Loading...
Plans (118) A RECEIVED ocT 2 5 z016 CITY OF TICARti 30-00-00 BUILDING DIYISION 'i -- 6/12 P-N JACKS ...13 c.1.— L.-i 41 C6 Is / JL JL J JL , -/ D.R. HORTON PLAN 3729 "A" GARAGE LEFT 15021 0 P I-- -- -- -- —1 .0 5/12 PITCH (UPPER MAIN) 1 2 FAU 1 3 I Lj Zii 8/12 PITCH (FRONT UPPER GABLE) • A=03- 6 1 2 3 4' 5 6 co jpcn 6/12 PITCH (LOWER REAR AND FRONT PORCH) 1 __ __ 25# LOAD J5/12J 1 2 3 4 5 1-0 O.H. ON ALL ARIEL TRUSS At tft),5? _IP 574-7333 GARA gE Aitel _ _ DRAWN BY: , AIM KEVIN LENDE 8/11 NO J.N. I ! ! 1L —.....- — - kt. I CT (9 G.E. I ., ,r 1 2 IA 1 16/121 JJACKS (..1.1) • 15-08-08 (..1.0 1 c, SPAN 0 -0 , ,... ,-, (a "--.\-----__._---- c m 5 n 41! JACKS C o W ( 6/12w -� J (+7 I li D.R. HORTON PLAN 3729 "A" Sbk i I' GARAGE RIGHT 1i � '�I gt "112 1 ii., , Pall . pL...., . , i.f. ,..., ,, ., ,I I o ' i Q w iI l w oCU c� a I 5/12 PITCH (UPPER MAIN) I 1. 8/12 PITCH (FRONT UPPER GABLE) 6/12 PITCH (LOWER REAR AND FRONT PORCH) 12 PITCH (GARAGE OPTIONS)5/ 25# LOAD 1-0 O.H. ON ALL It 1 Ao .II, , IP 1I ARIEL TRUSS 'I ''-""' ilki574-7333 1 1 1411 ro �TU: 0- 1 I DRAWN BY: I i; II I; 1: I KEVIN LENDE � I II I _ Li] I Z� 1 �I I r G.E. 1' � o e:IS 16/12 �"yy 65-08-08 ___, n SPAN <\\(' ) rt On ! i i 1, L-U SZ q. 7 ti H J n 1 MiTek® MiTek USA, Inc. 250 Klug Cirde Corona,CA 92880 951-245-9525 Re: DR NORTON PLAN 3729 ELEV 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: K1489209 thru K1489225 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. �Q`EO PROFFS (1' ANGIN�F.7 `�'/OI' 89782PE OREGON ooh Q. 1d -, t9/ir .°44i.1& 3,!201.6 October 26,2015 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 15'— 8.5" Wind: 120 mph, h=18.8ft, TCDL-4.2,BCDL=6.D, ASCE 7-10, TC: 2x4 OF 411&13TR LOAD DURATION INCREASE= 1.15 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x4 OF B1&BTR SPACED 24.0" O.C. load duration factor-1.6, Truss designed for wind loads TC LATERAL SUPPORT <= 12"OC. UON. LOADING in the plane of the truss only. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Refer to CompuTrus gable end detail for Cs-1, Ce=1, Ct=1.1, I=1 complete specifications. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 7-10-09 7-10-09 't 1 T 12 I IM-4x4 12 8.00 g Q 8.00 iii • 2 :411111111 a Ay ' ' 4 C) I M-2.5x9 M-2.5x9 c,0 PRope 1-00 L 15-08-08 kg? , ANG FysLr<O k, 2 :9782PE 9r JOB NAME: DR HORTON PLAN 3729 ELEV A—Al Scale: 0.4248 If alWARNINGS: DERMAL NOTE/ unless otherwise noted `. Truss: Al 1.BUWerand endbncotactorsn4dbeeevieo4SIMG.nerelNeba 1.rnbdwenbwedoayepontheperamets.bssmendistoraniedMduel p aAEGON '� and Warnings before eenetrudbn mmmenns.. 601,189 congener.Applbabllly of design p.nmeteni and proper 0 2 h4 compression web bracing mai ba htlaMe wlnr.Hewn,. bmoTorafnn of camponer is the respeMbly of Iro bulging designer. ,e 3,Addition/hmperary bracing b insure wh1Xy during serwmromn Z Design. .1 lin the by all bottom droll.to b.esu a bracediit ne "'9 GAq y 15 Vlr� a the responsibility of the erector.Additionalpsrmenentbraelrq of Yr.c.and amasse.ng seAa.rtopetWety unless braced Breuand/their length byNI DATE: 10/26/2015 the ov.rnl Hucture is the neapemtIy Oil/building designer. continuousbelage or lateral sing n.drdMterelyness )emsaaywelcac). PAUL �� S.3lmped Mdgsg or hbnl braeuq M4dnd,.,.Hewn SEQ.: K1489210 4.No load should be applied to any component will agar al bracing and 4.Inetembn M tar is the respane of the respective contractor. fasteners are complete and at no thee should any bads grater then 5.Design essunes trusses ins b be used In a nowt:woe/a es/hansom,. tlesign lost/be spoiled b any sompeneM. ens are for•dry condition"or urs TRANS ID: LINK 5.Domini uaMsnocoHaw.rend eneenorsporlbwyfor Me S.D.agn.eeeeaennMamgel.leupporBHom.sNes.a,atlp.g EXPIRES: 12/31/2016 fabrication,handling,Hgrnsnt b and inatagen et components, caassry 5.This design ishanbhed object le the limit/lone rt forth by s.Design names be ladled on beth neo atimes.end pieced so center TPOWTCAIn SCSI.Mgr of which Ml be tanld.d loll nyuest lines Mhede Mitt joint Mnler Ines. October 26,2015 MiTek USA.McJCo uTtua Software 7.6, iL 9.0885 indicate We of plate It Inches. mP )'E 10.For bask connector piste design vehes she E311-1311,MAWS(MITeg This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 15'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF 016BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- 8=(0) 619 3- 8=(-201) 82 BC: 2x4 DF#14815 SPACED 24.0" O.C. 2- 3=(-835) 39 8- 6=(0) 622 8- 4=1 0) 414 WEBS: 2x9 DF STAND 3- 4=(-631) 30 8- 5=1-252) 82 LOADING 4- 5-(-632) 29 TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF 5- 6=(-837) 39 BC LATERAL SUPPORT 4- 12^OC. DON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7-( 0) 63 TOTAL LOAD- 92.0 PSF OVERHANGS: 12.0" 12.0" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Cs=1, Ce-1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) 0'- 0.0" -38/ 774V -89/ 890 5.50" 1.24 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 8.5^ -38/ 779V 0/ OH 5.50" 1.24 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TI,--L/180 MAX LL DEFL= -0.002" 0 -1'- 0.0^ Allowed = 0.100" MAX TL CREEP DEFL - -0.003" 5 -1'- 0.0" Allowed - 0.133" MAX LL DEFL=-0.019" 8 7'- 10.3" Allowed- 0.790" MAX LL DEEM =-0.002^ 9 16'- 8.5" Allowed= 0.100" MAX TL CREEP DEFL= -0.003" @ 16'- 8.5" Allowed = 0.133" MAX BC PANEL TL DEFL= -0.052" @ 3'- 7.0" Allowed = 0.466" 7-10-09 7-10-04 MAX HORIZ. LL DEFL = 0.007^ @ 15'- 3.0" f f f MAX HORIZ. TL DEFL = 0.012^ @ 15'- 3.0" 9-01-11 3-08-09 3-09-07 9-00-13 f T T T f 12 12 Wind: 120 mph, h=18-eft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 8.00 IIM-4X4 Q E 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration Tactor-l.6, 4 y 0" Truss designed for wind loads in the plane of the truss only. ION M-1.5x4 M-1.5x9 3 Alli.' amo All'10 sr sr o WA ownon 1 a o M-2.5x9 M-3x8 M-2.5x9 o ) y 7-l0 04 1 7-l0 09 Jr l ��5. ..NG N QRS/ 1-00 15-08-08 1-00 29 e :9782P E r JOB NAME: DR HORTON PLAN 3729 ELEV A-A2 Scale: 0.3359ON s WARNINGS: GENERAL NOTES. unkesoawnwkenoted. "�,e ��EGON �_ 1.Budder end erection contractor should be seined of al General Notes 1.TNadeeign k based only upon the peremeble shone end is for en Individual '(/ (� Truss: A2 and Wenn.benne condrucaon commences. buldtrg component Apple:Nlty ofdeebo parameters and proper V 2.Se4 comp,wsbn web bracing must be tnateednerenon.. mooToratlon of component lens nsponeth yet be Winn dw gtot. .A LgRY iy Z ee" 3.Addbbnsi temporary banns to Mune Mabry dela"cowbuotbn 2.Design assumes the by and bottom chords te be Merely breed d 7 _` I me respem6Wly erne erecter.Additional pennon brednp of 7 al a n sheathing ouch.e plywoodN aheami,g(TCss braced )�nNor drywe8(BCon their length).y dir p L V DATE: 10/26/2015 Me mond*barna B me repenelblty nth*bolding designer. 3.coalman bddgmg ortebrel bndng required niters shown a. A U SEQ.: K1489209 4.No bad noun be applkdte erg component until alter el bracing end 4..IreMetbn of nee 6 the responsibilitymbenthneihn.mpnonp.dh'eonfaxst nt. reamers ere complete end et no an ahenN eny bade greater than Design assume. TRANS ID: LINK deatgn bade be nailed to etnsemPorwm. 6.Da.pn.neuron condition-rny bearingelel d supports.norm.Shim or wedge 5.CampuTmehes nocorbel over end naumesnoreeponeIbllytor the q�,n, l� EXPIRES: 12/31/2016 febelalbn,bending.shinoanend betakenofcomponents. 7.Deagnassumes adequate drelneg.laFronded. October 26,2015 8.Thtdeegn te 8.nehed wind to the MMNons M forth by a.Ghees Mai be lowed en both kus or aua..and ahead ao the..ter TPNNI" In BCSI,cense of which will be furnished upon regrresi. lines coincide nit Inn coda gnat A Spite indicate sea of pieta in Innen Mflek USA,InoJCwnpuTrua Software 7.6.6(1LK 10.For bub connector plate design values see ESR-1311,ESR-1966(MRek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 15-08-OB GIRDER SUPPORTING 48-02-08 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 D£R1&BTR LOAD DURATION INCREASE= 1.15 (Non-Rep) 1- 2=(-10066) 1010 1- 6=(-790) 8136 6- 2=( -328) 3536 BC: 2x8 DF SS 2- 3=1 -7074) 748 6- 7=1-782) 8056 2- 7=(-2904) 330 WEBS: 2x9 DF STAND; LOADING 3- 4=) -7074) 748 7- 8=(-782) 8056 7- 3=1 -788) 7562 2x4 OF 81OBTR A Snow: ASCE 7-10, 25 PGF Roof Snow(Ps) 9- 5=(-10066) 1010 8- 5=(-790) 8136 7- 4=1-2904) 330 Cs=1, Ce=1, Ct=1.1, I=1 4- a-( -328) 3536 TC LATERAL SUPPORT <= 12.0C. VON. BC LATERAL SUPPORT <= 12"OC. VON. TC UNIF IL) 25.0)+DLI 7.0)= 32.0 PSF 0'- 0.0" TO 15'- 8.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC UNIF LL( 0.0)+DL( 10.0)- 10.0 P5F 0•- 0.0" TO 15'- 8.5" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 577.6)+DL( 392.8)= 970.4 PLF O'- 0.0" TO 15'- 8.5"V 0•- 0.0" -829/ 8281V -78/ 78H 5.50" 13.25 DF ( 625) J,' ( 2 ) complete trusses required. 15•- 8.5" -829/ 8281V 0/ OH 5.50" 13.25 DF ( 625) Join together 2 ply with 3"0.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL nails staggered at: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. XXX 9" oc in 1 row(s) throughout 2x4 top chords, 5" oc in 2 row(s) throughout 208 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=1,/180 9" oc in 1 row(s) throughout 2x4 bs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= -0.079" 9 7'- 10,2" Allowed .. 0,740" MAX TL CREEP DEFL= -0.187" 4 7'- 10.2" Allowed = 0.986" MAX HOAR. LL DELL= 0.021" @ 15'- 3.0" 7-10-04 MAX HORIZ. TL DEFL = 0.035" @ 15'- 3.0" 7-10-04 f T Wind: 120 mph, h=18.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4-06-04 3-04 3-09 9-06-09 (All f f -i .r I load duration factor=1.6 Cat.2, Exp.e, MWFAS(Dir), 12 iiiiihh.. 12 Truss designed for wind loads 8.00 M-7x8 8 OO in the plane of the truss only. 10.6" 3,( 4' 10°400%4 41° M-3x8 QM-3x10 11 M-5x16 M-5x16 Il ea 111 446. oTr ®.41110) AA u® 0 0 1' 6 7 8 ►=vm5 I M-3x10 MHS-7x10 M-3x10 0 J, 9-04-08 y 3-05-12 y 3-05-12 y 4-04-08 j REP P R OFF-y J �` SO15- � NGINE - 08-08 T !� `( 8'782PE 9<' • JOB NAME: DR NORTON PLAN 3729 ELEV A-A3 Scale: 0.3721 / •�/ • WARNINGS: GENERAL NOTES, utdeo 05004.0 noted •/ -- 1.Builder ar.55on mnlr.eton.hm.M be.dvieed of ea General Naaeoen f"� .h Truss: A3 1.This sn'absM AppIo.bliy o parameters p. meter and teopes tor individual so4 compression ebban must bmmeq building eemponent Applicability of design gnmelen and props "Y OREGON 2 Lr4 compression web beans must be Metalled when alwwn.. incorporation of component 1s thenspon.I.0 of Me building designer. 0 3.Addibnel temporary bracing to insure stability during construction 2 Design ewmu the C .,tb.dem chords o.be 45 n.,booed al -Qq�q qY 1 y ti�Q�' %the responsibility of the erecter.Additional panneneM bracingol 2e,e.and et 10no o.c.ro.pectivsly union bnmdiMaughma cock length by \� DATE: 10/26/2015 5,.o..raawalr.IRs building eonenma'the° suchen M"eedahsdens&D)andfor mon.mywe6(aG). fi p4 UL Vk fsepanalmmly Oahe bull 3.2s Impact bridging or latent bracing respired eters shown*+ SEQ.: K1489211 4.Noised 58514.be applied bony component unm seer aienctnp end 4.DYaflaepnoftrues igen responsibility of the respective connecter. fasteners are mmplate end sit no time should any loads greater then S.Design to be used in a noncorrosive environment, TRANS ID: LINK design load.be e&Wed b any component. amen tend.stogb on•efuae. S.CompuTue hes no contra over end no responsibility for the e.Dealpn.ewm.s/udW.ngatal supports.hewn.9fyrrl or w.eg.g EXPIRES: 12/31/2016 fabrication,bending,ebIpment and bWe`eon of c mponents. µry' 6.This design is fumiehwl subject to the Brawling.et fore,by 7.Plates 85Des55 assumes on both drainage b provided. October 26,2015 IL Fisica 8014.bated on both feces of iron.end pieced so melt center 7PlaNICA In BCS1,copies of&ich MI M furnished upon request Wes coincide with joint center lines. 9.Digits indicate sin of plate a beam MOnk(1SA.Ina/CwnpuTros Software 7.6.8(11)-E 10.Forpisis design valbe*connectoro. ues see 605-131 1.ESR-1998(MRek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 98'– 2.5" Wind: 120 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x9 OF 1aBTR LOAD DURATION INCREASE 1.15 (All Heights), Enclosed, Cat.2, B, MWFRS(Dir), 9 BC: 2x4 DF IFBTR SPACED 29.0" O.C. load duration factor-l.6, P TC LATERAL SUPPORT <= 12"OC. UON. Truss designed for wind loads LOADING in the plane of the truss only. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)001,( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD– 10.1 PSF TOTAL LOAD= 92.0 PSF Gable end truss on continuous bearing wall UON. Unbalanced live loads have been M-1x2 or equal typical at stud verticals. considered for this design. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Refer to CompuTrus gable end detail for { Cs=1, Ce-1, Ct=1.1, I-1 complete specifications. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON–CONCURRENTLY. 24-01-04 24-01-04 T 14-11-06 9-01-14 9-01-19 T 1' 19-11-06 4 T 4 12 I IM-4x4 12 5.00 ' 3 it a 5.00 M-3x6(5) oiiiiM-3x6(5) .0 h c ti 1 1 c to M-3x6(S) M-3x6(5) a M-2.5x4 y 1, .1' �5 NGINE /� �� 17-11 12-09-O8 17-11 a v a, 2.� 1-00 98-02-08 . : i 1-e0 JOB NAME: DR NORTON PLAN 3729 ELEV A– Ni Scale: 0.1767 +tom" WARNINGS: GENERAL NOTES, onkel osMrwb.noted: ' 1111, — Truss: B 1 1.Builder end erection Contractor should be advised of al General Notes 1.This design b based only upon me peram.Ar.Mown and Is for an Individual 17+4/O OREGON �~ and Wanting.before construction commences. building component.Ahr Asoblly aldesgn perametem and proper Z 2,4 compression web bracing mush be IneteNd where shown r, incomoraeon of component b the reapemlbRty MR&buddingdeat s.Additional temporary bracing to We stebEN Bring construction 2.Deegn assumes 0.A top and bottom chords to be Merely bced cyltr �� G,gRY �� ���� Isms responsibility of the erecter.Additional Remanent Med of 2e.a eMatlD e.4 reapecin /edeas bncedrhreupnmlMkamgm by �7 i DATE: 10/26/2015 an word ahuduro is the ngcontinuousdsheeting each as plywood ane.awFg(rc)Mown dyeaR5C). responsibility iso y Maw bugling al bracing 3.Is impact bridging or MGM bhang required Metre drown tis Pq U L P\ SEQ.: K1489213 4.NoKMshouldbeapHadtoanycompon•ntwillseeralbracingand 4.WOW. feehners are complete and et no time should any bads greater than 5.Design meows Mows ere to be used In m non.oermeire environment, TRANS ID: LINK design loads be appliedb component.componand an fortry stun.. 5.CompuTrus has no control ever and assume no responab�•tar me 8.Design esewnee NIMowingat al supports ashen,stem or weds.d roMwemn•n.ming.ahwmmntand md..tienaleempen.ata. ,•netess;;p.ea susr.d.w�tepmrNed. EXPIRES: 12/31/2016 A This design I tehs Nmsubject to limitationsto limitationsee t NMI by B.Metes NMI be boated on bot m hem trams,and placed so their center October 26,2015 TPUWTCA M SCSI.copies of which r41 be funlehed upon remise. linea coincide with(dot center Ines. 1 L MITek USA,InpJCompuTnN DAMN*7.8.6 0.DNIts Indents We olphla N inches.( ){ 10.For bask:cemectorphte daslgnn mares ase ESR-1071,ESR-lees(NITek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 48'- 2.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 91613TR LOAD DURATION INCREASE= 1.15 1- 2=) 0) 43 2-12=(-57) 4009 3-12=) -268) 104 BC: 2x9 DF 91&BTR SPACED 24.0" O.C. 2- 3=(-4470) 115 12-13=(-13) 3589 12- 4=( 0) 982 WEBS: 209 OF STAND 3- 4=(-9255) 111 13-14=( 0) 3073 4-13=( -595) 77 LOADING 4- 5=(-3578) 136 19-15=( 0) 3073 13- 5=( 0) 715 TC LATERAL SUPPORT <= 12"OC. LION. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=1-2698) 199 15-16=(-13) 3589 5-19=(-1147) 88 BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD= 10.0 PSF 9- 7=1-2698) 199 16-10=(-57) 4009 14- 6=( -44) 1663 TOTAL LOAD= 42.0 PSF 7- 8=1-3578) 136 14- 7=(-1147) 88 OVERHANGS: 12.0" 12.0" 8- 9=(-4255) 111 7-15=( 0) 715 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=(-9970) 115 15- 8=( -595) 77 Cs=1, Ce=1, Ct=1.1. I=1 10-11=) 0) 43 8-16=( 0) 482 16- 9=( -268) 104 JT 2, 10: Heel to plate corner = 2.50" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HOA2 BAG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -71/ 21585 -155/ 155H 5.50" 3.45 DF ( 625) 48'- 2.5" -71/ 2158V 0/ OH 5.50" 3.45 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1R0 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= -0.325" @ 24'- 1.3" Allowed - 2.365" MAX TL CREEP DEFL = -0.768" @ 24'- 1.3" Allowed = 3.153" MAX LL DEFL= -0.002" @ 49'- 2.5" Allowed = 0.100" MAX TL CREEP D0F1._ -0.003" @ 49'- 2.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.123" @ 47'- 9.0" MAX HORIZ. TL DEFL= 0.205" @ 47'- 9.0" 24-01-04 24-01-04 Wind: 120 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 1' T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-11-06 9-01-14 9-01-14 14-11-06 load duration factor=t..6, 6-06-08 5-10-04 5-1� 1 0-04 5-10-04 5-10-04 5-1004 5-10-04 6-06-08 Truss designed for wind loads T f f ' f f ' f , in the plane of the truss only. 12 12 5.00 ' M-4x6 `z:15.00 4.0" 6 M-3x4 3.0" M-3x4 5 M-3x6(5) M-3x6(5) M-2.5x9 M-2.5x9 9 iiiilliiiiiiik, M-1.5x9 + M-1.5x4 3 mAlik\ "` '-1,ln 12 13 19 15 lfi o o -9x9 M-2.5x4 M-3x9 M-4x9 M-3x4 M-2.5x4 M-4x9 0 ��� � PRQFFSS MSHS-3x10(5) MSHS-3x10(5) y y 1 1 b l l eco ZyGINEF /0 8-05-15 7=09-11 y 7-09=11 -09=11 b 7-09-11 8-05-15 b ,� R 2'9 J• 17-11 12-04-08 17-11 y y ,e 89782PE C 1-00 48-02-08 1-00 • JOB NAME: DR HORTON PLAN 3729 ELEV A- 92 Scale: 0.1267 Odlit"\ MR WARNINGS: UE NERALNGTEb. unless d6envise hepare ete �vy,G�OREGON ". Q` 1.8414.rand er.cnor con.orordaunt be advised ar.g General Nota. 1.TN.de.gn1.6.111enyupon y o p.m morommter shewn and Ipror.n IndMdr.I ^� Truss: B2 and w.mngs baron construction commenoss. boIdbg mmpenent.m component N ray raspon n parameters end props 2.aro compression web bracing must be trW.Nd wen shown•, baarporatbn of component tithe napvnddllly of the bunting dsagler. +'9 4 Ry 1 S `/ 3.Admtbnal temporary basks to Insure d.bfly during construction z Osxgr.d si lO me rop.na bdrom dowsro be letsragy bncoa.t I.51.r.apon.bWpy of the erecter.Additional permanent bracing of 2'44.nd.f,5oHng such as plowedly sbr.5,e t)TEI.5Verdrwhroughout their nghby V continuous sheathing such as plywood a6e.mmp(TC)ena/a dlyw•g(ee). Pq U L �` DATE: 10/26/2015 the wool sbrdurelaRe msponsIbIllyellh.wkmgd..55.1. 3.aarood bridging orWeal bracing regeNso5wnehewn•• K14892 SEQ.: 12 4.Ne load should beapprdteany nenpm.do alterall bracing end 4.Inah8.5 dofwnIsthe napendbryefthe re.pedtncontractor. • mt.n.n an complete end at no time should.m beds greeter than 5.Oeskn busses Cl,b be used m.nw.mrro.5e environment. awgn bads be applied to any oomnommt. den for'dry ugkracondition.or ata. TRANS ID: LINK 5.CerraOTm.6.,mmmnlo erandassumesmn..pondb�„torme 3.Oadpneewma6d M1e.dnge alwppodsMewn.3Mmorwedgeg EXPIRES: 12/31/2016 fabrk.non.holding,shipment and Installation of components. 7.O.algn awn..denu.t.drainage la provided. October 26,2015 9.Thbdesign%fumkhed ambled to ba I.n8tIonselforth by A Plates shag b.b,med on both ams of truss.end pmad ss their anter 7PNM06 In SCSI,copes of which wg be furnished upon request. lees selndde wd6 pion center M... 9.Olpss Indicate stn of p1.1.N incises. MRek USA,IneJCempares Software 7.6.8(11.95 10.For bask connector piste design values see E3R-1311,EBR-15S8(MITek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 47'- 11.3" TC: 2x4 DF @166TR IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 BC: 2X4 OF 81aBTR LOAD DURATION INCREASE= 1.15 1- 2=(-4331) 122 1-11=1-54) 3858 2-11=( -191) 107 15- 8=(-269) 109 WEBS: 2x4 DF STAND SPACED 24.0^ O.C. 2- 3=(-9139) 118 11-12=(-16) 3518 11- 3=( 0) 900 3- 9=(-3527) 138 12-13=( 0) 3039 3-12=( -559) 78 LOADING 4- 5=(-2672) 150 13-14=1 0) 3031 12- 9=( 0) 684 TC LATERAL SUPPORT <= 12"OC. UON. LLI 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"CC. UON. 5- 6=(-2659) 150 19-15=(- 3598 4-13=(-1122) 89 OL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-3533) 137 15- 9=(-58) 3970 13- 5=( -95) 1693 7- 8=(- OVERHANGS: 0.0" TOTAL LOAD= 42.0 PSF 4212) 112 13- 6=(-1136) 88 12.0" 8- 9=(-9427) 116 6-14=( 0) 715 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=( 0) 93 19- 7=( -595) 77 Cs=1, Ce=1, Ct=1.1, I=1 7-15=( 0) 483 JT 9: Heel to plate corner = 2.50" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -45/ 2081V -152/ 149H 5.50" 3.33 OF ( 625) 47'- 11.3" -72/ 2140X/ 0/ OH 5.50^ 3.42 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.313" @ 23'- 10.5" Allowed = 2.351" MAX TL CREEP DEFL= -0.790" @ 23'- 10.0" Allowed= 3.135" MAX LL DEFL= -0.002" @ 48'- 11.2" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ 98'- 11.2" Allowed = 0.133" MAX HORIZ. LL DEFL= 0.120^ @ 47'- 5.8" MAX HORIZ. TL DEFL= 0.201" @ 47'- 5.8" Wind: 120 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 23-10 (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), f24-01-09 load duration factor-1.6, 1' Truss designed for wind loads 19-08-02 9-01-19 9-01-19 19-11-06 in the plane of the truss only. 6-03-09 5-10-04 5-1f0-04 5-10-09 5-10-09 5-10-09 5-10-09 6-06-08I f 1 1 1 1 1 f 12 5.00 D M-4x6 12 ' :15.00 4.0" 5 4(( i'! M-3x4 3.0" M-3x4 a M-3x6(5) VPIIIP:7\\1111pp8M-1.5x9 5) M-2.5x9 M-2.5x9 3 M-1.5x9iir\ + o J1 .• a N 2 w =u ' C''c.e\ 0 1 15 M1 o M-9x9 M-215x9 M-215x9 M-9x9 M-3x- 9 M-2.5x4 M-4x9 MSHS-3x 10(S) MSHS-3x10(S) ...c.0 E0 PROF„y y y y y y b � ( G s8-02-11 7-09-11 7-09-11 7-09-11 7-09-11 8-05-15 \� N4 /o2.1 y y y x7'17-07-12 12-09-08 17-11 �' :97$2PE <y ), J, 97-11-09 1-00 JOB NAME: DR HORTON PLAN 3729 ELEV A- 83 Scale: 0.1319 ' WARNINGS: GENERAL N07El, unlessena,wtee noted. 11M5' / NMI Truss: B3 1.Budder end erldlenooINedershould beedveedefall GenetsNobs 1.dee deem lebased only upon the parameteashownendisbranlndadual `y OREGON ONS and%%mines before wnab.dbn commences bubble component Applicably of design penmetors end proper 2.b4ampreesien emS bndng must be Oistabd when shown., beeperetee etanRenem b the reepeetebMy of the building designer. S.Addkbml temporary Omens b insure serenity during construction 2 Dodgn assume roe top and Belem chords to be latent'bated at DATE: 10/26/2015 is the responsibility or the eater.Addtibnalpennwam bracing of mWkoeeMastesOtI.ned�ioey Wets braced throughout sick length by 9,Q ��R• �� �/� the overall structure bit*asponstblly oIsis gd0kg designer. Se Ing su esIng r*wooequired ehwnOn,.a own,Orywek(Bc). `� SEQ.: K1489214 a.Mnbed.noadbeeddied ro.meompw emaa.arn6magend 4.IbmsMbneOddOfb bfaing or albrednpraqundwfisnahowns. Pig U` R fasteners are complete end at no tine drew any beds greeter tion 5.Design assumes bums pe ed N.nem ve Temp. TRANS ID: LINK design beds be opened to any component .real an for et'condition`elute. no responsibility 5.lump Oce no control over aresponsibility for the I.Design assumes lull Weird Mel supports aMwn.Shim a wedges tebnMlen.handles deemed anti InatektIon o lw enpeme. 7.Design menus adequatedelineate I.prodded. 4. EXPIRES: 12/.'31/'2016 5.The design bbm =Meetishee=Meet to Mnne e ations sal forth by Q Plebs shall be bated on both leers atm.,end placed so their terse, October 26,2015 TPEWTCA In BCSI.apes of which ebbe Mniehed upon repast. Pesalndde win stem canter fines. MRek USA,InalCompu7lua Software 7.8.7SP27 9.Digits indicate she delete In inches. (� 10.Forbseleammeter plate deden values see ESR-1311.ESR•1NS8(MTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 47'- 11.2" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 OF 81ABTR LOAD DURATION INCREASE= 1.15 1- 2=(-4304) 73 1-11=1-21) 3833 2-11=1-213) 106 18-17=( 0) 74 BC: 204 DF 810BTR SPACED 24.0" O.C. 2- 3=(-4165) 103 11-12=( 0) 3482 11- 3=( -11) 480 5-19=( -10) 1291 WEBS: 2x4 DF STAND 3- 4=(-3667) 119 12-13=( 0) 2982 3-12=(-533) 96 17-19=1-118) 0 LOADING 4- 5=1-3160) 142 13-16=( 0) 2433 12- 4=( -25) 713 19-20=( -50) 1245 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=1-3153) 142 16-18=( 0) 2510 4-13=(-938) 115 20- 6=1-952) 114 BC LATERAL SUPPORT <= 12"OC. 130N. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-3685) 117 18-20=( 0) 2434 13-14=( -52) 1231 6-21=( -24) 752 TOTAL LOAD = 42.0 PSF 7- 8=1-4263) 95 20-21=( 0) 2980 14-15=1-118) 0 21- 7=1-567) 94 OVERHANGS: 0.0" 12.0" 8- 9=(-4399) 66 21-22=) 0) 3510 14- 5=( -12) 1276 7-2Z=( -3) 571 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=( 0) 43 22- 9=1-12) 3944 16-15=) 0) 74 22- 8=1-278) 102 Cs=1, Ce=1, Ct-1.1, I-1 15-17=1-249) 0 M-2.509 where shown: Jts:3,7,11-12,14-15,17,19,22 ADOL: BC CONC LL+DL= 50.0 LBS @ 23'-10.0" BEARING MAX VERT MAX HORS BAG REQUIRED BAG AREA Unbalanced live loads have been LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) considered for this design. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -30/ 2062V -152/ 149H 5.50" 3.30 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 47'- 11.2" -57/ 2155V 0/ OH 5.50" 3.45 DF ( 625) JT 9: Heel to plate corner = 2.50" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL OREL = -0.318" @ 25'- 3.4" Allowed = 2.351" MAX TL CREEP DEFL= -0.842" @ 25'- 3.4" Allowed = 3.135" MAX LL DEFL= -0.002" @ 48'- 11.2" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ 48'- 11.2" Allowed = 0.133" MAX HORIZ. LL DEFL= 0.114" @ 47'- 5.8" MAX HORIZ. TL DEFL= 0.195" @ 47'- 5.8" 23-10 24-01-04 Wind: 120 mph, h=21.2ft, TCDL=4.2,BCDL=6.R, ASCE 7-10, f f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-08-02 9-01-14 9-01-14 14-11-06 load duration factor=1.6, f Truss designed for wind loads 6-03-04 5-10-04 5-1�0-04 5-10-04 5-10-04 5-10-09 5-10-04 6-06-08 in the plane of the truss only. T T T T T T .' T T 12 12 5.00 M-5x8 4 5.00 8.0" y`` M-4x6 L M-9x6 4 M-3x6(5) /' 04l M-3x6(5) 3 1\ M-1.5x4 .5x9 2 • en c o 1 M-4x9 11 12 13 16 18 20 21 22 o M-5x6 M-2.5x6 M-5x6 M-3x4 M-4x9 1 M-2.5x6 MSHS-3x10(S) o MSHS-3x10(5) P R 1 1 .1' 11 1 iso 1 J Y l J. 9,03 Qf�C 7-01-05 1 1 5-06-01 OS-012r05-05-06-01 1 1 7-04-09 �(GNGAN�.6nU�+/p 6-08-05 0-07-19 2-10-14 0-07-14 1 6-08-05 1 V 'T /fj 1 17-07-12 1 12-04-08 17-11 1 1 :9782P E 1v 1 47-11-04 1-00 JOB NAME: DR HORTON PLAN 3729 ELEV A- 84 Scale: 0.1314 / _ WARNINGS: GENERAL NOTES. unless otherwise noted. C/ ''.- Truss: 1.Balder and emotion contractor should be advised of el(Wend Notes 1.TM.design I based only upon the perimeters shown and la for an lndblduel 1;."7/1/4/OREGON o Q Truss: B 4 and Wamnps before construction eo,eeences. budding cempon.N.Applkebilly Ndesgn parameters end properQ 2.but compression web bracigmust bebsiabdwhere shown.. 2 Design Incemosaa�uenstlnlDendMAromdwrdehMthe responstity ermW.ewMi a designer. 9/' '4Ay AS 3.Additional temporary bracing to hew stability dicing eon.baoeee ros.and+tldo.a reepealroN unless braced throughout their length by V I.the respnnsldM of the erector.Addbbn.l permanent bracing of cprnnuoueeheathsg such as plywood Nns ot.thhg(TC)end' ywaa(BC). PA UL C\ DATE: 10/26/2015 the spend structure l the responsibility OW leading designer. 3.2e tweet bridging mister.'bracing remised Were mown.. SEQ.: K1489215 4.Noised should Mappled to.M component,eII Mc al breathe and 4.D.�Mllabongn euombs reaIs the responsibility ro wen rhe repectivw. star. fasteners are complete and N no bee should any bade roarer men ment and are for'dry condition.of me. TRANS ID: LINK design bads be applied to any component 6.Compereshaenoconhaown.nd..wmesnennponealtyforMe B.Owgn.opera,.eNnM.dng.t.Iwlwommown.sMmerweg.B EXPIRES: 12/31/2016 Seery. Nbrkdon,handing.shipment and installation of components. 7.Design assumes edeglwn drainage is provided. October 26,2015 Tie ie design hrambm b.d subject to limitations set forth by S.Plates shel be laoeted on Mm has OW,and Owed se their center 1 TP W6fCA In SCSI,corvine With w11 be throbbed upon request. In.s WWI*with lohd center chew B.Dgb indicate site of plate In Inches. MITek USA,Ino,/CompuTnoo Sollvlare 7.6.7SP2(1L)-E 10.For Mab connector plate design values see ESR-1311,ESR-1988(0807.6) re , This design prepared from computer input by AR/EL TRUSS VANCOUVER, WASHINGTON LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.0^ IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF#1LBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2X9 DF#SLBTA SPACED 29.0^ O.C. TC LATERAL SUPPORT <= 12^OC. DON. 2-3=(-75) 18 LOADING BC LATERAL SUPPORT<= 12^0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 42.0 PSF 0'- 0.0" -23/ 399V -11/ 60H 5.50" 0.56 DF ( 625) 4'- 3.2" 0/ 54V 0/ OH 5.50" 0.09 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4'- 6.0" -29/ 117V 0/ OH 1.50" 0.19 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 2.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. = MAX TL CREEP DE FL= 0.003^ @ -1'- 0.0^ Allowed = 0.133^ 6.00 ® MAX TC PANEL LL DEFL= -0,016" @ 2'- 7,2^ Allowed = 0.283" MAX TC PANEL TL DEFL = -0.026" @ 2'- 7.2" Allowed = 0.425" MAX HORIZ. LL DEFL=-0.000" @ 9•- 5.2" MAX HORIZ. TL DE FL=-0.000" @ 4'- 5.2^ Wind: 120 mph, h=17.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 N F er0 O � 1110. � 9 - -' 14-2.5x9 b y 1-00 9-06 y 'PROVIDE FULL BEARING:Jts:2,4,3 c1/40 c.;\� �G P SFR s/0 w :9782PE f JOB NAME: DR HORTON PLAN 3729 ELEV A- 31 ' .....r Scale: 0.7291 - - wARN03: GENERAL NOTES, unlewother..opted: �/ / AIM M Truss: Jl 1.BulderaMextloncob.ctorenawheedNwderall0ennlNoes 1.ThkdnnkMwdenyupenMpenmehnsrownandkkreninWvldusl i OREGON o� end Wernlnps batereeew0uenon commences bubdRlp compco.nt.Ap0Fwb.q de of parameters and proper 3.h4 conlplaWon w.0 bracing mughe installed .re flown�. Incorpendon el component kti,e responsibility of ga buldng designer. q ,Q 3.Additbnl amporary bracing to harm abobiy during senatfn Ise 2.D°gOr'assume.0'e top and bosom cherdsh he laterally hmced st "� •RY �� ��� DATE: 10/26/2015 is the reopo^.'bbyof the erector.Aaaaonalpe�nenambmangor. 50055continuo4Mt«e.emweaweryunke.bnwdmmugnowm.rkngmby IM overall slrucan k the napom5By ori.budding designer. 3.2t' *veng ining rel tinning regUs plywood wthwore h onn•�l'wsll(OC,. PAUL ACJ SEQ.: K1489216 4.No load should be applkdb arty component until after al bradrg and w IrwwNtk of buss It mero pombily obi mmd.m een500�wne,Nor. hctelwn are complete end et no It,,.should any bode greats than 6.Design pwm..barn Sr.to be used Ins non-corrosive environment, I TRANS ID: LINK dewgn loads be sppged Sr any wmpermm. .mf.nb ay condition'Owe. S.4Comperes%5055rod las nosomrel war and mown.no mepomWRy br the s.Design assumes full beating al tag wppods shone.Shimor wedge If htalc'"°^.'mann.,Npm.mandi don of components. (w EXPIRES:r12/31/2016 B.Tnkdesign khmkh.dsubject to tee limitation eel fodhby 7.Patesaakin aswn'wt.ponbotholo oekpross.an October 26,2 15 TPNMCA In 8151, B.Plates anal M 50loc)06ted on bo,(Men. limas,and placed w thief center copies of With will be furnished upon request. gnsoeFMde with joint center lines. Wok USA,Inc./Compares Software 7.6.6(1L}E 9.Digits meta e2.of plate m inches. 10.For bast connector plete design values see ESR•1311.E3R-1908 MUM This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 4`- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF 814BTR LOAD DURATION INCREASE= 1.15 1-2=( 0) 50 2-4=(-25) 16 3-4=(-130) 29 BC: 2x4 OF#14BTR SPACED 24.0" O.C. 2-3=(-79) 51 WEBS: 2x4 DF STAND LOADING TC 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 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 92.0 PSF 0'- 0.0" -33/ 348V -22/ 6214 5.50" 0.56 DF ( 625) OVERHANGS: 12.0" 0.0" 4'- 6.0" -4/ 172V 0/ OH 2.00" 0.28 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Scow(Ps) Cs=1, Ce=1, Ct=1.1, I=1 M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFT,= -0.002^ @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DE FL = -0.003" @ -1'- 0.0" Allowed - 0.133" BOTTOM CHORD CHECKED FOR LIPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL= -0.020" @ 2'- 9.5" Allowed = 0.271" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL= -0.028" @ 2'- 4.5^ Allowed- 0.406" MAX HORIZ. LL DEFL=-0.000" @ 4'- 9.3" MAX HORI Z. TL DEFL=-0.000" @ 4'- 4.3" 9-06 1' 1' Wind: 120 mph, h=17.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.6, MFRS(Dir), 6.00 c load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5X9 in the plane of the truss only. 3 I 0 N tcr O 1 O '� .9 1 M-2.5x9 M-1.5x9 ' 1 J. J. 1-00 4-06 k,SEQ PROptA, ,Fa. 0yGI NEER s/0-yam 689782PE JOB NAME: DP.HORTON PLAN 3729 ELEV A- J1GE Scale: 0.6151 • ' •' -�� WARNINGS: GENERAL 50759, unless otherwise noted: V ^4, 1.Budder rho erection coNudorsholdbeadvised etMGeneral Notes T.This design bbased onhupon)Mpmmetersshown and bmranbdMdal 4-v4,OREGON p Truss: J1GE and Wamingsbemrecerrtudvonamereno.. hoist compamnt.Appdeebityofdesgnnaremetereaidproper (1/ ^ L at4compresMwebbracingnewtMWhaledwhereshorn.. inoopor nofeompon.Mbth.reependbBtyo1Ms6ulldingdedpner. qRY g �`�"` 3.AddlbMtemporary bracing to Insure Wbally during construction 2.Design wewnasaR my wntl bottom chords to be Merely bread a - i.the rasponeibdyntthe erector.Additional pempnantbrecrg of Yoc.end rtlP o.a reepedNeh unless bread throughouttheird,y sII(5ength by V DATE: 10/26/2015 tot overall structure M awrenadldh el the budding designer. 3 Ta Moped bridging Wendblsuch se bluing re uiredw g(Tshown rdrywtll(BC). �A U L �Z ape Meed bdagMg er Wend bredrg roW�rad where.fawn., 4.Mn load should be tippled m any component until b,dng Bad 4.hM.lblbn ofinns Is Broep nombate oUmaenad:centred., K1489217 t.mea.wrecomgatea,d.tneBe.shouN.nybadegr.rt.rthen 5.D..gra.w.n..tn.»e.remMused m.n.ntenedw.wbonm.nL design loads M eppBad to component. end ars for'd,9 condition'elude. TRANS ID: LINK B.Donlan wRw eemdbee/nSrteleupPe•eherm.shhn.rwadge8 EXPIRES: 12/31/2016 s.CampuTms Ms no control over end swarms m neponwbMy tor 1M nseawery. Mbdceaon,handling.ehpmee and installation of component. 7.OssIgn.wanes adequate drainage M provided. October 26,2015 B.nab design M furnished subject to the Imitations set foot by p PMtss she Co located.n both bees at buss,end pieced so Meir center TPBWTCA in Rost copies of which will be furnished upon request. Braes eahsde with)dm center Ines. 9.Digits Indicate emsalMoto imbGN. MiTek USA,IRCJGompuTis Software 7.6.7SP2(1L}E l Per,6 .connector .e e r lotsdesign mhos see ESR-1311.55R-1 984(MiTek) This design prepared from computer input by ARIEL TRUSS VANCOUVER, WASHINGTON LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF 016BTR LOAD DURATION INCREASE= 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 DF 8163TR SPACED 24.0" O.C. 2-3=(-49) 0 TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <- 12"0C. 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" -42/ 301V -5/ 33H 5.50" 0.48 DF ( 525) 1'- 9.2" -29/ 20V 0/ OH 5.50" 0.03 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 2'- 0.0" -23/ 43V 0/ OH 1.50" 0.07 DF ( 625) Cs-1, Ce-1, Ct-1.1, I-1 12 6.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 100SF LIVE LOAD. TOP MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL= 0.002" @ 1'- 0.9" Allowed= 0.096" MAX TC PANEL TL DEFL- 0.002" 8 1'- 0.9" Allowed = 0.144" MAX HORIZ. LL DEFL=-0.000" @ 1'- 11.2" MAX HORIZ. TL DEFL=-0.000" @ 1'- 11.2" Wind: 120 mph, h=16.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=1.6, Truss designed for wind loads tilI111111111111111- in the plane of the truss only. 11111 111 o f o 1 O ' 4 M- 2.5x4 1' 1 y 1-00 2-00 p //��/f�� n PROVIDE FULL BEARING;Jts:2,4,3 I , ��0 • R V/-ES6, ,5 �NGINEFR /© 2 ct 89782PE 9r JOB NAME: DR HORTON PLAN 3729 ELEV A- J2 Scale: 0.9701 ' MI WARNINGS: GENERAL NOTES. udeea etherwke netee: 9 OREGON O Truss• J2 /.SWderand enctioncontractor shmMhoadwsedofdGenemNotes I.T6kWdunkiwaadonyupon enparameters shown an t.l5'dnindivMwl N. • and Warning before mnMrdlon commences. bolding component Applicability of design parameter.and proper 2.bid compression who bradng mW be Molded when shown.. Marpenibn of component k ho reepoalbWry of the bulldnp designer. / icy. S.Additional temporary bracing to Mauro Hatay during construction 2.Design mums Me top and bottom chartists/be IsienH bread et --4/:i Y '`(� 2,{A" Wile rogbnaRmWRy et the endor.Addlbnal permanent Mooing of nee.em'atn.o.c.seri/melody unless broom'Through/at their IMM by L "V\V\ DATE: 10/26/2015 the eserallamRbee*Me reapesdl of building designer. continuousxImbddgrg or hdemlbsdng,ssuch es plywood crude p(e Mown•dyw.n(ae). /1 NY g g 3.2e lmpd of bum erIh.e pseAb required when shown.. �A UL SEQ.: K1489218 4.No beds en a be applied to any component wW gar al Mndneerd 9 InekMbe oe.etes Pe reste*161W frho umpmdlwepdnda. Intoner*are complsie and at no lMS should my loads pester then 5.wagnmemos busses are lo be wed In a noneonoMve environment. tslryTRANS ID: LINK design beapp n loaak.d to any mmponem, and ars tore.nBIb on of u... 5.ComWTruahas nocontrelowmn sorer pnedb tyforte S.Dasbnassumhlbarhpdslwpperkahovm.SNmervndge8 EXPIRES: 12/31/2016 newsman/. Cbrb5on,Molting,shipment and installation of components. 7.Design assunesadepmm damage Is provided. October 26,2015 8.This design khankled sub(M to the lesRelbre set ked by 8.Plates shed be baled on both kgs of troll and Mood so their anter TPCA M SCSI.copies of which will ba henMsd upon mond. Ines coincide with)ell center lmc I W r Mtiek USA.kfoliCompuTme Software 7.8.6(7L E o9 ForbIM,spook eco plate a wows. 1 g.Derbeakcoe Ore dsiedingows.values see ES11-1311,ESR-1966(MITeR) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 2x4 DF 816BTR LOAD DURATION INCREASE= 1.15 BC: 2x9 DF 816BTR SPACED 29.0" O.C. 2-3=( 3) 50 2-9=(-8) 8 3-9=(-43) 68 2-3=(-73) 12 WEBS: 2x9 DF STAND LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 42.0 PSF 0'- 0.0" -47/ 300V -9/ 28H 5.50" 0.48 DF ( 625) OVERHANGS: 12.0" 0.0" 2'- 0.0" -52/ 61V 0/ OH 2.00" 0.10 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Cs=1, Ce-1, Ct-1.1, I=1 12 6.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 REQUIREMENTS OF INC 2012 AND INC 2012 NOT BEING MET. MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX Ti CREEP DEFL= -0.003" 8 -1'- 0.0" Allowed = 0.133" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL= 0.003" @ 1'- 0.2" Allowed = 0.084" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL= 0.003" @ 1'- 0.2" Allowed= 0.126" MAX BORIS. LL DEFL=-0.000" @ 1'- 10.3" MAX HORIZ. TL DEFL=-0.000" @ 1'- 10.3" Wind: 120 mph, h=16.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. f 0 . illif o 111111111111111.0 I IMo iiii:::iiie OP 1 M-2.5x4 M-1.5x4 y ,1 i' 1-00 2-00 D PR 0NG'NEF�s/0 89782PE , JOB NAME: DR HORTON PLAN 3729 ELEV A- J2GE Scale: 0.9800 ' ` • WARNINGS: GENERAL NOTES. unless Mnoted:be: TZ'1155• J2GE ornamentmn 1.Bulhbrand erection wM°dor•hourbeadAeedofenGeneral Now I.TNadesignlebasedonlyuponlMparameter parameeaMisfor an individual A r OREGON '� `f' and Warnings before construction commences. buldWg ornament Appwbisy of dormparameters and proper ('• 2.Sol mee..,ee web bracing met*.burled where shown«. Incorporation elmmpoceM lathelathercapondhilny DIMDIMwgdnp dWisner.3.Addlbnd bmpomy bracing b thorn starry during ameMdbn 2.Deere assumes the top and bottom chordate be Meaty braced at '9R e' a y AS 2 s t(.,Q' k the rNponePolpy of the rarer.Additional permanent bracing of 7 o.c.and at 10.4 en.respective*rubor braced throughout their length W DATE: 10/26/2015 IM evnietmem•le Me meponsblfly of the bulking designer. <.tepadlinume tdginh r Meehdseng reuiredwere •ore44 m drynb8(BC). AUL - J.ln eirto of trues orrensrecapequhhe nameWoporn SEQ.: K1489219 4.Nene Wawhelets an at no compotIn..mM any after de ll greater than 4.A Design n assumes trusses tries at.In 6 sealility Inano edaewrmedor. hdenmam armlets and d m time Wow any bads gnabr 5.and tor'nysbuae•get e he need In a noncertwN••mkonmeM, design bade be appbd b any mmpen•M. and am for`dry cendpon',r um. TRANS ID: LINK 5.CornpuTneMen.m:tnlover dndaaeumesnoemkntllyfar ne S. °pmumm°°,tin°cal'„dngM°'^app°daWm^•B„„n°rw°dgeif EXPIRES: 12/31/2016 fabrication.handing,shipment and Installation of mmpenenk. rye '.°°aes al be adequate asbathWeserMrs,provided.n October 26,2015 Q Inedasgnle sublect of which sli imfomeet rheby S.Pbbcinclhe beaoin Daren hcesof Mrs,and placed so neo-mnitt TPVP/fCArBCSI,miles of wnfW vM M/umfehW upon request. since:dica•path Jetpc°Mernche MITek USA,InefConpuTrus Software 7.8.7-SP2(1 L}E s9.Digits indicate Me,p laked e*Inches. 10.For Wdc amnion*,plate deelgn vabm see ESR-t Ji t.ESR-19S/(MIA) This design prepared from computer input by ARIEL TRUSS VANCOUVER, WASHINGTON LUMBER SPECIFICATIONS TRUSS SPAN 3'- 0.0" INC 2012 MAX MEMBER FORCES 9WR/GDF/Cg=1.00 TC: 2x9 DF TR LOAD DURATION INCREASE= 1.15 BC: 2x4 OF 4116BTR SPACED 29,0" O.C. 1-2=( 0) 50 2-9=(0) 0 2-3=(-56) 11 TC LATERAL SUPPORT <- 12^OC, DON. LOADING BC LATERAL SUPPORT <= 12"OC, DON. LL( 25.0).DL( 7.0) ON TOP CHORD= 32.0 PIF DL ON BOTTOM CHORD= 10.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 92,0 PSF 0'- 0.0" -31/ 306V -7/ 930 5.50" 0.99 DF ( 625) 2'- 9.2" D/ 33V 0/ OH 5.50" 0.05 DF ( 625) Snow: ASCE 7-10, 25 POE Roof Snow(Ps) 3'- 0,0" -16/ 73V 0/ 00 1.50" 0.12 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 12 6 00 p. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LIrL/290, TL=L/160 BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP MAX LL DEFT.= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL). -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL= -0.005" @ 1'- 9.6" Allowed = 0.171" MAX TC PANEL TL DEFL= -0.007" @ 1'- 9.6" Allowed = 0.257" MAX HORIZ. LL DEFL=-0.000^ @ 2'- 11.2" MAX HOAIZ, IL DEFL=-0.000" @ 2'- 11.2" 3 / Wind: 120 mph, h=16.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 0 oo eril 1 M-2.5x4 l y l 1-00 3-00 'PROVIDE FULL BEARING:Jts:2,9,3 , �, q50 PR°Fes c OG1NEF.i9 U/0 l'....... `), :9782PE " JOB NAME: DR.HORTON PLAN 3729 ELEV A- J3 Scale: 0.9065 VI"WARNRIOB: GENERAL NO7E3, unkca otherwise noted: ' Truss: J3 Builder end erection comY eetorwuNbeadukGilead I.This design Ybased only upon the paxRan parameters ktor anNWNmuy •-EGON ane Wamlrge before construction commonses, bulling component Applbabkty of decgn parameters and proper 3.h4 compraisbn web briding mustbefMteMd them shown r, mcorpemtbn el sentiment lobe responsibility Ogle bulking dragster 3.Additional kmpon y bnMpto insure ekbltpda rap cone6wibn 2.Design seines the topma bottom chews to be tele sS ye be 17,9 G4 RY AS .., ,4� Wile rspoed sty of the erector.Aditlansl permanent bating of Zow.m/x 10 a.e,respectively unless pap!Xrwxgheutinsb Nn�h by \ DATE: 10/26/2015 en arena structure lathe comag01 sheathing such es plywoodet»ammg(rc)endfor dynal(BC} rein.y seely al wrong designer. J.In bawdsbridging or labial bracing revisit vim Mew.. PAUL P SEQ.: K1489220 4.Nolo tshouldbeeppledtoeycommentuntilaMralbracingsnd 4.Indallatbnofhues Isis responsibility athe respective=ticks. %onisant drnpNla and at no lime should may bads gaster than 5.Deign nomas buns en to be and Ina non onoeke enwronmem, TRANS ID: LINK Melgnloses besptltlieto any componem .m.aforaypnamon a use. 5.CompuTrus hes n control over and assumes no rsyropDpymrthe E.Deign nomas MbesmgxMrgpelle shone,Spm or wxlgeX fabrbalon,handing.shipment and 1pkgetbn of compenedi, Igfls EXPIRES: 12/31/2016 6.This deignkfumkhedaubpit*th.lmlrtions set bmlby 7.PDatesMiwmasadegonbothhouate ebpnsWW. October 26,2015 TPNMCA In BCS',risks of which q7 be furnished d.Plates Mil be see fold center lines. MiTek USA,IncJCompuTrua Software 7.6.6(11 B.Digits Indicate sbe elide n inches. 10.For bask connecter plate deign woes n ESR-1311.ESR-rile @MTeh) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 3•- 0.0" Wind: 120 mph, h=1E_9ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, TC: 2x9 OF 515015 LOAD DURATION INCREASE= 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x4 OF N16BTR SPACED 24.0" O.C. load duration factor=1.6, WEBS: 204 DF STAND End vertical(s) are exposed to wind, LOADING Truss designed for wind loads TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)-DL( 7.0) ON TOP CHORD= 32.0 PSF in the plane of the truss only. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSI TOTAL LOAD- 42.0 PSF Note:Truss design requires continuous Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) bearing wall for entire span UON. Cs-1, Ce-1, Ct=1.1, I=i LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-00 T T 12 6.00 (7' M-1.5x4 3 -, ,-I YY .a er M-2.5x4 M-145x4 1 ), 1 1-00 3-00 � E .,F. -io So. 2� f. :9782PE • JOB NAME: DR HORTON PLAN 3729 ELEV A- J3GE Scale: 0.645E T WARNING& GENERAL NOTES, aenet.sd..noed: V F / ,. 1.&Oder and neuron n°Mdortlwub be adSIsed of ell General Notes 1.This design eased edy upon the parameter shown and is for en tdlosis l A 9A_ •'EGON e Truss: J3GE end Warnings before construction commences. boldin component.Applicability or design parameters and proper (y -ISI. 42 2.gill aompressbn web Metlrg must be eeelW weraeewn*. i Tendon or component a the neponeibNry or the building designer. -7,94l./ V Q. Q'1' 3,Aedtbalromperary bracing to recess ti.b9by dntgandnwwn 2.De.ipendsils the top arMtotem dohs to beWendybread at '`IRY �5 Islera.pensibity of the.reeler.AdsWenel permanent Med r Ise, and si100.4ro.padesly udessbraaa taeuptwultwi�krgm by \�� Miming continuous sheathing web as*woodrd sled ed(ic)een a drynwlll9E). �. DATE: 10/26/2015 1e overall*turner*I.t1e mponetdNy of the billing designer. 3.94 Impact bridging or lateral bracing required where shorn.. SEQ.: K1489221 4.No load should be applied to eey ewnpen.m until after se brewing end 4.IDnesstagn tens nssmesM,eee eto nbuwdrthe respeoconbada. tssi.nera ere eempee end et no time should rimy bad.greeter than TRANS ID: LINK dation loads be rippled to any compen.d. d.aDe Ise nd are ror...n,.rye Mb..gax.gl�*�°wn.sem or wedge s.Campdfrasaaneano-elover endaarim..arespeen ibltylerMe necessary. EXPIRES: 12/31/2016 fabrication,eandng.shipment and mkeI sen or components. 7.Design assumes adequate drainage Is groveled. October 26,2015 A Thy design is famished ewNd to the Imtnbn eat rami by e.Plats eh.I be leaped on both leaser truss,end peas so two-ceder TPOWIT.A in 9091.copies or which will be renehed upon mouew. Inn and4e well Joint center Ines, 9.Oges 11150.a eke stilet.M noes. MITek USA,Ina./Cempuinre Software 7.6.7-SP2(IL)-E 10.Fa basic conned*r pete dWgnvNws seri ES151311.ESR-1988(MRes) w FEBRUARY 14, 2012 Standard Gable End Detail ST-GE100-001 ii ® MiTek USA,Inc. Page 1 of 2 LII1LIJ Typical_x4 L-Brace Nailed To 2x_Verticals W/10d Nails,6"o.c. Vertical Stud Vertical Stud (4)-16d Common- D \ ` DIAGONAL Wire Nails , ` BRACE O` MiTek USA,Inc. <117 ` 16d Common SECTION B-B �` Wire Nails DIAGONAL BRACE er.""11111111 Spaced 6"o.c. 4'-0"0.C.MAX (2)-10d Common x6 Stud or Wire Nails into/-2-11.-x6 1111 2x4 No.2 of better 2 TRUSS GEOMETRY AND CONDITIONSr= \ SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nailed To 2x_Verticals Ai iiiiit7112 SECTION A-A w/(4)-10d Common Nails Varies to Common Truss2x4 Stud.. ��%/i!%//////!%/////!!%//////./.%/ ,: SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH(2)-10d NAILS AT EACH END. Is 3x4= (4)-8d NAILS MINIMUM,PLYWOOD WAV/'////iii �MAII//1/4///�%/A�� SHEATHING TO 2x4 STD SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B 24"Max Roof Sheathing NOTE: 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. ;I-rMiNliMMlli�V�rr / 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND 1'3" ��_ �_ `` WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. (2) 100' ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT /Z r. (2)-10d NAILS BRACING OF ROOF SYSTEM. 10' 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4-0"O.C. /TrU$- -S 24" o.c. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A I.. / 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL ��_ BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. r ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. /2x6 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 0240. at 1/3 point COMMON WIRE NAILS AND ATTACHED 8. THIS 9. DO NOT USEL DFOES NOT APPLY TO STRUCTURAL LAT BOTTOM CHORD GABLES NEXTTO SCISSOR if neededABLES. _; (5) Od COMMONS. TO BLOCKING WITH1 11 TYPE TRUSSES. End Wall ;i HORIZONTAL BRACE (SEE SECTION A-A) Minimum DIAGONAL 2 DIAGONAL Stud Without 1x4 2x4 BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SPF Std/Stud 12"O.C. 4-9-12 5-6-7 7-10-0 9-7-7 14-5-3 2x4 SPF Std/Stud 16"O.C. 4-4-7 4-9-8 6-9-6 8-8-14 13-1-5 2x4 SPF Std/Stud 24"O.C. 3-9-10 3-11-0 5-6-7 7-7-4 11-4-14 X Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d common wire nails 8in o.c.,with 3in minimum end distance. Brace must cover 90%of diagonal length. MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98,ASCE 7-02,ASCE 7-05 100 MPH ASCE7-10 125 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION a " Center plate on joint unless x,y 6-4-8 dimensions shown in of Failure to Follow Could Cause Property 1 /4I (Drawings not to scale) Damage or Personal Injury offsets are indicated. ram= Dimensions are in ft-in-sixteenths. viNk Apply plates to both sides at truss 2 I. Additional stability bracing for truss system.e.g. and fully embed teeth. 1 TOP CHORDS 3 diagonal or X-bracing.is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For Q 1/16' wide truss spacing.individual lateral braces themselves may require bracing,or alternative Tor I iY bracing should be considered. .iMirlit O 3. Never exceed the design loading shown and never Iii U U stock materials on inadequately braced trusses. O161114Arb 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate ~ rr ' ,. r— designer,erection supervisor,property owner and plates 0 +: from outside BOTTOM CHORDS at 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 eoch This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fury.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 I. 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/IPI 1. •Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise Holed moisture content of lumber P q shall not exceed 19%at lime of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted.this design is not appicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: 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.Generot practice is to to slots.Second dimension is ER-3907.ESR-2362.ESR-1397,ESR-3282 comber for dead toad deflection. the length parallel to slots. I I.Plate type,size.orientation and location dimensions indicated ore 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 SW represents values as published specified. P Indicated by symbol shown and/or by AWC in the 2005/2012 NDS by text in the bracing section of the 5P represents ALSO approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective dote of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing of 1011.spacing. or less,if no ceiing is instated.unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. *IIIndicates location where bearings 16.Do not cul or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. j♦jN reaction section indicates joint — I7.Instal and load vertically unless indicated otherwise. number where bearings occur. .. Min size shown is for crushing only. MIEN reill18.Use of green or treated lumber may pose unacceptable �� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI l: National Design Specification tar Metal 19.Review all portions of Ihis design(front.bock.words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. ■ BCSI: Building Component Safety Information, k a 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling. j\/ �T� ANSI/WI t Quaity Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:mil-7473 rev.01/29/2013