' 1 '( I I system and components and cladding criteria. 12 12 7.00 M-4x6 ' 7 00 Wind: 110 mph, h=20ft, TCDL=9.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, 9 6.0" interior zone, load duration factor=1.6, )( End vertical(s) not exposed to wind„ RV / Truss designed for wind loads in the plane of the truss only. > 44x4 3 1.000 l z 1 4 NI ' ■ N 0 @L!-lrV� rx o 8 11 73 15 O 0 M-4x6 M-2.5x6 M-2.5x6 M-4x6 0 M-3x6(S) +62.50# l l Y 1 b ), 1, b 5-10-11 0-11-04 2-06-05 3-03-09 2-06-05 0-11-04 5-10-11 � .0 P R OFFS, 1 11-11 y 10-01 y � �r4GINEFR s/p� 1-00 22-00 1-00 �� 89782PE 9�-- JOB NAME: DR NORTON 3709 A -A4 Scale: 0.2433 • J WARNINGS: GENERAL NOTES, unless otherwise noted: v 10 1.Wilder and erection contractor should be advised of al Gemnl Nates 1.This design kbased only upon the pammetera shown and Is kr an Individualit OREGON Truss: A4 and'Naming*befonoantrudbnoemmenas. building oomponenLApplkaNNyofdesignpareemMnandproper �/� O Q" Inco 2.2.4 compnessbn web beedeg must be installed where shown 0. ryantlen of component k the responsibility of stein bulking P 3.Additional temporary bracing to Insure ekbWy duringconstmetbn 2.Design assumes me lop and bottom chords k be laterally braced at '9 q R y 1 S kers roeponaleNry of the,radar.Addi6amlgmamMbred"g of 7we.and stcontinuous ..e.s,reething seSpy unless braced throughout their length by DATE: 12/8/2015 tnoomorNebudaekthe responsMtyofWee blldingdesigner. 3.2sImpact bddgingorrleNWbowigrequred and/or• c) pAU�.. �`` SEQ.: K1584179 4.No bad should heapplied teany component unNalter 51blueing and 4.Imkaeeonof truss!lithe responsibility ofthe repedoecontractor. beteners are complete and*no ams should any beds greater man 5.Design assumes Mims are to be used In a mntonodwe emlronment, TRANS ID: LINK dedgn bade be applied to any component. 8.aDenoaign sandmryea of supports stnown.shim or 5.Csmwslush.snoeam<lor.randnamesno,epe"ewRyforthenepe�.ry. EXPIRES: 12/31/2016 faBk.lkn.handing,.hlprmdand In.m...n acompcosnts. 7.Design•ceunas.deguste drainage Is provided. 6.This design la furnished subject to the laneetkm set forth by 6.Plebs IOW be boded on both roe.Olives,and placed se their comer December 9,2015 716/TCA In SCSI,copies of which M be furnished upon request Anes coincide will joint centerlines. a.Digits indicate etre of Clete In MITek USA InniCoRpUTna Software 7.6.7-SPI 1L}E 10.For beak connector pleb design values sera ESR-1311,ESR-1986(Wok) 1 This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-579-7333 LUMBER SPECIFICATIONS TRUSS SPAN 11'— 9.0" TC: 2x4 DF#166TR Design conforms to main ree-resisting BC: 2x9 DF N16BTR LOAD DURATION INCREASE = 1.15 system and components andd cladding criteria. SPACED 29.0^ O.C. Wind: 110 mph, h-20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, TC LATERAL SUPPORT c= 12"OC. UON. LOADING BC LATERAL SUPPORT c= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Enclosed, Cat.2, Exp.B, MFRS, DL ON BOTTOM CHORD = 10.0 PSF interior zone, load duration factor=1.6, TOTAL LOAD 92.0 YSF Truss designed for wind loads in the plane of the truss only. LL= 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall VON. REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. L4-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 5-08 5-08 1' 12 7.00 11M-9x4 12 Q 7.00 3 2 N cq t �O c a i / ///////////////////LU///U/////L1//L//L////J/////L///L/LL//U//!////////LL///LI//l/ // y 0 1/ 0 M-2.5x4 M-2.5x4 l 1 1-00 11-04 1-OO���fcp PRQF�ss 0NGINE*R /O e 89782PE 9" • JOB NAME: DR HORTON 3709 A— B1 Scale: 0.5577 1 7 • WARNINGS: GENERAL NOTES, unless otherwise noted: ,^ Truss Bl 1,B,Admand ereacontractor 1.,Wadesign*based only,ponthe ps2metersshown and hrormmdividual (...• OREGON O�"d and Warnings before consbo:don commences. building component.Applicability of design parameters and proper 2.las compraasron web brachia must b hrNetled where shown 5. Inarporatlon of component Rem resporsbNty of the building dealgner. 3.Additional temporary bracing to Kura stability duhng conebua2.Design assumes the top end bottom chords robe lateral*broad at hint responsblAty of me erector.Addtlbml permanent breanp of r 5.a.end at 19 o.s.mepecibey unless braced throughout their length by ` DATE: 12/8/2015 trrevarsgabuciueriflenapombNlyoftlMbutldsgMagmr. continuoussheermngsuchesplywoodeheathag(TC)andiordimmiliNC). Psi UL f SEQ.: K1584180 3.2nuktion imesIstherelpnwgryofthe„npreahewn.. Ce s.No bad should its le cato any component should any alter al bracing and 4.IneaMbn Mimes Is Me responsibility of the respective contractor. fasteners aro complete and et no tlms should any boa greater men 5.Design assumes busses are to be used m a ncn.corroelve environment, TRANS ID: LINK design Inde be spelled to tarn component, and are tordry conditlon oruaa. 5.CompuTrus hes no control over and essumss no responsibility for me s.Deng'assumes rug arming et el supports shown.Shim erwadoe if hbdastien,handling,shipment and ti.aga<rnofam enom*. ” EXPIRES: 12131/2016 6.This designraanbhed errblect to me Fntletbns est form by Desgnac adequate drainage h provided. 97 B.Plate.ahalhDo B bated on Dom baa of hues,and pieced so their anter December 9,2015 TINN TCA in BC91,copies of whbh wW be furnished upon request. lines coincide with pint centerMes. MiTek USA,InclCompuTNa Software 7.6.4-SP1(1 L)-E 9.Digs Indicate she of pate In bow. 10.For haste connector pate design values sea ESR-1311,ESR-lees(MiTek) 11111 . This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 5'- 7.0" IBC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF N163TR LOAD DURATION INCREASE = 1.15 1-2=( -38) 57 2-5=1-90) 4 3-5=(-170) 119 BC: 2x4 DF 81&BTR SPACED 24.0" O.C. 2-3=(-100) 78 WEBS: 2x4 DF STAND 3-4=( 0) 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. 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 SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -63/ 380V -92/ OH 5.50" 0.61 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 7.0" -26/ 225V -92/ OH 2.00" 0.36 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 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= -0.077" @ 2'- 10.0" Allowed = 0.357" MAX TC PANEL TL DEFL= -0.084" @ 2'- 10.0" Allowed = 0.536" 5-03-04 0-03-12 MAX HORIZ. LL DEFL = 0.001" @ 0'- 5.5" MAX HORIZ. TL DEFL = 0.001" @ 0'- 5.5" 12 This truss does not include any time dependent 7.00 7' M-1.5x4 4 deformation for long term loading (creep) in the -0 total load deflection. The building designer 3 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=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, o Enclosed, Cat.2, Exp.B, MWFRS, I interior zone, load duration factor=1.6 r- 0End vertical(s) not exposed to wind., I to Truss designed for wind loads in the plane of the truss only. N O rn II I OI 0 5 0 -1 O I M-2.5x4 M-1.5x4 b J, .. 5-03-04 0-03-12 y 1-00 b 5-07 b <‹,c,,E© PR0p.. , 0NGINEF9 /c2-r`z 89782P r JOB NAME: DR MORTON 3709 A - CIA Scale: 0.5481 % /' I WARNINGS: GENERAL NOTES, unless otherebe noted: L.i 1.Builder end erection oenh..brMonad bewhiled mall GennMNotes 1.Tbkdesign is based only upon the penmeta,=shown and Ntor anIndividual -S►/t/OREGON T.. Truss: CIA and Warnings before oonetructioncommences. buadtgcomponent.AppnabShofdeatnparameter.and proper bO 'r 2.254 compression web Nuking moat be Irntabd where shown.. incorporation of component NA.responsibility el the building designee. Vq RY 15 2 4Q 3.Addabnal temporaryybracingto Mum steONly during construction2.Design names me by and bottom chords b be Merely brand N is the reaponaRlAty Who erecter.Additional permanent bradnp of 7 ex.and at 10e.sn respectively unless bread IMeugheWl their length by DATE: 12/8/2015 the over.abudwe Is Bre re.ponwny of the St Impaconditionct brigsgorlag tehl Nachs ord.neethbg(T shown) .sryweB(Bc). `J4 11 R` building WNAMe 3.2RNaitllo bdthol is Nachorequiredstitd,n.p shownho �1 ll 1... SEQ.• K1584181 4.No bed should b.appB.ekimycom on.muneelleralbracingend 4.xWkwlenofbwkm.re.Pen.uetdCIe..peci.ae,.aer. faaknens are complete coed at no the should any bads grsster then 5.Design mumsa busses an b W used b s non<onosNe environment, design bad.be applied to any component. and are .oe.corMtlon•afu.e. TRANS ID: LINK S.Design assumes Ml bearing et all supports shown.Shim or 5.GompaTru.has necontrol over and a,.mwearesp responsibility n.a�,ry. EXPIRES: 12/31/2016 B.'.mb.Ben'handng.shipewet.and egenofcompen"m`. T.Design'"neesad° December 9,2015 aesgniASnkmd subject tom.fmn.tbnaset forth by a.PkhsRol abcatedanboth pesaioftoms,and placed sotheir center TPP W TCA in SCSI,copes of Mich MN be furnished upon request. Rot coincide wBI NW anter lines. 9.Digts indicate eke oinches. USA,kmlCom uTrus Software 7.6.4-S (it)£ 10.For Web connector n eco r pieta design values see ESR•111 t,ESR-1958(MRak) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-579-7333 LUMBER SPECIFICATIONS TRUSS SPAN 5'- 7.0" TC: 2x4 DF 4105112IBC 2009 MAX MEMBER FORCES 9WR/GDF/Cg=1.00 BC: 2x9 OF 41OBTR LOAD DURATION INCREASE = 1.15 1-2=(-36) 57 2-9=(-109) 0 SPACED 24.0" O.C. 2-3=(-73) 95 TC LATERAL SUPPORT<= 12"0C. UON. LOADING BC LATERAL SUPPORT<= 12"OC. VON. LL( 25.0)+DL( 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 SQ./N. (SPECIES) OVERHANGS: 12.0^ 0.0^ TOTAL LOAD= 92.0 PSF 0•- 0.0" -50/ 395V -105/ OH 5.50" 0.55 DF ( 625) 3•- 11.0" -79/ 111V 0/ OH 2.00" 0.18 DF ( 625) LL= 25 PSF Ground Snow (Pg) 5•- 7.0" 0/ 92V -105/ OH 2.00" 0.15 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 AND 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" MAX LL DEFL- 0.000^ @ 0'- 0.0" Allowed = 0.071" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.099" MAX BC PANEL LL DEFL = -0.015" @ 2'- 7.2" Allowed = 0.246" 5-07 MAX BC PANEL TL DEFL = -0.028" @ 3'- 2.0^ Allowed = 0.328" 12 MAX HORIZ. LL DEFL= 0.001" @ 3'- 11.0" 7.00 MAX HORIZ. TL DEFL= 0.001^ @ 3•- 11.0^ This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer 3 -e' shall verify that this parameter fits with the intended use of this component. fid' Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 110 mph, h=20ft, TCDL=9.2,BCDL=6.0, ASCE 7-05, co IEnclosed, Cat.2, Exp.B, MWFRS, o interior zone, load duration factor=1.6, cv I Truss designed for wind loads in the plane of the truss only. o P O 0 1 04 M-2.5x4 b y j, 1-( 4OVIDE FULL BEARING:Jts:2,3,4 I 5-07 �ti�E) PROpt_ �,5 � GIN4-.„ �0 `z 89782PE 9-441 • JOB NAME: DR HORTON 3709 A- C1B Scale: 0.6313 WARNINGS: GENERAL NOTES, Inlets oerernse noted- C., (w Truss• C1B I.Bulierand eredlen e=Nadar should be advised of all General Naha* I.This design isbased**upon the parameters shown and le/or an Individual OREGON �_J end Warnings before construction commences. butd ppesebely of design parameters end proper 2.254 compression web bracing moat be installed where shown s, Incorporation of component Is the reeponelbfty of the building d �` 3. senel temporary bracing to Imre stability 2.Design assume the b and bsBse Mercia b be tela ee asig �`- �O/ kms ' construction Y ex.and at 10 e.e.respectively unless braced throughout their tet �9 V�" ' 1 �� responsibility of trader.Additional permanent bracing of N ug length by bAS ra: 12/8/2015 the owns N d Dee k me nponabMy of the Wetting tleNpnat continuous sheathing such es plywood gheembg(TC)and/or thywell(BC). /�A U L V 3.2e Impact bridging or a.,.rel bndrg required where Nova ♦ A SEQ.: K15 8 418 2 4.No bed shoal be appNd b any component nye eller u bracing end 4.InetseNon of bun inti.reepenwRy of the respective coated., teelanan ars complete end at no tele sirorid arty bads grwlers n 5.Design assumes busses are b be used kr a non-corrosive environs/, TRANS ID: LINK design bads be wagged to any component. end Grob vy eondnon of use. d I .elgn rus hat no coMrel over end assumes no respontbliy for the 8.Design assumes full beerkp Mae support sheen.Shin.or wedge 8 febdntlon,handling.shipment end installation of components. neceanry. EXPIRES: 12/31/2016 8.This design k furnished7.MetesDesigall ea�adwktrhFee Is provided. December 9,2015 a.alt d,sllmtisibns eNyps by 8.beers lid be Incited on born tecesofnNs,end*bed so tlrail center TPWyfCA b Best copies orwdM WI be famished upon request. rtes confide will pint center tinea. !Area USA.InCJCompuTrua Software 7.6.4SP4(1 L}E 9.Digits Wiest.eke of plate In inches. 10.For Melo connector piste design values see ESR-1311.ESR-1983(Web) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-579-7333 LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.0" IBC 2009 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 OF B1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-38) 57 2-5=(-65) 4 3-5=1-115) 56 BC: 270 OF Hl&BTR SPACED 24.0" O.C. 2-3=(-78) 59 WEBS: 2x9 DF STAND 3-4=( 0) 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. UON. DI. ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -55/ 31531 -66/ OH 5.50^ 0.50 DF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.0" -10/ 139V -66/ OH 2.00" 0.22 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100^ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TI.DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.012" @ 1'- 8.8" Allowed = 0.203" MAX TC PANEL TI,DEFL= -0.012" @ 1'- 8.8" Allowed = 0.309" 3-03-04 0-03-12 MAX HORIZ. LL DEFL= 0.000" @ 0'- 5.5" ,I' f f MAX HORIZ. TL DEFL = 0.000" @ 0'- 5.5" 12 This truss does not include any time dependent 7.00 17' 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. M-1.5x9 4 -/ 3 Design conforms to main windforce-resisting system and components and cladding criteria. 11111 Wind: 110 mph, h-2Oft, TCDL=4.2,BCDL=6.0, ASCE 7-05, ,,., Enclosed, Cat.2, Exp.B, MWFRS, o interior zone, load duration factor=1.6 1 End vertical(s) not exposed to wind., In Truss designed for wind loads cu in the plane of the truss only. N O II c o / 1 5 �� o 1 M-2.5x4 M-1.5x4 b I 3-03-04 0-03-12 )' i' k 1-00 3-07 ' t PRO,cfiss �c.� �NGINEfi'Y /�2 e :9782PE If, JOB NAME: DR HORTON 3709 A- C2 Scale: 0.6030 , ' 'r , WARNINGS: GENERAL NOTES, unless otherwise noted: / Truss: C2 I.Builder andereceenmaracasshouldbe,doledofdGeneralNotes I.This designisbasedonlyupantheparametersshownandisforanIndlvidwl 1;1/OREGON e'y ant Wamhps before construction commences. balding component.Applcabfltly olds*.peremeters and proper (�� 4' 2 br4 eenpreasbn web bracing mus be Metaled where shove�, m<orpsrallon of component is the roepo y MSG bogirg designer. 'T vq 0 . S V �� 3.Additional temporary booing to Imre stability during construction 2 Design eseun.e the top end bottom nerds b be Natally brand n ^1 is the roeporelRry o/81s erector.AddltlorN p.nenentbhang of 7 oA.and n 70 o.c.respectively unless tweed hrough ul thek length by J DATE: 12/8/2015 the overall structure is the reepen.DI1g*Me bulking designer. continuous dein m such n pywood required a where)own•drywatl(BC). PA U 1.. �` SEQ.: K1584183 4.No load should bea 4.hlmpaabddgtegmNerepradrgroguirsere presirewn.. ppllad m my component anti Mar d Miming and 4.IneblNbn of bun is Me responsibility of the respective oentrode, interns are complete and al no time should any bads greater then 5.Design assumeshussss ere to be used In e non-corrosive environment, tlsalgn bads be epplstlto any component. and are Redly condhon'ofuse. TRANS ID: LINK 5.CampUruahaanooMroloeraMsaeumesnoraeponabRyt the e.DesgnassunnMbearkgnMsupports shoxn.sidmnwedge8 EXPIRES: 12/31/2016 ncesssry. tebdaen,handing,shipment end lnsWetbn ofcompnenh. 7.Design,sones adequate drainage is provided. December 9,2015 e.This design l furnished subject to the Initiations set fent by 3.Plates shell be looted on both hen oftrios,and placed so their cents, TPW/TCA In BCSt copinotwhish WI be furnished upon request Inn coincide WE,joint center Rine. MlTek USA,IncfCompuTrus Software 7.8.4-SP4(I L)-E to.Digitsssic coo,snete ecee1or pits in robes plate design vents see ESR-137 i,ESR-1919(MRak) This design prepared from computer input by AR/EL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.0" TC: 2x9 OF#16BTR Design conforms to main windforce-resisting LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x4 DF#1&BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, LOADING Enclosed, Cat.2, Exp.B, MWFRS, TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD-- 32.0 PSF interior zone, load duration factor=1.6 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF End vertical(s) not exposed to wind., TOTAL LOAD= 42.0 PSF Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) M-1.5x9 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING HET. Note:Truss design requires continuous bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR IOPS£LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-03-04 0-03-12 T T T 12 7.00 177. M-1.5x4 4 -/ 3 K 0 to Co N 2 N / O PM/— -1 J. 11111111A M-2.5x4 M-1.5 5x4° l ). y 1-00 3-07 �`y 13 PROpess �NGIN ..R .© w '`� :9782PE r JOB NAME: DR NORTON 3709 A - C3 Scale: 0.6451 .' --0"" IMO WARNINGS: GENERAL NOTES. unless otherwise noted. ,/ / nvi 'w Truss: C3 1.Builder and eredtoncontractor should beadvised oralGeneral Notes 1.This design IsWeedonly upon the parameters shown and bfor anindNldual y OREGON o� and Warnings Ware construction commends, building component.Ap$o.bIHy redesign parameters and proper /J� /�� 2 9:4 compression web bndng must be thsisee Mere shown.. hoorporotlon of component lo the neponabBly ofBre boiling designer. ej� (L��� 3.Addlbnd temporary bracing to insure efabdty during con.thatbn 2,Design assumes tet top and bosom dards to be Identify braced at eQ q is the responsibility of the erecter.Additional permanent bracing of 7 e.a Iss at 10 Ac.respectively unless braced ihreughod melt length by \� DATE: 12/8/2015 continuous bridging oil such as pryweed.heal"hoe 01a Ner pA U L the overall abudue is the respond:My of the building designer. I 2a Import OYwe1(BC). SEQ.: K1589189 4.Nobadshould W applied to set component antisera1brinngand 4.Installation iftrussisla„relbradryregdreewmeroint=eo.. resp= soiely in of rsapedoencontractor.WienersWieners m complete and at no time should any beds greater Sim5.Design assumes mto ho trusses arebe used Ina n-wn05oahro environment. — TRANS ID: LINK deelgn bads be applied to anycomponanl. and.rob dyconemon of use. 5.CompaTns has no control over and assumes no nspenemgBy for the e.Deep assumes full bearing at ell supports shown.Shim or wedge if faedcekon.handing.shipment and hMYsBonst components. 7.Design 11•11M11.1 adequate .m—r„. EXPIRES: 12/31/2016 8.This design isfumlahedaidedtotWlimitations sNroninby 8.Matesshalbe!metedo"bohfacesnage oprovided.,and placed so their center December 9,2015 TPl W rCA In SCSI.copes of which veil be fumbhed upon request. lines colndds with John center lines. 9.Digits MITek USA,InoJCompuTrua Software 7.6.4-SPI(1L}E 0. de conn.ctode replete o tgn mi sign valla see ESR-1311,ESR-1888(MITeb) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF dl&BTR LOAD DURATION INCREASE = 1.15 1-2=(-36) 57 2-5=(-43) 7 3-5=(-103) 38 BC: 2x9 DF gl&BTR SPACED 24.0" O.C. 2-3=(-85) 61 WEBS: 2x9 DF STAND 3-9=(-12) 9 LOADING 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD- 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -58/ 301V -95/ OH 5.50^ 0.98 DF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -19/ 69V -45/ OH 2.00^ 0.11 OF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7.00 [7- REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF 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 = -0.002" @ 0'- 11.9" Allowed = 0.080" MAX TC PANEL TL DEFL = 0.003" @ 0'- 11.3" Allowed = 0.120" MAX HORIZ. LL DEFL= 0.000" @ 0'- 5.5" MAX HORIZ. TL DEFL= 0.000" @ 0'- 5.5" This truss does not include any time dependent M-1.5x4 4 deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the 3 intended use of this component. N Design conforms to main windforce-resisting system and components and cladding criteria. 0II Wind: 110 mph, h-20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 1111111111111111111111111 -+ Enclosed, Cat.2, Exp.B, MWFRS, ISI interior zone, load duration factor=1.6 0.1 W End vertical(s) not exposed to wind., oIYI Truss designed for wind loads �- W in the plane of the truss only. 0 I O ► 5 M-2.5x4 M-1.5x9 1 J. 1 1-00 2-00 .S���NGI EER s'o /r8899782PE r JOB NAME: DR HORTON 3709 A- C4 Scale: 0.9589 .,....1. /' - ._�• WARNINGS: GENERAL NOTES, unless otherwise noted: V 40 Truss: C 4 1.Builder end arodbn contractor should be*thread deli General Net.. 1.Thio design*based n�e w.��� r n kdwldn.l .11/4/ �OREGON2o'�c..° and Namings before eonstmdkin commences. �"e 2 DA comgessten web Medng mW be installed where shown.. Incorporation of component*the responsibility of the building designer.proper IP'9'4, �� G 3.Addllond temporary bracing to inane stably during construction 2 Deagn assumes the top and bohemchordate be laterally bncodst 7 RY ',J *the responsibility of the erector.Ad8tlonal imminent Haring of Ny 7 o.e.and at/d e.e.respadNeN unless braced throughout their kngm by �nNroomsheamage,.aplywood ndngn.aheammgr.)aadfa,drywell(BC). /3A UL P\ DATE: 12/8/2015 the averse abuclure is me responsibility of the building designer. 3.Dr tinned bridging or leterolbracirg rogdrod where shown.+ SEQ.: Ki5 8 418 5 4.No bed shook,be applied to any component until after all bracing end 4.Instagstbn of truss Is to responsibility of the respective contractor. fasteners ere complete end et no time slkuk any beds greeter then 5.Design amanestruaess are to be used M a nonconoelw emhennent. dlicir of use. TRANS ID: LINK design bade be spilled b any component. 8.'nd s�ssun.*drysflbsarMg at el supports shown.Shim orwedge If S CempuTnahas npcontrol over and assumes neresponsibility for the mammy. EXPIRES: 12/31/2016 tebdca8on.handing,shipment and llefaeenen d components. 7.Design assumes adequate drainage Is provided. B.TNadea�ntkhm�h.ded,.dtothelkeaalenesaknMiss b forth B. ,ehagbe «todenbomkaesofmr.a,endpkaedsothebam.r December 9,2015 TP8NyfCA In Blot copies of whish will be Banished upon request. Inn coincide with)ekd center lines. B.Digits indicate eke Opiate In noses. MiTek USA,IncJCompuTrus Software 7.8.4SP4(11.)E 18.For bask connector plate design values see ESR-1317,ESR-1988(Weir) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-579-7333 LUMBER SPECIFICATIONS TRUSS SPAN 2'— 0.0" Design conforms to main windforce—resisting TC: 2x9 DF 418BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF #16BTR SPACED 29.0" O.C. system and components and claddingcriteria. WEBS: 2x4 DF STAND LOADING Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD— 32.0 PSF Enclosed, Cat.2, Exp.B, MWFRS, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF interior zone, load duration factor=1.6 TOTAL LOAD = 92.0 PSF End verticals) not exposed to wind., Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. 12 7.00 p LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. ote:Truss design requires continuous bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. M-1.5x9 4 W I re us 0 Int ti N W O O INI ,,,.._ lir 1 M-2.5x4 M-155x4 6 1 l' b 1-00 2-00 �' PR°fiFss �NGI N 4-,„ ,% cv 89782PE p` JOB NAME: DR HORTON 3709 A- C5 • // Scale: 0.9703mew / ,, L WARNINGS: GENERAL NOTES, unteas omewdae noted: /,.� Truss: CS 1.Bidder and erection contactor ahoue heasd ady ci of GeneralNob. This se Tha lin bbead only upon 55 peron eteras shown and le for individual M aI V 40 afM Warnings before oMKhudlen commences. budding compenerd.Applleeblpy of design parameters end proper 5.1;k/ OREGON 2.h4 compression web bracing mut be installed where shown e. Incorporation of component is reepennMdry of lbs building designer. 3.Addflbnal temporary bracing to law Wbdby during construction 2.Design assumes the by and bottom dams b be laterally bread at .a DATE: 12/8/2015 Is the reapenelblity of the erador.Additional pannanes bracing of Yn' IW shsaMG mann sly unciae breadthroupeNiherb �� qRY `� '\(� length by ��� 'h.."ahudue bale resPorethBtl'efiM building designer. CO m9 plywood sheaths g(TC)en**,tlryweq(BCI. PA SEQ.: K1584186s•� gnsI.lb..ibrodgr required w ., 4.No bad should be applied b eny<onward trail after ab bracing and 4.'Walled.album Is the nsponebNly of the r apecwe nonagon trusses a R Design se fasteners an complete and N no Be.should any toed.greeter than TRANS to be used In a non-corrosive environment, TRANS ID: LINK design bade be applied to any component. and pee for"dry condition"erum. 5.CompuTnd has no control over end essumes no respembMy for the S.Design assumes ted Deamg Nal supports shown.Slim or wedge if fabrication,handing,shipment and MateMtlen of component.. °"" EXPIRES: 12/31/2016 S.TMs design br 555,0 subject Iota Imitations 6e forth by 7.Design assumes adequate drainage b provbetl. S.Plates shell belocated onboth leans Ohms.and pined sotheir center December 9,2015 TPIM?CA in SCSI,copies of whish WIl be fenMed upon request. Iree coincide with joint centerlines. MTek USA,IneJCompuTrus Software 7.B.4-SP4(1l)-E 5.asks Indicate else of pate In inches. 10.For bask connecter pee design vanes sae ESR-1311,ES15.1958(MITek) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF 414BTR LOAD DURATION INCREASE = 1.15 1-2=(-38) 57 2-4=(0) 0 BC: 2x4 DF 4115BTR SPACED 24.0^ O.C. 2-3=(-77) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 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 SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -67/ 322V -69/ OH 5.50" 0.52 DF ( 625) 1'- 11.0" 0/ 54V 0/ OH 2.00" 0.09 DF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -33/ 96V -69/ OH 2.00^ 0.15 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10P5F 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 BC PANEL LL DEFL = -0.002" @ 1'- 0.8" Allowed = 0.067" MAX BC PANEL TL DEFL- -0.003^ @ 1'- 0.8" Allowed = 0.089" MAX HORIZ. LL DEFL = 0.000" @ 0'- 5.5" 9-00 MAX HORIZ. TL DEFL = 0.000" @ 0'- 5.5" 1' 12 This truss does not include any time dependent deformation for long term loading (creep) in the 7.00 p total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 3 -/ sem/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, N interior zone, load duration factor=l.6, 0 I Truss designed for wind loads oro in the plane of the truss only. N 0 /- I -PM__ o /- I WEral 04 o 1 M-2.5x9 3' 3, 1 1-11 2-01 b 1 1 'PROVIDE RIDEOSEARING;Jts:2,4,3 I 9-00 'StS. .. 0.1G N4, `r�0 co. 44, ct' 8.782PE 91- JON NAME: DR NORTON 3709 A- C6 Scale: 0.5840 . ' • �/r • WARNINGS: GENERAL NOTES, unless olnenetee noted: C6 I Budder and ereceenconsoler should beadsleedofalGeneral Notes I.Thideegnibased only upon Snparametemshown and kbranimlNlduel IP .11'?"OREGON Truss • and Warnings before construction .on commence building mmpaneet.AppSubity et design parameters and proper �/� ^Q �" 2,2s4 compression web br.dng must be installed where shown c, IncorponHion of canpmnent Is the ro ispensblAof m ly e building designer. ///...,,, V sir 3.AddiNnsltemporary bracing toAwastabMydurbngmnabudbn 2.Design.aRanealnetop and botlomaRraambeMeMyteasedCl qRY 15 !G, Is the Beyer gdpy eimearoctw.Adddbnat permanent bracing of 7o,e.and at IS ex.respedbey unless baud throughout their length by DATE: 12/8/2015 me nerd structure ime rapenabRy of the budding designer. 3.2coi Impact bridging or Wand bnes tlng��re(Mnp(e sow) n aryw.g(BO). ,jw �� bracing required whose shown.. A SEQ.• K1584187 4.No bed should be espied to any component until sAerad bracing and 4.Ino neeeoftruss is mresponsibility ety Nth*respective conbedor, • /Menem are complete and at no time shoal all loads greater then 5.Design a Nano aNanoo aro to to hebe used in a noneenosNa environment, dentin beds be applied b any component. anti aro br'dry condition"of use. TRANS ID: LINK 5.CompoThnhos mcontrol over and assumes noresponsbiy for ite 13.Design.enure./nbeemg.taawaemawwn.sNmorw.dged EXPIRES: 12/31/2016 fbrinelbn,handling,mipmem end Installation of components. 7• S.Thie design h amished subject to the belteteneesi Nth by 7.�Wteess mH be locateddoon boom ampes or is imiwsd plead so their ceder December 9,2015 TPVNRCAm BCSI,copies of vAddn MI be furnished open request. Ines coincide with joint send,.. Mfl'ek USA,Iscfcsn po,Trus Software 7.6A-SP4 1L IL NIG Indicate eke Opiate In bolls. ( )-E ex For beak connector plata design vanes see ESR-7317,ESR-1055 RAISIN This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" IBC 2009 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF k15BTR LOAD DURATION INCREASE = 1.15 1- 2=( -36) 50 2- 8=(-916) 907 3- 8=(-272) 191 BC: 2x4 DF 01&BTR SPACED 29.0" O.C. 2- 3=(-1091) 532 8- 6=(-916) 907 8- 4=( -60) 457 WEBS: 2x4 DF STAND 3- 4=( -817) 328 LOADING 8- 5=(-272) 191 TC LATERAL SUPPORT <= 12"0C. NON. 4- 5=( -817) 328 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1091) 532 BC LATERAL SUPPORT G= 12^OC. NON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -36) 50 OVERHANGS: TOTAL LOAD= 42.0 PSF 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -122/ 828V -105/ 105H 5.50" 1.32 DF ( 625) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 17'- 0.0" -122/ 828V -105/ 105H 5.50" 1.32 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 = 0.026" @ 8'- 6.0" Allowed = 0.804" MAX TL CREEP DEFL = -0.057" @ 8'- 6.0" Allowed = 1.072" MAX LL DEFL=-0.002" @ 18'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL =-0.003" @ 18'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.013" @ 16'- 6.5" MAX HORIZ. TL DEFL = 0.019" @ 16'- 6.5" 8-06 8-06 4-05-09 4-00-07 4-00-07 4-05-09 Design conforms to main windforce-resisting '{ 1 f system and components and cladding criteria. 12 IIM-4X9 6.00 "'q6.00 12 Wind: 110 mph, h=20£t, TCDL=4.2,BCDL=6.0, ASCE 7-05, Q 6.00 Enclosed, Cat.2, Exp.B, MW£RS, 4.0" interior zone, load duration factor=l.6„ 4 . Truss designed for wind loads 41 in the plane of the truss only. M-1.5x4 M-1,5x4 3 4y ♦r 0 0M 0 1 = e • Parol M-2.5x4 M-3x8 0 M=2,5x4 1 y y y 8-06 8-06 k ���o) PRore. 1-00 17-00 y1-00 y Ca NGIN<:F9 /o w 2 `� 8.{9{�y782PE 9r JOB NAME: DR HORTON 3709 A - D1 Scale: 0.3452 - -d -L - WARNINGS: GENERAL NOTES. unless omerefse noted: / 7 _•- Truss Dl 1.Builder ardercdlnenanlnaarM°uldbeadotadofMGeneral Notes t-TN.deelgnklenedonly upon the parameters shos,,end kkranIndstdual OREGON �� and Warnings before conWrMbn commences, building oempeeent Applie.MNy of design parameters and proper 2.254 oompressron web bndrg moat be Metaled where shovm+, Incorporation etcompenent h the reversibility of the building designer. S.AddRonel temporary booing to maw stability during construction 2.Design assumes the top end totem chords to be laterally breeed et "�/� �iq C1 v y ��� Is the r.ttoebIlry ofihe erector,Additional permanent bracing of �'op.and at IN en.respectively unless brandthrouphedInekknghh by I'r A�7 r DATE: 12/8/2015 the overall ahuobae h Me responsibility of the continuous eheemtrg such as stag re sheamllhg(TC)aid+w drywal(BC). A U�- �N� bulking designer. 3.b impact bddgeg or lateral bracing required arm shown++ SEQ.• K1584188 4.No load should be applied b any component until after al bmarg and 4.Irwhikibn dims h ms responsibility of its roepedwe tanked.. fasteners aro complete and aero time ahold any bads groats than 5.Design assumes trusses era to be used b a non-corrosive environment. TRANS ID: LINK design loam be spoked to any component. and.n for"dry renditionsins=. 5.Compufrus has nocodrol ova and ri=mes no responsibility forme N.Design assumes MI bossing del supports shown.Shim e,wedge t hbrlwton,henilg,shipment and Installation of components. ""n"'"' EXPIRES: 12/31/2016 7.t.This design isNmleh.dady°dtotMgmkabn.sdbrthby a.Deaes..Ibeign ° h°hfeak�e December 9,2015 IL Ira,sahtllieboetadon tenlindsofmra,aadpkesdaomelrtema TPPWfCA m SCSI,copies of rad,vat be NmIshed upon reseal Anes wkdde with joint center lines. Wee USA Inc./CompuTrua Software 7.6.7(TL}E 9.Digits indicate e¢e of plate In Inches. 10.For bask connector plate design values see ESR-1311,ESR-7188(Wee) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 17'— 0.0" Design conforms to main windforce—resisting TC: 2x9 DF 916BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x9 DF k1EBTR SPACED 24.0" O.C. Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, TC LATERAL SUPPORT <= 12"OC. UON. LOADING Enclosed, Cat.2, Exp.B, MWFRS, BC LATERAL SUPPORT <= 12"0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF interior zone, load duration factor=l.6„ DL ON BOTTOM CHORD= 10.0 PSF Truss designed for wind loads TOTAL LOAD= 42.0 PSF in the plane of the truss only. LL - 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall LION. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 8-06 8-06 1' 12 T T 17' II M-4x4 12 6.00 Q 6.00 3 yaw- IT 0 1 / ////////L//////////////////ll//l////l/////////////////////////////////1//////////l////////////////////////////////////////////l// // 5 o M-2.5x4 M-2.5x4 1-00 L 17-00 \�.<<, GIyN n 16 so 89782PE v JOB NAME: DR HORTON 3709 A — D2 Scale: 0.9702 : WARNINGS: GENERAL NOTES, unless otherwise noted: V Truss: D2 1.Bdlder end erection contractor shmddbeadvised nag General Notes 1.This design Is based only upon the parameters chovmend bfor anlndMdual 9 OREGON ', and Warnings before eonethwbn°mmeness. building component Applleebnky of design panmeten end proper v/e" q5'.. Q' 2.Ss4eempr.Wen web bracing mud bekateked Wan shown.. Incoryeraxon ntoespenant inns responsibility of the building designer. 'T19 y1 Flu 15 � 3.Additional temporary bracing to Inure NOIR during construction 2 Design aswnsathe top an bosom chords to be laterally baud a 7 f bike rosponibety of the erector.Addeenel permanent bracing et Yoe.end sheathing ewe,respectively unless braced throughout their toned,by DATE: 12/8/2015 the overall ahudun',the repane®Sly of the building designer. rarluous t ingn sten latent bitting plyngod msond new sown) •0rywag(BC). �J/4' t �` SEQ.: K1584189 4.No Ned should be. 4.No�snstts. therespmystth*mire*conba �'4 V spelled component until am geetwpend 4.Desig es onWeelent ant to useoI a sn.eseeneeenaron Misner are complete and et no time should any bads gnarl than 5. ere assumes sedWtrusses en be used In e nonsortoswe emlrommaM, TRANS ID: LINK desgn rads be opened to any component. end ror^a..to bon of use. 5.Compaannhes,mnnbalover en assumwnngrondNeyfor the B.O.agn.e«snslobe.nga.eauppod.ahewn.aNmerw.ag.g EXPIRES: 12/31/2016 fabrication,hemline shipment and(nankeen of components. DesigDesign as 7.PIM.e selene.sed one se,toobenne b pressed. e.TNsnctgnlemmlMWwbjadrothe gmMikm.sarodhM a.PlsMAwl nloandonbanrwaatruss,end placed setheir center December 9,2015 TPIMRCA In BCS(,copies°NAM will be furnished upon request. hens coindde well joint center tines. 9.Digits Indlwte site apiece In Niles. MiTek USA,IncJCompuTnn Software 7.6.7(1L)-E 10.For beak connector plate design valuessee ESR.1311,E5R-1988(MRek) Symbols Numbering System a General Safety PLATE LOCATION AND ORIENTATION Notes 1 3/4" Center plate on joint unless x,y 6-4-8 ( dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I (Drawings not to scale) Damage or Personal Injury EirliINF Dimensions are in ft-in-sixteenths. 111� Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 0'1 „ I ihkc ,14l-z /16 cza 2. Truss bracing must be designed by an engineer.For it wide truss spacing,individual lateral braces themselvesi� may require bracng, s alternative Tor I � p bracing should connsidered. U 3. Never exceed the design loading shown and never OaU stack materials on inadequately braced trusses. For 4 x 2 orientation,locate O 4. Provide copies of this truss design to the building plates 0-'na' from outside BOTTOM CHORDS all otherrinteres ed supervisor,property owner and edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO loci andembed are regulated by ANSI/TPI 1. fully.Knots and wane at joint locations connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 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 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 10.Camber is a non-structural consideration and is the to slots.Second dimension is responsibility of truss fabricator.General practice is to 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 LATERAL BRACING LOCATION indicated are minimum plating requirements. Southern Pine lumber designations are as follows: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that (Indicated by symbol shown and/or s values blished specified. by text in the bracing section of the by AWC the 2005/2012aspu NDS output. Use T or I bracingSP represents ALSO approved/new values 13.Top chords must be sheathed or purlins provided at SYP representsas puwith 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 ceiing is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but ©2012 MTek®All Rights Reserved 16.Do not cut or alter truss member or plate without prior reaction section indicates joint approval of an engineer. tl NM F1*MOM number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 1•11111 f0 18.Use of green or treated lumber may pose unacceptable .. environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI l: 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 miktli DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, NT �e Guide to Good Practice for Handling, 20.Design assumes manufacture in accordance with Installing&Bracing of Metal Plate ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. Mitek Engineering Reference Sheet:MII-7473 rev.01/29/2013 Standard Gable End Detail ST-GE120-SP MITek USA,Inc. Page 1 of 2 -u _ I ® \ It I-7 L VI TypVel ca L-Brace Nailed To 2x Verticals W/10d Nails,6"o.c. Vertical Stud--.,` r- _-__ -,uJr- -11 11 4 16d Common „ Vertical Stud O' DIAGONAL �/� v—� Wire Nails ,--,_ kb* BRACE MiTek USA,Inc. __16d Common SECTION B-B ►/ Wire Nails DIAGONAL BRACE �--_• • : Spaced 6"o.c. 4'-0"0.C.MAX _ - (2)-10d Common r......._ -�_ or " Wire Nails into 2x6 I 2x4 Not of better -" TRUSS GEOMETRY AND CONDITIONS ya� SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace _� — \ Nailed To 2x_Verticals \ 12 SECTION A-A 2x4 Stud w/(4)-10d Common Nails iiiII t "-J Varies to Common Truss * PROVIDE 2x4 BLOCKING BETWEEN THE FIRST �Ayii iyiiiiiAnatm entancso re--; SEE INDIVIDUAL MITEK ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH A DRAWINGS FOR DESIGN CRITERIA AT EACH END. **�N. ATTACH DIAGONAL(BRAC- E TO BLOCKNG WITH B_ i� B I \4 sIIII (5)-10d COMMON WIRE NAILS. �� (4)-8d NAILS MINIMUM,PLYWOOD ,�»/a // - "// : W � SHEATHING TO 2x4 STD SPF BLOCK it: -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. I'I—.--.--_ 4. / 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND 1'-3" WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. (2)-1t ' a♦ \.< 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. / i ♦ /(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. I 4 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF %Trus•es @ 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 I; BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. li,' ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. /a".6 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 U240. at 'I/3 point COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. if needed 0_, TO BLOCKNG WITH(5)-10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSO. End Wall A HORIZONTAL BRACE �-_`\ ;_; (SEE SECTION A-A) DIAGONAL 2 DIAGONAL x4 Minimum Stud Without 1x4 2BRACES AT BRACE Stud Size Spacing Brace L-Brace L-Brace 1/3 POINTS Spies and Grade Maximum Stud Length 2x4 SP No.3/Stud 12"O.C. 4-3-2 4-9-13 6-9-138-6-4 12-9-5 2x4 SP No.3/Stud 16"O.C. 3-10-7 4-2-1 5-10-13 1 7-8-14 11-7-5 2x4 SP No.3/Stud 24"O.C. 3-3-11 3-4-14 4-9-13 1 6-7-7 9-11-12 * Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x41-braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d common wire nails 8In o.c.,with 3in minimum end distant. 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 7-05 120 MPH ASCE 7-10 150 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS.