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p , ti(R6T2,0(6 - to55/ . 533S Aw\-tuxocRECEIVED Nov1 5 2016 CITY OF MRI) BUILDING DilliSiOv 1 e . g . D.R. HORTON/ w 41/0, w z PLAN 2685 A 9 JC- -J CO o CL GARAGE LEFT < < U) 0 2ND F *OR OS 0 4 0 0 • ec 2 v. z § CO At w _____ . 0 uszzp 61. OR SelS'ORS lg 3RD FLOz < 7/12 PITCH 1-0 O.H. 1-6 'LAT PI) _ cci.) co 8/12 PITCH UPPER FRONT NOO.H. N I DLI ' 8 ce 25# SNOW as w — a COMP a LF IA1 r-- lizi 401 (J0..67.A 4-3 VI' M. Ed z 0 F OOR iiiCks 6 cv 0- ARIEL TRUSS CO INC. — co 0 4 (360) 574-7333 z INIT B PA '' 9 0 0 rd.... . 7 „,, ,7 cf) z 2 — 0 DRAWN BY: 2-ME Brae ciR - 1 'r- 17c,, M KEVIN LENDE del . 7/12 l'frir le VA Vii'' DI 1.11/61b I 7/17 -Cor + J 1) o4 2-; 4 PPL 1 io-OO io-oo-oo / ROI F JACKS UPPER SPAN SPAN 10-00-00 (...1) LOWER SPAN 2-0 LOWER JACKS \ i-ViQl. ek, L.()SZLf ---,-- I tlli �/ dJ D.R. HORTON z Jdill JPLAN 26851r/G z g a Q rQQ m GARAGE RIGHT o U) 6 6) 2N jjONOs �% 0<o 2 ail LuS-6p . _ el 3RD FL•I7 12 ISSORS a) 7/12 PITCH 1-0 O.H. z a/12 PITCH UrPER FRONT NOO.H. oQ 25# SNOW U) 1 6 ' *;POT o ,� IN LI 'C COMP co w a a 1 0 8 w Pgi z p12 I3�� � � z m r0 2 V• L.O- I• OS Ca? �� ARIEL TRUSS CO INC. S 6 2-, , yy (360) 574-7333 Mri, MI:E'' 0 KKEVIN0RAWILE DE �- '17/12 lir' j 7/12 01 I GABLE DJ II 7/12 E) IMI1 1 o-00-00 _p =- UPPER SPAN ROOF JA M KS 10-00-00 SPAN 10-00-00 / LOWER SPAN 2-0 OWER JACKS CALL 0-Fri . -144).‘ S pus z q l'' liINN mit MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: DR NORTON PLAN 2685-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: K1784856 thru K1784868 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. .\�gED PROFFss 14, �NGINE�r9 4, Q 89782PE r `-9 OREGON 44° P` izr UL s tfP$46 March 7,2016 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by GREG AR/EL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 18'- 4.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF)k16BTR LOAD DURATION INCREASE = 1.15 1-2=(-1702) 102 1-6=(-67) 1407 2-6=(-307) 143 BC: 2x4 DF 914BTR SPACED 29.0" O.C. 2-3=(-1399) 14 6-7=( O) 1028 6-3=1 0) 562 WEBS: 2x9 DF STAND 3-4-(-1638) 0 7-5=(-88) 1814 3-7=( 0) 762 LOADING 4-5=(-2086) 120 7-4=(-396) 169 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" -15/ 770V -87/ 87H 5.50" 1.23 DF ( 625) Cs=1, Ce-1, Ct=1.1, I=1 18'- 4.0" -14/ 770V 0/ OH 5.50" 1.23 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= -0.088" @ 9'- 11.0" Allowed 0.871" MAX TL CREEP DEFL= -0.193" @ 9'- 11.0" Allowed = 1.161" MAX HORIZ. LL DEFL = 0.081" @ 17'- 10.5" MAX HORIZ. TL DEFL = 0.129" @ 17'- 10.5" Wind: 120 mph, h=19ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, $-06-09. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9-09-07 load duration factor=l.6, I k Truss designed for wind loads 4-08-05 3-10-04 4-07-09 5-01-14 in the plane of the truss only. 4 4 ,r 12 8.00 MHS-5x6 12 Q 3 7.00 /a. lifigil M-1.5x9 M-1.5x4 �- �p�ea cQ �� MHS-5x126 7 MHS-5x6 M-3x4 M-2.5x6 c O N p 1 '• �_. Q OI d 4.00 0 12 4.00 . I 12 y 8-05 y 1-06 k 8-05 y � Ep PR.QFFs y 18-04 .1, t." 4GI:R• sem° `t 8.782PE ter' /JOB NAME: DR HORTON PLAN 2685-A - Al Scale: 0.3168 ••��. . WARNINGS: GENERAL NOSES, unless otherwise noted: Ir". ,^ Truss: A l 1.Solider end erection anbado,should be advised of all General Notes I.This der4gn i based only upon the parameters shovel and is for an individual 9 OREGON ! end Werth's*before me*,sNon commences. Wieling component.Applicability of deNon parameters and proper 2 2a4 compression web bracing moat a Installed where shown+. Incmpmatbn of component b the nepore blfy of Itis building desipom. 9 'L41q 5 (2.53'% .,7Q 3.AddAbal temporary bruins to Wawa stability during construction 2.Design assumes the by and bosom chards to be Wendy braced at Who neponabRty oflM erector.Additional permanent bracing o/ 7 a.c.and at a.e.a n 08.0 ply unless breaM Itrotghout melt length by 9 DATE: 3/6/2016 me evens structure is the responsibilityofiM building designer. anbuoa an.nning.wlas Plywood required where arywau(Bc). /� (�`� 9.20 Impact bridging or lateral bndrg required wMre anown.a RAUL L ``` SEQ.: K1784856 4.Nobadshould beapplied bany compmbntunNMisr aftbradngand 4.Installation ofbon Ab.responsibil yortheresadhee=Andor, v fasteners an complete and N roe time shook,any beds wester then 5.Design assumes trusses are to be used in a non<enoslve erwhennbnt. TRANS ID: LINK design loads be applied �edtoanyco, onnt.. Iodine or d,yaenatbn alba.. 5.CompuTne tms no coned over and assumes no responsibility for the S.Design assumes NAbesrag al al tweeds shown.Shim awedgett fabriaton,harbing,shipmentandinenllationofcomponents. Designnecesss" EXPIRES: 12/31/2016 6.Stile deegnlebeetabed aubled toba ibeAatbns act beth by T.Platignsesub 0 04soaoth face I.busses. March 7,2016 e.pan.wnateaaaanbombe«ormr..napieced aotheir center TPINy7CA in 8051,copies of which MA be furnished upon request. lines cohdde with Mint anter Sr... Weir USA,InclCompuTnn Software 7.6.7S1s2 - 9.Digits hdbeta ales of plate In Wave. (1LE 10.For bask connector piste design values see E518-1311,806.1560(MITek) 1 This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TC: 2x4 DF FICATR TRUSS SPAN 18'- 4.0" LOAD DURATION INCREASE = 1.15 2-6INC 2012 MAX MEMBER FORCES 9GDF/Cq=1.00 1-2=(-1702) 102 1-6=(-67) 1407 2-6=1-307) 143 BC: 2x9 OF#1gBTR SPACED 29.0" O.C. WEBS: 2x4 OF STAND 2-3=(-1399) 14 6-7=( 0) 1028 6-3=1 0) 562 LOADING 3-4=(-1638) 0 7-5=(-88) 1819 3-7=( 0) 762 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4-5=(-2086) 120 7-9=(-396) 169 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA M-1.5x9 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" -15/ 770W -87/ 87H 5.50" 1.23 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 18'- 4.0" -19/ 770V 0/ OH 5.50" 1.23 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.088" @ 9'- 11.0" Allowed = 0.871^ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL= -0.193" @ 9'- 11.0" Allowed = 1.161" MAX HORIZ. LL DEFL= 0.081" @ 17'- 10.5" MAX HORIZ. TL DEFL = 0.129" @ 17'- 10.5" Wind: 120 mph, h=l9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 8-06-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), - 9-09-07 load duration factor-1.6, I. Truss designed for wind loads 4-06 3-10-12 4-09-06 5-01-14 in the plane of the truss only. 12 T1' 8.50 MHS-5x6 12 3 Q 7.00 P M-1.5x9 411 I M-1.5x4 --1111111111111111.1111.11111111.111 6 7 -.411111111111111111111111111111111 11111.111111111111111P-MHS-5x12 MHS-5x6 M-3x9 o M-2.5x6 f Q, j �Nj 0 f 0 O 0 . 4.00 12 4.00 12 J, 8-05 j 1-06 y -- y Q,EO PROFF y 8-05 6, 18-04 y �� NGI NFFR `rj02 Q 89782PE -9r JOB NAME: DR HORTON PLAN 2685-A-A2 - _' Scale: 0.3168 WARNINOB: GENERAL NOIEE, unierotherwise noted MI Truss: A2 Bo4d..naandbncontract,arsubbeeddiedofenGernlNobe Tatsdesign Ebefitoniyupon mep.nmebnshown and bfo an I*v dal yy OREGON h and Warnings before senemmtlon^ommanoas. bonding component Appilcabeky of design parameters and proper 2.2o4 compression web bracbg must be installed when shown s, bcorporaliun of component Elbe responsibility of me building designer. Q 3.Additional temporary bracing to Insure stability during construction 2.Debora aewmaitbe top and bottom dons b be Eternity Nereid at DATE: 3/6/2016 E� ^ 4ofiheBed«.AddlbnalpemawMbncngof Yo.e.andatISo.s.re^pedhelyunlessbracedthroughgddriingthby 9� ��A�Y 1S 2�j� ion overall smWura toga responsibility et hoe building designer. comlecou sheathing such r p Owing re uirmag,e shown s*ywal(BC,. A U L �1� SEQ.: K1784857 4.No load should be spiledb amt component until akar all 4.2rntWOdbndtus or NEtsrepratltgrymarae whenehoxma. faMenero an ownPlete end at no anytlmsabeugbade bndrg eon 4.Iratepatlbn olruesEme rostob oey ofda raeredve contredor. TRANS ID: LINK deaign bade be applied to am component greater than 5.anoemgn asw.nr ad are fordry condition.m to used lneroncorroeive environment 5.CompuTnn has no Gerard ever and assumes no weponalNleyfur me 6. assumes full bearing at an supports shown.Shim or wedge fabrication.handling,sh 't and"a'""°no'""ponenia. EXPIRES: 12/31/2016 S.IDE design le furnished cab}dbthe limitations set bran by 7.Design townies adequate*Owe is provided. IPVWrCA in BIB,copies of which will be furnished Won pleteeMaebe lcoated on bath faces of trews,and Owed so mak centerMarch 7,2016 upon nqurt. lines coindde with}Dion ardor lines. MRek USA,InclCotryu7ruk Softy/ore 7.6.7-SP2(1L B.Oyes indicate size of pate In Inches to.For beak connector plate design wires me EBR-1311,ESR-19B8(MOD This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 15'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 57 2-6=(-65) 585 6-3=( 0) 359 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-788) 0 6-7=(-66) 582 3-7=(-701) 80 WEBS: 2x4 DF STAND 3-4=(-191) 36 7-4=(-195) 63 LOADING 4-5=( -11) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" 0/ 768V -75/ 213H 5.50" 1.23 DI ( 625) Cs=1, Ce=1, Ct=1.1, I=1 15'- 4.0" -72/ 642V 0/ OH 2.00" 1.03 DF ( 625) 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 BOTTOM CHORD CHECKED FOR 10PS£LIVE LOAD. TOP MAX LL DEFL = -0.002^ @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL= -0.003^ @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.071" @ 7'- 10.2" Allowed = 0.981" MAX TC PANEL LL DEFL = 0.059" @ 3'- 3.7" Allowed = 0.556^ MAX HORIZ. LL DEFL= 0.006^ @ 19'- 11.0" 7-11-15 7-00-13 0-03-04 MAX HORIZ. TL DEFL= 0.011" @ 14'- 11.0" / T Tl' 12 M-1.5x4 5 Wind: 120 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 4 -f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), y load duration factor=1.6, • Only left end vertical is exposed to wind, Truss designed for wind loads in the plane of the truss only. 1 i M-2.5x4 3 'r ice /r I 1 lo m fi 1 � I N 0 & ) I9191 1 4, 0 = 6 7 I o M-2.5x4 M-1.5x4 M-2.5x41 E.o PROF s y y y 7-10-03 7-05-13 `�� GINE .,'0/442 1-00 15-04 Q 89782PE r" JOB NAME: DR HORTON PLAN 2685-A- B1 Scale: 0.2907 ='„,r _�_. t )� WARNINGS: GENERAL NOTES, unlesnthwsNe noted: V N.1.Rudder and*radian conGGNor should be edvisd of el General Notes 1.This design Is based only upon the parameters shown end afar an Indt,duel "v ,OREGON © Q" Truss: B1 j and Warnings before censbudbn commences. bolding component.Applicability of design plummier.and proper / Z 2 9:4 compression web bradng must be Installed when shown o. InoogeraCdn of component a the responsibility of the building d.NB,.r. 9 ARY A S. , 3.Additional temporary bracing to made gadfly during construction 2.Design assumes Me top and hellos dells to be leteraM braced et ♦ 'l �� Is to responsibility ofthe areolar,Additional permanent bracing of 7 ea.and at 10 o.c.respectively unless braced throughout their length by continuous sheathing such...Email shstheg(TC)sndbr dywal(Sc). A U L pt.` DATE: 3/6/2016 the ovmal sbudue ate reaponablty of the building cleat:met 3.2r Impact ald0mg or lateral bracing requited where shown•• A 4.No bad should be.pplted b component any compont ural after ell bradng and 4.Insallefan of bus a nob the apanlRy of the respective comrador. SEQ.: K1784858fasteners are complete and elnofbneshout.tiny loads greater Man 5.Design assumes trusses are aheused incnon-corrosive em moment, TRANS ID: LINK design beds be applied b any component. 6.and asume br"dry eefing us*. ail supports sawn.Shim or 5.Dompunushesnocentral over and eaeumsnoresponsbAllyfor the 1e ny. {� EXPIRES: 12/31/2016 febdaatan,handling,shipment and hebelatandcomponents. 7.Design eeeunsadequate drNsgeIsprovided. March 7,2016 6.Ts design Is Swished subject to the limitations set forth by S.Plates anal be located on both aces oftms,and placed sothe4 anter TPIM TCA In SCSI.codes of which unlit be banished upon request. lines cdndde te)ode center lies. 9.Digits indicate size of plste In Indies. MiTek USA,InciCompuTlus Software 7.6.7SP2(1 L)-E 10.For sed connector pate design veldts se E5R-1311,ESR-19643 MDR) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TC: 2x9 DF TR TRUSS SPAN 15'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cit=1.00 BC: 2x4 DF 1k10BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2- 6= WEBS: 2x4 DF STAND SPACED 24.0" O.C. (-56) 606 3- 6=(-499) 174 10-11=( 0) 99 2- 3=(-813) 0 6- 9=) -2) 112 6- 7=( -86) 806 11-13=( -94) 1 LOADING 3- 9=(-803) 16 9-10=( 0) 158 7- 8=( -78) 0 4-13-(-562) 93 TC LATERAL SUPPORT <= 12^OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 5=( -15) 0 10-12=( 0) 60 9- 8=( 0) 35 12-13=(-634) 67 BC LATERAL SUPPORT <= 12^OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 7- 9=( -62) 868 OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 8-11=(-192) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Cs=1, Ce=1, Ct=1.1, 2=1 0•- 0.0" 0/ 785V -75/ 213H 5.50" 1.26 DF ( 625) Unbalanced live loads have been 15'- 4.0" -40/ 687V 0/ OH 2.00" 1.10 DF ( 625) considered for this design. ADDL: BC CONC LL+DL= 62.5 LBS @ 12'- 6.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERBOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAXTICAL LL DEFI. ECO 002^TION I@ITSi•LL=L- 0/02^0•Allowed80 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.026^ @ 7'- 9.3" Allowed = 0.735" MAX TL CREEP DEFL = -0.081" @ 10'- 11.4" Allowed= 0.981" MAX HORIZ. LL DEE%= 0.004" @ 15'- 0.8" MAX HORIZ. TL DEFL = 0.007" @ 15'- 0.8" 7-10-03 7-02-09 0-03-09 T � 12 Wind: 120 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 M-4x6 5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Only left end vertical is exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x9 3 r L 0 m M-205x9 11 ___ o -2.5x9 ® - i a M-2.sx4 6 9 10 12 M-4x6 M-2.5x6 M-2.5x6 M-2.5x9 M-2.5x6 M-2.5x4 2 50# ‹,,c,0' p 7-11-15 0-11-072-00-Q5 1-09-14 2-01-120-0 �"`" GI ec -/ l 1 1-00 15-09 ?i `k's41 :97$2PE JOB NAME: DR HORTON PLAN 2685-A - B1FAU Aar Scale: 0.2560 WARNINGS: GENERAL NOTES, unlessolrenvlae noted: MIR Truss: B 1 FAU 1.BdMar and erection contractor should be edvlesd of.1 General Notes 1.INs design is besed wily upon the perimeters shown end Is tor an irtlNbual {?RECON `" end Vwt'tie berora mnabuelbn cemmances, building component.Applicability ofdeagn parameters aro proper 2.Dt4 compression web Medrg must be installed where shown n. Innor oelion of component Is the reeponsibilty of the buldrg designer. 3.Adtldonl temporary bracing to Mauro Willy during construction 2.Design assumes the lop and bessnn drools to be laterally booed et 9 .4 0 DATE: 3/6/2016 *the teep°n YO/1M erector.Addlbnel permanent bracing of o.c.and at/0o.a respectively unless braced throughout theebrgM by "/4 Y 1� the wend structure htia.mponwRty of the Mailing MWgnr. continuous°6e°thl"g such as plywood Mxmkg(7C)anNor dywal(BC). �`� SEQ.: K1784859 4.Nobne soBbeeppbdo• 3.2s mPBs,sfhact bridging or°hralbracMprequiredwhe dweoon e r 'f1 any component ural agnag bracing and 4.Installation of truss is the raaponabsMydthe reapedlve contactor. A V 1. fasteners aro complete and et no time should any loads greater than 5.Design assumes Wanes ere to be used In a noncorrosive environment sign loaf°he appMd any b 00011/00.1.00011/00.1. ender,for dry condition'.of use. TRANS I D: LINK de s.CAmprfyM has n control over and assumes n reeponUMley for me S. assumes M hosing el al support shown.SNrn or wedge If ."" °'shpmenlandnlal°"°ndcomppnan'a Denten". EXPIRES: 12/31/2016 a.ThudnpnkhmMMsbjecttogyNMunnaset forth by T.Designassumes°twinned facesnage pose,a. March 7,2016 TPIIWFCA In BC51,copes of which nil be hnnihed upon e.Phtre sod be betel on ter hoes abuse,end placed n tibir center request lines 9.Digits wIndicate ,.e of plate In Indles. pint comer baro. MiTek USA,InciCompuTrue Software 7.B.7SP2(1y'E 0.F bask;connector plate dealgn veiues see ESR•131 I,ESR-1BB8(MQek) This design TRUSSprepared from computer input by GREG ARIEL LUMBER SPECIFICATIONS TRUSS SPAN 15•- 4.0•' Wind: 120 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x9 DF 441613TR LOAD DURATION INCREASE - 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x4 DF#16BTR SPACED 24.0^ O.C. load duration factor=1.6, Truss designed for wind loads TC LATERAL SUPPORT <= 12••0C. UON. LOADING in the plane of the truss only. BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF Gable end truss on continuous bearing wall UON. TOTAL LOAD 92.0 PSF 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. 3 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. i I it 12 7.00 1 0 0 I cq 2 Ilid o iii mrix 1 4 e4-2.5x4 , ,O PROFF`S y 1-00 15-04 •E' �I.NGI NEE9 `�/Q2 441 17 89782PE <' .• • • JOB NAME: DR HORTON PLAN 2685-A - 82 Scale: 0.9014 • 7 6,..44 +w WARNINGS: GENERAL NOTES. unless otherwise noted. , yI OREGON�7.- "v4/4,0,„ ��J 1.Builder Mal erector)contractor shoub be advised of el Genus'Notes 1.Tits design m based any upon the protesters drown and is for en InMldoel 'q/ Truss: B2 � sed WAniroa bsfMe ce CannNra' buAOB component.Applicability of d.BSe perimeters are proper ��..4/4,„ 1]� 2,2r4 aompresekm web bndng must be Insmlled where shown+. Designation of the Conentpan Is the responsibility a the WAWA dedMpner. !`C_. 3.Additional temporary bresbg m Mauro daNAty during construction 2.Design assumes the top and bottom derdnm.IRerasy Wooed et ANA V i I Ie tiro riapae0bdbyofthe mode.MdNand nestbraohg of contiod.nuous end stidt.c.awn plyroodsmeedtht)endathatlengeby V perms ceMinuous ahesthttp ouch as plywood mesmg(7C)ara9ar dywel(BC). Aq U L ` ` DATE: 3/6/2016 i.overt vbu Iure h Iha roeponslblfy ort.blare designer. 3.2a Impad Mdgmp or Wend brans required where shown++ SEQ.: K1784860 I 4.No load should be applied tany component until alter all bracing end 4.Installation oftrues Bthe responsibIllyofthe wepedNecontractor interns a re complete and at no One should ale loads greeter man 5.Design casabas bussesaro to be me in arm-conaWaemlronman, daatgn beds be applied m any component, anderebran, bserMus. TRANS ID: LINK Daegna.aumeaanbadgetalleuppolearwwn.snimerweag.x EXPIRES: 12/31/2016 5.Comps-NG hes no control war and wannest no responsibility for the nacesary. fabrication,hmding,shipment sad hrabgeee,M Wmponsme. 7.Deagn MUMS soagnate drainage is provided. M arch 7,2016 6.this&Nan is b enM.d cabled to the llmltetbna eel 0005 by B.Pates was be bested on both faces of truss,end plaited on their center TI'INNTCA In SCSI,copies of which wit be furnished Won request. lines coincide with joint center lines. B.OGAG indicate We of plate In aides. MITek USA,InciCorepuTrus Software 7.8.7-SP2(1 L)-E 10.Far basic connector pleb design ratites see ESR-1311,ESR-1988(MRek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 11'- 0.7" INC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 BC: 2x4 DF @laBTR LOAD DURATION INCREASE = 1.15 1-2 (-397) 0 5-6=(-172) 82 5-1=(-410) 0 7-3- - WEBS: 204 DF STAND SPACED 29.0^ O.C. 2-3=(-113) 31 6-7=( -65) 268 1-6=( 0) 269 -( 198) 54 LOADING 3-9=( -12) 0 6-2=( 0) 203 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 2-7=(-388) 95 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" 0/ 453V -93/ 18914 2.00" 0.72 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 11'- 0.7" -93/ 477V 0/ OH 2.00" 0.76 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 MAX TC PANEL LL DEFL= 0.009" @ 2'- 5.6" Allowed = 0.390" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL= 0.017" @ 2'- 5.5" Allowed = O.SB6" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.002^ @ 10'- 7.7" MAX HORIZ. TL DEFL= 0.002" @ 10'- 7.7" i 5-07-06 5-02-02 0-03-04 i Wind: 120 mph, h=20.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All 12 load duration factor=l.6,Cat.2, Exp.B, MWFRS(Dir), 8.00 M-1.5x4 4 Only left end vertical is exposed to wind, 3 Truss designed for wind loads f in the plane of the truss only. M-2.5x9 i I � 1 r 0 1iii -0 1,1?ch1 M-2.5x9 ini 0 00 .i.- i* 6 5 ti -1.5x9 M-2.5x4 M-2.5x4 I k- 5-03-19 y 5-08-19 y F.��D PRope y 11-00-12 y ��`�� �Ci4G)NE� 0.0 sial Q 89782PE �� JOB NAME: DR HORTON PLAN 2685-A - B3 Jt . Scale: 0.2933 • .1 /J�J WARNINGS: / ' GENERAL NG7ES, unless otherwise noted Truss: B3 1.Builder and erection conksc'ershould beadvised ofsnGeneral Nobs 1.This design lebasedonly upon thepremetereshown and bfor anindividual I "9 OREGON '\� and Wanerys before oonsirudden commences. building component.Applicability of design parameters and proper 2.Dt9 amprlese web b acing to tre Mailed where shown ti enorpore8on ofampope end*the responsibility t ly of the building designer. 7,� '9 R Y 1 el'_`�,�`� 3.Addllonsl hmponry bracing ro Mme stability duN8 construction 2.Design assumes ttn top bottom chords to be Merely braced at DATE: 3/6/2016 is the responsibilitycome erector.Addgorul pemunembrednp of T0.aandat 100.0.respectively unless brined lhroughoul Meir Nnglh by the omen structure Naw responeStRy of the bulmkp designer. So knead ndg ging Rid,as Plywood ahpWng(.C)soda drywall(BC). SEQ.: K1784861 q NobWenemd be applledro 3.2xlmpactbrldging or NNreibredngreq of wMrenew,.. j /JA'11 arty canponant until alter all bredrO and 4.Irwblatbn 5 Was Is the responsbliy of iM snassoe aesshsn. �1 lJ L. fasteners are complete and at no time should sn0 loads greater man 5.Design assumes trusses are b be used k s rleniOrreeweenvironment, Ned.beappliedbanycomponem and are ror'dry cn,dlttgr,•efuee. TRANS ID: LINK design Nd. 5.CompuTno control over and assumes no responsibility for the 8.Design assumes NI bearing stall supports Blown.Shin,or wedge If Nbshtton,handling,shipment and installation el components. "° °ry EXPIRES: i2/31/2016 8.ThbdsslpnifunNt7. misquote drainage N he 8.PYbishallbbelolocated onboth faces sits ndplaced so5W menter March 7,2016 'MIASMA in SCSI,copies or which MI be Hushed upon request. lines coNddeweM joint tenter lens. MRek USA,InclOompuTme Software 7.6.7•SP2(1L){ B.Dins indicate see of obis in inches. 10.For beak connector plate design values see ESR-1311,ESR-1808(Mmak) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 11'- 0.7" Wind: 120 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x4 DF#16BTR SPACED 24.0" O.C. load duration factor-1.6, Truss designed for wind loads TC LATERAL SUPPORT <= 12"0C. VON. 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 2 DL ON BOTTOM CHORD= 10.0 PSF able end truss on continuous bearing wall CON. j TOTAL LOAD = 42.0 PSFable 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. 12 8.00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP i !' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRE. Y. li DESIGN ASSUMES SHEATHING TO ONE FACE. a 1 I i to I I I ! " -1 4 3 1 \c0 :loGi PN EFR `r/D r 11-00-12 Gci, 2A e :9782PE f JOB NAME: DR HORTON PLAN 2685-A - B4 Scale: 0.4829 ./ r GENERAL NOTES. udlm otherwise noted: / 1 Builder `.. OREGON Or i.adbterand•roaon contractorshouldcommences. building did Genera!Notes 1.Tmsdesign le based pplwonthe pnnwtenshown ane let«en Individual mit_i. ZQ Vr Truss: B4 and buiM4gcomponentApplkamnryofdesign iaTc4 a end proper t� Q, Design assumes chords dtheally braced et 9 ARY .�y 2.2n compressiontemporary web bracing Nat M abilbd ieMro shown+. i Design asaunea tlrs top and bottom doroa th M laterally braced N -t S.Additional teniponry bnolnp to hews ahbRy doling eaunudbtt 2'o.e.end at 10 o.e.reapedbely uta a broced throughout 1MIr length by I V Istherespo NyWNMendar.Addl�nelpemnn.nbndngof co„„n,n„,00mmgeud,esplywooda,emmg)TC)and/ord�en(BC). PA UL ¢\ DATE: 3/6/2016 the overa do dura is me mponsbSry ayme bona g designer. 3.2[Impel bridging or ktanl Mooing required where shown s• SEQ.: K1784862 4.tie load should betappnedtoaycomponen500108 renbndngend 4.Iodidesnnoleos.mg»reepeneib0rorthe reaped'.contractor. l0000n.,,ore 000181010 end.1 no 0050 d,o,dd.nylned.510ndenooen 5.Design assumes Muss are lobeused In•non-corrosive environment d.,gnk.aMapplMfo.nvcemponenL end are for^drymidden.or use. TRANS ID: LINK S.Design neuronlwbearing at all supports shown.Shin orwedge If EXPIRES: 12/31/2016 E Gorman'sMsrawradwaresponsibility n....„ mbdanen,handling.ahlpmen and mael0Mn of components. 7.Design se=wns adequate drainage Is provided. March 7,2016 S.This design m Swished subject to the lineations set forth by e.Pmtea ow be t wted.,beth mane/100,end pissed o'Mir ewe. TPIIINfCA In SCSI,coigne of which WI IN furnished upon request Inns coincide weh pin center Ones. 9.DOW Indicate etre of glen In Indies. M(Tek USA,IneiCon puTrue Soltware 7.6.7-SP2(1 L)-E 10.For Mak connector piste design Values see ESR-1311,ESR-1988(Wet) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 28-00-00 GIRDER SUPPORTING 11-00-12 IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF 81&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 56 2- 8=(-342) 9979 8- 3=) -62) 1574 BC: 2x6 DF SS 2- 3=(-5932) 486 8- 9=(-390) 9998 3- 9=(-1930) 219 WEBS: 2x9 OF STAND LOADING 3- 4=(-4028) 386 9-10-(-340) 4998 9- 4-( -292) 3930 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9- 5=(-9028) 386 10- 6=(-342) 4979 9- 5=(-1930) 219 TC LATERAL SUPPORT <= 12"OC. UON. Cs=1, Ce=1, Ct=1.1, I=1 5- 6=(-5932) 986 5-10=( -62) 1579 BC LATERAL SUPPORT <= 12"0C. UON. 6- 7=( 0) 56 TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 28•- 0.0^V OVERHANGS: 12.0" 12.0^ BC UNIF LL( 0.0)+DL( 10.0)= 10.0 POE 0'- 0.0" TO 28'- 0.0"V _ BC UNIF LL( 113.3)+DL( 77.0)- 190.3 PLF 0'- 0.0" TO 28'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: TC GRIP LL+DL= 32.0 ELF 10'- 0.0^ TO 18'- 0.0" L LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x9 or equal at non-structural 0'- 0.0^ -350/ 9082V -137/ 137H 5.50" 6.53 DF ( 625) vertical members (non). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 28'- 0.0" -350/ 9082V 0/ OH 5.50" 6.53 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. rrA(ttach 2 ) complete2ply trusseswith3"x.131 required.DIA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP GON I nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IIF�/V\�W1�/y\7111 9" oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 9^ oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed 0.100" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL= -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= -0.090" @ 14'- 0.0" Allowed= 1.354" MAX TL CREEP DEFL= -0.226" @ 19'- 0.0^ Allowed = 1.806" MAX LL DEFL= -0.001" @ 29'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.001" @ 29'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.029" @ 27'- 6.5" MAX HORIZ. TL DEFL = 0.051" @ 27'- 6.5" 14-00 14-00 'f Wind: 120 mph, h=20.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 7-06-07 6-05-09 6-05-09 7-06-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), / 1' T -'. load duration factor=1.6, 12 12 Truss designed for wind loads 7.00 M-4x6 \17 00 in the plane of the truss only. 4.0" 4 An' M-2.5x4 or equal at non-structural diagonal inlets. 3.1 M-2.5x6 M-2.5x6 3 5 , I N O / I: '114 , O • Q, 1 _- . 0 8 9 10 0 • 0 0 M-3x8 M-1.5x4 M-5x8 M-1.5x4 M-3x8 MHS-5x6 CS) o y 7-04-11 y 6-07-05 k 6-07-05 7-04-11 y ���E� PROFFcS,s l Y 15-11 12-01 Y �5 �NGtINE'F9 /�. 1 o0 2a-00 y 2-5� 1-00 :9782PE r JOB NAME: DR HORTON PLAN 2685-A- Cl Scale: 0.1966 AlillWARNINGS: - OENERAL NOTES. unless otherwise be noted: Truss: Cl I 1.lamaer and erection contractor ahosldbeadvised old General Notes 1.Thisdesign lebased any uponthe persmetanshown end lsbren1MNdual 1' S-EGON o'er and Warnings before conshuctbn commences. building component.Appbebetty of design parameters end paper 2.SM compression web bracing must be Installed when shown.. incompletion of component Is the responsibility of tire bulling designer. 3.AdMbnel temporary bnebgb inure etaNAty during wnsbuclbn 2.Design aewmes the bomb bottom show b be termite timed at �� �/� V •�y !�� is me neponsibey of the erector.04,nonal penesnent bracing of 7 s.c.and et to o.a rcgn@NNy tabu braced throughout on oy mI(B by ! `(/ DATE: 3/6/2016 the overall structure b the Zs Mend ridgemkp wrehesacingco required ere anon, dywal(BC). A�1(J L �� ngro"sliNy of 6Wdhp dealg"er. 3.Zi hnpacf bridging or lateral bracing re4Wrod when shaven. SEQ.: K1784863 4.No bed should beapplied many component win after anbraving and 4.Installation ofImes kthe ruponsbNy ofthe respective contractor. fasteners are complete and at no tine should any bads greater then 5.Design assumes Won to S es abe used m a noncorrosive environment, TRANS I D: LINK design loads be spoiled to any component. and ere br`dry condition`slues. S.CornptnT/Who.nae.malover.nl.ew,mesnaratooesbneyferme 6.D..Ign.a.tan.e�Abaring�an,appn�..h�m.3mmerwedge n EXPIRES: 12/31/2016 fabrication.handing,shipment and inebriation of "eeseury. March r� c components. 7.Design assumes adequate drainage is 15.,melded. T,L01 V 3.Tel design le furnished subject to me lineations est mor by S.Plebs shell be located on both feces of truss,and placed u mak tender TPiM?CA in 3031,copies of which wit be Mnblled upon request. noes coincide with joint centerlines Wok USA,InelComlwTnAs Software 7.6.7SP2(1 L}E 9.Digits Indicate size of pate lei inches. 1o.For basic connector plate design Wt.see ESR-1311,ESR•1966 parrot This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" Wind: 120 mph, h=17.6ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, TC: 2x9 DF#1&BTR LOAD DURATION INCREASE = 1.15 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Sir), BC: 2x4 DF#16BTR 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 <= 12^0C. UON. LL( 25.0)101( 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. t4-1x2 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 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-00 5-00 T T — T 12 12 7.00 I/ I!M-4x4 Q 7.00 3 !I I CV ot sr lith: 170'0 M-2.5x4 M-2.5x4 y 1-0o y 10-0o y 1-00 <<-(I O PROFe �� 0NGINEER /el_ 4t* :9782PE r • i JOB NAME: DR HORTON PLAN 2685-A - D1 Scale: 0.5697 / WARNRIGB: GENERAL NOTES, unless otherwise noted: V �4, ,.Milder end erection contractor should be solvate of al General Notes 1.Tule design b bases only upon the aerometers shown and is b en h,dMduel w ��OREGON�O �� Truss: Dl and Warring.before construction commencers bolding component.Applicability or detign paramotem and proper %► l,/I Incorporation stcomponam to is rallortslbllty of the bolding designer. -'7� ii G 2.284 compressionttetnpwM Oredng must,eInMalbd when shown 4. 2.Design assume.the top end bottom chords to be leleraly braced at 77 '1 Y ',7 J.Adallorol tenaarery bracing to Insure shadily during cmolmdbn T oz.and at 10 o.0 respectively unless braced throughout mei length by A (�7'f\• � is the responsibility of She stector.Additional permanent bracing of continuous sheathing such as*resod Mlxmkq(TC)aMbraywal(S0). PAUL DATE: 3/6/2016 the weal abuauro is the ntpaatfy of the buibtog designer. 3.24 Impact bddgep or lateral bracing required where shown•4 SEQ.: K1784864 4.No load should beappbdteanycomporoaumlaSerall bracing and 4.InsDtallation �e��� fth�a�iv contractor. ! fasteners are Complete end at no time should any loads greater men design beds he applied to any component. and aro for'dry condition'.of use. TRANS ID: LINK 8.Design assumes doll bearing at all supports shown.Shim or wedge EXPIRES: 12/31/2016 5,Comp,TnuMthe rg, pment and SCtiSegon of components. eemary fabrication,handl! snl 7.Plates eswne.aded on drainage Is trussed. March 7,2016 6.MN daapn b furnished abject to the binlnbm eel roan by 6.Plates sinal be bund on tom rasa of truss,and placed w aero Center TPIANTCA In SCSI,copies otwhkh will be furnished upon request lines eolndde sob pint center linea. 9.Digb Indicate sloe of plate In inches. MiTek USA.tnJ:ompuTrus Software 7.6.7SP2(1L)-E 10.For bask connector piste design values see ESR-1311,E51141966(MITek) 1 , h This design prepared from computer input by GREG AR/EL TRUSS LUMBER SPECIFICATIONS TC: 2x4 DF TR TRUSS SPAN 10'- 0.0" LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cg=1.00 BC: 2x4 DF#1ABTR 1-2=( 0) 57 2-5=(0) 306 5-3=(0) 223 WEBS: 2x4 DF STAND SPACED 29.0" O.C. 2-3=(-440) 0 5-4=(0) 306 TC LATERAL SUPPORT <= LOADING 3-9=(-999) 0 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -35/ 548V -44/ 49H 5.50" 0.88 OF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 10'- 0.0" -4/ 419V 0/ OH 5.50" 0.67 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 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL= -0.029" @ 5'- 0.0" Allowed = 0.606" MAX TC PANEL LL DEFL= 0.027" @ 2'- 4.6" Allowed = 0.336" MAX HORIZ. LL DEFL= 0.002" @ 9'- 6.5" MAX HORIZ. TL DEFL = 0.004" @ 9'- 6.5" 5-00 5-00 12 8' Wind: 120 mph, h=17.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), !IM-9X9 Q 7.00 load duration factor=l.6, Truss designed for wind loads 34.0" in the plane of the truss only. wV 2.l o cc O /- In' O /O I O _ 5 I IIIII 110=',111 1.-_ O aM-2.5x4 � M-1.5x9 I I M-2.5x4 1 ), 5-00 5-00 b y y 1-00 to-oo _____. J• ���Ep PROFFS tcC?sS 0.4GINE • `fjp2 '(r' :9782PE ter' JOB NAME: DR HORTON PLAN 2685-A - D2 '� /r Scale: 0.5110 • WARNINGS: GENERAL NOTES, unless omewbe noted: ./ i Truss: D2 I.Bolder and erection eerdrator should be advised of al General Notes I.This design is Weed ee upon the parameters shown and is far an Individual A OREGON am Warnings Wore construct/on Commences. bolding Component Applkablety of design (� I 2.2r4 compressbn web bradng most W ralalled where shown e. n°orporemn of cern b panmmeream proper J.Addllbral temporary Macng to insure mate component Is the roapa.deto of the bolding designer. Q" ltY doing construction 2.Design asa.mea the by and bottom°hoiden,W!gamilyssoghe Maud st Q len,.roapa etbeNyofihe erector.Additional permanent bracing e/ Yo.e.and at 10 os.respectively e.lay dobe brandmroupnal Met length by 9.9,4 RY 15 J<c,,, DATE: 3/6/2016 ids Cvanl ahutue sew rogonsy Ry ofBa bu ldb g deypner. umenmus sheathing each as plywood Meemrp(TC)aM/or d"wal(BC). �� SEQ.: K1784865 4.No teed should beappbdtoany component unsleMraebnd 4'�r^ hng108,.relpGdn:rcptu.Wnpwdhowne. AA UL ro•"d 4.Installation mhuesbme reep,nebley o/ihe raptNe ca TRANS ID: LINK fasteners are complete and et no time should any beds greater Man 5.Dn.n assumes trusses ere to be used In a non-corrosive emirenment aaign bads W apps d n,arty component - and aro for-dry condition.of nee. S.CempuTrva edam control over and tisanes m reaporaAmpy for the 8.Design assumes he beanng H se supporta shown.Shim or wedge If fabrica"an,W"°Ing'shipmateandIret'"a"°"o`componena necessary. EXPIRES: 12/31/2016 8.Was design Is furnished sreptn,B.limitations em ford.by I.Design assumes adequate on drainage is provlded. TPII TCA In SCSI,copies efwhkhcoilbefamished 8.NobsNei.located on ter terraofbop,andpacedeoIMircemar March 7,2016 Won request Wee coincide will}mm center ones. 9.Dits indkate sizeWee USA,Ine./CompuTrus Software 7.6.7-SP2(1L)-E o.For basic connecmalamee inches. Note deinches. values sea ESR-13f 7,ESA-1988(Weld I This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cg=1.00 TC: 2x4 OF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-6=10) 309 6-3=10) 223 BC: 284 DF#18BTR SPACED 29.0"O.C. 2-3=1-443) 0 6-4=(0) 304 WEBS: 2x4 DF STAND 3-4=(-493) 0 LOADING 9-5=( 0) 57 TC LATERAL SUPPORT <= 12^OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" -31/ 539V -51/ 51H 5.50" 0.85 SF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 10'- 0.0" -31/ 539V 0/ OH 5.50" 0.85 DF ( 625) 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 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0^ Allowed = 0.100^ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.029" @ 5'- 0.0" Allowed = 0.606" MAX LL DEFL = -0.002" @ 11'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ 11'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL= 0.027" @ 2'- 4.6" Allowed = 0.336" MAX HORIZ. LL DEFL= 0.002" @ 9'- 6.5" MAX HORIZ. TL DEFL = 0.009" @ 9'- 6.5" 5-00 5-00 - '( 'f Wind: 120 mph, h=17.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), IIM-4X9 ' 7.00 load duration factor-1.6, 7.00 Truss designed for wind loads 3 4.0" in the plane of the truss only. W 2.0 I 1 1 j Ni N -/O hi.- , -,"O 00 1M-2.5x4 M-1.5x4 M-2.5x9 1 F y y 5-00 5-00 y y Q,ED PROFS y 1-00 y 10-00 1-00 cp, NG,INE ..->0 'r 89782PE 9r • JOB NAME: DR HORTON PLAN 2685-A- 03 Scale: 0.4822 - 84111, WARNINGS: GENERAL NOTES. nnisesalnnberlohd: le -7+OREGON '` �2,. 1.&Oder end erectlon contractor should be advised of al General Notes 1.This deelph r fined only upon the premiers show"end is M en IndNldrel j O Truss: D3 and mow,belle...gnaw,conmwnen. bolding component.Appeabiwy of design parameters and proper Uq RY 15 2 �Q z.2e4 compression lash bndrg must be Installed ware shown,. Incorporation of component la the responsibility of me Watling dedgner. S.Additions,temporary has to insure etebety during conebuceon 2.DZoo.assumes at10 sou top and bottom dells to d Wanly bread at is the responsibility of the erector.Addmonal permanent bracing of o ox.and.sheathing nod,as ply plywnless ood (TC).nhdmenteIIBngth fi. conimwes shesmin9 seen as prywood sheaming(TC)condign drywefllBC). �� �A' f L T i�� DATE: 3/6/2016 to wend shudwa is Ile esponeiNlty of the building designer. 3.2s Impect bridging or wend bradng required where shown•. v 4.No bMould ould be applied to wry component alter all Wadng and 4.Instillation ofboss is the respMU@eeOtte e sceve contractor. SEQ.: K1784866 fasteners ere complete end at no ern should any loads greeter then 5.Design assumes trusesaeretenuaed lira non-corrosive environment, TRANS ID: LINK deeighbensbeepgtedtoenycompanntndarerorumesfudry bearing at 6 Dng,nwan.en�6nnngat.lsupports shown.s"ma,wedge n EXPIRES: 12/31/2016 6.Comcored overate assumNnnaporwwery Mtn nafaary. fabrication,honing,shipment and inetalauon of components. 7.Design assumes adequate drainage Is provided. March 7,2016 11 6.This design is furnished subject to the RnNbne sN bran by s.Plates shall be loaded on both has of true,and plead so men came TPIIWTCA In SCSI,caplet ofwidth wR be furnished upon request. lines coincide with pint anter Ines. II Digits Indbele ahs of ohne in Inches. MITek USA,Ind.ICompuTnre Software 7.6.7-SP2(1L)-E 1g.For Mab 0015.06,plate design vetoes see ESR-1311,ESR-1466(MRA) s , This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0^ IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF R15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-6=(0) 309 6-3=(0) 223 BC: 2x9 DF 81&BTR SPACED 29.0" O.C. WEBS: 2x4 DF STAND 2-3=(-443) 0 6-4=(0) 309 3-4=(-443) 0 LOADING 9-5=( 0) 57 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 TOTAL LOAD= 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0^ LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" -31/ 539V -51/ 51H 5.50" 0.85 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 10'- 0.0^ -31/ 534V 0/ OH 5.50" 0.85 DF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LLL/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL -0.002^ @ -1'- 0.0" Allowed = 0.150" MAX TL CREEP DEFL=-0.003^ @ -1'- 0.0" Allowed 0.133" MAX TL CREEP DEFL= -0.029^ @ 5'- 0.0" Allowed - 0.606" MAX LL DEFL= -0.002^ @ 11'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003^ @ 11'- 0.0^ Allowed = 0.133^ MAX TC PANEL LL DEFL= 0.027" @ 2'- 4.6^ Allowed = 0.336" MAX HORIZ. LL DEFL = 0.002" @ 9'- 6.5^ MAX HORIZ. TL DEFL = 0.004" @ 9'- 6.5" 5-00 5-00 Wind: 120 mph, h=17.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B,IIM-9x9 12 4 xp.B, MWFRS(Dir), 7.00 load duration factor-1.6, 3 4.0n Truss designed for wind loads in the plane of the truss only. 2.1 N at IIIIIIIINII 11..S111111111114 m. W /i ,41 o 6 4 -AD M-2.5x4 M-1.5x4 M-2.5x4 i or b y 1 5-00 5-00 r l 1-00 10-00 y 1-00 y �CI�Ec D PRO c1� ,�5` GINE �NE9 O Q :9782PE ml"" • JOB NAME: DR HORTON PLAN 2685-A- D4 f Scale: 0.4822 �/ W 77:fp AVIS WAIWGS: GENERAL NOTES, uiessomanvse noted: T v Truss: D 4 1.Builder and*radion contractor shored be advised of al General Notes 1.This design Is based only upon the parameters shown and N bran imMd st • EGON a� and Warnings before construction commences. bolding component Applicability at design parameters and proper 0 2.2r4 compression web bracing must be inYsNd when shown.. Inepgentl*n o/componem b Be raapone bgty of me building design., 3.Additional temporary brecsg to Intoe stagy during construction 2.Design assumes the*p and bol*m chords*Ia laterally*asci et �n��4/1 y . y !�� Is me responsibility albs erector.Additional permanent bracing of 2'a.c.end st ID o.a.nse..plyunless braced throughout their length by 'T4 -1 i �``(V DATE: 3/6/2016 the Deni structure tomsresponablily otter bulling despner. congruous sheathing such as plywood required cone,. aneror dyxwl(BC). i4 p^ ` �e 3.7.Impact bridging orlatenlbrac*p redprkae when shown.♦ AUL SEQ.: Ki7 8 4 8 67 4.No bed should be applied to any component until alter sit bndng and 4.Inetelaten of boas lathe responabiky orthe'swedes contractor. fasteners ere complete end at no time should any bads greater tan 5.Design assume busses era to be used Ina noneorraslve environment TRANS ID: LINK design dads be applied b any component and are for dry aondBen er se. 5.CompuTna as no antro)over and assumes no responsibly for me 6.u^assumes fug bearing at all supports shown.Shim or wedge A EXP I R ES: 12/31/2016 y. fabnlaeen,ananp,shipment end Installation of components. 7.Design assumes adequate drainage is provided. March 7,2016 6.This design Is furnished subject to the limitations fat bed by 8.Metesehal be bated on both lace.oftnR and sifted so Blair anter TPUWFCA h SCSI,copies ofMeth will be furnished upon request. lines coincide with john enter Ines. MTek V Inc 9.Mobs Indica*sed of plate in Inches. JConpuTrus Soltw.re 7.6.7SP2(1L)-E 10.For bask connector plate design velum sae ESR-1311,ESR-1968(MITes) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF#1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-4=(0) 0 BC: 2x4 DF #1SBTR SPACED 24.0" O.C. 2-3=(-55) 6 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" -39/ 298V -10/ 3BH 5.50" 0.48 DF ( 625) 1'- 11.0" -26/ 30V 0/ OH 2.00" 0.05 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 2'- 0.0" -23/ 44V 0/ OH 2.00" 0.07 DF ( 625) 12 Cs=1, Ce=1, Ct=1.1, I=1 7.00 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 lOPSF 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'- 0.8" Allowed = 0.103" MAX TC PANEL TL DEFL = 0.002" @ 1'- 0.8" Allowed - 0.154" MAX HORIZ. LL DEFL= -0.000" @ 1'- 11.0" MAX HORIZ. TL DEFL = -0.000" @ 1'- 11.0" 3 _. Wind: 120 mph, h=16.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 14Olt I"- ..A11411111111111 l 0 ti N O I I CI , I o II@::4 1 M-2.5x4 i' y !PROVIDE FULL1Bt.5 ING;Jts:2,3,4 I 2-00 ���tp PR(:)p4. �cc . �N('I N EER 6/02 :9782PE 9r ......r JOB NAME: DR HORTON PLAN 2685-A - J1 Scale: 0.9705 '1/ MEI WARNINGS: GENERAL NOTES, mews otlei*.noted: TrussJl 1.endNxand erection contractor should beadvised ofalGeneral Notes 1.?tetedea(gnIs based only upon the parameters shown and IbranIndividual ..y,L OREGON Q • ant Wetness beforeconstrue/len commences. bupdiog component.Appl6ole8p of design promotersand proper Q 2.2e4 compression web Wachs must be aremIed when shown a, too pontbn of Component kOe responsibility of Ole bulldlrp designer. ,�'1 I A� V k"<"(1‘k"<"(1‘3.Additional temporary bracing lo Metre WNW duthg construction 2.Design assumes the top and bottom chemist.,be laterally benk d Isms responsibility of the erector.Additlontl penassnt bradtg of 7 o.e.and at 75 o.p.reWectwey mews braced throughout Weir tenpm by a DATE: 3/6/2016 the overall structure*the reepona6l oftle building mMMcoua sheathing such..plywood sheathing(TG)alend/er dywal(SC>. response/Sty g designer. 3.20 Invest bridging or lateral bradng required when shorn.. PA U L �� SEQ.: K1784868 4.No bad should belapelled tany component until after ell bracing and 4.Installation of truss tethe resporebllyofthe respective contractor. Odense are compete and at no the should any bads greater then 5.Design wanes busses are to be used In a nonaonasive environment design bbe ORM. adsapplied te any component. and em far condition"os. TRANS I D: LINK 5.CampuT ue has no control over and assumes no responsibility for h. 6.Deemign assumes be bearing et all assorts shown.Shim or wedge W EXPIRES: 12/31/2016 hbdca0en,benders.shipment end Installation of m npooente. Bary' a.Thi.daelgn isoenbbad sopa to the'MWetbn..stone by 7.Detesoleeign be boated nteafecete dreinege Is n..,providend. March 7,2016 a.PcoteAhebpted an 101 Ones.o/troy,end pteatlsglek center TPIANfCAm 8091.men of which ole be bmbhad upon request Ones coincide )alM center goes. 9.Dlges Indicate aha 018[000.11es. lATel(USA,Isc.ICompuTnos Software 7.6.7SP2(1 L)-E 10.For baeb connector plate design values see ESR-7311.ES0.1089(MRetl) Symbols Numbering System a General PLATE LOCATION AND ORIENTATION j Safety Notes 3j4 Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury IMRE Dimensions are in ft-in-sixteenths. li� Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 4 0 x s" 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I � � r7 bracing should be considered. x 1— O O 3. Never exceed design odnsand eer a_ O c. U stack materials onthe inadequatelylabracedhown trusses.v 4. ProNevvide copies of this truss designig to the buildingn For 4 x 2 orientation,locate imliciri..mmimmimmimmaim pdesigner,erection supervisor,property owner and plates 0-1n4' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from 'Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. NUMBERS/LETTERS. software or upon request. i 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: Indicated by symbol shown and/Or SYP represents values as published all respects,equal to or better than that by AWC in the 2005/2012 NDS specified. 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 dote of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING j ( or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. 4611.Alk Indicates location where bearings 1 b.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MTel All Rights Reserved approval of an engineer. `111=1111r reaction section indicates joint — number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. JI€ 18.Use of green or treated lumber may pose unacceptable �— environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI l: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. i is not sufficient. BCSI: Building Component Safety Information, f ,1 ■TVe 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 Standard Gable End Detail ST-GE120-SP - -- MITek USA,Inc. Page 1 of 2 / L a Typical x4 L-Brace Nailed To / 2x Verticals W/10d Nails,6"o.c. Vertical Stud-. .. - ,=, Vertical Stud (4)-16d Common \ DIAGONAL o, ,z Wire Nails A3 CE MiTek USA, Inc. -16d Common SECTION B-B �� Wire Nails DIAGONAL.BRACE /-_____6,.._ ,i Spaced 6"o.c. �_ 4'-0"O.C.MAX - • _ (2)-10d Common ----------2x6' _�Stud or TRUSS GEOMETRY AND CONDITIONS Wire Nails into 2x6 �,-. 2x4 Not of better SHOWN ARE FOR ILLUSTRATION ONLY. ''- -Typical Horizontal Brace Nailed To 2x_Verticals 411 2 SECTION A-A 2x4 tud w/(4)-10d Common Nails -- "'-...j Varies to Common Truss — - * \ PROVIDE 2x4 BLOCKNG BETWEEN THE FIRST (Airi40,nr iiA %iiv./AM%ii/yriigiiiii�i, SEE INDIVIDUAL MITEK ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING / DRAWINGS FOR DESIGN CRITERIA TO TRUSSES WITH(2)-10d NAILS AT EACH END. A **!{� \. ATTACH DIAGONAL BRACE TO BLOCKING WITH r_ ,.� B \\4= (5)-tOd COMMON WIRE NAILS. �m :.lm, • INDI (4)-8d NAILS MINIMUM,PLYWOOD 11 1/jI ////��'/� , � 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. ANEW. 0.2'-`� 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. I 1"$" (2)-1 Ufl' "FAS N3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. / /(2)-lOd NAILS ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT � �� BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF ', ' I'/40 /Trus- S 0 24" O.C. DIAPHRAM AT 4.-0"O.C. if V 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL 1_. BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ,,� ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. "`�DIAGONAL BRACE SPACED 48"O.C. ala (REFER TO SECTION A-A) g. Brace \,,'ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. at 'I/3 point COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. if needed 0 TO BLOCKING WITH(5)-10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. End Wall rJ HORIZONTAL BRACE (SEE SECTION A-A) DIAGONAL2 DIAGONAL • Minimum Stud Without 1x4 2x4BRACE BRACES AT Stud Size Spacing Brace L-Brace L-Brace 1/3 POINTS Secies and Grade Maximum Stud Length 2x4 SP No.3/Stud 12"O.C. 4-3-2 4-9-13 6-9-13 8-6-4 12-9-5 2x4 SP No.3/Stud 16"O.C. 3-10-7 4-2-1 5-10-13 7-8-14 11-7-5 2x4 SP No.3/Stud 24"O.C. 3-3-11 3-4-14 4-9-13 6-7-7 9-11-12 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.