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. ' */ 57—)_",t C. — oc10—, 5 s4,./ OFFICE COPY COPY KS 7/12 .,i) ... ... _ e\ JL JL JL IL JULJG•EPLAN 3709 "A"•8 n , 1 22-00-00 GARAGE LEFT / / 1 ' = SPAN p'i,,:.,i.it—i :,,: •.; fF:::f) 2 , 3 7/12 OCT 0 6 2016 LOWER ,,,:;*•i ,,,-' i.-,,,!• : ,.. i,'';:.. 4 r J 6 , 171' , . / UDPER R00 5/12 5/12 PITCH 1-0 O.H. 7/12 PITCH 1-0 0.H. c) i9 25# LOAD c:, = 1 ...t • 1" 2 3 4 5 6 7 8 9 10 1.-. 0 9 ,i . a • „ I I I n n DRAWN BY: KEVIN LENDE LOWER ., 7/12 ARIEL TRUSS 574-7333 _ _ .. GiTAGE irRiSr I 01 ‘' / 1 r,7r.-: IMF d-, . . . 1 n .<1:1 JACKS 11-04-00 SPAN ACLA.,_ .1441-4- S .2 W S Zjf .- g VI ' 01 7/12 J ..1 ., 1L LL J L JL J10 0 0 Cll 1 D.R. HORTON � 22-00-00 , PLAN 3709 "A" 1 = 2 k k GARAGE RIGHT 3 7/12 Q LOWER 4 5 6 l.L \ 1 tgl x/12 UPPEF ROOF69 0 0 Z5/12 PITCH 1-0 O.H. s1 2 3 4 5 6 7 8 9 10 En ..� 7/12 PITCH 1-0 O.H. Dt 25# LOAD 7/12 LOWER DRAWN BY: KEVIN LENDE 0 ARIEL TRUSS GARAGE 574-7333 R/Sf, ir 4 0 I 7/12 o ' � �Sr'`C-ir'.�r CO di, � G 11 / / 0 1 II Gig JACKS GZ rt y \` 11-04-00 3 SPAN A LC.. 1 __•. EiN WS24/ g wit MiTek6 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 ANSIITPI 1 section 6.3 These truss designs rely on lumber values established by others. �ti�ED PROFFS C�~� GINEF9 sio 44. 89782PE 9r ,x`92 OREGON"u4py NI� PA U .x."("4r/1*.1112CLlr;- .. 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: 2x4 DF #16BTR LOAD DURATION INCREASE= 1.15 1- 2=( -34) 57 2- 8=(-472) 1108 3- 8=(-327) 225 BC: 2x4 DF#16BTR SPACED 24.0" O.C. 2- 3=(-1373) 614 8- 9-(-273) 730 8- 4=( -49) 349 WEBS: 2x4 DF STAND 3- 4=(-1093) 412 9- 6=(-472) 1108 4- 9-( -49) 349 LOADING 4- 5=(-1093) 412 9- 5=(-327) 225 TC LATERAL SUPPORT <= 12"OC. VON. 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=( -34) 57 TOTAL LOAD - 42.0 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) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -151/ 1038V -163/ 163H 5.50" 1.66 DF ( 625) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 22'- 0.0" -151/ 1036V -163/ 163H 5.50" 1.66 DF ( 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 4-11 6-01 6-01 4-11 Design conforms to main windforce-resisting 4' 4' f f 4' system and components and cladding criteria. 12 M-4x6 12 Wind: 110 mph, h-200t, TCDL=4.2,BCDL=6.0, ASCE 7-05, 7.00 Q 7.00 Enclosed, Cat.2, Exp.B, MWFRS, 4.0" interior zone, load duration factor=1.6, 4 .-a• End vertical(s) not exposed to wind„ ill Truss designed for wind loads in the plane of the truss only. M-1.5x9 44 11111000. M-1.5x4 MI7N 0i 1 I 1S 9 M-3x4 to 0 M-3x9 M-2.5x4 M-2.5x9 M-3x6(S) 1 l b b 8-09-12 4-04-08 8-09-12 X01) PROFFs l 11-11 y 10-01 y �� �`�INE�� `"QO2 1-00 22-00 1-00 Qt 89782PE 9x JOB NAME: DR HORTON 3709 A-Al Scale: 0.2433 '�r��L� -••.. WARNMOS: GENERAL NOTES, unless Ahenvise noted: `" N. I.Boyer and erection eonbade,.hnl ld be advised of all General Notes 1.This design is besW only upon the parameters shown and Is tor an lndwaual 9�OREGON o �,,, Truss: Al and Wemingsbebre construction commences. building componee.Appliabl y of deegn parameters and proper 'I 2.Sa4 compression web basing neat be Metaled%dere shown.. "sur ass of component and bottom the responsibility to be later building edatdesigner. -1,9 v I RY .1 �Ci 3.Addbone temporary bradrgto Insure Mablly during construction 2.Desgn assumes the lopbottom chords to lateral tt braced at `l is 0:e res emblpy of the setter.Addteml immanent bracing of S o.o.and,a. In respectively soda broad throughout their a0(13ngth by V eontlnuouaMeemin9 such as plywood aMaBmNp(TC)angor drywaMBC). /�w I I` ``` DATE: 12/8/2015 to overran atruehre ie le responsibility of the bribing deshwes 3.24 Immo*bridging or lateral bracing required where shown+• PA SEQ.: K1584176 4.No lead should be@Ahmed to any component aril alter all bracing and 4.IDsegatawumee Moms.,pen.bre to be ty of the respective environment, 15. estsners ant complete and at no one Mount any bade greeter than and are fordry condiaf of orae. TRANS ID: LINK MAN bade be embed to any component 6 Design assumes M bearing ata supports shown.Shim orwedge 9 B.�sTomMeSoammleweranda.emenoresponbNyforme ,e,�,y. EXPIRES: 12/31/2016 lablagen•bonding,shipment and inelaMbn of components. 7.Design assumes adequate&abode is provided. December 9,2015 6.This design 6 famished Abject to the INmna tlsset ash &byPIissMab.bated on bee, up eves Ga ,and placed an the anter TPWWFCA In SCSI,sols••of which win be funlshed upon request. Ines coincide alb Joint anter bone. 9.Digits Instate she of plate In Niles. Wok USA InnJConmuTrus Software 7.8.7-SP2(1 L).E 10.For Meek connector plate design values see ESR-I 311.ESR-1986(MRek) c. This design prepared from computer input by LUMBER SPECIFICATIONS GREG ARIEL TRUSS LU 2x9 OF NICTR TRUSS SPAN 22'- 0.0" BC: 2x4 OF ft1&BTR LOAD DURATION INCREASE = 1.15 INC2009 MAX MEMBER FORCES9WR/3-F8C -3.70 BC: 2x4 DF STAND SPACED 24.0" O.C. 1- 3=(-) 373) 57 2- 9=(-2473)) 1730 3- 4=((-349) 225 2- 4=(-1393) 614 9- 6=(-472) 730 8- 9=( -49) 349 TC LATERAL SUPPORT<= 12"OC. UON, LOADING 3- 6=(-1073) 412 9- 6=(-972) 1108 4- g=( _qg) 399 BC LATERAL SUPPORT<= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD 32.0 PSF 4- 5=(-1093) 412 9- 5=(-327) 225 DL ON BOTTOM CHORD - 10.0 PSF 5- 6=(-1373) 614 OVERHANGS: 12.0" 12.0" TOTAL LOAD= 42.0 PSF 6- 7=( -34) 57 LL = 25 PSF Ground snow (pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ver.ica or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS vertical members (bora). REQUIREMENTS OF IBC 2009 AND INC 2009 NOT BEING MET. 0' 0.0" -151/ 1038V -163/ACTIONS 163H 5150" 1.66N DF(SPECIES) 22'- 0.0" -151/ 1038V -163/ 163H 5.50" 1.66 DF ( 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 DE0'L _ -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL= -0.016" @ 21'- 6.5" 11-00 MAX HORIZ. TL DEFL - 0.028" @ 21'- 6.5" T 11-00 f 4-11 f 6-01 6-01 9-11 f 12 •� fDesign conforms to main windforce-resisting I 7,00 M-9x6 12 system and components and cladding criteria. Q 7.00 Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6,0, ASCE 7-05, 4.0" Enclosed, Cat.2, Exp.B, MWFRS, 4 . interior zone, load duration factor=l.6, End vertical(s) not exposed to wind„ 11111Ja\ Truss designed for wind loads rin the plane of the truss only. M-2.5x4 or equal at non-structural diagonal inlets. M-1,5x9 ,I M-1.5x9 2; _44111111 4111 ►-AlIllikh. �o FOM NN o M-3x9 e 9 -"_`� -,Hv M-2.5x4 M-2.5x4 7 0 M-3x4 t M-3x6(S) 0 1, 1 8-09-12 9-09-08 y �' y 8-09-12 y Ep PROFS 3, y 11-11 10-01 l . <" GINE t�s6> 1-00 22-00 1-00 �cr N F T O2 ` " 8.782PE r- • JOB NAME: DR HORTON 3709 A-A2 �- �f/\�\//�� Scale: 0.2433 ,•'/' L WARNINGS: GENERAL NOTES, '� �� Truss' A2 1.Bulkier. erection contractor should M advised Drag General Notes anises a the ee entad: • and Wanting,and action combustion commences.advis 1.Thiedeegn N bend only upon the psromemn down and N foram individual V 2 2r4coburNhgconnfcommponerd.po entleiley of therespennpayoftenand proper gdnei 9,L OREGON ash compression web bndng mud be Ineta/edMrm seven.. irgorponMn ofcompomnt a the responsibility of the building Weidner. s3.Additional temporary bracing m ham enbaly dlMrg corubudbn S Design assumes the top end bosom teens fo be Wendy braced at DATE: 12/8/2015 ass°ep°^ H Orme erector.Additional permanent bracing of 7 on.and d 10.on.respectively unless broad thnughtedthey rgm by G'��Y 15 2 the overall strudus le the nepwndeSy of the building designer, continuous sheathing such es pc"sood ehee a\ SEQ.: K1584177 4.Na had Heald be applied to any component untg after al 3.In tmeBon ofb s or YNmegseeb required resp..Ibe and/or • hstemroam Com bndnp and 4,hMIge de olbwsbub rre In emalY He nosenni Cernol,ee P UL TRANS ID: LINK design bads be. to any comms ant. any foadsgnatartMn S.endDets weenies buses arombe used haroneorrodw amkonmenf, S.design us nes no comm over endasumsro responsibility erafor'dry condition.or use. see•ybrthe 6.Design ssunsefugbearingMegsupportsshown.Shimorwedgeif fe�0egen•hendtir5,shipment and installation of components. neC�°ry. EXPIRES: 12/31/2016 &The design is furnished°abed to the Snitatbns Hal form by 8.aces Me°assumes etl•rpnmNhkngs k hues,end TPWYTCA in SCSI,cope of Witch eS be furnishednpen request e.PlatesMelbe located on adder foaae/crus,and p.wdw their center December 9,2015 ides coddle del Pim adder hoes. g.MiTek USA,IeclComp.TRts Software 7.6.7SP2(1L)-E o l�Ikon eke of pat. a inches.vel 10.For bask connector pkte design values see ESR-1911,ESR-7 WA(MUek) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-579-7333 LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" Design conforms to main windforce-resisting TC: 2x9 DF 81613TR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x4 DF ql&BTR 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^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 TOTAL LOAD = 92.0 PSF in the plane of the truss only. Unbalanced live loads have been considered for this design. LL= 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 79-1x2 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. 11-00 11-00 T 12 12 IIs-4x4 12 7.00 7.00 3 it NN N ' �1 1. o t 1 /� i 7 p I I M-2.5x6(0) Co M-2.5x4 M-2.5x4 PROpk y 11-11 y 10-01 l .\t N' NEF`ss/� 1-0022 -00 •moo 89782PE 9r -_.-0- .. '•"" JOB NAME: DR HORTON 3709 A - A3 Scale: 0.3308 WARNINGS: GENERAL NOTES, unless otherwise neat ��OREGON ~�,�,. 1.Wilda and erection embador should be advised et a8 Gement Notes 1.This design is based onty upon the perimeters shown end N for an IndMdual 2O Truss: A3 end V hmira.b&ene ansbuceen asee.eces. building carnp•nert•ApMseblly sides*parameters and proper 9 $ `(� 2.2aacempa.sion web broehg mwbthdabd where shown a. 2.Dery ria cams nd bottothfi m chords Is be M.teri ode ��Y '� NA�/`• 3.Additional temporary buabq to Mery NebM%during cenehudlen leo.and at 100.4 remedNeM unless%need throughout two length by //.._ I.Me reepembilly of the erecter.Additional penrrmero tinning of continuous sheathing such es plywood ehwtitng(1C)and/or dyne(BC). A U L �` DATE: 12/8/2015 is event ebYctue teas nsporwibRH alta balding designer. 3.2r moping ori%M%risingneuhed when mown SEQ.• K1584178 a.No bed should bespelled aany component uttise.r.ebsngand sUsn of sse,nsmodive anvinw Munn trbeusedsbiley In eronem. fasteners en oomph%and et no time aaed my loads grader then and aro for...dry aeMan•ef a.e. TRANS ID: LINK Wier fwd.bSWOW teemwmwn.M 6,Design assurnesfull beefing etelsupports sham.Stem orwedge b EXPIRES: 12/31/2016 6.CarWe no anted over end swathes ne'o en4NM forme ......y. fabrication,handling,shipment end installation of components. 7.Design morass Magus*drainage Is provided. December 9,2015 6.Trus design I huntetred subjctto the bneMbw.et forth by a,Plass shall be located an bath faces of truss,end placed as their center TPFWTCA in 8CSt.copies of Vdrkh wig be furnished upon meant. Inescomdde with WM canter Ones. 9.Dig%Indicate.be of pMe In she.. MiTek USA,Inc./CompuTrus Software 7.6.4SP4(1L)-E 1o.For bee%connector plata design Values see 809-1311,ES14.195e(Metek) This design prepared from computer input by LUMBER SPECIFICATIONS GREG ARIEL TRUSS TRUSS SPAN 22'- 0.0^ IBC 2009 MAX MEMBER FORCES 9GDF/Cq=1.00 TC: 2x4 DF 1116BTR BC: 2x9 OF #1BTR LOAD DURATION INCREASE = 1.15 WEBS: 2x9 DF STAND SPACED 24.0" O.C. 1- 2=( -39) 57 2- 8=(_376) 1199 3- 8= 2- 3=(-1939) 511 8-11=(-292 875 8- 8=(-312) 312) 209 4-19=(-106) 647 LOADING 4- 5=(-1395) 977 3- 9=(-13951 477 11- ) 9=(-163) 522 12-19=(-179) 0 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 13-15=(-292) 875 9- g=(_106) 647 15- 5= BC LATERAL SUPPORT <= 12"OC. UON. ) 998 10=(-179) 0 19-15=(-163) 522 DL ON BOTTOM CHORD= 5- 6=(-1939) 511 15- 6=(-376) 1149 11-10=( p) 93 (-312) 204 OVERHANGS: 12.0" 12 0„ 10.0 PSF 6- 7=( -34) 57 TOTAL LOAD= 92.0 PSF10-12=(-372) 0 LL = 25 PSF Ground Snow (Pg) 13-12=( 0) 93 1.71 OF ( 625) M-3x9 where shown; Jts:2,6,9-10, ADDL: BC CONC LL+DL= 62.5 LBS 0 11'- 0.0" BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA 12,14LOCATIONS LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Unbalanced live loads have been - 0.0" -132/ 10697, -163/ 163N 5.50•' considered for this design. REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 22'- 0.0^ -132/ 1069V -163/ 163H 5.50" 1.71 DF ( 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= -0.050^ @ 12'- 7.8" Allowed = 1.059" 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" 11-00 MAX HORIZ. LL DEFL = -0.016" @ 21'- 6.5" 11-00 MAX 80901. TL DEFL= 0.028" @ 21•- 6.5^ 5-08-15 5-03-01 f T 5-03-01 5-08-15 12 f fDesign conforms to main windforce-resisting 7'00 M-4x6 12 Q 7.00 system and components and cladding criteria. 6.0" Wind: 110 mph, h-loft, TCDL=9.2,BCDL=6.0, ASCE 7-05, 9 �� Enclosed, Cat.2, Exp.S, MWFRS, interior zone, load duration factor=l.6, End vertical(s) not exposed to wind,, Truss designed for wind loads in the plane of the truss only. M-1.5x9 3 I iihhhh... t4IMIM"IIIIrll..MIMIIMlr.MIMIMIMel II* N 01111L'.1111111\111141111111111111066.4444M-1.5x4 0 O .�� rev �x-^_ N 8i-�MNtZ�t��s -�o!M-4x6 M-235x6 M-2135x6 M-4x6 A`'11 I M-3x6(5) o 1 y y . ♦62.50# , 5-10-11 0-11-04 2-06-05 3-03-09 2-06-05 0 11-04 5-10-11 y l 11-11 y ), �00 PROs S J• 22-00 10-01 1-00 LS?' t NGtNEF� cS'jp� JOB NAME: DR HORTON 3709 A - A4 89782 P E p' WARNINGS: Scale: 0.2933 • 1 � ' Truss: A4 t•Builder and erection contractor should be advised of all Gement Notes GENERA1. nhbesadn �a� and. 0 /// J end Warnings before construction commences. 1.Thin my Won the parameters shown and h for an useoldoal V Z 2x4 compraseton web bracing mud be healed velem drawn+, incorporation building ePtKKumpoonsm I.theAPPlinbility en� W9sttre and Prober /f. -sr,}-OREGON O^`� 3.Additional temporary brastability during contmctbn sponabllty of the bullring designer. y (� fete oto num 2.Desgna umsIo,tog and bottom chords be laterally braced at DATE: 12/8/2015 responsibility of erector.Additional pennant Mang o/ 2'e.e.and at 10'o.c.respectively unless braced 9*gthrow/ion dna/,,theirlengthby 9�,G'9/�Y 1�J /� the overall structure hey reeper08dy of the building desgner. continuous bridging g such es pdywooa shealhsg(TO)armior /r�•" G/ • SEQ.: Ki5 8 417 9 4.No ked uw de be spplhd to any component comp after s1 brad and 3.2x impact bridging or Intend bracing neutered nhen alarm+Wyvntl BO). p� �V Intents are nimble end at no time should any bads greater tram S Design4. Ilassumeon of ,,hdynpeneklsedpith*•non.nroewnnviron TRANS ID: LINK design loads beappuedtoenycomponenteor'd,y ws„,.nhbe seek. ,<, eve e t S.compuTrue has no control ever and monies no mean for'dryfull healing use. Rbriostlon,handling,shipment and ayhlMbn o/^ for Sy S.DesignassumesM heamg N N supports lawn.shim or wedge 8 8.Ihlden9nh kxrdshed subject to the limitations at forth by yDesgn,a umsadequate*fano or tams, EXPIRES: 1',e?/31/2O1fi TPIATCAinBCSl.copies erwmal will be finished Wen request, S.rayaoncishell e.kh)olg on both mxaertnye,and played duo their center December 9,2015 Mee comae vete Pim amt nes. Weir USA,McJCorrywTrua Software 7.8.7SP2(1 L}E s.Digits Indicate adze of plate in kyles. 10.For beak connector piste design values see ESR4311,ESR-1988(mek) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 11'- 4.0" Design conforms to main windforce-resisting 4LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. TC: 2X9 OF 186TR SPACED 24.0" O.C. BC: 2x4 DF f{16BTR Wind: 110 mph, h=20ft, TCDL=9.2,BCDL=6.0, ASCE 7-05, LOADING Enclosed, Cat.2, Exp.B, MWFRS, BC LATERAL SUPPORT c= 12"OC. UON. interior zone, load duration factor=l.6, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Truss designed for wind loads DL ON BOTTOM CHORD = 10.0 PSF 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 UON. 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. 5-08 5-08 12 12 IIM-4x4 Q 7.00 7.oD p 3 2 N —'O N 1 T 1 C o 1 M-2.5x4 M-2.5x4 ,I, 1, y 11-04 1-00 , NEdstgG52 C� 2 �e 89782PE 1.-- • Scale: 0.5577 1 JOB NAME: DR HORTON 3709 A- B1 / WARNINGS: GENERAL NOSES, unless amersts.noted. J�m. OREGON by 1.Budder and erection contractor should be advised of eB General Noble 1.This design Abased only upon Ma permetere shown and h for an mdtvidwl � "V Q P Truss: B1 and Warnings before conduction commences. bogdkg component.Applicability of design parameters and proper aJ,9 - �y 2 P 2.2o4 compression web bradug must be retailed when shown s. Incorporation of component kine mdands to elan building der. �� 2.DasIgnawanesmerop and bottomre dwrdero ho laterally braced at ` 3.Additional temporary Meting b Mur debility during construction 7 n.,.end M IQ o.A reiedkMI diem braced ihru9tsdese Angor M 'l /1� (,�\ A the responsibility of to weed.Addles!pendent bradng of corenuousd weming sob as plywood ebeeaag(TC)endbr drywall(BC). /" DATE: 12/6/2015 the owed structure It the resporrm4N of the aunekg designer. 3.2s Wed bddgi g or Wed biding rgwrd SAM anown.. SEQ.: K1584180 4.No load should beespied roany=important until after albracing and 4.InsAMeonoftrue.Athe r.tponabd5yof the smacks contractor. fasteners are complete end at no Bin.should any loads grater than 5.cosign sevums+irweee are to be used m a h.-cond.amkon neat. and we for'dry condition'elute. TRANS ID: LINK design lads beapplied roanycomponent. s.Design dudes SAbearing M.Bsupports shams Shim orwedge g EXPIRES: 12/31/2016 s.Campania has no control over and assumes n responsibility forme ,,,ceseery. ami.Bon,hoslSg.shipment and md.Bdroeetaampon«n. 7.Design mums a t%Mande ielinwkied. December 9,2015 e.Ods design le ambled outdid to the Imitations sat forth by I.Pates shell be located on both aces of truss and placed so their center TPIANFCA In SCSI,copies of whichs01 be banished upon request Ahd aoksFM with Joint centerlines. a.Dgks indicate etre of plats in Mahn. MiTek USA,IncJCompuTlus Software 7.B.4-SP4(IL)-E 10.For bask connector pd.design vales sea ESR-1311,ESR-1968(Mild) r This design prepared from computer input by AR/EL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TC: 2x4 OF FICBTR TRUSS SPAN 5'- 7.0" IBC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 BC: 2x4 DF k15BTR LOAD DURATION INCREASE = 1.15 1-2=( -38) 57 2-5=(-90) 9 3-5=(-170) 119 WEBS: 2x9 DF STAND SPACED 29.0^ O.C. 2-3=(-100) 78 LOADING 3-9=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 POE BC LATERAL SUPPORT <= 12"0C. DON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZBRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ./N, (SPECIE5) 0'- 0.0" -63/ 380V -92/ OH 5.50" 0.61 OF ( 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. 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 TC PANEL LL DEFL- -0.077" @ 2'- 10.0" Allowed = 0.357" MAX TC PANEL TL DEFL = -0.089" 0 2'- 10.0" Allowed = 0.536" MAX HORIZ. LL DEFL = 0.001" @ 0'- 5.5^ 5-03-04 0-03-12 .� .� MAX HORIZ. IL DEFL = 0.001" @ 0'- 5.5" 12 This truss does not include any time dependent 7.00 17. M-1.5X4 4 deformation for long term loading (creep) in the 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, I' Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 o End vertical(s) not exposed to wind., ri Truss designed for wind loads in the plane of the truss only. Ca oO I 1 o 1 1 5 10 M-2.5x4 M-1.5x9 1 b b 5-03-04 0-03-12 l b y 1-00 5-07 ��? S FRO/ OA GIN ,,,,„. .O �' 89782PE T JOB NAME: DR HORTON 3709 A-CIA ' Scale: 0.5481 �/ ' WARNINGS: / -.... GENERAL ROTES, unless otherwise nowt 'w Truss: CIA 1.Builder and emotion cormador should be advised or al General Notes 1.This design b based only open the parameters shown end Iso en Individual `y OREGON *".l and Warning.before oo^Wuctlen commences. building component.Applicability of deelgn parameters and proper 2.2x4 compression web bracing mint be Misled when shown�. Incorporation st corn 3.Additional temporary bracing to Mon AMER dieing combustion 2.Design memos the top nd bone m chords be laterally building designer. p�/ DATE: 12/6/2015 terns raMponebAry of the erector.MA IpemnneMbreomp of a nAw g cm.napeawep unless braced ineughndlIM length by �� �p,' r �� �j� the es..sbuaure Is the responsibility of me bulNmg designer. sheathing such as ang re aired mg(TC)end/of dryweA(BC). Q.: K1584181 4.InstmpsslbW8m0«theresp.angnaaahere nehewn,. PA U1- �` SE a No component 4.Inetepebnarbwteth. fastenersant complete end at mare Mould eny leads great.r th.n s.Oeetgn assumes hussesanm responsibility emcorroswe contractor. TRANS ID: LINK a.gnro.d.w.TAleeMaw eampentnt. end areforveyconehon•ofine. 5.CompuTrue Ms no cormol ower and es.ums.ne respoMWiy for the 6.Design.seams.NII bs.Ag et eA auppem ahovm.ShM awedge A lebrlehon,"lig•eIOcoanta^"na�tionafcompon•nti. lgee.e EXPIRES: 12/31/2016 6.n,1.Mepn is furnished subject to the negation.eat forth by T.Design assumes adequate&M em Is provided. TPIWTCA In SCSI,copies If Pletes.n.Abla,to on bent tams elms,end filmed Ino thele eenl.r December 9,2015 pies of ehish wet be mnIshed upon request. Anes coincide with joint center lima. MITek USA,Md.IComINrTnn Software 7.6.43P4(1l}E 9.Dips Indents ape delete In Inches. 1o.For bask connector plate design vanes see ESR-7311,ESR-191315(MITek) 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-36) 57 2-4=(-104) 0 BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2-3=(-73) 95 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 PIF 0'- 0.0" -50/ 345V -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 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 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 LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.071" MAX TL DEFL= 0.000" @ 0'- 0.0" Allowed = 0.094" 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" MAX HORIZ. LL DEFL= 0.001" @ 3'- 11.0" 12 MAX HORIZ. TL DEFL= 0.001" @ 3'- 11.0" 7.00 This truss does not include any time dependent deformation for long term loading (creep) in the 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. CV Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 0 Enclosed, Cat.2, Exp.B, EWERS, co interior zone, load duration factor=1.6, 0 Truss designed for wind loads in the plane of the truss only. N O C PSI O 1 M-2.5x4 Y ; 1- 0VIDE FULL BEARING:Jts:2,3,4 I 5-07 �tig�t) PROP ss 5 �yGINE4-s, 89782PE JOB NAME: DR HORTON 3709 A-C1B Scale: 0.6313 T. WARNINGS: GENERAL NOTES, unless omerWtse noted: ^ 1.Buller end erection vorlecbr should be advised of ell General Notes 1.This design la bused only upon the parameters drown and 1.for an InSty.I 9 OREGON Truss: C1B end Warnings estere eendruction commences. building component.Applea6Nry of design parameters end proper �/ (153... 1Q ^�` 2.aro compression web bradng mud be instated when shown+. Isnrpossse of component am.mpomPoWtly of the building designer. �,Q�j .L V f, v 9.Additional temporary laming to inane stability during construction 2.Design Haemes the top and bottom chords s be Mas*braced at •e Y 1tee"-, kms rasper.B yof1M erecter.Additional permaesntbrednp St Ye.e,and at 100.4 respectively 5.plywood unless braced(TC)s ole their length by continuous sheathing such H plywood sheethmg(TC)andior drywalISIC). PA UL DATE: 12/8/2015 thecvenlmmon.leBro repos bWy of the building 9,at kneed Wiping of lateral bracing required heron Town++ SEQ.: K1584182 4.No load should be walled So any component unll diddbndeg end 4.Da wumr:Hmues nes ether roe connector. sive environment. stems an complete end et no fees should any beds greater than TRANS ID: LINK design loads be applied°°'"f'COnnp0""d' 8.walgn assumer',frys full bearing at aiae eppola shown.Shim or wedge 5.CompuTnshas nosemrdover end assumHHsponsibiyfor the EXPIRES: 12/31/2016 %naaton,handling,shipment end istallatonofeempenants. 7.Design assumes edequde drainage I.provided. December 9,2015 5.Tins design Is Mnihedsubjed to the NnBHens set forth by 8.Plates dial be bated on both faces of truss,end pined so their center TPHWTCA In BCS(,copies ofahIch all be furnished upon request toss coincide nth joint center lines. 9.Digits indicate Co.stpMe in Inches. MITA USA,IncJCompuTnls Software 7.8.4SP4(1L)E t0.For basis connector plate design values sae ESR-1371,ESA-1988(11Te1) This design prepared from computer input by LUMBER SPECIFICATIONS TRUSS TRUSS VANCOUVER WASH 360-574-7333 LU: 2x9 EF RICATR TRUSS SPAN 3'- 7.0" BC: 2x9 DF HSSBTR LOAD DURATION INCREASE = 1.15 IBC 2019 MAX MEMBER =-65 9W -5= -115 56 WEBS: 2x9 DF STAND SPACED 24.0" O.C. 3-4=(-30) 57 2-55=(1-65) 4 3 3-5=(1-115)) 56 2-3=1-78) 59 TC LATERAL SUPPORT <= 12"OC. VON. LONDIOP 3-9=( 0) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25DL 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BIG REQUIRED BRG AREA L0'-TIONS R5/ACTI15S 6/ACTIO OH 5I5E 0.50 (SPECIES) 62 5) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -55/ 139V -66/ OH 5.50" 0.50 DF ( 625) 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 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 TC PANEL LL DEFL = -0.012" @ 1'- 8.8" Allowed = 0.203" MAX TC PANEL TL DEFL - -0.012^ @ 1'- 8.8" Allowed = 0.304" 3-03-04 0-03-12 f fMAX HORIZ. LL DEFL= 0.000" @ 0'- 5.5" 12 MAX HORIZ. TL DEFL= 0.000" @ 0'- 5.5" 7.00 ' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the M-1.5X4 intended use of this component- 3 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, M Enclosed, Cat.2, Exp.B, MWFRS, 0 1 interior zone, load duration factor=1.6 p End vertical(s) not exposed to wind., I Truss designed for wind loads N in the plane of the truss only. N � o � 0 1 6 ea M-2.5x4 M-1.5x4 y l l 3-03-04 0-03-12 y y 1-00 3-07 c_,e PROFFs cby �NGINEFT cS'iO1„ 9782PE c' JOB NAME: DR HORTON 3709 A- C2 Scale: 0.6030 - 4m,/ WARNINGS: GENERAL NOTES, •,/ Truss: C2 1.Budderend a«xo eenfraa,.houab..avro.d.1.10.n.eiNote. ouox e.net.a: end 4Wndngs bets,.conMuogon EommMws, i.buil design Y based gid upon the parameters Pe ahonm art k for,IndMdlNl building component.component ofdesignwv of the mproper `9 OREGON o�`0�r 2 A4 compression web bracing must be mMabd Mime shown*, bwonporatten of eongenent 4 Re n.sponcimGY of Re bulging deslpn.r 3.Additional temporary bracing to haw stability during combustion 2.Design assumes the top and bottom chorda to he laterally braced H DATE: 12/8/2015 la m°ra°P°n M'of the erector./Wditlenal permanent bracing of 2'o.c.and at 10 o.c.respectively unless braced throughout Emir length by 'VA? di Y JQ IM owrad shudure Isms restar.AMY of the budding designer. continuous ridging°such a*mood qed w e(7C)endnw drywed(BC). `I SEQ.: K1584183 4.No load should be applied to any cemponentuntiOMralbra4.Is lmensenagkgo 5,.re pr.dng,.quMawhpraMewn•+ pAUL fasteners are complete and at no lime should a end 4.Inealsn ee an..R h the to be ilitysee alba respective.sseseontracier. TRANS I D: LINK design bees be sppdsd to aro component. my Teas greater than 5.a Design for busses are to be used Be non-corrosive environment, B.c° "dry condition"of use. Comps/rue Me ne control over end assumes no reeponeoWy for the e.Oaapn assumes NII bearing et atl supports shown.Shim or wedge d fabde.Mn,handling.shipment end lnelaleMn of components ne elge ee EXPIRES: 12/31/2016 5.7hkMagn1.NmhhMw,b)aglolMleimesrofat bMby 5.7.Betmeh olocated.n6olto feces&MM.Mf"s..,e�dp.«asomelraeel.r December 9,2015 TPNWTCA in BCM.copies of which Al be furnished upon request. Ines eekdde with)Dint canter lines. MITek USA,IneJColrywTrus Software 7.6.4-SP4(1L}E 3.ages ledkate aka or plate In Inches 10.For bask connector piste design values ase E5R-1311,ESR-lens(Web) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.0" Design conforms to main windforce-resisting TC: 2x9 DF #16BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x4 DF#16BTR SPACED 24.0" O.C. Wind: 110 mph, h=2 Df t, TCDL=9.2,BCDL=6.0, ASCE 7-05, WEBS: 2x4 DF STAND LOADING Enclosed, Cat.2, Exp.B, , 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. DON. DL ON BOTTOM CHORD= 10.0 PSF End verticals) 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-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note:Truss design requires continuous vertical members (core). REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. bearing wall for entire span UON. o BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-03-04 0-03-12 I T I 12 7.00 p M-1.5x4 9 M O 0ft mr 04 I1 ,A,Aigl I ""'�""""'�""" - 1 M-155x46 "71' -2.5x9 Cl 1 Cl 1-00 3-07 �. O PROpSS �y� �Nc'INE4'�4 S/0* :9782PE % i JOB NAME: DR NORTON 3709 A- C3 Scale: 0.6451 ' - WARNINGS: GENERAL NOTES, unless otherwise noted: yti OREGON ,z,", �,,. 1.Builder and erection contractor should be advised of M General Nobs 1.This design b based erdy upon the parameters down and b ler an IndNldusl O Truss: C3 and Warningsbefore castration commences. building component.Applicability of design parameters and proper �Q � 2.2e4 compression web bracing must be Metaled ware drown 4. 2 Deign sincorpownianeaf the top eand bottomchornt is the ds to be laterally bracedgly of the building ater. • Al'4 R y 1 S `,"G/ 3.Addgbnd temporary bracing to!noun stability siccing construction 7 0.0.and at 1C o.c.respectively unless breaad throughout gee.length by n isms rawonadRy pith..rector.Addglonal pamwMntbradng w continuous sheathing such as plywood eheathbg(7C)errdordrynaa(BC). PA UI" C`` DATE: 12/6/2015 the eoM allures is the roepwhdbgly of the building designer. 3.2a Impact bridging or ideal bradrg required when shown•. SEQ.: K1584184 a Nobed should beeppgedto any component eM eller albradngend 4.Installation oftruss bthe re.weanwyofthe reewdb.asea.dm. fasteners are complete and N M tin,.should any bads greater len 5.Design assumes Irma are b be used b a noncorrosive environment. design bade be applied b any component. and erebr dry condition'of use. TRANS ID: LINK6.DesgnassumesmgearingatagwrypoMshoat Senorwedge g EXPIRES: 12/31/2016 5.CompdM1w Ms M control over and assumes a respondMgY ler the necessary. fabdeMn,heading,shipment and installation dcomponent. 7.Design essurnesadequate drainage leprpwd.d• December 9,2015 6.This design is furnished sub)edto the gmllations set fold by 8,PItes shag be located on both faces oftmes,and plead as their center TPNMCA In BCBI,copies of which will be fumtMd upon reelest lines cobdM with joint ante Alda. 9.Diggs Indian.size debts In inches. MITek USA,IncJCospuTnn Software 7.6.4SP4(1L)-E 10.For bask connector plate design values see ESR•1311,URA 988(MRek) This design prepared from computer input by LUMBER ARIEL TRUSS VANCOUVER WASH 360-574-7333 LC: 2x9 OF SPECIFICATIONSICATA TRUSS SPAN 2•- 0.0" BC: 2x9 OF 8158TR LOAD DURATION INCREASE = 1.15 IBC 2009 _38 MEMBER FORCES=(-4 9W3-5D(-153) 18 WEBS: 2x4 DF STAND SPACED 24.0" O.C. 3-4-(-12) 57 2-5=(-43) 7 3-5=(-103) 38 2-3=(-65) 61 TC LATERAL SUPPORT <= 12"OC. DON. LONDIOP 3-9=(-12) 9 BC LATERAL SUPPORT <= 12^OC, DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 12.0" 0 0„ TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACT/ONS REACTIONS 5I5E 0.48 F ( 625) LL = 25 PSF Ground Snow (Pg) 2•- 0.0" -58/ 359v -45/ OH 5.50" 0.48 DF ( 625)) 12 2•- 0.0" -19/ 69V -45/ OH 2.00^ 0.11 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7.00 REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, IL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" 8 -1•_ MAX TL DEFL = -0.003" @ -1,- 0.0" Allowed = 0.100" MAX TC PANEL LL DEFL59v. -0.002" 8 0'- 0.0" Allowed = 0.133" MAX TC PANEL TL DEFL = 0.003" @ 0'- 11.3" Allowed le 0.120^ 11.3" Allowed = 0.120•' MAX HORIZ. LL DEFL= 0.000" @ 0'- 5.5^ MAX HORIZ. TL DEFL = 0.000" @ 0'- 5.5" M-1.5x9 4 This truss does not include any time dependent -.r 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. I/ o Design conforms to main windforce-resisting system and components and cladding criteria. 0 I Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, N ..- Enclosed, Cat.2, Exp.B, MWFRS, 0 interior zone, load duration factor=l.6 c End vertical(s) not exposed to wind., 1111 IMIIIIIIIIIIIIIII MI Truss designed for wind loads oI '` in the plane of the truss only. o 5 ', M-2,5x4 M-1,5x9 l 1, Y 1-00 2-00 Ts ti�14 N E,r�9 �/O 444 `t* 89782PE r JOB NAME: DR HORTON 3709 A - C4 //A ///��� Scale: 0.9584 ;1 L �lC� WARNINGS: .7. /• J\` Truss C 4 t.Bats erection connector should be styled of all General Notes GENERAL NOTES, unless omenWm noted: and Warnings before o nMuorsh uld bences. I.This design k Med only upon me parameters shown and k for en individual 2.an4 compression web brodfng mu4Mmaaled where shown+. Incebuildmgc�Wcomponennent IIltY el eresponlblby nIBs erdpropei 9,`OREGON Ooh 1.20 com re Incorporation ofs,.oem k the responsibility loto bupdknp designer. Sr mpenry bracing Main during construction 2Iar assuand IO the top end Pattern ..bale be laterally braced at ��� �y is A # DATE: 12/8/2015 la the responsibility of the ara4or.AaNpmlpemsennt Wooing of Yo.a.and dl0 os.respectively unless braced fhrouylod their length by '7 T �C- tMowMatruduraIsmeraapor,Mdtofill eorsno designer. continuous sheathing ouch.0 pyweod dwaR,bg(iC)and/or SEQ.: K1584185 a No baa.MWtlM.pgwbanraompo anlamm.mr.nbn4ng.m 4.IWs3. Wbno keenl6ndg agdh.,n.peanovm+• Mme) �A UL TRANS ID: R4amnanoompbbandslnedmeeMWdanybodsrnHerfmn S.Design ,.In Rooility°nn.oe.nE1Newmro4u. LINK des*bads Ma 4gn mums hums anbMused ma roncomahee environment applied to any compoennt em an for'Vry oongaon•of use. 5.CompuTrusM no control over am assumes no moor/WSW forth* S.Cosign asaunes k,3 Madng4 el shown.Shim or wedge if kbrbmosn,handling,shipment and lmkI4len oleo/moments. wry. EXPIRES: 12/31/2016 6.TMsa.lpn k NmWrod sobpstto non hndnom set onM Sy 7.Plates hseumsated obO,lose kpross,an TPNNfCA In SCSI,wpbs efehkh will be furnished upon request S'I*�shell be located on ter faces etnme,and gsae ee their center December 9,2015 Ines coincide witholb atpaenlarpens. MiTek USA,MnfCompuTrua Softwme 7.8.4.4P4(1L)-E S.Farb.indketebask ecooplt. b gnvaa. 10.FarM.k conneRor pleb design wiles see ESR-1311,ESR-1rSa(Weld This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 2`— 0.0" Design conforms to main windforce—resisting TC: 2314 OF 916BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x4 OF #1OBTR SPACED 24.0" O.C. Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, WEBS: 2x4 DF STAND 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 PIP Truss designed for wind loads in the plane of the truss only. LL= 25 PSF Ground Snow (Pg) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7.007. Note:Truss design requires continuous REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 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 I.,— ,IllggllgllIllfill:1 0I (NCV c1/40/ -2.5x4 M-1.5x4 y y 1 1-00 2-00 �9,Ep PROFe, �y� �NCaiNE�c-T s/p1Y 4t` 89782PE V •, JOB NAME: DR HORTON 3709 A — C5 Scale: 0.9703 r, AMMO v,%r h WARNINGS: GENERAL NOTES, unlessemerwhe noted: OREGON 1.Buhler and erection contractor should be advised of all General Notes 1.This design la basedo$y upon the parameters thorn and b for an Individual / _ 1/r� � b' Truss: C5 seaS ingsbeforeconebsstioncommances. buldmpcomponem.AppinbRlyofdesgnpsrameanand proper J�'�Y�ARY 1� 2 Q,l mcnrporatbn of component lathe mope/obey of the budding dWYgns, /� 2.2s4 compression web bracing must be metalled`Miers shown s. 2.Design assumes the top end bottom chords to be Moray braced et �C/ 3.Additional temporary bncYrp to Mies wily during construction /1"- on.and at 10 on.respectively Mese brand throughout their length by e /ti Q� la the nponsbiy of the erector.Additional permanenteredng of conlmusnalwedwgewL as pywoodsbeothbg(TC)and/or*pae%BC). AUL C` DATE: 12/8/2015 the owed eaudve is the reepawMN GOP binding deegssr. 12s Impact bridging orWend bracing required wren shown s t. SEQ.: K15 8 4 18 6 4.No bed should be apWlad to any companent and order al bndrg sed 4.bretalallan of hues le the responsibility Mies respective contractor. fasteners are complete and M no time aloutd any beds greeter Mn S.Design assumes mines en to he used In s nan corrostve environment, assign lads be applied to any component. and era anerdry MIbo bowing use. TRANS ID: LINK 6.DeoewaneumsshdlbssMgNelsuppe sehewn.6NmorendgeH EXPIRES: 12/31/2016 S.CemvuTrue hes no corgstewraneassunws no ler the nanassry. fabdactbn,bending,shaman and instillation ofcomponents. 7.Design assume*adequate drainage le provided. December 9,2015 6.1Na design is furnished subject to the Imitations set faith by 6.Pales shed be toasted on both fans Glides,and pieced so thee center TPYWfCAm BC31,coulee elwhich sill b furnished upon request. lines � r g IoWeMI s. MiTek USA,IneJCorrpuTrua Software 7.6.4$P4(1L)-E 10.For Wale connector piste design values see ESR-1311,ESR-1966(MITek) LUMBER SPECIFICATIONS This design prepared from computer input by TC: 2X4 DF k168TR ARIEL TRUSS VANCOUVER WASH 360-574-7333 BC: 2x9 DE FIC TR TRUSS SPAN 4'- 0.0^ LOAD DURATION INCREASE = 1.15 IBC 2009 MAX MEMBER FORCES 9WR/GDF/C = TC LATERAL SUPPORT <= 12^OC. UON. SPACED D9.0" O.C. 1-2=(-38) 57 2-4=l0) Og 1.00 BC LATERAL SUPPORT <= 12"OC. UON. LOADING 2-3=(-77) 61 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF OVERHANGS: 12.0" p,p.. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX TIOZ SIG REQUIRED SPG AREA TOTAL LOAD= 42.0 PSF L0'-TIONS REACTIONS2REACTIONS 5I5E 0.52 (FP( 625) 0� 0'0„ -67/ 322V -69/ OH 5.50" 0.52 LL= 25 PSF Ground Snow (Pg) 1'- 11.0" 0/ 54VDF ( 625) q'- 0.0" 9/ OH 2.00" 0.09 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL -33/ 96V -69/ OH 2.00^ 0.15 DF ( 625) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. R SF ANDBOTTOMRCHORDCLIVE FLOADSPACTLNON-CONCURRENTLY. VERTICAL DEFLECTION 0.00 LIMITS: LL-L/240, TL=L/180 BOTTOM IVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" 8 -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" 4-00 MAX RORIZ. LL DEFL = 0.000" @ 0'- 5.5" 12 MAX HORIZ. TL DEFL = 0.000" @ 0'- 5.5" 7.00 p This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the 3 -, intended use of this component. tom/ 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, interior zone, load duration factor=1.6, co o Truss designed for wind loads N in the plane of the truss only. N O f- O '7.- 0 1 .1q M-2.5x4 L � 1-11 2-01 c ROVIDE FILLODEARING:Jts:2,4,3 9-00 A,V t• PROFFd' GINFLr� ‘1.0.; 8.782PE 9 JOB NAME; DR HORTON 3709 A - CO • Scale: 0.5840 WARNINGS: •,. Truss: C 6 Wider and erection contractor ehouN W advised N aO General Nota GENERAL NOTES, unless emerwhe noted: '� and er and a coon capbuorsh should b....pg. 1.This design N bawd only upon fie parameters shown and b for en%goateed ton Zr 2.2s4 cempresebn web brtang must be Installed whom shown., rococo, a bolding af°e"PPMo b U r spnne y nt tm.end Ld proper ,� - OREGON O� 3.Addnbnd tempenry bracing to Mauro stability 2. popent N ON rosponabllry of fie bugdng designer bMMy dean construction O5.5.sounds tee bP end WeamchontatoW lelwany broadat DATE: 12/8/2015 the rs smethnly of the erector.AddNonal permanent bracing of continuous o.a respectively unless brsadthreughom their d(Bc( '4RY 1�•' Z � Me worse Wupure%tM rospnneblly of the building Wegner. st bridging Srewe es sdngre nhwm REQ.: K1584187 4.No bad Awoke ppgsdban nm s.aminNbrngmgalelenl h )and'^rerdo,. c). batenero Cr. o component ether brodeg and AIesIgne greens Is fnglee where shown s. �� ^� ^`� TRANS ID: LINK Co"'P�sandHnolimes any loads greater than 5. rousedtewrapealveooenviron r OSNpI leads W appped b any nsmpomN. Design assumes busses Sr.b be used m e noneo,tem s environment 5.CompuTrus nes no control over and assumes no n aey and aro for"dry carnation"of USA febrbaan,handing,shipment and installation of components.brfie 6.nc eN6n assume full bearing N ell suppedsahoaw.SNm erwedge g d.This design Ibmisbed erARM%the limaatbns net Witt hY T.MNgn assumes Wed o bn bus lapros',an EXPIRES: 12/31/2016 TPWyTCA m IICa6 Wples a/whbh SIB W nrrnlehW open nqueet B.Ple1se hrd W bated en hem reeds of trued,one plead so filer center MITek USA,mcJCo nada�meNe wNr pmt anter nn.e. d. December 9,2015 InpuTrua Software 7.6.4SP4(1 L)-E 9.olras mdks%sloe orplebe m maws 10.For Wale connector plate design values see ESR-131 t,ESR-1988(NITep This design prepared from computer input by GREG ARIEL TRUSS TRUSS SPAN 17'- 0.0" IBC 2009 MAX MEMBER FORCES 4WR/GDF/Cpl=1.00 LUMBER 4POCIFICATIONS 1- 2=( -36) 50 2- 8=(-416) 907 3- 8=(-272) 191 BC: 2x4 OF k16BTR LOAD DURATION INCREASE C 1.15 2- 3=(-1091) 532 8- 6=(-416) 907 8- 4=) -60) 457 BC: 2x4 DF 818NTR SPACED 24.0" O.C. 3- 4=( -817) 328 8- 5=(-272) 191 WEBS: 2x9 DF STAND LOADING 4- 5-) -817) 328 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1091) 532 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7-) -36) 50 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 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) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -122/ 828V -105/ 105H 5.50" 1.32 DF ( 625) REQUIREMENTS OF INC 2009 AND IRC 2009 NOT BEING MET. 17'- 0.0" -122/ 828V -105/ 105H 5.50" 1.32 DF ( 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 = 0.026" @ 8'- 6.0" Allowed = 0.804" MAX TL CREEP DEFL = -0.057" @ 8'- 6.D" 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 T system and components and cladding criteria. f12 Wind: 110 mph, h-20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 12 IIM-4x4 Q 6.00 Enclosed, Cat.2, Exp.B, MWFRS, 6.00 interior zone, load duration factor-1.6„ 4.0" Truss designed for wind loads 4 �72( in the plane of the truss only. M-1.5x4M-1.5x4 3 .....,4 4 41 r� T w Ar o o 1 _ 8 o o M-2.5x4 M-3x8 M-2.5x4 )' 8-06 y b 't 6") P EE s`�"O 8-06 5 G yl-001 17-00 89782PE 9r • •Scale: 0.3452 1 JOB NAME: DR HORTON 3709 A - D1 / 3 WARNINGS: GENERAL NOTES, unless oterwisenoted: y,�OREGON �'�47 I.Builder and erection contractor should be advised of d General Notes 1. �gnanthe mspslpn parameters and papwn and refer al p,mvHual (�Q"' Truss: D1 2and.455,MrgsbeforeconsM1UUbncommenu+. buildlng IeaslponeononentAnenktlrondsignpayefenlwgdnpdaNpns. -9,94_�4�qy 1$ ( !` 2.244 compression w�bracing mint be mateMd where shown.1.. 2.Deign assumes me op and bottom chords to be laterally braced at "+a 3.Addlbmltemporary bracingo man stability during construction Y ex.and at iV o.c,nepetlwey unkw Inas throughout thele len9m by pit U P� Is eu responsibility ofthe.rector.Additional p.m...braan9 et continuum sheathing such as plywood aheammg(rc)midrm dfywal(BC). DATE: 12/8/2015 Na wend*velure I me naponabdH of the biking deatpmr. 3.24 Impact bridging or Moral bracing required where shown++ 4.No bad should be singled ed any componentudt after al bracing and 4.Insta9atbn of inns o te nsponebn llty of the epedM cedor rde . REQ.: K1584188 Muton.an complete and at no timeshoudanyloadsgmatwma^ 5.Dngneesumatrance.annwused H.non.conoew..mkommam. and an for"dry corwmon"of WM. TRANS ID: LINK d.pgnloads beapplied b.lrycomponent. 6.Design swum.lug bearing atMI supports shown.Shimerwedgeif EXPIRES: 12/31/2016 5.Couprtfb has no corbel over and assumes no nponslbllty for to mcess.ry. t blc.ilan toning,ampnent and installation of components. 7.Design...wms.d.9wets drainage M pro.a.d. December 9,2015 S.This design is furnished subject to the Imitations art bdh by 9.(Plates Mnes a de wocated on center gnaw 1e50 a!1,.5,and placed so thele center 7pg W fCl1 m SCSI,copies e/which will be furnishedrequest. had upon 9.Gaal Indicate.8.of pats in sahee. Mir ek USA,InciCompuTnm Software 7.6.7(0L)-E 10.For bask connector pints design values see ESR-1311,ERR-1988(MITek) c This design prepared from computer input by LUMBER SPECIFICATIONS GREG ARIEL TRUSS TC: 2x9 OF#ICBTR TRUSS SPAN 17'— 0.0^ BC: 2x9 DF #100TR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC, UON. LOADING Wind: 110 mph, h=20ft, TCDL=9.2,BCDL=6.0, ASCE 7-05, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Enclosed, Cat.2, Exp.B, on f5 DL ON BOTTOM CHORD = 10.0 PSF interior zone, load duration ctor=l.6„ TOTAL LOAD= 92.0 PSF 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 REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. Gable end truss on continuous bearing wall DON. M-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, 8-06 12 T 8-06 6.00 p IIM-9x9 12 T 3 Q 6.00 2 o O 111110 O O M-2.5x4 L L M-2,5x4 . 1-00 i .p I 17-00 _ lel �� *)A N x? LS'jO 2 `c- 89782PE p" JOB NAME: DR HORTON 3709 A — D2 Scale: 0.4702 " ''‘1111°P. WARNINGS: GENERAL NOTES. unless Truss: D2 '•Builder end erscdon contractor Mould M advised of all General Notedn otherwise"Obs' 111111 and Warnings Moro I.Thleaagmponen.bawanty upon pNbetsytheo parameters shorn end is for an lndlviergl OREGON sz,�� 2.Lt4 so ng• ebudng m commences.Innle s, Bnn,pg component.ApplieeNllty of design'aerometers and proper (' rnpraaabe neo brodng moat MlrMaNdwMr•shown.. Design or component temerospombiof to brpghg designer. 3,Aadabnal bmpomry bracing to Mauro.leblly during construction 2.Oaelgn awwwwsnd et 10 the by end bottom chorea to be laterally boned al y� q RY y awe, DATE: 12/8/2015 is the r°°p°^° N of the erector.AMNorad permerwntbr•dnp or 2.de.and et 10 dc.respectively unless braced throughout their length by it the ward structure lathe rod ter.Ad y of the building designer. continuous ehnthlllg such as plywood ah•ethkg(TC)andbr dywae(BC). SEQ.: K1584189 4.Nobad shouNMeppMdmany compe entuMlaMralbn 3.2ehWPMIsktm.toRnolbradntltyorwwhoreshown•• PAUL Rohner*en complete and et no lima ahoub doss 4.Installation of trues is IM rospena used add enOneo.conlrogor. TRANS I D: LINK design bade M spilled b arty component. �9'bass greater 5.�°Ign ereassumes condition' to be ua•d m a nonsonea,w environment, 5.Coenpolns hes no eeribdawrend names no responsibility for the 8.Design mums MI bearing at al supports shown.SNm orwedgee ab s^ """nt'°'""h""° °'`°"°°""" ry EXPIRES: 12/31/2016 8.TNsdesignlebmlehedsub{egton*IMINeoneset forth by 8.Desks* beloadedo m facesis provided. December 9,2015 TPW,TCA In BCSI,copies of whkA 58 be furnished upon request. Ines oomdde web)°Int center Imes Pleudd as their antro MiTek USA,ktcJCompuTnn So7.8.7(1 L}E 9.Digits Indicate she of pate m bobs& 10.For basic connector pate deslpn ealuessee E5R-1711.ESR-1988(Web Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y I 6-4'8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4 I (Drawings not to scale) Dama a or Personal In u offsets are indicated. g ry ri�all Dimensions are in ft-in-sixteenths. im Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. %44 2. Truss bracing must be designed by an engineer.For Q 1/T 6' 4 wide truss spacing,individual lateral braces themselves 11111M1100 may require bracing,or alternative Tor I Allirint pbracing should be considered. O3. Never exceed the design loading shown and never ��� stack materials on inadequately braced trusses. U4. Provide copies of this tans design to the building For 4 x 2 orientation,locate . C7' c6- IO designer,erection supervisor,property owner and plates 0-'n4' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 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,hall not exceed 19%at moisture timef fabrication.lumber 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 i� Indicated bysymbol shown and/or SYP represents values as published specified. �i Y by AWC in the 2005/2012 NDS by text in the bracing section of the 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, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or ager truss member or plate without prior (supports)occur. Icons vary but ©2012 M7ek®Ali Rights Reserved approval of an engineer. A ME1110 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ��gp —. 18.Use of green or treated lumber may pose unacceptable � environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: 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 is not sufficient. SDesign Standard for Bracing. I fd1�I e BCSI: Building Component Safety Information, 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 9 Standard Gable End Detail ST-GE120-SP 1-71 I ® _ MiTek USA,Inc. Page 1 of 2 V I7 Typical_x4 L-Brace Nailed To 2x Verticals W/10d Nails,6"o.c. Vertical Stud �.._ _ 1 ,r-- 1 (4,, ,, , \\ LAA J Vertical Stud )-16d Common // Wire Nails DIAGONAL �.� BRACE MiTek USA,Inc. _ _16d Common SECTION B-B ?LI* �' Wire Nails DIAGONAL BRACE /�� Spaced B"O.C. 4'0"O.C.MAX i -..-_ -. • (2)-10d Common \Ia ------2x6 Stud or Wire Nails into 2x6 .411""----,,,,,Al �\ SHOWN ARGEOMETRY FOR ILLUSTRATION ONLY. I \ 2x4 Not alof better Typical Horizontal Brace \ Nailed To 2x_Verticals ilic'-..,, \ Varies to Common Truss SECTION A A 2xaowd w/(4)-1od Common Nails ( 4.0% ilii iifv srmourzi!�%/!!!A'..-->"-... SEE SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING 1 A TO TRUSSES W ITH(2)-10d NAILS AT EACH END. du ATTACH DIAGONAL BRACE TO BLOCKING WITH r* i. I'..."--,„„... 4= (5)-10d COMMON WIRE NAILS. NIMUM,PLYWOOD APIRMI./AIMIF `M/� "A ' / W �I SHEATHING TO-8d NAILS I2x4 STD SPFLLOCK * Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B \s. -24"Max Roof Sheathin• �\ / NOTE: 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. i—i, _,, 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND i WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1'-3" 1 41# 3.3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. (2) 1 - ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT ♦ ! (2)-10d NAILS BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB Zr- 40P 4. 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 4 DIAPHRAM AT 4'-0"O.C. ii-rUS' S 24" O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A l 4 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL I�. BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. (REFER TO SECTION A-A) Dia . BIACe 6 DIAGONAL BRACE SPACED 48"O.C. 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. g /ATTACHED TO VERTICAL WITH(4)-16d 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. at 1/3 point COMMON WIRE NAILS AND ATTACHED 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed --, TO BLOCKING WITH(5)-1od COMMONS. TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. End Wall .� HORIZONTAL BRACE ��.,� — (SEE SECTION A-A) 2 Minimum Stud Without 1x4 2x4 DIAGONAL B DIAGONAL Stud Size SpacingBrace L-Brace L-Brace BRACE BRACES AT 1/3 POINTS Species ----__--- -__---- and Grade Maximum Stud Length 2x4 SP No.3/Stud 12"O.C. 4-3-2 4-9-13 6-9-13 I 8-6-4 12-9-5 2x4 SP No.3/Stud 16"O.C. 3-10-7 4-2-1 5-10-13 i 7-8-14 11-7-5 2x4 SP No.3/Stud 24"O.C. 3-3-11 3-4-14 4-9-13 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 2x4 I-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 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 7-05 120 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.