Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Plans (32)
. /1-1,6 7-4xXGC, -CX-J 6 MU o ‘t ‘eA l`a° ' GSI KS 7/12 GD D.R. NORTON c71 a JL iL 1 IL- IL G. .8PLAN 3709 "A° I CU 1 Q-ks) 22-00-00 1 = SPAN , _ 201 NOV 2 2010 3Q 7/12 11 ' 'IGA LOWER 4 BIIIIIUNGIDIVISW J /- 6 L". . / U?PER ROOF 5/12 5/12 PITCH 1-0 O.H. 7/12 PITCH 1-0 O.H. o 69 25# LOAD CD CL w CD "' CD 1 2 3 4 5 6 7 8 9 10 CD 0 0 /- ( . . . DRAWN BY: KEVIN LENDE LOWER 017/12 ARIEL TRUSS 574-7333 GARAG Cr sir ' irg irlt•�rf it 8Gl x/12 Go o CCiYZ0d-,i JACKS / C,1" rt CI ill 4-00 c SPAN '(IT.. '144‘V`-X, -3 SZAf H A ��A V�� r 7/12 JA S Ow' I, f Ii JI I. J IL ICS o 1, 1 cv D.R. NORTON 22-00-00 PLAN 3709 "A" 1 2 02 GARAGE RIGHT 7/12 cC LOWER 4 5 6 LL 6/12 PPE': ROOF I 0 0 0 U..1 I z C__ 1 2 3 4 5 6 7 8 9 10 5/12 PITCH 1-0 O.H. r 7/12 PITCH 1-0 O.H. CO 25# LOAD . 1 7/12 LOWER DRAWN BY: KEVIN LENDE 451, GARAGE ARIEL TRUSS 574-7333 R/S , (g) i_ a� r o , M 0 , v Eel; � �ro o r1 ilia m V a sir i i■ i i i i . I i Cel kg JACKS y11-04-00 y 19 19 SPAN a LL 1` „' ?, 1 M 7 moo 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: K2483871 thru K2483884 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ,4€o PR0FFss Cl"" �NGINEF9 0 '. 89200PE 9r , OREGON o, �lv� MFRRI0.- •. October 19,2016 Baxter,David IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s)identified and that the designs comply with ANSI/TPI 1.These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek.Any project specific information included is for MiTek's customer's file reference purpose only,and was not taken into account in the preparation of these designs.MiTek has not independently verified the applicability of the design parameters or the designs for any particular building.Before use,the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. 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 618810 LOAD DURATION INCREASE = 1.15 ( 472) 1108 3- 8=(-327) 225 BC: 2x4 DF#l3BTR 1- 3=( -34) 57 2- 9= - WEBS: 2x4 DF STAND SPACED 29.0" O.C. 2- 3=(-1373) 614 8- 9=( 730 8- 4=( -49) 349 3- 5=(-1093) 412 9- 6=(-972) 1108 9- 5=( 327) 225 LONDIOG 4- 6=(-1373) 412 9- 5=(-327) 225 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1373) 614 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( -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/ 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 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 1 T 4-11 6-01 6-01 4-11 f f f f 'f Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 7.00 M-9x6 ' :-,17.00 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 ,'\ Trussvdesignedfortwindosed l loads wind,, in the plane of the truss only. M-1.5x4 3 N0N✓s 4 eveIIIP111611444:-1.5x4 Jo o M-3x4 M-2.5x4 M-2.5x4 M-3x4 I 0 M-3x6(0) J, l b y y 8-09-12 4-04-08 y 8-09-12 y `� O PROFF�, 1 l 11-11 10-01 y y �", �NGINEFR `r/p2 1-00 22-00 1-00 Q 9 :9200P j�JOB NAME: DR HORTON 3709 A - Al Scale: 0.2550 AMM NO 1. WAMPUM: 6TN.d lgn lab unless en*.pwanmte -74. ",i7 OREGON tu X40 7.Bt lda and erection contrader Mould be edwsed of all General Notes 1.'Ms design b basad only upon*.parameters Mown and la bran individual Truss: Al and Warnings before comnMbn oemmanaa bulkling component.component I ity of design parameters and paper 2.2N comprodon who bracing must M installed where ahnew., Incorporation of component n1M resPend. or me budding designs. ` 3.Addlbnel temporary bracing to Insure stability during construction Z Oveign,sanwams top and bottom e..b to M oaiNh timed at �O '�Y 14 2 P} is Me rssponsbNMy of the areotor.Mdtiienal permanent bracing of 7 e.c.and at iy o.c.re ch on ply unless bread(TC(and/or malt length by Q 10/18/2016 0.wenn structure s he re.pondaxy m M continuous sheathing each as plywood sheathing(TC)and/or drywen(BC). p R 10- DATE: {� butlgnp deairn•r. 3.9.Impact bridging or latent bracing required respective shown Sc fl SEQ.• K2483871 4.No load should be applied to arty component urAeam al bracing end w IrMalatan of Irws n me responsibility enter sp.dNe comred°, • Wieners are complete end at no time should any bads greater than 5.Design names troves en tone used tree non-corrosive environment. dpi roads be n ay component. end for condMan of use. TRANS ID: LINK de 5.c...,...Ms no control over end assumes no reapensMHMy for the B.Design sesames M bearing et•1 supports shown.Shim or wedge H EXPIRES: 12/31/2017 neasaay' fabrication,heeding.shipmentwMM shipment and Inn of lab 7a.Design etess isc".dwn'hI"g'""nna,anOctober 19,2016 8.Thndesign knannned cabled to the Imitations set forth by d.PbnsMd to boated on bons foams et true,and pieced so ceder TPHNRCA in BCS',copes or which etre be fumhhed upon request Mies coincide wah loins ander lines. MRek LISA.Inc./Com u7rua Software 7.6.7SP2 7 L E B.Digin Indian stirs of plate n Inches. P ( 10.For bask connector plate design wlues see ESR-1311,ESR-1988(IMTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0,0^ TC: 2x9 DF A146TR IBC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 BC: 2x4 DF 816BTA LOAD DURATION INCREASE = 1.15 1- 2=( -34) 57 2- 8=(-972) 1108 3- 8.(-327) 225 WEBS: 2x9 DF STAND SPACED 29.0" O.C. 2- 3=(-1373) 614 8- 9=(-273) 730 8- 9=( -49) 349 LOADING 3- 4=(-1093) 412 9- 6=(-472) 1108 4- 9=( -49) 349 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD 4- 5-(-1093) 412 9- 5=(-327) 225 BC LATERAL SUPPORT <= 12^OC. UON. 32.0 PSF 5- 6=(-1373) 614 DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( -34) 57 OVERHANGS: 12.0" 12.0•' TOTAL LOAD= 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 2' 0.0" -151/ 1038V -163/ 16314 5.50" 1.66 DF ( 625) 22'- 0.0" -151/ 1038V -163/ 16314 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, TI=1/180 MAX LL DEFT, =-0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFT,= 0.035" @ 8'- 9.8" Allowed = 1.054" MAX TL CREEP DEFL= -0.080" @ 13'- 2.2" Allowed = 1.406" MAX LL DEFT,= -0.002" @ 23•- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.018^ @ 21'- 6.5" 11-00 11-00 MAX HORIZ. TL DEFL = 0.028" @ 21'- 6.5" f' 4-11 6-01 6-01 f f9-11 '( f f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.00 M-4x6 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=1.6, JLEnd vertical(s) not exposed to wind„ Truss designed for wind loads in the plane of the truss only. 3.T, M-2.5x4 or equal at non-structural diagonal inlets. M-1.5x9 / M-1.5x4 3 \ ...7 N O N or O O 1 �- _ 4• m 9 • o M-3x9 M-285x9 M-2.5x9 M-3x9 0i M-3x6(5) b 1 ) ) 8-09-12 4-04-08 y 8-09-12 y 010PROF�s b y y 11-11 10-01 � �'AGINEL- izq s/O 1-00 22-00 l l �� 1-00 Q 89200PE 9r JOB NAME: DR NORTON 3709 A - A2 �.` wM Scale: 0.2550 WARNP4GS: GENERAL NOTES, unless otherwise noted ftp cc Truss• A2 l•BMldarand eroctioneontraclershould beaddendef,n°emnlNotes 1.Tlkdesign kbaatlenyupon Rrwrometentherm end iabrmindNlduel "yL OREGON X43 and Wemlngs before construction commences, MINN component.AppFeablly of design parameter and proper 2 9r4 complexion web bracing must be Instated*bete shown.. Incorporation of Component k the rapo,NbRty of me barking designer. ,O ° 7 4 253s T 3.Additional temporary bracing b knee alebmly during combustion 2.Design assumes the top and bottom chores to be Murry tossed M DATE: 10/18/2016 Is the raepomlbmyofthe erector.Additional permanent bracing et YcofoRY.waatahnM�t napsh way unless breed throughout then length byAll P the mend.Imdure tome responsibility of me building designer. n9 acingplywore sheataired More es., eryw.B(gc). 0.No load be•ppkd to any component until sifter a1 3• broad bridging to e,.lateral bracing rgwr.d'aMro atmwm.. FR R 10- SEQ.: K2483872bradngend 4.I responsibility hakmn are complete and at no tine should any Inds grater than 5.Design assumes busses are robe used Ina mneorrabe environment, TRANS ID: LINK design loads be applied tray ig compemntand am bre dry eondtlon of use. 5.Compullua hue no control mar and mum.no responsibility for the 6.Design assumes full bang at al supports show.9Nm or wedge d EXPIRES: 12/31/2017 y. fabrication,handing,shipment and InereHRon of components, ne eton ca 8.This design Is subjectTuml.heesubjectto Sr.limitations set faith f by 7.Design•Plates 61 b e•adequate drainage le provided. e boated TPWVICA In BCS,,coplM of ditch colla furnished ned upon l.qu « Ibath nes. elinns,aM placed no meld center October 19,2016 Wink USA,IneJCorrpuTtus Software 7.8.7- iL 9.Digits indicate abs Opiate k inches. '�( )-E 10.For beak connector pier design mhos sae ES144311,ESR-1988(MOM) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 22•— 0.0" Design conforms to main windforce—resisting TC: 2x4 DF k1&BTR LOAD DURATION INCREASE = 1.15 system and components and claddin criteria. BC: 2x4 DF 4148TR SPACED 24.0" O.C. p g 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 Unbalanced live loads have been TOTAL LOAD= 42.0 PSF in the plane of the truss only. considered for this design. LL= 25 PSF Ground Snow (Pg) 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. 11-00 11-00 I' 12 7.00 p IIM-4x9 12 3 Q 7.00 RI IIII0 t2 '� I` o 0 17 0 0 M-2.5x6(S) o M-2.5x4 M-2.5x4 J, y 0 PROF 11-11 10-01 ti. Fs J�� �� _ -Go EF9 bio 1-00 22-00 2 �- :9200P �v JOB NAME: DR NORTON 3709 A — A3 Scale: 0.3425 jdillP . WARNINGS: GENftRALNOISS, unlessothamisenotert • OREGON Q 1.Builder and emotion contractor should be advised of a GOMM Notes 1.This dasge lot seed only upon be perimeters shown end is bran individual Truss: A3 and thoedege before comtrudbe commences. bidding component AppBebAlhy of design parameters and proper A 2.2x4 comineeebn web bachg must be Walled whore Moon+. Incorperamn of ssepemM is the responsibility of Me building designer. Q _7 li �v O�� �� 3.Additional temporary bracing to Mere stability during cwishrclbn 2.Design assumes the top end bottom chords to be Morally lined at 7 -(,� ( . hint nepombely of the erecter.AddBbmlpemiamMbracing of lex.and st iV o.c.rends esayr cies*baed throughout their length by >y"�`_ DATE: 10/18/2016 IM overall shudrrrelsme raapemeg.y alba building designer continuous0Impact bridging or loenmpyng Squiredd ng(e shown) 4aryw.Y(Oei. '=I�C7 RIO- DATE: g 3.In Imptict bridgsg or lateral bracing y ntlh.when shown++ R R SEQ.: K2483873 4.No load shouki be tippled to any component until alter al bracing and 4.Design of trues is the reeponsblee of H. respective cortndw. hahmrs aro complete end et no tion should any beds greater than 5.oeegn aewnas trusses we a be east m a noncorrosive environment, destgn hods M applied b any component and are for Irby condition'of use. TRANS I D: LINK 5.CompuTrus hes no control over and assumes no responsibility for the B.Design assumes full bearing a a1 supports show.Salm or wedge M EXPIRES: 12/31/2017 fabrication.handing,shipment and Insta/den of components. T.Design:samba adequate drainage b provided. October 19,2016 e.This design is'mined settled to the eaetbm set lost by 8.Plates shill be batted on both aces of hum,end pieced so nab enter TPPMTCA In 8551,copies of WOWS be furnished upon request. hoes coincide with)cid center Ams. MiTek USA,Mc Trus Software 7.8.4-SP 1 L-E 5.Digits indicate she Opiate In Incas. JCompuH ) 10.For bask connector plate design values see 000-1311,ESR-1988(Wee) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF#16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF#16BTR 1- 2=( -39) 57 2- 8=(-376) 1199 3- 8=(-312) 209 4-14=(-106) 647 WEBS: 2x9 DF STAND SPACED 24.0" O.C. 2- 3=(-1439) 511 8-11=(-292) 875 8- 9=(-163) 522 12-19=(-174) 0 3- 9=(-1395) 977 11-13=(-168) 998 9-10=(-179) 0 14-15=(-163) 522 LOADING 9- 5=(-1395) 477 13-15=(-242) 875 9- 4=(-106) 697 15- 5=(-312) 204 TC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1439) 511 15- 6-(-376) 1199 11-10=( 0) 93 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( -34) 57 10-12=(-372) 0 OVERHANGS: 12.0" 12.0" TOTAL LOAD= 42.0 PSF 13-12=( 0) 93 LL= 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: BC CONC LL+DL= 62.5 LBS @ 11'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x9 where shown; Jts:2,6,9-10,12,19 0'- 0.0" -132/ 1069V -163/ 163H 5.50" 1.71 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 22•- 0.0" -132/ 1069V -163/ 16388 5.50" 1.71 DF ( 625) Unbalanced live loads have been REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. considered for this design. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1•- 0.0" Allowed = 0.100" MAX Ti.CREEP DEFL= -0.003" @ -1•- 0.0" Allowed = 0.133^ MAX LL DEFL= -0.050" @ 12•- 7.8^ Allowed = 1.054" MAX TL CREEP DEFL= -0,218" @ 12•- 7.8" Allowed = 1.406" MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.016" @ 21'- 6.5^ MAX HORIZ. TL DEFL= 0.028" @ 21'- 6.5" 11-00 11-00 5-08-15 5-03-01 5-03-01 5-08-15 Design conforms to main windforce-resisting Ifsystem and components and cladding criteria. 12 7.00 M-4x6 12 Wind: 110 mph, h=2Oft, TCDL=9.2,BCDL=6.0, ASCE 7-05, ''''..]7.00 Enclosed, Cat.2, Exp.B, MWFRS, 4 6.0" interior zone, load duration factor=1.6, 4.+( End vertical(s) not exposed to wind„ KM Truss designed for wind loads in the plane of the truss only. M-1.5x9M-1.5x4 3 II 10 12 14 A N 0 c0N g Em MN O 1 10 8 11 13 15 - . O M-4x6 M-2.5x6 M-2.5x6 M-4x6 t O M-3x6 CS) y l l 1 i6z.so#b 1 l 5-10-11 0-11-042-06-05 3-03-09 2-06-05 0-11-04 5-10-11 y c OF J' y 11-11 y 10-01 y �j�```N`3P F�C`�s/ 1-00 22-00 J. J. WCC. 9 q� 1-00 Q 89200PE ° JOB NAME: DR NORTON 3709 A - A4j./� Scale: 0.2425igiir • WARNINGS: r I. . GENERAL1.TN.de NOTES, unless otherwise.0p.r ted �l Truss A4 1.Buller and erection centred°,anedd be advised of al General Notes 1.This design N based only upon tedpnmetero Mown and I.for en ha0vidual 7, A OREGON w �Ay and Warnings before aonsbudlon commences. adding component.Appgaablgy of des �l Vr 2.2114 compression Web bracing must be Metaled where ahem+. Irneorporatbn Ofcompened lythe parameters enc Proper 3.Additional tsmpenry bnekg to insure eabRy during a,lemall°h 2.Design.comae me top and bottom dardstobe Merely bossed aof the building t t 4� le the responsbily Woo erector,Add6nnel permanent bracing of 7 o.e,and et 10 o.e,nepedNeN unties breed throughout met length by /� v' P� DATE: 10/18/2016 the moron alructve N ms continuous sheathing such es plywood eheathbm(rC)angor dryw.B)Bc). nepenebiy of the buldbig designer. 3.2.Impact bridging or ideal p SEQ.: K2483874 4.No bad should be applied b any component and alter al bracing whoreMomRR'L tirobracing 4.Inebriation dam re to be usility ed In omorreeoomviron /aNlon H da a applied p li a end at rio time Mould any beds greater man 6,end.,assumes hisses an to W used m a nori<onawe environment, TRANS ID: LINK a.egnbedeb..ppedb.yampensnt. end arobr•eycond°,tutuse. 5.CempuTnnhaenocomreloverandaaumeenoreeponabgpyforme 6•e.alp^aaW^"aR/bNnn9atalsupperNerori.BhlmorwedgeX EXPIRES: 12/31/2017 fabrication,heading.shipment and Indelason of components. n..i fl S. (� .1 C 6.Thisdeslgn is furnished subject tothe Imitations sly form by 7.Pates Mali be sated dollops Antos an Octoberd. 19,2 1V TPINWrCA In BC61, 8.Plates enol be healed on both Naea/Wes,aed placed so melranter sepia of WOO call be furnished upon request Imes coincide with Joint anter lines. MiTek USA,McJCotnptlTrus Software 7.6.7SP2(1 L}E B.095.Indicate sle.of piste N Inches. 10.For bash connector plea design virtues see ESR-1311.ESR-1866(Minsk) 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 TC: 2x9 DF f11&BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x4 DF 61&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. DON. 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. LL = 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall CON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2009 AND INC 2009 NOT BEING MET. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 5-08 5-08 T 1 i. 12 7.00 17. IIM-4x4 12 Q 7.00 3 z cu CV m �O _0P I 1 / /////////////////////////////////////////////l////////////////////////////////////// / I 5o O M-2.5x4 M-2.5x4 1-00 11-04 1—��,�p PRQp ��5 NAG 1NEF: /V 2 Q 89200PE �r JOB NAME: DR NORTON 3709 A — Bl Scale: 0.5586 •! l WARNINGS: GENERAL NOTES, uunisss otherwise nots& NO 1.B.sderand eredbncono-.erorshswdbeadwedofNIGeneral Notes 1.This deign isbawd**we empemmetereshown and isfor anIndNldal y OREGONV Truss: B1 and Winnings before constructioncommencee. buWtrlgcomponent.Applicability ofdesign penmetenand proper L/ /��`' O2.al400mpreadenwebb,ede5 UabeMMaedwher.hew.. z.o.arpn oom.emrop�abtheresp�ottom mr imw the building era oe&e�r. "8.Addgbmllamporry br.ang b kpwa re durbg eondnnibn y eo.and at10 on.respee55sly unless braced t roughout their le ism.mgron.by of The e,odor.AddNonel pemnenam booing of "�'M' DATE: 10/18/2016 ow overall structure is the respondany ergine busing Weisner. continuous amamnr such as plywood aired w gree hewn,dryw,n(Be). (gy R 3.2a Impact budging or lateral bracing required where shown.• e F7 '�� SEQ.: K2483875 4.Nekadshould beapplied to noISe.enemrnA Wee ytcedoga.e.rgend 4.Dwareonofbe.seoethe 01.ponemctyofthem.00esdcontractor. heteners are complete and at no lime should any bads mentor that: 5.Design eswmes busses ars to be used Ina neneorrosive emlronment. TRANS ID: LINK dadgnloads beapplied toenycomponent. and are for drymMNon cru.. 5.CompuTms hes no control over and names no rogreneblty for the 5.Design assumes full bearing at.t supports shown.SNm or wedge l` EXPIRES: 12/31/2017 newlabrkeehan en, dlkp,ddpment and s.f.Mllon of components. T.Design ass umes S.This design is furnished mined to the limitations set forth by S.Platers drag be bated at/equate on boon lama offuss,and Ostrow is TPWJ1CA m SCSI.copies of Wien Ml be funnelled upon request. lines coincide em,)cod center linea. planed so drolrmmr October 19,2016 furnishedb 0.Digits indkate size of plate in kwhe.. MiTek USA,kicJCompuTrus Software 7.8.4-SP4(7L}E 10.For beak connecter plate design values see ESR-1311.ESR-1988(MRek) 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/C 1.00 TC: 2x9 DF B16BTR LOAD DURATION INCREASE = 1.15 g 2-3=1 -38) 57 2-5=1-90) 4 3-5=(-170) 119 BC: 2x9 DF 91&BTR SPACED 24.0" O.C. 2-3=(-100) 78 WEBS: 2x4 DF STAND 3-9=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -63/ 380V -92/ OH 5.50" 0.61 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 7.0" -26/ 225V -92/ OH 2.00" 0.36 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL= -0.003" @ -1'- 0.0^ Allowed = 0.133" MAX TC PANEL LL DEFL = -0.077" @ 2'- 10.0" Allowed = 0.357" MAX TC PANEL TL DEFL = -0.084" @ 2'- 10.0" Allowed = 0.536" MAX HORIZ. LL DEFL = 0.001" @ 0'- 5.5" 5-03-04 0-03-12 MAX HORIZ. TL DEFL = 0.001" @ 0'- 5.5" f 1' l' 12 This truss does not include any time dependent 7.00 M-1.5x4 9 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. o Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, "i Enclosed, Cat.2, Exp.B, MWFRS, 0 i interior zone, load duration factor=1.6 End vertical(s) not exposed to wind., Truss designed for wind loads in the plane of the truss only. N oI c 1: kVA I o �� 5 ki O 1 M-2.5x4 M-1.5x4 i l )' 5-03-04 0-03-12 1 b y 1-00 5-07 �tiQ` 'D P R OFEss Gots *NGtNEE'9 /0* � 89200PE iv-'__44..,JOB NAME: DR HORTON 3709 A- C1A Scale: 0.5510 = dore WARNINGS: ____ • GENERAL NOIEB, ,roar omerwas noted: .. Truss: CIA 1.Builder and eradlenconblgeraroddbewMaedofAGenerallotes 1.This decide Is based only upon tepanmeanMownand kbranIndiidual -74. OREGON to end Wermngs Mare nnetrudlan nmrrences. buM4ip component 8pplosWRy of design permeates aro proper 2.214 nmprwbn web bndrg met be installed when shown�. incorporation of component is responabEly of the building designer. 3.Sadpoml temp.nry bndng to est sabNy during nnahucAon 2.Design assumesma top and bottom choMsa be Wendy braced at /O 4)' 7 4 2a dh -�- a ma responsibility of the erecter.Addilwml pmaneM bradnp el I o.e.end at 10 5.0.respectively unless brand throughout their length by y� 10/18/2016 optima haeme such as plywood aired vlem Move,u dryy.g(Bc). �£p R'LA- DATE: y Mowers!!structure a me responsibility of OuAaing designer. 3.sir ImpaH bMgap or sant bhang required whew shown.. Fi SEQ.: K2483876 4.No load shook!Mwalled aany component sdgalter ail biasing end 4.Installation ofhues athe responsibility orthe respective coMnaor. Wiener era complete and at no time should my beds greeter man 5.Design assumes toms.are to be used Ina nom<omales environment. TRANS ID: LINK design leads aapplledto any component. and are ar dryewenle crude. 5.CompuTrs hes no control over end assumes no responsibility for me 8.Design assumes fust besting eteA wppoN shown.Smm or wedge g EXPIRES: 12/31/2017 fabrication,hang,MIpmMss. ainebriation of components. mammy. B.This design is furnished 5,4).51,o me admbn set amt by p.Pliiees snag bebecanted es mama%thA esofge tiva�ind placed so MO center October 19,2016 TPA W TCA in SCSI,capss of*doh wig be(sobbed upon request. Bye eotdde with)oat°neer lbws. MlTek USA.Mc.ICom uTnro Software 7.8.4SP tl B.Diggs indicate sive m pate Cr inches' F 4( )-E 10.Fan Was connecter pate design value.see EBR-1311.ESR-ItMe(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: 2x9 DF#16BTR LOAD DURATION INCREASE = 1.15 1-2=(-38) 57 2-9=(-104) 0 BC: 2x9 OF#16BTR SPACED 24.0" O.C. 2-3=(-73) 95 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG 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" -50/ 345V -105/ OH 5.50" 0.55 DF ( 625) 3'- 11.0'• -79/ 111V 0/ OH 2.00" 0.16 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 7.0" 0/ 92V -105/ OH 2.00" 0.15 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX 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" 'I' 1' 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. .14 Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MW£RS,m interior zone, load duration factor=1.6, o Truss designed for wind loads cv in the plane of the truss only. N f O or PIN O /76-2.5x9 1 1 1 1-0(PROVIDE FULL BEARING;Jts:2,3,9 I 5-07 `�'t�01 N Fig`��O Qw� �-9 89200PE r JOB NAME: DR HORTON 3709 A- C1B Scale: 0.6308 - aa� [} WARNINGS: GENERAL NOTES, unless otherwise noted: • 1.Milder and emotion contractor ehmM be*MGM oral)General Notes 1.This design Is Wiled only upon the ammeters Nom and Is Br en IMwkluel yL 21 OREGON be �4r Truss: C1B and Wettings beams construction commences. building component.Applicability at design anmeten and proper 2,Zia anpreaen web bradng mW be installed Mere shown e, hrcorantlen of component bile nepenabsy of the bidding dedpner. IO -4) 14-2°�Q�- Mum debility during construction 2.Design assumes the top and batten chorda to be Merely pose at S.Additional temporary bredrp te bflro rsepomfoRy erne erector.Additional arrrl.nant Ixadro of ze2.end at10 es.rsash.,py�misbraced throughout their length by 0- DATE: antmase sheathing such s plywood ofr.d ng(,C)enNor drywel(BC). 4R.R'`- DATE: 10/18/2016 the overall Mediae bIM responsibility ebbe bidding designer. 3.2u Impact bridging or htenl bndng required Men shown+e (l SEQ.: K2 4 8 3 8 77 4.No bed should be smiled to arm component until alar al bmdng and 4.IstslMbn or Was is the responsibility of the respective cordnder. Relent.m eompha and ata time should any bade greeter mm 5.Design assumes trusses are h be used In.norwonosfw environment, TRANS ID: LINK dedgn bade applied a any ampen5L and ere fur dry condition"bearing oils, 5.CempuTnehes acontrolover sedaeeurneaarospoe.tr15yMQtr 8.Designasumesfullbearimelsupportsahem.Stemorwedgetl EXPIRES: 12/31/2017 necessary. 1, fabrication,handling,shipment and installation ofaompnnenle. T.Design assumes adequate drainage is prodded. October 19 ,2016 8.This deagr Is finished subject to IM Imlalbne set form by 8.Plates WWI be located on bath feces et trues.end placed so their center TPNMCA b SCSI,apes of Midi all be furnished upon nqued. Ids coincide wdr pOe center Ines. 5.Digits Indicate else delete In inches. MITek USA,InafCOtnpuTrus Software 7.6.4SP4(1 L)-E 10.For bask connector Mete design values see ESR-1311,ESR-1558(MOM) This design prepared from computer input by LUMBER SPECIFICATIONS ARIEL TRUSS VANCOUVER WASH 360-579-7333 TC: 2x9 DF FIBBTR TRUSS SPAN 3'- 7.0" LOAD DURATION INCREASE = 1.15 IBC 2009 MAX MEMBER FORCES 4W3-GDF/Cq=1.00 BC: 2x4 DF S16BTR 1-2=(-38) 57 2-5=(-65) 4 3-5=(-115) 56 WEBS: 2x4 DF STAND SPACED 24.0^ O.C. 2-3=(-78) 59 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 3-9-( 0) 0 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING ERHANGS: 12.0" 0.0" VERT MAX REACTIONS REACT ONS SIZE 50.110. (SPECIES)TOTAL LOAD= 42.0 PSF LOCATIONS (BRG AREA SPECIES)) OV0'- 0.0" -55/ 315V -66/ OH 5.50" 0.50 DF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.0" -10/ 139V -66/ OH 2.00" 0.22 OF ( 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/1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 80 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL= -0.012" @ 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 MAX HORIZ. LL DEFL= 0.000" @ 0'- 5.5" f T MAX HORIZ. TL DEFL = 0.000" @ 0'- 5.5" 12 This truss not any 7.00 deformationdoes for longltermde loading (time cgi(c dependent creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. M-1.5x4 4 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, Enclosed, Cat.2, Exp.B, MWFRS, o interior zone, load duration factor=1.6 End vertical(s) not exposed to wind., in o Truss designed for wind loads I N in the plane of the truss only. mi 0 I<3. 0 I� i 1 0 1 50.--- 116 Ore M-2.5x4 M-1.5x4 l 1 i' 3-03-04 0-03-12 b J., 1 1-00 3-07 R1/4%.10 PROF4-0 c����NG NE„ ty, `z 89200PE 9< JOB NAME: DR HORTON 37D9 A- C2 ////� Scale: 0.6053 -,:j"'y . WARNINGS: GENERAL NOTES, unless otherwise rood: ,.,7-11114 >!,�/ I.Bullar and erection contractor Mould be advhsd of all General Notes 1, • ~ Q Truss: C2 end e,Warnings before construction n uld &ass, Rh dam'p based only upon the p°ramapero shown and is pan Individual 2 a2s4ndbuilding component Applkeb4ky of design parameters end proper I ,�OREGON N A14, . oempreasion web bracing roup be k,aagee Where°hove+. Incorporation of component b the responsibility of the buectrg dssiprer. L� 3.Additional amper.ry bracing m maura.I.b/y during eenetnrcaen 2.Design assumes the top and bosom chords to be Merely braced at 'O 4)' 4 y 14 20� �..k,. Nem tespoeibaky of the erector,s,.ala d permanent z sees and at IP ono.respectively vesicas braced tido rpm by DATE: 10/18/2016 Meting continuous sheathing such as plywood.heslhkg(TC)aanndfor,1°alek(B) IM mord sheltie le the reeponabNy or the buAding dedgs.r. 3.Ir Impact �W° C' % '��j'1 RIO SEQ.: K2483878 4.pbbadshould M.pped15am,ce poenlunae e,a1adbtldgagorlearelbndnplaqu required .+ rl O- 6Wen8and 4.Design ton of hues Is me lists b e Oft respective eenlnctor. fasteners Sr.complete and at no the should any lends greeter than 5.Design assumes trusses are to be used in a noncorrosive endronmem, TRANS ID: LINK design loads beapplied to any component and ere for•ayconame•Ouse. 5.CampuTrve Ms no cenlrol over and assumes no responsibility for the S.Design assumes hill bearing at ell supports shown Shim or wedge a fabrication.hen shipment end installation of components. "° as'"' EXPIRES: 1?/3112017 Q Tel.Mlgn b hmleh.d subject to the limitationssetfall by 7.Design assures adequate drainage*provided. TPWWfCA In SCSI,espies et d,kh WB be fumlehed upon request. a lines coincide with joint center Ines.Plate.Mug be loaded on both ltr�se,ae placed so mein center 19,2016 MITek USA,Mc.ICompuTrua Software 7.6.4-Sp4(71.}E 9.Duals WSW.she of plate in Inches. 10.For bank connector plate design values see ESR-1311,ESR-1988(Wok) 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: 2x4 DF N16BTR LOAD DURATION INCREASE - 1.15 system and components and cladding criteria. BC: 2x4 OF )$16BTR SPACED 29.0" O.C. Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, WEBS: 2x9 DF STAND LOADING Enclosed, Cat.2, Exp.B, MWFRS, TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)4-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= 92.0 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 vertical members (uon). s LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note:Txusdesign requires continuous RIMIIEDMSTOS OF IOE 2009 AND IRC E0 TO NOT BEING LET. bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-03-04 0-03-12 q T T 12 7.00 M-1.5x4 4 —, 3 LE rn 0 0 N 2 m Cs f- O i e 01 ���������������������m -' 0 0,17030 -2.5x4 M-155x46 b , 1 1-00 3-07 t`��p P R DFFs Q 89200PE V JOB NAME: DR HORTON 3709 A — C3 Scale: 0.6475 =rte j1 WARNINGS: GENERAL NOTES. unless eRnrx/aenoted: ' OREGON Ix �Q 1.Builder and erodes contractor should be advised of aA General Nofos 1.TNs design k based only upon the parameters shown and is for an Individual4�... wr Warnings Truss: C3 and before combustion commences. buhdmg component.Applicability of design parameters and proper V� 2.2x4 compression web bracing must be Metaled ware shown 4. incorporation of component rata reeponYNRY efth.DUMWng desgeon. /O *.'4' 14 2d�Q� b knees oddity during conduction 2.Design assumes Me top and bottom sherds hr be Many braced N 3.Addloel temporary bracing 2'e.0.and N 100.0.respectively mime braced throughout tabMEMby 4f RR1LL Is Ms responsibility of the erector.Additional permaneM bradng of continuous sheathing such as plywood ahe.Mlng(TC)anWor drywall(BC). C DATE: 10/16/2016 the mord.bsdun is Bre responsibility ofthe bulling designer. 3.24 Impact badging orlatersIDewing required Mermhown o o SEQ.: K2483879 4.Noload should be applied nany component until altar albluing and 4.InetaHNknetyma Bthe responsibility onheresimMecoMndor. footmen are csmplatm and at no See should any toads greater than 5.Design ss oe.ot,uee.s an to ba used In a non-corrosive environment, deign bads be applied to only campmwnl and are assumor Mryes hot bo.t of use. TRANS ID: LINK 6.Design meshlbeakpNdsuppodsahewn.SNmorwedgsd EXPIRES: 12/31/2017 5.Compacts Mario control assumes nepensiMNy for the rbbalen,handling,shp,ent and MWl000e of components. 7.necessary. assumes adequate anM.ge is pnsld.d. October 19,2016 6.This design M hanlahed subl.dn the IlmhNlons sot forth by S.Plans MMI ho boated on both rams of truss.and placed ea their center TPWJfCA In SCSI,copies of whkhMbafurnished upon remote. Ines coincide Mb l int mnier Mos. 9.Digits Indican Neeof MG In inches. MTek USA,Ino./CempuTru6 Software 7.6A-SP4(1L)-E 10.Fm bask connector plan design values see ESR-1711,ESR51986(MRek) _ This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-579-7333 LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF#1BBTR LOAD DURATION INCREASE = 1.15 1-2=(-38) 57 2-5=(-43) 7 3-5=(-103) 38 BC: 2x4 DF)l10BTR SPACED 29.0^ O.C. WEBS: 2x9 OF STAND 2-3=(-65) 61 3-9=(-12) 9 LOADING TC LATERAL SUPPORT <= 12^OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0•- 0.0" -58/ 301V -45/ OH 5.50" 0.48 DF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 2'- 0.0^ -19/ 69V -95/ OH 2.00" 0.11 DF ( 625) 7.00 p 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 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVELOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.002^ @ 0'- 11.9" Allowed = 0.080" MAX TC PANEL TL DEFL = 0.003" @ 0'- 11.3^ Allowed = 0.120" MAX HORIZ. LL DEFL - 0.000" @ 0'- 5.5" -1 MAX HORIZ. TL DEFL= 0.000^ @ 0'- 5.5" This truss does not include anytime dependent M-1.5x4 q deformation for longterm loadingp (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NDesign conforms to main windforce-resisting osystem and components and cladding criteria. ILO oWind: 110 mph, h=loft, TCDL=9.2,BCDL=6.0, ASCE 7-05, .-tEnclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 wfEnd verticals) not exposed to wind.. oTrussdesignedforwindloadsdil MIL a, II in the plane of the truss only. o I/43 5 CI M-2.5x4 M-1.5x4 b y .)- 1-00 1-0o 2-00 eco NAG 4- cS/0 i. Q 89200P 9r �''� JOB NAME: DR HORTON 3709 A- C4 Scale: 0.9973 (� WARNINGS: GENERAL NOIRE. unlessotlrrwisenoteS OREGON �� Truss: C 4 1.Balder end erection mine.Mould be amlaed of N General Note. 1.This design is bawd only upon Be parameters shown and A bran individual and RMmtrgs before construction commenesa. buldIng oompenerL Applbabgry of daalen parameter end proper `,. 2.244 compression web b,.d5 musthe installed when Mown.. 21i r n of ign swhne component bottom chords eho 6alba M.h Ingd.s leer. �� :r y O'\- 3.Addlbnal temporary bracing to Mur stability Gobi construction p e b © !4 (� Is the respon.bMly of the Nestor.Additional permanent brecbg of Y..e.and at 10 o.e.reepeetbely unless braced throughout Men length by d`_ DATE: 10/18/2016 meevarllatrudure AerarstorAdpyoftheerman a. 20Ie us sheathing suchI plywoodo:,.d.g(TC)andfor drywsll(8C). �}{{` V /designer. 3.23 Impact bridging or Morel bracing required where Mown.. �R RIO-LL SEQ.: K2483880 ..No load should be applied to any component wed.ver.1 timing end 4.Ineieile1bn oftruss le ere responsibility olive respective oontractor. Wiener aro complete and H no One eheuld any bads greater then 5.Design assumes busses m b be used m s nmeornoWe environment, TRANS ID: LINK daeipnb.dsMespied b any soepowM. 5.'d n ss emesMIbecondign'�.ialsupports shom.Shim orwedge tt EXPIRES: 12/31/2017 5.Compuinr Mane mntrsi over and assumes no reapombMy for thewceswry fabrication,handing.shipment and InYahwn of components. 7.Design sasubrsedequete drainage is prevnted. October 19,2016 8.This design b furnished subject to Oe Imitations eve foie by 8.Plates Md be boated on both lases of trim,and pieced so their censer TPBm?CA In SCSI,copies of which will be furnished upon rgsoa. Ines coincide with joint center lines. MRek USA,IneJCo Trus Software 7.6.4SP tit s.Dips Indicate etre of piste In Mies. t 4( )E 10.For web connector pAte design values ass ESR-1311.ESR-1988(Mitek) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-579-7333 LUMBER SPECIFICATIONS TRUSS SPAN 2'— 0.0" Design conforms to main windforce—resisting TC: 2x4 DF 411&BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x9 DF kl6BTR SPACED 29.0" O.C. WEBS: 2x9 DF STAND Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, LOADING Enclosed, Cat.2, Exp.B, MFRS, 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 vertical(s) not exposed to wind., TOTAL LOAD= 42.0 PSF Truss designed for wind loads in the plane of the truss only. 12 LL a 25 PSF Ground Snow (Pg) 7.00 1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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-1.5x4 4 -, 3 0 i o1 C o 5 6 M-2.5x9 M-1.5x9 y 1-00 y 2 iso y �oQ,�D P R°FA-,cS' GINE- • Q 89200PE f JOB NAME: DR MORTON 3709 A— CO Scale: 0.9973 _ /%, WARNINGS: GENERAL NOTES. unless eanthmMsenoted: Ile ? vw 1.Builder d erection contM contractor should be advised of General Notes 1.This design is only upon the parameters shown end is for en individual 4.1 Truss: CS endmings Wen.construction 00menu.. bulling component.Applicability ofdedgn parameters and proper �y 2.2s4 compression web bracing mat be sadsIed where dawn+, mCorporalbn of eompensnt the roepormlbRy of thsenteerp sago... LSO ' '7)' 14 ZQ* 3.Additional temporary bracing to Muri stability during conetmdbn 2.Design assumes the top and bottom dards to be laterally braced at by le ma respendblity of the erector.Addilonal permanent bracing of continuous and at ea hin0.0sash es ply woods based throughout u meborgth(, 4,9 -R \- nmMowahasthsgMemlbacngre uiredw15,0.own0dryweX(BC). � L DATE: 10/18/2016 the overall structure N me roapnnalbNXy of the 6uBdnp dsslpresr. 3.3 Impact badging or febnl bracing required where shown SEQ.: K2483881 4.No load should be applied b.ey component until after all brardrg and 4.l Ion of 5 N the�to be used T non-corrosive ntreol5enviroirmerd. tedamrs m complete and at no fine should any beds greater then assumes inissas TRANS ID: LINK anion Nada be applied to arty component 6 and ere me.edl�bos of was as Mown.Shim or X S.CompaTnaah..nacnroloverandsmarmnemapeasbRtyyforMe '� "� '�°° "°°g` EXPIRES: 12/31/2Q17 ne«werss II,,�� �+ febaweon,Minding,shipmentshipmentand'Mabllom of components 7.Design aasumes.dequete drainage Is provides. October 19,2016 e.This design Is furnished subject to the Rotations set forth by e.Plen.she,be located on both feces eftruse,and placed so their center TPLW TCA In SCSI,copes°NOM MO be furnished upon request. gens coincide with lad center Ines. 9.Digb Indicate size of plate In inches. MITek USA,InciCompoTfus Software 7.8.4-SP4(1 L}E 10.For basic connector piste dear values see E012-1311.ESR-1988 MISS) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2009 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF k1@BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF#1&BTR SPACED 29.0" O.C. 1-2=(-38) 57 2-4=(0) 0 2-3=(-77) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -67/ 322V -69/ OH 5.50" 0.52 DF ( 625) 1'- 11.0" 0/ 54V 0/ OH 2.00" 0.09 D£ ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -33/ 96V -69/ OH 2.00" 0.15 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 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 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 HORIZ. LL DEFL = 0.000" @ 0'- 5.5" f f MAX HORIZ. TL DEFL = 0.000^ @ 0'- 5.5" 12 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 3 intended use of this component. kms' 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, N Enclosed, Cat.2, Exp.B, MWFRS, o interior zone, load duration factor=l.6, mTruss designed for wind loads of in the plane of the truss only. N O f- 1 M-_ ar O 0 ►� M-2.5x4 1 ), b 1-11 2-01 LL l ; y ,PROVIDE E'BD®BEARING;Jts:2,4,3 I 9-00 �cQ,n° PR0FFss �c�� �NG{NE`c9 z 2 `r 89200PE -9f JOB NAME: DR HORTON 3709 A- C6 Scale: 0.5999 /.�1 . ''' sem__ '��..•. WAWINOS: OENEMLNOTES, unitlss omerwb.noted: WO cr Truss: C6 I.Builderand erectiona on ntraehr.newIs 40. d be ad,.e of all General Nolen 1.Thism design b based only upon .parametersawwn enl h for en individual72.. OREGON �1(� and Warangal before conabuolbn commences. building component Appgaebgy of Melon parameters and proper L 2:4 compression web bracing neat be bYaNdwMnalhown«, IneoryerNbn ofcmpneu b the repoelbNy of the buldingd.al . /fL 3.Additional temporary bracnakbarnefabliyManna coMtrucgen 2 DesIgnsaaunameropandbnene twaabaIstenybra�edal Y O Is the responablity of me erector.An.Mnel permanent bracing of 7e.e.and MfO o.c.respectively unless bneMlnoughomawtr length by O Q�� DATE: 10/18/2016 the overall structure lam.reapenabllty of the building a Sn impact sheathing such es plywoodgmdStg(7Gl endror aywal(BC). (/�.. `- v signer. 3.Zrr Impact bridging or lahrel bracing required Sten Mown a.« R R' SEQ.: 1<2483882 4.No load should be applied to any component until alter al bracing and 4.Inhalation*Muss is Ma respenebl,y*UM respective contractor, fasteners are complete and at M thee should any leads greater then 5.Design assumes trusses are to be used Ina Mn-corrosive environment, TRANS ID: LINK design leads be applied h any component. and are for'dry analtlon`sluse. 5.Gorman,.hes no control over and assumes no responsibility forme B.� n•ewes• bearing et u supports sham.Shim or wedge if EXPIRES: 12/31/2017 fabrication.banding,shipment and hgIshtlon of eempommh. Design assumes S.This design la famished subject le the fenmlbM Mt forth by 7.Designassumesadequate dntinege Is provided. TPIW rCArBGSI,copesofwhoatells.hanbheduponroqusat. B•,Mates e centerwatt joint lines. 9. °'h'•°•and�°ad,a„�rante, October 19,2016 MTek USA,IncJCompuTrus Software 7.6,4SP4(iL}E 9.Digits indicate she of plebs In Inches. 10.For bask connedaphte design values see ESR-1311.EOR-1966(4Rek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" IBC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2X4 DF#18BTR LOAD DURATION INCREASE = 1.15 1- 2=( -30) 43 2- 8=)-447) 1082 3- 8=1-310) 201 BC: 2x4 DF#16BTR SPACED 24.0" O.C. 2- 3=1-1240) 539 8- 6=1-447) 1082 8- 4=( -47) 459 WEBS: 2x4 DF STAND 3- 4=( -926) 327 8- 5=1-310) 201 LOADING 4- 5=( -926) 327 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)4DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=1-1240) 539 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( -30) 43 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 =89/ 89H 5.50" 1.32 DF ( 625) REQUIREMENTS OF IBC 2009 AND INC 2009 NOT BEING MET. 17'- 0.0" -122/ 828V -89/ 89H 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 = 0.033" @ 8'- 6.0" Allowed = 0.804" MAX TL CREEP DEFL = -0.075" @ 6'- 6.0" Allowed = 1.072" MAX LL DEFL = -0.002" @ 18'- 0.0" Allowed = 0.100" MAX Ti CREEP DEFL = -0.003" @ 18'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL= -0.014" @ 16'- 6.5" MAX HORIZ. TL DEFL = 0.022" @ 16'- 6.5" 8-06 8-06 Design conforms to main windforce-resisting f system and components and cladding criteria. 4-06-04 3-11-12 3-11-12 4-06-04 Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 4' 4' 'f 4' 4' Enclosed, Cat.2, Exp.B, MWFRS, 12 12 interior zone, load duration factor=l.6, 5.00 D IIM-4x4 '7:15.00 End vertical(s) not exposed to wind„ Truss designed for wind loads 4.0" in the plane of the truss only. 4 ,t-,( 1.0" M-1.5x4 M-1.5x4 griaii0004001101P 2". 3 5 WO c c n'1 u t 1 'A y l o M-2.5x4 M-3x8 M-2.5x4 0 y 8-06 y 8-06 y ���"� PRQFt�ss J• 1-00 y 17-00 y 1-00 y �5 ;NG1NE. ,951(/O� Qt 89200PE yr"' JOB NAME: DP.NORTON 3709 A - D1 Scale: 0.3584 �. 41410- r WARNINGS: GENERAL NOTES, unless otherwise noted: 0 "l 1.Builder and emotion antraetor should be edvieed et en General Notes 1.This design Is based only upon the parameters drown end Is bran IndtsNuel -g OREGON kr Truss: Dl and wamingebefore Wnewatiancommences. buWkgconvened.AppppbiNyofdee�Wnlstersend Koper G �.f�1 Ix 2.2x4 compression web Waded must be Inslaled where theme+, incoryorobn of component the rosponeWtiMy of the building designer. / _7 2°N��'� 3.Additional temporary booing b Nreq.stability duds anebuetbn 2.Deeige assumes the tap and bottom chords to be latenty bread et Q > 14 Is the roeponaBIRy DOM ender.Additions'panssnent booing of 77 am.and at 1P e.o.dash Ce respectively unless bread tlroughd/their length by DATE: 10/18/2016 the overenebudu.isthe responsmigefthe building desgner. 'lepedbrius gigorsoonlbadngreulteMemsdimerarywan(ec)' RRIL�^ 3.2x Impact bridging or Wong Iaadrg required Mem mown++ SEQ.: K2 4 8 3 8 8 3 4.No baa chmdd be applied to any component MI slier el bredng end 4.Ialegetbn dimes M the responsibility OM respecOse contractor. fasteners ere complete end a no time should any beds greater them 5.Design mums huaeee ere b be used In e iron-corrosive environment, design beds be eppWd b any component. end are for'My condition-else*. TRANS ID: LINK S.Design mums full et SN support drown.Shan or wedgett 5.CempuTmehes nacoerstover end aaaanesnoresponsibility tor the EXPIRES:C12/31/2017 lobe«tion.laming,ehlpment and Installation of components. 7.Design assumes adequate Aeinege b prodded. October 19,2016 6.Thh design Is tumhhad folded to the ambitions set both by 8.Plebs shell be boated en bath feat shouts,end placed so their anter TPWOOCA In SCSI.copied of which alit be fumhhetl upon request. lime coincide with pint anter lines. MITek USA,Inc./Com Trus Software 7.6.7-SP2lL E o For DisaIsk conerreopf pleaInign vat PG ( )- 1.Por beakoats elan plate deign values sae ESR•1311,ESR-1968(MRak) This design prepared from computer input by LUMBER SPECIFICATIONS GREG AR/EL TRUSS TC: 2x9 DF TA TRUSS SPAN 17'— 0.0" BC: 2x9 DF 111aBTR LOAD DURATION = 1.15 Design conforms to main windforce—resisting SPACED INCREASE24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12.0C. UON. LOADING wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, LATERAL SUPPORT c= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Enclosed, Cat.2, Exp.e, MWFRS, BCDL ON BOTTOM CHORD= 10.0 PSF interior zone, load duration factor=1.6, TOTAL LOAD= 42.0 PSF End vertical(s) not exposed to wind„ Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2009 AND IRC 2009 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 8-06 8-06 12 5.00 D IIM-4x4 12 g 4 5.00 2 4 O 1 c al O 0 0 M-2.5x4 M-2,5x9 5 . D PRO 1-00 17-00 GtN .,Rs>�� �N0�� 9 �Q =9200P JOB NAME: DR HORTON 3709 A — D2 �� Scale: 0.4584 tem WAR/9610CWAR/9610CGENERALGENERNOTES, unless otherwise noted: . Truss• D2 1.BdldNend nmag•^oemNmrMerada,dw..eefeNoonna)W as t.TMsdeegnkb.ua upon 5,.parameters siownend lebranlndNkual �� ,�OREGON • 2.end due Mrge before onnsnWbn mmmerkea. building component.Appkaablly of deempannot.re and proper pnssbn web basing must be installed where strewth+, incorporation of component is the responsibility t,y of the binding designer. 3.Add*bMl hmponry bracing le Noun stability during eenNn Ibn 2.Desgn aerm.the top and bottom chords b be laterally bend at ,O 14 X01 �" is the reepensibRy of the ander.AddebnN parmaroN 7 o.c.and Noe on.reed,.. unless braced Ito DATE: 10/18/2016 Wed.or continuous sheathing such es plywood sham throughout Their length by the overall eeld be e b the responsibility ane, of the bolding designer. tMere shown e,er drywel(BC). 1�RIO_ SEQ.: K2483889 4.Nok.deheutab.eppgab.m.empe component until 3.9 hmpedbddgmgorkhNbnNngngUndwhenshown++ (� _ and n.ark 4.InehilDelgetbn of buss left reepmnkssy of the respedrye contractor. TRANS I D LINK e gra Woven,are lot.completebe •dro cosi component.no aam�ss xmm E Design assumes wows are m be used m a nan.conosNe environment any end aro for Mry condition.of use. S.CompuTrus has so control over rendewmss no nynoot,Iry law the 6.Design assumes full beadm et al supports Moven.Shim or wedge If "°"'ese.tnd"ng.shipmentend'"". nnnnfcomponents. e"°"" EXPIRES: 12!31/2017 e.this design k furnished subled to lb.rmttNbne sit bmf by 7.Plates assures adequate drainage is prevkled. TPNN1CA In SCSI,wpbs°PMM w1 be furnished S.plebesiralbete,H on eeboth iotas Ohms,end Weed so their center October 19,2016 upon r.queN. lines coincide within.cerderlrow 9.Diggs MiTek USA,IneJCompuTnm Software 7.8.7-SP2(IL)-E to.For bbesaklewnnds,plate design values sea ESR-131/,ES12-1We(MWTek) Symbols Numbering System Al General Safety Notes PLATE LOCATION AND ORIENTATION 3/4" Center plate on joint unless x,y offsets are indicated. I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 I (Drawings not to scale) Damage or Personal Injury r��= Dimensions are in ft-in-sixteenths. 11% 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 or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0-116 4 wide truss spacing,individual lateral braces themselves ii may require bracing,or alternative Tor I d Ilidnlillpp bracing should be considered. 111111111ip = 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. p4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7$ r C5-6 I- designer,erection supervisor,property owner and plates 0- 'hu"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/1'P'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 20120 NUMBERS/LETTERS. software or upon request 8. shallUnless otherwise not exceed 19noted,at time of moisture of lumber PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable 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,ESR1988 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 �fr Indicated b symbol shown and/or SYP represents values as published specified. �/ Y 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. 1 Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. *HMO reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. .. i_a 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. pictures) use.Reviewing pictures alone Is notand sufficienbeforet. DSB-89: Design Standard for Bracing. aT en.a BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with ■ Guide to Good Practice for Handling, M I ANSUfPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 Standard Gable End Detail 1 ST-GE120-SP _ MiTek USA,Inc. Page 1 of 2 -- --- Typical x4 L-Brace Nailed To \\T-1) 2x Verticals W/10d Nails,6"o.c. Vertical Stud -- L_____-_I '- Vertical Stud (4)-16d Common //' �y / Wire Nails ti� BRACE MiTek USA,Inc. .NAL 47, 1 w 16d Common SECTION B-B . / Wire Nails DIAGONAL BRACE 1jt:-..u' Spaced 6"o.c. 4'-0^O.C.MAX"—. — (2)-10d Common ,� ,_- --2x6 Stud or Wire Nails into 2x6 , TRUSS GEOMETRY AND CONDITIONS I _. A ` 2x4 Not of better SHOWN ARE FOR ILLUSTRATION ONLY. lily ,� Typical Horizontal Brace w 12 Nailed/(4)-10d ComTo 2x_VerticalsmonNails SECTION A-A 2xa Stud �A . -7--:1 Varies to Common Truss ---- �� Lriiiiv�r! r!rii !i�! ,_ SEE INDIVIDUAL MTEK ENGINEERINGPROVIDE 2x4 BLOCKING BETWEEN THE FIRST / \DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING A TO TRUSSES WITH(2)-10d NAILS AT EACH END, // I *(y '-�-� ATTACH DIAGONAL BRACE TO BLOCKING WITH I.* (5)-1 Od COMMON WIRE NAILS. / 3x4= BLOC/ c (4)-8d NAILS MINIMUM,PLYWOOD = ,'//� -= 7 z 7//7 /i.L='' \ SHEATHING TO 2x4 STD SPF BLOCK * -DiaBracingi Refr to Section -A ** -L-Bracing Refer \ / to Section B-B - / 24"Max Roof Sheathing--- \ NOTE: 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. A t c,'�►�`�, / 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND 1'-3" '� =♦,'` WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. (2)-l Ofl- 4♦ ' \ 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT l(2) 10d NAILS BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB / *♦.� OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0"O.C. _ i j/TrUS• S 24" O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL St BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. / I, / ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. 2x6 DIAGONAL BRACE SPACED 48"O.C. (REFER TO SECTION A-A) Diag. Brace y ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. at 1/3 int COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL 9. DO NOTSEDOES NOT FLAT BOTTOMPLY TO STRUCTURAL GABLES.CHORD GABLES NEXT TO SCISSOR if needed (5)-10d COMMONS. TO BLOCKING WITH TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. End Wall r� HORIZONTAL BRACE --_` (SEE SECTION A-A) Minimum I DIAGONAL 2 DIAGONAL Stud Size Stud Without 1x4 2x4 BRACE BRACES AT Spacing Brace L-Brace L-Brace 1/3 POINTS Species —._ and Grade Maximum Stud Length 2x4 SP No.3/ 12"O.C. 4-3-2 4-9-13 6-9-13 8-6-4 12-9-5 2x4 SP No.3/S 16"O.C. 3-10-7 4-2-1 5-10-13 7-8-14 11-7-5 _ 2x4 SP No.3/ 24"O.C. 3-3-11 3-4-14 4-9-13 6-7-7 9-11-12 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 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. — _ j