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LO5 ZK 14-0,, Allrea�eV Isom,oil o iii , Mi 8-00-00_ ,� j��� ,( DR HORTON di All 11111111MMI\ /iIIIii' �]3 PLAN 3725 "B" 11P ' 1I lila ' l •; IJL2 GARAGE RIGHT C r •4 Op 9 Ill \I i� 1 3 JLC JR8 IL 1 10' , 0), ' ''" (P 4124( JL8 ml: — mn► A 111iRr � JL12 MEW ' I 7111 111 CV JL10 ' lg. (IP t. r /�� °O 7/12 PITCH 1-0 O.H. o 7/41 '2 Ali a � 0 5/12 PITCH 1-0 O.H. (REAR PI'CH) ol to��'�� •�� ' i� �s� 4-- 4 3/12 PITCH MATCH 960 UPER OOF I ,�IA:1 miLin/ 5,. 8-00-00 I —: �h��, �� L ' ' S.B. 1HULH i - H-tfiV 1 Z 9-10-00 LOWE' '" 1ili : 7/12 7/12 S.B _' MillE I _ 3 ARIEL TRUSS ` litri NI I- - i-!_►,_ -- 574-7333 IlpL,1 � 0!.'—.- /,r,u DRAWN BY:MINI �I ���` �r� , p 111111114-0A9 KEVIN LENDE 11 O O �M 11' p ei4i1.11111 IMAz ��i ' 0 - ROP G/E liar PlkN o Er) ... 5 I, , G/E �r y 21-01-00 1, [ 111111111M 10-11-00 SPAN 1 r TOP OF BEAM AT y 10-06-08 y SPAN -- . .-14 ���:� LvS Z (' • &0,i 6.0.12 Inc. MiTek° MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: DR HORTON PLAN 3725-B ROOF DESIGN INFO 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: K2266820 thru K2266843 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. •<<- NG I N4. `r�0 c�, 2 89200PE 9r' 7 4f OREGON i0 qy 14 2O' P+ .17F311-‘- 0 August 11,2016 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 7'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF B16BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 43 2-5=(-25) 23 3-5=(-216) 90 BC: 2x4 DF B1&BTR SPACED 24.0" O,C. 2-3=(-98) 71 WEBS: 2x9 DF STAND 3-4=( -B) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -25/ 435V -25/ 76H 5.50" 0.70 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 7'- 0.0" 0/ 284V 0/ OH 2.00" 0.45 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/290, 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= -0.153" @ 3'- 6.9" Allowed = 0.426" MAX TC PANEL TL DEFL= -0.219" @ 3'- 6,9" Allowed = 0.638" MAX HORIZ. LL DEFL = -0.000^ @ 6'- 8.8" MAX HORIZ. TL DEFL= -0.000^ @ 6'- 8.8" 6-08-12 0-03-04 4 T T 12 Wind: 120 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5.00 D (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x9 load duration factor=1.6, 4 Truss designed for wind loads 3 in the plane of the truss only. ti N O M ,-I /- I M o 0 M-2.5x4 M-1.5x9 L. 1 1 6-08-12 0-03-09 p y 1-00 y 7-00 y c R. PRo1 c.:3• .""S`NG NEER /O 2 �� 89200PE -ter JOB NAME: DR HORTON PLAN 3725-B - AlScale: 0.5406 �� / 41 /'}. WARNINGS: GENERAL NOVES, un .otherwise noted: 1110 'V� i.Bolder and erection connector snewd be advised of al General Notes B.The design is belied only upon the param.IIs shown and is for an indNMuel +7OREGON Truss: Al and Warnings before mnablelon commences. bulding componem.AppkcabNtyotdealgn psrametera end proper 2.1n4 cempeesbn web bracing must he Metaled when anewn+, lenorWrellen or component lathe responelblty sines building designer. J//O�q l.i 2-° '�O� 3.Additional famporary bracing to insure ahhMiy dump construction 2.Design sesame the top and bottom chords to be laterally bend et / G (y� k aro raaponsiMlly of the emitter.Additional permanent bracing of Y om.and at 1 D lite,reesedNely unless braced(TC(e dl Irak length by �`_ DATE: 8/10/2016 the overN ahuduro lathe nspona/Ny of the building designer. 3.3lm ea inuous �rn�s%t braouch es d required wod tiom shown.tl �eC) �`R R��.� P bridging la ng SEQ. K2266820 A N.foedshould he eppll.l.and atanyo component u ite atter greater than 4.IneDesign ion of uses the are to used in a non050ba neMator. faWnara are oempfawaneatnetime ehouW any badegroatw Bran 5.Design aor"dysbuases'of u heused ins nencorrosive environment, TRANS ID: LINK dWgnbd.b.epptled is.nycempdnem. 8.aDeessign arefor WMs NI labs wing fit al supporro.hown.BNm or wedg.n 5.Canputme hes no control over and assumes no responsibility forme EXPIRES: 12L31L2017 necesesry. fabrication,landing,shipment and bMeMbn of nmpenenh. T.Design assumes adequate drainer le provided. August 1 1,2016 8.ThN.M.,.Mudge N.M.,sublet NMI M to the MORN.eat foa.Plates shot be bested on boat am faces of trues,a TPIWM TCA In SCSI,copies of MGR wM be nlhed upon request. Mies eohwid.MG joint centeranes. *ad es tent renew Wok USA,InWCo Trus Software 7.8.61L 9.Fats IsioounndiGte ecorpof eter debars. nprtt )£ 70.For bask connector Mete in the velars see EBR-7111.ESR•1088(Mitch) I a r This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TC: 2x9 DF(t16BTR TRUSS SPAN 7'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 BC: 2x9 DF)16BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. 1-2=( 0) 43 2-4=0) 0 LATERAL SUPPORT <= 12"OC. UON. TC2-3=(-53) 50 BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -11/ 353V -3/ 93H 5.50" 0.56 DF ( 625) 3'- 11.0" -72/ 122V 0/ OH 2.00" 0.20 DF ( 625) Snow: ASCE 1-10, 25 PSF Roof Snow(Ps) 7'- 0.0" 0/ 114V Cs=1, Ce=1, Ct=1.1, I=1 0/ OH 2.00" 0.18 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 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 LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.142" MAX BC PANEL LL DEFL = 0.015" @ 3'- 2.3" Allowed = 0.307" MAX BC PANEL TL DEFL= -0.085" @ 3'- 8.3" Allowed = 0.410" MAX BC PANEL TL DEFL = -0.046" @ 4'- 2.2" Allowed = 0.410" 7-00 MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.0" 1' MAX HORIZ. TL DEFL= 0.000" @ 3'- 11.0" 12 5.00 Wind: 120 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 1 .a 1 .+ P .i 1 n [ ..M111111111111111.111.111.1111111111.1111.11.11.11111111.11111 1 I ' .19 -I M-2.5x4 J, y 1-00 'PROVIDE FULL BEARING;Jt 5:2,3,4 I 7-00 y ���`cD P,AGI I R OFFss kt 2 Q 8920OPE -9r JOB NAME: DP.HORTON PLAN 3725-B -Al '' jce Scale: 0.6211 Warnings WARNINGS: GENERAL NOTES. unless otherwise noted: Truss A2 Bale.rend eeafoant rector ep should be 1.7hkdesign kss based only open mepasmehnshown amiaforanlmNlduel I'G OREGON i� and inrgs before conshuctlen eemmeness6ce . balding component Appbity of design parameters end paper 3.L4oemgeaaionweb bsangmust he imaged where shown i Design.nsaIncorporation of the top Mkthe mtard.ty draw Ouldmg designer. tX 2���� 3.Atltl Iensl tempos"bracing to(neuro stability during eon.tsalen 2 assumes the fop and bottom chordate be .light braced on DATE: 8/10/2016 kthe raaponsMRy of the erector.Additional permamntbnarq of 7ec.amat IVe.o.gpeeNNy unless braced Throughout their length by the event/.tr�ctor*is the nspunetblly of the building designer. 3.continuous sheridgi thing sor. as plywoodIron re aalaired teem)antll+dryxrN(ec). (- R'IO- DATE: K2266821 4.NobMshouldbe appeal Inany component untalrelbating and 4.ImtaMtfo bridging hmstotherep asi nsilyoftthheerpna,ewn.+ K fastens are complete am at no time should s Isads respective.oeeot a environment,any tReebrt than 5.soden manes busses an to be used Ina non-comma amianmmt TRANS ID: LINK d.agnlwab.applkdto any component end arefor'dryconalkn•ofuse. 5.Canpots,e sea rap control over and gamma no rapoflslblRy fofthe e.Design m anes full bearing Mal supports shown.Gram or wedge N fab�.Aon•han .shipmentandi^,ka„enofcomponents. EXPIRES: 12/31/2017 e.This design k fundMatl sable.to the Imitations set bM1 by 7.Design assumes adequate drainage is provided TPNNTCA in SCSI,copies of xhkh WY be furnished u 5.Platai o sal be brats.on bebuss,and placed so tlrelr center 11,2016 Pon request. lines coincide with joint ablerr Ince.Ams, MITek USA,InoJCottlpuTng Software 7.6.6(11..)-E 10. Dips Indiate size Ware Sr Inas. i0.For bask connector plots design values see 5516.131 1.ESR-1836(ARMS) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 27-01-08 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 015BTR LOAD DURATION INCREASE= 1.15 (Non-Rep) 1- 2=( 0) 56 2-10=(-282) 3852 2- 3=(-4546) 406 BC: 2x4 DF 8181516 2- 3=(-4546) 406 10-11=(-420) 5032 4-10-) 0) 1310 WEBS: 2x4 DF STAND LOADING 3- 4=(-4510) 426 11- 8=(-282) 3852 10- 5-(-1084) 252 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4- 5=(-4266) 360 5-11=)-1084) 252 TC LATERAL SUPPORT <= 12"OC. UON. Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' 5- 6=1-4266) 360 11- 6=( 0) 1310 BC LATERAL SUPPORT <= 12"OC. UON. 6- 7=(-4510) 426 7- 8=(-4546) 406 TC UNI£LL( 25.0)+DL( 7.0)- 32.0 PSF 0'- 0.0" TO 27'- 1.5"V 7- a=(-4546) 406 BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 27'- 1.5"V 8- 9=( 0) 56 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC UNIF LL( 75.0)+DLI 21.0)= 96.0 PLF 8'- 0.0" TO 19'- 1.5" V ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 27'- 1.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-11-00 2-11-00 TC CONC LL( 466.7)+OL( 130.7)= 597.3 LBS @ 19'- 1.5" 0'- 0.0" -180/ 2941V -79/ 79H 5.50" 4.71 DF ( 625) 27'- 1.5" -180/ 2941V 0/ OH 5.50" 4.71 DF ( 625) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 Join together 2 ply with 3"0.131 DIA GUN nails staggered at: 9^ oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL- -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.171" @ 24'- 2.3" Allowed = 1.310" MAX TL CREEP DEFL = 0.343" @ 24'- 2.3" Allowed = 1.747" 9" oc in 1 row(s) throughout 2x4 otton chords, MAX LL DEFL = -0.001" @ 28'- 1.5" Allowed = 0.100" 9" oc in 1 row(s) throughout 2x9 webs. MAX TL CREEP DEFL = -0.001" @ 28'- 1.5" Allowed = 0.133" MAX HORIZ. LL DEFL= 0.045" 0 26'- 8.0" MAX HORIZ. TL DEFL = 0.071" @ 26'- 8.0" Wind: 120 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 8-00 11-01-08 8-00 in the plane of the truss only. T T f T 3-01 4-11 5-06-12 5-06-12 4-11 3-01 1' T 597.30# T ir597.30# 1' r 12 12 M-5x6 M-5x6 7.00 7.00 4 M-2.5x4 Q Oe 5 • >5>�/ \/\ M-2.54 03 ry a O 10 11 p I M-3x8 M-2.5x4 =M-4x4 M-3x8 of MSHS-3x10(S) J. 9-02-07 y 8-08-09 J. 9-02-07 y •5E,D PR°Fee 1 y 1 c3- GINE. ci 9-11 17-02-08 ' • ` �19 °A• 1-00 27-01-08 1-00 QC 89200PE °I, J. JOB NAME: DR NORTON PLAN 3725-B - B1 / "'. Scale: 0.2178 WARNINGS: GENERAL NOTES, unless oe,550..noted: 1.Bulkier and erection contractor should be advised.fall General Notes 1.This design Is Weededy upon 7W per.mele,s shown and is for an individual -7 OREGON Truss: B1 and abusing@ before construction ammen.e.. buMhe component ApplkabiAly ofdesign parameters end proper A. 2.S,4 compression web bradne muA W Instated Where shown+. InarpontW n of component is the roapndtalM Nem buldisg designer. ' Y w Oh� 3.Additional temporary tasting b than*Ability during consrucion ZDaapn@@ganga the rota and bottom cWrdsroW Memlp braced at Y Z 'Ay� *the m@Iteeps of the bm Isb AddlbnN permanent bracing or 55.5.and at 10*c.c.respectively unless brae.d throughout their length by �'`- DATE: 8/10/2016 the overall structure Is the ngwaNbSiy of the bdl9ng designer, continuous sheathing s"obesedegnesn.amkeree)senor @rya tl(Be). 'A'/ 'C7 p'i 3.lsImponofct truss r s is the nitaa�gtp of he the rep.dlee s++ l�fl L SEQ•: K2266822 4.N.lend should WappMdb any component until ager e/taaddg ens 4.Design assurnuealethe ee po be send Inanon-cdsWc.enodor. haNmfs ma complete and N no time should any loads greater than s.an Design eseunw Wawa am to W used In.nonteno.Ne envlronmenl, TRANS ID: LINK design lesdsWappu.dto.nycomponem. md.mrorayammon Muse. B.Design aa 5.Compulrushs no control over and assumes no responsibility for the assumes full beafkg N@A supportsMoan.SNm or wedge It EXPIRES: 19/3112017 tebdcatbn,handling,shipment and installation of components. 7.Desi met adequate drainage N provided. August 11,2016 S.This design le handled subject to the Nnttatlens set form by a.Plates Nal W bated en bogs Nees Minns,and plead so emir anter TPIN ICA In SCSI,wpbs or ankh MN be furnished upon request Anes wired*with joint canter lines. MITek USA.InciCori puTrus Software 7.6.6(1 L)-E 10 F r ae c connector stze pf PMe design vet. pMe into veluas see ESR-7311,ESR-7935(MRep This design prepared from computer input by BER SPECIFICATIONS GREG ARIEL TRUSS TC: 2x9 OF#16BTR TRUSS SPAN 27'- 1.5" BC: 2x9 DF#1SBTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 9WR/GDF200 WEBS: 2x4 DF STAND SPACED 24.0" O.C. 1- 2-) 0) 57 2-12=(-28) 1520 2- 3=(--)-200009) 111 2- 3=1-2009) 111 12-13=(-75) 1789 9-12=( 0) 557 LOADING 3- 9=(-1891) 131 13-10=(-28) 1520 12- 6=1 -477) 90 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 9' S=( 0) 0 BC LATERAL SUPPORT <= 12^OC. UON. 6-13=( -477) 90 DL ON BOTTOM CHORD= 10.0 PSF 4- 6=(-1635) 127 13- 8=( 0) 557 _------.=.--.....-.............=.==.--........ TOTAL LOAD= 92.0 PSF 6- 8=(-1fi35) 127 9-10=(-2009) 111 NOTE: 2x9 BRACING AT 29••OC LION FOR 7- 8-) 0) 0 ALL FLAT TOP CHORD AREAS NOT SHEATHED Snow: ASCE 7-10, 25 PSF Roof Snow)pe) 8- 9=(-1691) 131 D Cs=1, Ce=1, Ct=1.1, I=1, Lu-50• 9-10=(-2009) 111 10-11=1 0) 57 LETINS: 2-11-00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 2-11-00 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0' 0.0' -99/ 1561V -79/ 79H 5.50" 2.50 OF ( 625) 27'- 1.5" -99/ 1561V 0/ OH 5.50" 2.50 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 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 = -0.345" @ 2'- 11.2" Allowed = 1.310" MAX TL CREEP DEFL = -0.313" @ 2'- 11.2" Allowed = 1.797" MAX LL DEFL = -0.002" @ 28'- 1.5" Allowed -- 0.100" MAX TL CREEP DEFL = -0.003" @ 28•- 1.5" Allowed = 0.133" MAX HORIZ. LL DEFL= 0.034" @ 26'- 8.0" MAX HORIZ. TL DEFL- 0.059" @ 26'- 8.0" 10-00 7-01-08 10-00 3-01 4-08 2-03 3-06-12 3-06-12 2-03Wind: 120 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, T Q 4-08 3-01 T f f T load duration,factor=1 Enclosed, Cat.2, Exp.B, MWFRS(Di r), 8-00 Truss designed for wind loads .f 8-00 in the plane of the truss only. 12 5 7 7.00 • M-4X6 12 4 M-2.5x4 M-4x6 Q 7.00 ✓e. •6 V, M-2.5x4 \ \/ 3 M-2.5x9 N O C _� N O 1 r K -,/O o M-3x8 M-21 5x9 33 '-'1. 1 o =M-4x9 M-3x8 i MSHS-3x10(8) l y 9-02-07 8-08-09 y y y y 9-02-07 �� 'Q PRp'rF 1 l 9-11 17-02-08 1 \�� �IAGIN,EF9`�'/O 1-00 27-01-08 ), ,L ��. 2 1-00 K- 89200PE -FL JOB NAME: DR.HORTON PLAN 3725-B - B2 Scale: 0.2053 '. WARNpIfiB. GENERAL NOTES, Q Truss• B2 t.Bolder and erection contractor Moub be advised sten General NOM mesa omerww poke: and Warnings before eonsWdbn Commences, I.This design k based only upon the prone..design per ate and is form mdNM,sl leading cempoMM.Appkabnty of deagn gnmeten and proper '7 ,1 N OREGON L t4mmereWon web bracing must be installed when shown.. Incorpontbn of component is the reepentlenly ofm•bupdhg designer. L.+ S.Additional temporary bracing to Insure mblpry during mritlmdbn 2.Design assumes the top and bo8om chords to be Penh braced et /O qY 14 X01 �'�� DATE: 8/10/2016 tome roapom fogey of the erector.Additional psmmneM bracing of 7e.e.end at f0 o.c.respectively unless bread throughout inelr length by the overt structuren the nepona@Rty enure bunelr g designer. continuous bridging n such es*wood respired mg(TC)and/or drywan(Be). /,,� SEQ.: K2266823 4.We teed amt.bee 3.IntmcOen etging Is thembnanghrepect.cot % - R R'1 ppned to any component miR star al liming•M 4.ktlenstbn ofirwa tome resp•dws contractor. 1� %stoners ere complete Ind et no ems should any bade greeter men 5.Design assumes seem ere te be used Ina non-corrosive smlnenme., TRANS ID: LINK detlgn bads be applied to any component. end me for dry m amara of use. 5.CempuTn»hes no control over and aawm•a no responsibility forme 8.Dasge imams full bearing et e1 supports Wiesen.Shin or Wedge If EXPIRES: Nbrk+tien,handling,shipment and ine%namn of components. necessary. 12/31/2017 e.This daegn le furnished sugeef to the limitations set form by 7.Design assumes adequate ob damage b provided. TPlWFCA In SCSI.copes of oRIdh will be Nnkhad upon request. 8.en.a bd e,be bedan onboth Noes of Wes,area placed so their center August 11,2016 nnM mmdw with jolts«Marrenes. MITek USA,Iec.)CofmwTrus Software 7.8.6(11)-B 0•Dips indicate she or piste m Inches. 10.For basic mnnedor plate design values ase ESR-1311,ESR-1088(NRek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 27'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 814BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-12=1-188) 1550 2- 3=1-2006) 291 BC: 2x4 OF 614BTR SPACED 24.0" O.C. 2- 3=1-2006) 291 12-13=(-167) 1596 4-12=1 0) 414 WEBS: 2x4 DF STAND 3- 4=1-1847) 313 13-10=1-188) 1734 12- 6=( -261) 211 LOADING 4- 5=1 -579) 236 6-13=( -261) 205 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 6=(-1298) 123 13- 8=( 0) 414 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 5- 7=( -496) 243 9-10=(-2165) 291 TOTAL LOAD= 42.0 PSF 6- 8=1-1245) 123 7- 8=( -710) 236 NOTE: 2x4 BRACING AT 24"OC UON. FOR Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 8- 9=(-2069) 313 ALL FLAT TOP CHORD AREAS NOT SHEATHED Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' 9-10=(-2165) 291 _________________________ 10-11=1 0) 57 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LETINS: 2-11-00 2-11-00 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -185/ 1460V -116/ 116H 5.50" 2.34 DF ( 625) 27'- 1.5" -185/ 1422V 0/ OH 5.50" 2.28 DF ( 625) M-1.5x4 or equal at non-structural vertical members (non). Unbalanced live loads have been VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 considered for this design. 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 = -D.178" @ 2'- 11.2" Allowed = 1.310" MAX TL CREEP DEFL = -0.155" @ 2'- 11.2" Allowed = 1.747" MAX LL DEFL = -0.002" @ 28'- 1.5" Allowed = 0.100" 12-00 3-01-08 12-00 MAX TL CREEP DEFL= -0.003" @ 28'- 1.5" Allowed = 0.133" 3-01 4-08 4-00 1-09-12-06-12 4-03 4-08 3-01 MAX HORIZ. LL DEFL = 0.033" @ 2s'- 8.0" . 1' ,f f f MAX HORIZ. TL DEFL= 0.051" @ 26'- 8.0" 8-00 8-00 Wind: 120 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1281-4x6 M-4x6 12 load duration factor=1.6, 7.00 7,00 Truss designed for wind loads 5I \ in the plane of the truss only. � lev M-4x6 M-4x6 4 M-2.5x4 •6 M-2.5x4 \/\/ M-2.5x4 3 N N o 12 13 n1 1 O M-3x8 M-2.5x4 M-2.5x4 M-3x8 0 0 MSHS-3x10 IS) y 9-02-07 y 8-08-09 y 9-02-07 y .<(,t D PRQFF. 9-11 6161 y 17-02-08 y �ce vj1GyNE�n 1-00 27-01-08 1-00 t • 89200PE JOB NAME: DR HORTON PLAN 3725-B - 63 Scale: 0.2034 ��i WARNINGS: GENERAL50103, tints,.ethe,Wkenot O 1/0 1.Bugler and erection contactor shad be advised of ail General Notes 1.This design is based only upon the parameters show,and%for an hMNNual / OREGON e., tlt,/ Truss: B3 arta w.Mtgs prow wmmKtbn eommsnp., bugling component.Applicability of design paramd.rs and proper (� f�f �J\O" w\ 2.Dr4 oomprealon web bracing must be Inaald savers slaw"w. incorporation of component la 0a responsibility erns boNing wrdgn.,. , .5)/ .s.t (y 3.Additional temporary bracing to Imre stability during construction 2.Design assumes me top and bosom darts fop latently braced at O 1 Y F+ la me responsibility Quip erector.Addtibnal pennant."'bracing of 7 on.end d IS o.n respectively unless braced throughout mets length by continuous such as plywood R'`- DATE: 8/10/2016 the overall structure b the responsbBly of the building 5•10:10.,5•10:10., 3.0 bnpe*bridging or lateral bracing r.guted share)shows d• rywall(BC). R SE K2266824 4.No Iced should be any component anti eller elbradng.sd 4.batagibn or truss le the responsibility of tat respective contractor. •1 Q' toto ate complete and at no time should any bads greater tan 5.Design assumes trusses are to be used In a norKonoaWe environment, d.dgn batln bs appA.d to arty component. and are for'dry condition'.of use. TRANS I D: LINK 5.Comsat.hue no control over and assumes no tsspoo nilly for the 6.Designryammea fol bearing at sl supports Hawn.sham or wedge d EXPIRES: 12/31/2017 fabrication,handling,shipment and hetaraon of components. 7.pmwdgn assumes adequate drainage is provided. August 11,2016 a.This design is Mnewd%Asea to the funestbne.ot forth by 9.Pates shag be located on both Nps oftrues.and placed sstiMrcemer TPINVTCA In SCSI,copies of which will be furnished upon toque*. Rues coincide with Joint center Ines. H.Digits indicate slea epee In Inches. MITeb USA,InvJCompuTNs Software 7.6.6(1 L)-E 10.For bask connector pate design values see ESR-1311,E5R-tge5(MiTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 27-01-08 MONO HIP SETBACK 8-00-00 FROM END WALL TC: 2x4 DF#14BTR LOAD DURATION INCREASE= 1.15 (Non-Rep) IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 BC: 2x4 DF#14BTR 1- 2=( 0) 56 2- 8=(-298) 3910 2- 3=(-9612) 318 WEBS: 2x9 DF STAND 2- 3=(-9612) 318 8- 9=(-314) 5012 8- 9=( 0) 1194 LOADING23- 9=(-3910) 34022 9-10=(-319) 3496 B- TC LATERAL SUPPORT 4= 12^OC. UON. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 5=(-1332) 184 4- 5=1-3910) 322 5- 9=( -940) 296 BC LATERAL SUPPORT 4= 12"OC. UON. Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' 5- 6=(-9959) 288 6- 7= 9- 6-( 0) 1616 .0)= 32.0 PSF 0'- 0.0" TO 27'- 1.5^ V ( -99) 39 6-10=(-9304) 390 TC UNIF LL( 25.0)+DL( 7 BC UNIF LL( 0.0)+DLI 10.0)= 10.0 PSF 0'- 0.0" TO 27'- 1.5" V 10- 7=( -432) 122 NOTE: 2X4 BRACING AT 24"OC UON. FOR TC UNIF LL( 75.0)+DL( 21.0)- 96.0 PLF s•- 0.0" TO 27•- 1.5" V ALL FLAT TOP CHORDAREAS NOT SHEATHED BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 27'- 1.5" V BEARING MAX VERT MAX HORS SIG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONE LL( 966.7)+DL( 130.7)= 597.3 LBS @ B'- 0,0^ 0•- 0.0" -156/ 2808V -62/ 127H 5.50" 4.49 DF ( 625)27'- 1.5" -230/ 3117V 0/ 0H 5.50^ 4.99 DF ( 625) LETINS: 3-00-00 0-00-00 OVERHANGS: 12.0" 0.0. 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 = -0.001" 0 -1•- 0.0" Allowed = 0.100" ( 2 ) complete trusses required. MAX TL CREEP DEFL= -0.001" @ -1'- 0.0" Allowed = 0.133" Join together 2 ply with 3"x.131 DIA GUN nails staggered at: MAX TL CREEP DEFL 0.365" @ 3,- 0.1" Allowed - 1.310" 9" oc in 1 row(s) throughout 2x4 top chords, 0.1" Allowed 1.747" 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX HORIZ. LL DEFL 0.095^ @ 26'- 10.0" 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL= 0.177" @ 3•_MAX HORIZ. TL DEFL = 0.070" @ 26•- 10.0" Wind: 120 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 8-00 in the plane of the truss only. '1 19-01-08 3-01-14 9-10-02 6-02-08 6-05-08 12 4597.30# '( T 6-05-08 7.00 M-9x6 q M-2.5x9 M-3x10 �p 5 6 M-175x9 M-2.5x9 3 co 0 F do 0 1 N v ot • ir3 --f-1 4\1/441\11\1441%1L 1 g o M-3x8 M-2.5x4 9 F10 M-3x9 M-3x6 MSHS-3x10(5) 1 y 7-09 J. j y 9-08-09 9-08-09 p P R p y E F 1 y 9-11 17-02 08 ), �cJ`\c.'GNGtINE tYt9 1-00 27-01-08 �,F,1 v O"!.- 89200PE 9r JOB NAME: DR NORTON PLAN 3725-B - B4 Scale: Scale: 0.2481 WARNINGS: GENERAL NOTES, unless othedMce noted � Truss• B4 Ba3ee and eractlan centras or Meub be sas ed ofalGemnl Notes 1, le Q • TNaaalgn Wont.Amyup.nthe �� , OREGON �� ane Warnings before amtmdbn commerieae, bolding...Wont.AppAabNry et�nametera.awn and a for an Individual 2.244 cont scion web brad dpNpnl paramehra ma proper Dn eg mud be Molded wlxro shown+. Incomoraeon ofcompone and Is the reeporwibBty of the building designer. 2ti �4 4 3.Additional temporary bracing to nate stability during cenatrueeon 2.Design and t tO the top bottom chorda to be laterally braced at �O DATE: 8/10/2016 ht the mq en.NGyoftheender.Add Sony pemnmmbnecinp of soNlesat ID eA respectively unless braced tteougiautexi length by Al ea word.trudura a ins respamlb)Ny otthe raiding daagmr. continuous ehab,g or ata lb acing red aned ethers s owner Aywefl(BC). 11 i1 �� SEQ.: K2266825 4.Nobad should be applied b any component until bracing and 3.Installation ofWeei.the lanralbradn. of he wkenwown++ to lenen.re complete and at no ems should any bads greater than 5, n°pone we of a snnrasedoe a environ TRANS ID: LINK design ends be a Dealgn swum.Dosses an to be used m n naneonoeHe environment f41Aed b°d"component. and are for'dry condition'of use. 6.Compslns hes m control over and sssuma.no responsibility for the 5.Design traumas JIM twri g at all support.shown.Shin or wedge e fab ."oe,handling.shipment and Installation&compeeenti. "naw."' EXPIRES: 12/31/2017 S.This design b betlahed strafed to the limitations set forth by 7.Design assumes adequab drainage is provided. TP8WTCA In Blot.cep..of altkh WI be furnished upon request S.Pat...hal be loafed on both faces of tress,and pined so Meir center August 11,2016 lines alndM with)DIM Amer Imes. Welt USA,McJCompuTrus Software 7.6.6(1L}E 9.Drab Indicate size of pate n Inches. to.For bask connector plate design values see ESR-1311,ESR-1933(Mick) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 27'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 816BTR LOAD DURATION INCREASE= 1.15 (Non-Rep) 1- 2=( 0) 57 2- 9=(-63) 1468 2- 3=(-1807) 65 BC: 2x4 DF)1168TR SPACED 24.0" O.C. 2- 3=(-1807) 65 9-10=(-83) 2149 9- 4=4 0) 643 WEBS: 2x4 DF STAND 3- 4=(-1728) 85 10-11=(-63) 1577 9- 6=4 -823) 61 LOADING 4- 5=4 0) 0 6-10=4 -347) 108 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 6=(-1468) 104 10- 7=4 0) 616 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7=(-1943) 77 7-11=(-1941) 87 TOTAL LOAD= 42.0 PSF 7- B-( -42) 38 11- 8=4 -172) 39 NOTE: 2x4 BRACING AT 24^OC DON. FOR Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) ALL FLAT TOP CHORD AREAS NOT SHEATHED Cs=1, Ce=1, Ct-1.1, I=1, Lu-50' BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -84/ 1434V -62/ 128H 5.50" 2.29 DF ( 625) LETINS: 3-00-00 0-00-00 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 27'- 1.5" -41/ 1367V 0/ OH 5.50" 2.19 OF ( 625) OVERHANGS: 12.0" 0.0" 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 = -0.400" @ 3'- 0.1" Allowed = 1.310^ MAX TL CREEP DEFL= -0.355" @ 3'- 0.1" Allowed = 1.747" MAX HORIZ. LL DEFL = 0.040" @ 26'- 10.0" MAX HORIZ. TL DEFL = 0.059" 8 26'- 10.0" Wind: 120 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 10-00 17-01-08 Truss designed for wind loads f : f in the plane of the truss only. 3-01-14 4-07-02 2-03 4-02-08 6-05-08 6-05-08 1' ' T . ' ' 1' 8-00 T 4 12 5 7.00 [7 M-4x6 4 M-2.5x4 M-3x8 M-1.5x4 6 7 8 -/ as OlS0 G M-2.5x9 4\k/ ,. 0 3 Qp 0 .Sr-' I N 9 10 I M-3x8 M-2.5x4 M-3x6(S) M-2.5x4 M-3x8 1 l 1 l r 11 7-09 9-08-04 9-08-04 coo) PROF,- y 9-11 y 17-02-08 l �ti.5� C:.' :S4 GIN 4-6's/(22 1-00 27-01-08 y Qt :9200P, 9f' JOB NAME: DP.HORTON PLAN 3725-B - BS Scale: 0.2275 r411111PaP fame WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Budder and erection eontredorshould bewWsedeta!General Notes I.Thledesign bbased only upon Pspar metereshownandhreranIndlvldlai A_OREGON a� 44/ Truss: B5 and Warnings before eonshudbn commences. bWdlnt component.AspbcaMbty or design perametere and proper �1, ", N A, 2.2x4 compression web baring must be installed Where shown+. meerperaben of component is the responsibly or me building designer. �^ }/ • t"l ��4 3.Addbbnat temporary bmdngte Mum atOGN during canahuction 2.Design assumes the lop and bottom chords to be Woolly brand at ' ) 1� 4 Mme rospenafoAlly stns erector.Additional permanent Ixadng of I..ash at/0 es,respect/ey unless beamed throughout their length by DATE: 8/10/2016 the overall*sdsne is the reapensblry of the building designer. 3 continuousa Impe l bat Yngthof Wool bush a braving'misdeed�c� aryW.u(Bc). ,07 --FIR'`� SEQ.: K2266826 4.Ne lead shoal be applied to any component and akar N booing end 4.hntebatbn of truss New respensibbby of the respecters contractor. Nehmen an complete and at no time should any bads greater than 5.Design assumes truants are to be used Ina non<onosive environment, TRANS ID• LINK dealpnbade be applied bany component. 8.and are for%trycondmen'stuse. 5.Campania hes no control over and assumes no responsibility for the s assumes N bearing at all supports shown.Slim or wedge a EXP I RES: 12/31/2017 y fabrication,,',Mang,shipment end MtaYbon of components. T.Design a.wmsaadedrainagefcetor/rosded. August 11,2016 e.This design Is furnished subjectsubjectto the limitations net brier by 8.plebs afro%he located onn both hasothusa,and placed ss th deir center TPIMITCA in SCSI.copies of which ntll be Mniehed upon regraW. tats*Oxide with pint canter Ines, 9.Digits Indicate size of puts In Inches. MiTek USA,Inc./CompuTrua Software 7.6.8(1L)-E to.For bank connector plate design values see ESR./S11,ESR•1986(MITek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TC: 2x9 DF N16BTR TRUSS SPAN 27'- 1.5" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 BC: 2x4 DF B16BTR LOAD DURATION INCREASE = 1.1.5 1- 2=1 0) 57 2=11=(-210) 1551 2- 3=(-2006) 293 WEBS: 2x9 DF STAND SPACED 24.0" O.C. 2- 3=(-2006) 293 11-12=1-192) 1599 4-11=1 0) 914 LOADING 3- 9=(_1899) 315 12-10=(-217) 1791 11- 6=1 -263) 210 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PIF 4- 5=1 -578) 235 6-12=( -258) 208 BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD= 10.0 PSF 9- 6=(-1300) 127 12- 8=1 0) 913 TOTAL LOAD= 92.0 PSF 5- 7=( -995) 242 9-10=(-2171) 296 6- 8=1-12511 131 NOTE: 2x9 BRACING AT 24"OC VON. FOR Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 7- 8=( -709) 235 ALL FLAT TOP CHORD AREAS NOT SHEATHED Cs=1, Ce=1, Ct=1.1, I-i, Lu=50' 8- 9=(-2075) 320 9-10=(-2171) 296 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LETINS: 2-11-00 2-11-00 REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) o'- .e" -186/ 1961V -109/ 114H 5.50" 2.39 DF ( 625) 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 27'- 1.5" -157/ 1907V 0/ OH 5.50" 2.25 DF ( 625) M-1.5x9 or equal at non-structural vertical members (uon). Unbalanced live loads have been VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 considered for this design. MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX IL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= -0.179" @ 2'- 11.2" Allowed = 1.310" MAX TL CREEP DEFL = -0.159" @ 2'- 11.2" Allowed = 1.747" 12-00 3-01-08 12-00 MAX HORIZ. LL DEFL = 0.033" @ 26'- 8.0" MAX HORIZ. TL DEFL= 0.051" @ 26'- 8.0" T I f 3-01 4-08 4-00 1-09-12-06-12 4-03 4-08 3-01 T T f f f f T T f Wind: 120 mph, h=21.Bft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8-00 8-00 load duration factor=1.6, Tr ss d ind 12 inads uthedplaneeofftheor wtrussoonly. 7.00 M-4x6 M-4x6 12 5.d `7 Q7.00 V\ M-4x6 / \\\A` M-4x6 y M-2.5x9 "1".. 6 "l \/\/ M-2.5x4 3 M-2.5x9 N CVO Cr o O 1 1 0 of M-3x6 M-21 5x4 12 0 0 M-2.5x9 M-3x8 i MSHS-3x10(5) o b y 9-02-07 y y 8-08-09 y y ,��p pROFE 9-02-07 b 1 9 11 17-02-08 y ��-����•1GiNE�cR rsj0 1-00 27-01-o8 y Qw 89200PE 9r JOB NAME: DR HORTON PLAN 3725-B - B6 ,` j� Scale: 0.2039 dl` WARNMOs: GENERAL NOTES, unless otherwise noted: Truss: B 6 1.BiN er end ersd1O1 Centes�orhoid°be• et s5 General Notes I.This design is based only upon Aro panmeten shown and is ler an lndwid.i 7G OREGON �tv and Warnings before construction commences. briding component.Appgubgfy of design parameters and proper 2 Z,4 eempnsabn wale bracing must be*shied whom armwru+. mcoryon8oe etosmponen le the responsibility Oram budding designer. / A 14 �OA\ �4 3.Adtllaemltempererybracing to loam stability during castnrdbn 2.Design mimes the lop and bottom shods to be teters*y braced et /1 _7 DATE: 8/10/2016 INC.,.epo^awty of the erector.Additional permanent bhang of 7o.c.snd at .tri,repedspi unless braced throughout thyeg(B by V the Scowl structure is the responsibility of the building designer. continuous shearing ask sa plywood ah8*Nes shown and/or drywall(9C). M�R R I LA Q.: K22668274.H tactionmpkt ftrussortheralbndngnquy ewfuna„own++ SE 4.No a,mmAnknortrrwroAren,pm,iniporm.respective contractor, fasteners an complete and et no time should any loud.greatere,sn 5.Design assumes Busses an to be used in a non•eorresi.environment, TRANS ID: LINK design lads be appged to any component. and an kr•ary condition'of us.. S.CeepoTnr.„..roe control over end swum*no responsibility for 8.mammy. spumes NA baring N al supports shown.Shim or wedge a I EXPIRES: 12/3112017 fabrication.kindling,shipment end insI.httsn ofco components. naaeesry. e.This design is Wished Mjjed to tip limitationsssf ted„by 7.Design assumes adequate drainage k provided. a.Pkka.h.Abekalwonbomaa.ormroa,and piked m9wram.r i August 11,2016 TPVWfCA in SCSI,copies of'Midi wAl be furnkbed upon rawest Ams coinade with)Dint anter Mea. Wee USA,McJCompuTru.Software 7.6.6(10-E 9.DigS.indkst°star or plate in Inches. tS.For bask connector piste design values see ESR-1311,ESR-Igoe(MUep This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 27'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 81&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2- 7=(-19) 1448 3- 7=(-410) 148 BC: 2x4 DF#1&BTR SPACED 24.0" O.C. 2- 3=(-1799) 79 7- 8=( 0) 904 7- 4=( -16) 740 WEBS: 2x9 DF STAND 3- 4=(-1594) 113 8- 6=(-25) 1478 4- 8-( -22) 760 LOADING 4- 5-(-1622) 117 8- 5-1-430) 154 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1827) 83 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 0.0" 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, I=1 0'- 0.0" -61/ 1258V -130/ 135H 5.50" 2.01 OF ( 625) 27'- 1.5" -32/ 1178V 0/ OH 5.50" 1.89 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 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 = -0.059" @ 17'- 11.0" Allowed = 1.310" MAX TL CREEP DEFL - -0.136" @ 17'- 11.0" Allowed = 1.747" MAX HORIZ. LL DEFL = 0.025" @ 26'- 8.0" MAX HORIZ. TL DEFL - 0.041" 9 26'- 8.0" 13-06-12 13-06-12 T . T Wind: 120 mph, h=22.3ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 7-00-05 6-06-07 6-06-07 7-00-05 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f f f f f load duration factor=1.6, Truss designed for wind loads 12 12 M-4X6 in the plane of the truss only. 7.00 Q 7,00 4.0" 4 ,y„ JL M-1.5x4 M-1.5x4 3 5 N N O o 1 .� M rYl h.\ t 0 0 17 8 -6 0 I ,.1M-2.5x6 M-2.5x4 M-3x4 M-2.5x6 I 0 0 M-3x6(S) l l l l Gfn1 9-02-07 8-08-09 9-02-07 �Fv PROF4,.u(, l 9-11 l 17-02-06 l ��Gj `eAGINEpq �/� l Y V �' 1-00 27-01-08 l Q 89200PE moi' JOB NAME: DR HORTON PLAN 3725-0 - B7 Scale: 0.226641F_l / • WARMIGS: GENERAL NOTES, unless otherwise noted: "r. 1.Battler and erection contractor should be advised of M General Notes 1.TIM design b based only upon the parameters Mown and Is bran bdMduat 7 OREGON 1 Truss: B7 and Warnings before construction commences. 8,181.5 component.ApptkabGty or design parameters and proper 2.234 compression web bracing Muer be Instated where shown+, Incorporation of component N gra responsibility of fie building designer. •/ ILl l 2-°\��� 3.Additional temporary bracing to tenure stebAty during eonebudbn 2.Design assumes the top end bottom chordate len letmlr braced at O / 14 b tiro responsibility of the erector.Addtbnel permanent bracing 01 y a.c,and at 1m e.c,repactiely unbw braced throughout their length by DATE: 8/10/2016 the ovenrlsirdar.i the ngneeAiy of the building designer. cotepmn sheathing latehasacinreuirednmw,n l)onersdror drywati(BC). ERR �� 3.2e Impact bridging m lateral bracing ty of the respective .hewn++ SEQ.: K2266828 4.No load should been applied to any Ane should atil toed al bracing and 5.Deign assumes isihoee roe ponelsseoftheonpectce coenviron fasteners are complete end N no time should any keds greater then 5.end.,aemanee truewsare tee.used Ina non-conceive environment, design bads be applied to any component. end are for'dry condition.'of see. TRANS ID: LINK ,,, 5.CempuTnre has no control over and assumes no rcaponeyy pre Bre 8.O.algna as arl bearing al al supports Mown.Stem or wedge if EXPIRES: 12/31/2017 ...my. fabrication,handing,shipment and inetalalbn of components. '.Design assumes matMonbote relnees*Muss.npe is provided. August 11,2016 S.This OeGgin Mfumlehed aub)ecttethe limitations set forth by d.Plates shell be booted on teem faces ofiruee,and plead so their center TPIMTCA In SCSI,coples of which se be furnished upon request. lams coincide of h joint center Ines. 9.Ogln Indicate eke of piste In inches MiTek USA,Inc✓compuTmn Software 7.6.6(11)-E 10.Far bask connector piste design venues see ESR-1311,ESR-1988(WIck) This design prepared from computer input by LUMBER SPECIFICATIONS GREG ARIEL TRUSS TC: 2x9 DF pICTA TRUSS SPAN 27'- 1.5" TC: 2x9 DF R1BTR LOAD DURATION INCREASE = 1.15 /BC 2012MAX MEMBER FORCES 93-/9- -393)00 BC: 2x9 OF STAND SPACED 29.0" O.C. 1- 3=( 0) 57 2- 0=(0)) 1068 3- 9=() -393) 708 2- 3=(-1670) 36 0-18=(0) 1068 9- 6=1 0) 708 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3- 5=(-1126) 69 10- 8=(0) 1522 6- 0=(_1030) 97 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 -126) 58 0-17=( 0) 729 DL ON BOTTOM CHORD 10.0 PSF 5- 6=( -121) 58 10- 7=( -396) 135 OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 6- 7=(-1699) 41 7- 8=(-1889) 41 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Unbalanced live loads have been Cs=1, Ce=1, Ct=1.1, I=1 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA considered for this design. ADDL: BC CONC LL+DL= 50.0 LBS @ 13'- 6.8" LOCATIONS REACTIONS REACTIONS SIZE SQ./N. (SPECIES) 0'- 0.0" -96/ 1283V -130/ 135H 5.50" 2.05 DF ( 625) - BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 27' 1'5" -17/ 1211V 0/ ON 5.50" 1.99 OF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 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 - -0.206" @ 15'- 2.8" Allowed = 1.310" MAX TL CREEP DEFL = -0.285" @ 15'- 2.6" Allowed = 1.747^ MAX HORIZ. LL DEFL= 0.025" @ 26'- 0.0^ MAX HORIZ. TL DEFL= 0.093" @ 26'- 8.0" 13-06-12 13-06-12 7-00-05 4-11-04 1-07-Oa-07-02 4-11-04 T Wind: 120 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-00-05 (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), 12 '� ,r load duration factor=l.6, IIM-4X4 7.00 12 Truss designed for wind loads in the plane of the truss only. 6 Q 7.00 M-2.5x6 '4M M-2.5x6 M-1.5x4 • M-1.5x9 N I I IL. V' 1 11,'All AIIMMINIIMINMEINNIMMIIMEmmemin 9 •r I M-2.5x6 M-9x6 M-3x6(5) 10 a 0 M-4x6 M-2.5x6 l y y +506 8-11-04 9-03 J. l y y 8-11-04 0 P R O 11-02-08 �, *� Factt J. o0 15-11 c.0, Fi�Gt_.‘GINE tits, ��O 27-01-08 1. �� 2 =9200PE 9r" JOB NAME: DR HORTON PLAN 3725-B - B8A Scale: 0.2289 / WARNINGS: GENERAL �_ Truss: B8A I.Builder and a..monoomneer.nuuub.advised or,uoenenlNotes Nom• unroaenrwde area 0 and Warnings before consbuan,,Commencer 1.This is based onyupon tln parameters parameters and is for Individual yG , ,OREGON 1 S,4 ca 'g building .penes.AppNabpy of design pone etas ane proper [/e .pression web brace must be metaled when shown.. trxorporallon 5?"1""letM roeporNbppy fig."kg dsalgr.r, v 3.Additional rompenry bracing to insure stability darn*anNtudbn 7 Design assumes the top and bottom chords to be*busy braced et /© .11'. 4 2°� P+� DATE: 8/10/2016 Is the neponaaly oftM ender.Aaalernrpem.rrombnck,g or 75.0.and at/Po.c.nepeMlvely unless braced tmoughoa their length by fpr overall structure*the responsibility of the building designer. cosbwue sheathing such a pywood.hssthig(.C)anew s d,yweN(BC). SEQ.: K2266829 4.N.*adshouldbeapp*dtoanycomponentuntilalteralbna 3.2x Impact le nqulredwfienYrown�♦ � RRIL�- "g°"'l 4.Inehletlan elms Is the rsspenab mplero of tM respectiverespectivecenador. TRANS I D: LINK a. and n no ema N***any W,,,gnMe,e.,, 5.Design assumes trusses are to be used in a nonoorro°tve eminnment apppetl to airy...Went are ter'dry cendeon'of use. 5.CompuTraa Ms no control ever and assumes no resgabppy for the 6.Design assumes ON bearing at al Nippers shoo..Shim or wedge N *�tsn.hsndlg.ahipmentendInsapmtonofcomponents. ^°`°a°" EXPIRES: ?L3]/2017 8.Thisdeegn*furnished ewpa to 6,e 6rMetbro set forth by 7.(*.NM assumes 0Mgale draw.e le provided. TPbMTCA in 8151,apes of a.kh willbe amlaed upon request In 6, ena,Inl be feinted on both bees otlNsr and pieced so thNr anter August 11,2016 ss coincide with pith center lines. MUTek USA,Inc./Compel-rue Software 7.8.6(10-E9.Digits Indica*size of pate in indla. to.For beak:connector plate design oaks sea ES16.1311.URA 566(MITek) This design TRUSSprepared from computer input by GREG ARIES, LUMBER SPECIFICATIONS TRUSS SPAN 27'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-10=(0) 1503 3-10=( -393) 127 BC: 204 DF 41&BTR SPACED 24.0" O.C. 2- 3=(-1870) 34 10-11=10) 1063 10- 4=( 0) 712 WEBS: 2x4 DF STAND 3- 4=1-1682) 67 11- 8=10) 1503 4- 6=1-1038) 96 LOADING 4- 5=( -121) 56 6-11=( 0) 712 TC LATERAL SUPPORT 6= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -121) 58 11- 7=( -393) 127 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=1-1682) 67 TOTAL LOAD = 42.0 PSF 7- 8=(-1870) 34 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 57 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Cs=1, Ce=1, Ct=1.1, I=1 Unbalanced live loads have been BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA considered for this design. ADDL. BC CONC LL+DL= 50.0 LBS @ 13'- 6.8" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -45/ 1278V -137/ 137H 5.50" 2.05 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 27'- 1.5" -45/ 1278V 0/ OH 5.50" 2.05 DF ( 625) M-1.5x4 or equal at LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. non-structural verticals. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 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" 8 -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.205" 0 15'- 2.8" Allowed = 1.310" MAX TL CREEP DEFL= -0.284" 0 15'- 2.8" Allowed = 1.747" MAX LL DEFL = -0.002" @ 28'- 1.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 28'- 1.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.025" @ 26'- 6.0" MAX HORIZ. TL DEFL = 0.043" @ 26'- 8.0" 13-06-12 13-06-12 f 1 '1 Wind: 120 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-00-05 4-11-04 1-07-02-07-02 4-11-09 7-00-05 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '1 f ( '( 1' 'I 1' load duration factor=1.6, 12 Truss designed for wind loads IIM-4x4 12 in the plane of the truss only. 7.00 1774 7.00 M-2.5x6 copM-2.5x6 M-1.5x4 iP1.54� T4+ .P N co o GS m II y a I2 M-2.5x6 M-4x6 M-3x6(S) M-9x6 M-2.5x6 10 11 e o0f ��D Pll()Fe o so# F 1 8-11-04 9-03 1 8-11-04 1 �ca���NGINEF,Q`�i0y� 1 1 1 11-02-08 15-11 Q 89200P E r" * * 1 1 1-00 27-01-08 1-00 JOB NAME: DR HORTON PLAN 3725-8 - B8B Scale: 0.2053 G. `i OREGON � Builder should b WARNINGS: GENERAL NOTES. Men utherwlae noted: /� IX 1.Buer end erection contractor shoue advised etae General Notes 1.This design is bead only open the parameters shown anMr d la ler an IndNal LSO ' }. 14 # O�P}'4 Truss: B8B end Wearing.before canafucdan commences. bolding damponent.AppluWlly ofdecign permatera and proper 2.2e4 compression web bradrg must be Mtsled mere shown incorporation of component is the responsibility dem balang GNP., 3.Additions,Umporary bracing to hours abbl8N daring enebudbn 2.Design assumes the top and bottom chards to ba laterally braced at , R R t 1 V- N Me reepenaRMRy of the erector.AdtlgbMlpemmMntbrach,g of 7est.cone a1D co..055 enely unless braced troughdt 8wb length by �l li,. continuous sheathing such es plywood ehecMing(TC)ens'or drywa8(BC). DATE: 8/11/2016 the overall amrctura Is the mpanabllty of the building designer. 3.2.Impact brldgmg or hhral bradng required None shown a a SEQ.: K2266830 4.No load eMuldbeappledto any component undaMralbredegand 4.Inaas. enoftusthrespectiveew eender. fasine era Sr.complete and at no time should any beds....ter then 5.Design NG...mw..e are to Se 1.9.1m e Mn.enesstoe erwlwmment, EXPIRES: 12/31/2017 design NNW'. to env component. and are for^dry condition.'of use. TRANS ID: LINK A Design assumes hug bearing at all support shown.Shim or wedgeIf 5.comp Te.shasMdamelovsneeds enanerespeMla8MforM. Gomm. August 11,2016 fabrkedan,handing,shipment and inetalason of components. 7.Design assumes edequte dminsge Is prodded. 8.This design is furnished arb)ed to SM IlmilaOane aet forth by 8.Pletes ane be Iodated an beth faces of truss,end placed so Meir center TP9wTCA In SCSI,copies of which WI be furnished upon request. lines colwde with,coda center Ines. ' 9.Digits Indicate ate of plate In Inches. MITek USA,Inc./CompuTius Software 7.6.8(11)-E ie.For bask connector plate design values see ESR-1311,ESR•1988(MAT..) ' This design prepared from computer input by LUMBER SPECIFICATIONS AR/EL2x4 TRUSS SPAN 10'- 11.0" BC: 2x9 DF#1gBTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 9WR/GDF/)0) 210 WEBS: 2x9 OF STAND SPACED 29.0" O.C. 1-2=( 0) 57 2-6=(D) 339 6-3= 2-3=(-991) 0 6-9=(0) 339 (0) 297 3-9=(-991) 0 TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4-5=( 0) 57 DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 12.0" 12.0" TOTAL LOAD= 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIE5) Snow: ASCE 7-10, 25 PSF Roof Snow(lis) Cs=1, Ce=1, Ct=1.1, I=1 0'- 0.0" -26/ 572V -53/ 53H 5.50" 0.92 DF ( 625) 10'- 11.0" -26/ 573V 0/ OH 5.50" 0.92 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: EL BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LL= L/240,BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. @ -1'- 0.0" Allowed = 0.100" =L/240, TTL--1/180MAX LL DEFL = -0.002" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133^ MAX TL CREEP DEFL = -0.035" @ 5'- 5.5" Allowed = 0.667" MAX LL DEFL= -0.002" @ 11'- 11.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 11'- 11.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.033" @ 2'- 6.9^ Allowed - 0.372" MAX HORIZ. LL DEFL= 0.002" @ 10'- 5.5" MAX HORIZ. TL DEFL= 0.004" @ 10'- 5.5" 5-05-08 T 5-05-08 12 T Wind: 120 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 1114-9>AQ 7.00 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 4.0" Truss designed for wind loads in the plane of the truss only. 2.0 00•0000000411444 N O C N O 1 �� O 0 M-2.5x4 6 -moo M-1.5x9 I M-2.5x9 1 5-05-08 y l y y 5-05-08 1-00 10-11 1' 1-00 ), �� p PRQFF ,S.) NGf N E.9`�j0* K' 89200PE. yr JOB NAME: DR HORTON PLAN 3725-B - C2 • Scale: 0.9598 WARNINGS: Q .� ��.. Truss: C2 1.Builder anti erection contractor Mould be advised of all General Notes GENERAL NOTES, unless,r the p s noted; and Warnings erection before construction 1.ThIs design is based only upon the commences parameters Moen and lat.an individual 0 w •N building component.netnee Applicability sign wremNero and proper 3.Addkbwt compression web bratl,p me be Metaled where shunt�. bt Incorporation of wmponeM k the roaponalblby of the building designer. mperory bracing to Insure ahbRy during cenabuetlon 2.Design eaeones the top and bottom chords te be laterally braced* �O •'9}. 12-Q' O� 1 DATE: 8/10/2016 sMsreaponebtitiyofbreerodor.Additional permanentbsangof 7e.c,andsi10o.croapoccptpunksbaced veughoNtheakngMby 4 4 PT the overall suuuUile tett.reasonability of the buMmg deslSMr. continuous sheathing such es plywood sheatheg(TC)end/or dryxall(BC). SEQ.: K2266831 4.Nobadah.WdMappeedb/my component until skeratbrad and 1 2aImpagthld0ingCreterebredrgrequbeeaARrosheco++ � RR 10 - DATE: I D fasteners ere compete and at no time should tiny bade greater than 5.Design seeumsa trrusss Isses are to onalbility Dile respective.nsrrewervirsn LINK design bads be applied to any component, end Cr.for"dry conetilert otos.used In a non corosive environment. 5.Comsat.has no comrol ewer and seams no responsibility for the 6.MAO assumeM1A bearing sial supports shown.Shim or wedge Nbs design handling,shipment end the of components. "° ie'ry EXPIRES: 1?/311?Q17 e.This design a Mnkhad webfoot to ala Ihnitebeno eat rot.by 7.Dealgn sesame adegmte drainage A provided. IPINWCA In SCSI,copies of which Mil be furnished upon request. a.linesMatcoincide be with IS on beth Be..Ohms,and gifted w Mob pMer August 11,2016 Imes codbet rant(sit.center I,hogs M1Tek USA,InefCompulrus Software 7.6.6(1L)-E 9.Per b is eete eke of Male n inches. 1o.For bask connector vete design values see ESA-1311,ESFIS GM(Welt) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.0" Wind: 120 mph, h-15ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, TC: 2x9 DF 111&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x9 OF 516BTR SPACED 24.0" O.C. load duration factor=1.6, Truss designed for wind loads TC LATERAL SUPPORT <= 12"OC. UON. LOADING in the plane of the truss only. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 92.0 PSF Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Refer to CompuTrus gable end detail for Cs=1, Ce=1, Ct=1.1, I=1 complete specifications. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-05-08 5-05-08 f 1' 1' 12 12 7.00 I IM-9x9 '7.00 3 I I 2 4 N O I- -1O - - 0' ,73 i ,.4.- / /////////////////////////////////////////////////////////////////////L////////// / 1 1 0 M-2.5x4 M-2.5x4 y 1-00 y 10-11 y 1-00 y 0 P R OFC, oip ��5 �NG�NEF9 /O4- 89200PE 9r JOB NAME: DR HORTON PLAN 3725-B -Cl - Scale: 0.549010-.„����. WARNINGS: GENERALNOTEM, unleeae6wrwiseneted: "�L OREGON ��(/Q I.Budder and erection uentrector ahold be advised of e6 General Hetes I.This design is based only upon Bas parameters shorn and is Mr an Individual w. Truss: Cl and Warnings before construction commences. budding component.AppleabNty ofdesign parsmeters end proper V 2.m4 oemprsasbn web bracing muatbe Misled where shown e. incorporation of component k ma responsibility lime bugeng designer. <© �+' 14 I)Q��4 3.Additional temporary bracing to Insure stably during construction 2.Design assures ma top and bosom chords to be tMeray brand et L b the nwe doBly ofihe erasion.Addsenel pamunem Massing e/ a oc.and at 10 e.e.reasy as ey unless brand throughout their longe by ` continuous heath g such as pywood sheath ire,.)ender drywad(SC). �"R. RIO- DATE: 'Ly DATE: 8/10/2016 the ovend*mike*the naponNBy lithe bunting designer. 3.2c Wpm'bridging or Wend bncmg required Wier.shown• 4.No load should be applied to any component until alter all *Ono,bracing end 4,Installation ooas n le me re pobNly or respedee contractor. SEQ.: K2266832fastensesarocomplateendatasemaseshouldanyleadsgreaterthes 5.Design seumstrusses antobeusedinanon•eonosllveanvinnment. TRANS ID: LINK design loads beapptisd losny component. Deesgn�ameshAr tdry beringn"of use. 5. uTrvsnesnocontreloverandlawlessnoresponibiyfame B.Mesa ssumesfugDeaMgedwlppodashown•SNmorwedgeif EXPIRES: 12/31/2017 Come sasry. fab elg handling,shipment and instadstsn of components. 7.Design assumes ede(Bste drainage provided. August 11,2016 de 6.This desgn is fuebhed subplot to the limitations set form by 6.Plates Ne ed be looted on both faces of truss.and placed so their center 7PB WTCA In SCSI,copbs of vddch wig be furnished upon request. Imes coincide with Joint center lines. MITek USA,IncJCom uTnts Software 7.8.8 1L 9.Diggs s sesta come r of plate design ignha l p ( ]£ 70.For beak eameetor pleb Srbe values see ESR-1311,ESR-1986(MUek) This design prepared from computer input by LUMBER SPECIFICATIONS GREG ARIEL TRUSS LC: 2x9 EF ICATR TRUSS SPAN 10'- 11.0" BC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX )MEMBER FORCES 41R/5-2-)0) 297 WEBS:: 2X9 DF STAND SPACED 24.0" O,C, 2-3=(-492) 0 5-3=(0) 341 5-2=(0) 297 2-3=(-999) 0 5-3=(0) 391 TC LATERAL SUPPORT <= 12"OC. UON. LONDIOP 3-4=( 0) 57 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 OVERHANGS: 0.0" 12.0" TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS' REACTIONS REACTIONS 5I50 0 (SPECIES) 0'- 1.0" 0/ 457V9 -50/ OH 5.50" 0.73 ( 6DF 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Cs=1, Ce=1, Ct=1.1, I=1 10'- 11.0" -29/ 585V 0/ OH 5.50" 0.99 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/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFT, = -0.036" 9 5`- 5.5" Allowed = 0.667" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ 11'- 11.0" Allowed = 0. 100 MAX TL CREEP DEFL - -0.003" @ 11'- 11.0" Allowed - 0.133" MAX TC PANEL LL DEFL = 0.033" @ B'- 9.1" Allowed = 0.372^ MAX HORIZ. LL DEFL = 0.002" @ 10'- 5.5" 5-05-08 MAX HORIZ. TL DEFL 0.004" @ 10'- 5.5" f5-05-08 12 Wind: 120 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 7.00 IM-9X9 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 7.00 load duration factor=1,6, 2 9.0^ Truss designed for wind loads in the plane of the truss only. .41\ Au 1' N O I l N --�� O O ocall 5 I� c M-2.5x9 ��t O M-1.5x4 I M-2.5x9 0 k y 5-05-08 y s-os-oe 10-11 y 1-00 y �`�&0 PROFen ��c�5 `ANG I N EFS, `Sy�2q., 89200PE r^ JOB NAME: DR HORTON PLAN 3725-B - C3 Scale: 0.5090 '4/T r^' • WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: C3 1.euwarantlan.uoncend.de,shs Mb.aaviaeect.nGaneraiNatee and Warnings before construction commences. 1'building component. o p bleed only upon y n Penneten par me a and h by e^InAWkuN ^yG OREGON building cont staoe component b Ib oftle' �/, Z N4 compression web hating mW M InteNtl cowers aMwn a. Ipso design W rometen and proper �G/ S te14 rpontbn of component k the responsibility of the. braced at P. ttgtonry beacalp b sown etebgtty dudnp eensttuetlon 2.Design*Downes me top and bottom harden be nnangy braced at �O.41, As, n O�� 1 DATE: 8/10/2016 n the responsibility of the erector,Additional pemnnem bracing of Y ox.and et 10 0.4 rsepeGNely unless braced throughout their length by G Ar the ee.n9 strudun h le.r"aPorrobsly orthe bnl g wagrl.r, continuous sheathing such b plywood eheamlng(TC1antlror drywal(BC). j'� `_ SEQ.: K2266833 4.Noload Morns Na pilled to any component udt aver e9 bhang and 4.LlLnpadi bddgmg hms Is the repnMgrogWroe vm.nahown•nsibility of the respective te 41 le) are complete and et no time sheun any bads greeter man 5.Haig an aeon4.Inetaintion / sa Wlsaaes aceto be used In non-corrosive environment, TRANS ID: LINK tlergnhid.Mappg.eroany componem. end.nter^ayoonamo•Stass 5.dCatEn ns held tea conbol over a awumss no roaporwibgby torlhe 0.Design assumes fM bearing at N supports shown,ENG or wedge B fab�ation.hencirhshipm„nandIneti"„,n„eamponen�_ AOCe�" EXPIRES: 12/31/2017 6.ThkdeslgnteNmbMtlaubjad tnsl bnkeeons eatbM by 7.Design atriums adequate drelmge h provided. TPbWTCA In BCSI,copies of which AIN furnished upon request. 8.Pheebees.kd,in.M located on bent tec.s oftnw,and placed m mNr«Mer August 11,2016 Anes coincide wBlJstnt center Areas. MRek USA,Inc./CottpuTlus Software 7.6.8(1 L)£ 9.Dish Indtan sire of plete In Inches. 10.For bask connector plan design WWI see ESR-1571,ESR-19118(MRek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 10.- 6.5" Wind: 120 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, TC: 2x4 DF h15BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x9 DF#16BTR SPACED 24.0" O.C. load duration factor=l.6, Truss designed for wind loads TC LATERAL SUPPORT <= 12"OC. UON. LOADING in the plane of the truss only. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 92.0 PSF Gable end truss on continuous bearing wall UON. 4-102 or equal typical at stud verticals. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Refer to CompuTrus gable end detail for Cs=1, Ce=1, Ct=1.1, I=1 complete specifications. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-03-04 5-03-04 1 T f 12 12 7.00 IIM-9x4 Q 7.00 3 Nmi -i O cv Q 74 IP I 1 / //////////////////////////////////////////////////////////////////////////////// o M-2.5x4 M-2.5x4 . J. J. 1 1-00 10-06-08 1-00 <CXp PROFe t4c1 :NGtiNEFR /4 2i 8992200PE <' JOB NAME: DR NORTON PLAN 3725-B - El Scale: 0.5660 �:` " . WARNINGS: G.Thledsbge6b, umeupothenMesnohd '9G OREGON �4., 1.Builder and erection contractor Would be advised old General Notes I.Ttda design N bawd only open the p.rameien shown and h fu an Individual w. Truss: El end wamngs before construction commences. bu6Mg component Applkebmly of design parameters and prspe V 2 2M compression web lancing net b.installed where shown�. Incorporatlon of cempenem te the re.poneidRy of Hha bulking de igner. / O Y 14 2O "— s.Additional bracing to allure*WSW dedng comtndbn 2.D.aign axoeee the top and bottom chards to be Wordy br.ced et leP ength by is the responsibility rthe erector.Additional permanent bracing et T ate.continuous at f 0'eA sod,as ply ood s braced i)TC)Os i thetr el)B). M - �R t S_\- f,.i et SIY• lep si bridging on such as plywood eheethng(TC)and/or drywall(SCi. DATE: 8/10/2016 the overall structure la the responsibility of the building designer. S.20 impact bridgng or lateral bracing required where shown•• SEQ.: K2266834 4.No bad should be applied to any component will eller al bracing end 4.I ottroe,Ismeertbnwu»dei:e respective espe vacalve contractor. hetenem are complete end at no Gee should any bads greater than TRANS ID: LINK design ls.de be spied to eny component. g, ment Dams are nau nes fu bOW yes npfa el supports shown.Shia or wedge 8.GampuTnehesnoconedon.randassumesnorespomnNtyyforme EXPIRES: 12/31/2017 febrlm5on,banding,shipment end MsiaMlion ofsempanms. 7.Design resumes adequate dreimg•A provided. August 11,2016 8.This design is furnished subject to the imitations est bash by 8.Plates ansa be basted on beth fates of tons,and placed so their center TVHWTCA M SCSI,coplee of which aS be(writhed upon request Ines coincide wIh joint center lines. 9.Dlgb Indicate We of plate in itches. MITek USA,Inc.iCompuTrus Software 7.6.6(1L)-E 10.For bask connecter plate design values see ESR•t31 t,ESI6:1g88(WIG) This design prepared from computer input by LUMBER SPECIFCATIONS IGREG AR/EL TRUSS TC: 2x9 OF CBTA TRUSS SPAN 21'- 1.0" LOAD DURATION INCREASE = 1.15 INC 2012 MAX MEMBER FORCES 9WGDF/Cq=1.00 2x9 DF 416BTR 1- 2=( 0) 57 2- 8=( ) 1091 3_3- 8=(-299) 97 WEBS: 2x9 DF STANDBC: SPACED 29.0^ O.C. 2- 3=(-1311) 22 8- 9=(00) 081 8- 9=( 0) 525 LOADING 3- 9=(-1153) 49 9- 6=(0) 1091 4- 9=1 0) 525 C LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD 4- 5=(-1153) 49 9- 5=(_298) 97 BC LATERAL SUPPORT <= 12"OC. 00W. 32.0 PSF 5- 6=(-1311) 22 DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 12.0" 12.0^ TOTAL LOAD= 92.0 PSF 6- 7=( 0) 57 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING Cs=1, Ce=1, Ct=1.1, I=1 MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -26/ 1000V -97/ 97H 5.50" 1.60 OF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY INC 2012. 21'- 1.0" -26/ 999V 0/ OH 5.50" 1.60 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 8 -1'- 0.0" Allowed = 0.133" MAX LL DEFL= -0.032" @ 13'- 10.7" Allowed - 1.008" MAX TL CREEP DEFL = -0.076^ @ 13'- 10,7" Allowed = 1.344" MAX LL DEFL = -0.002" @ 22'- 1.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 22'- 1.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.014" @ 20'- 7.5" MAX HORIZ, TL DEFL = 0.024" @ 20'- 7.5" 10-06-08 10-06-08 5-06-03 5-00-05 5-00-05 i' 5-06-03 Wind: 120 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '( f 12 1L load duratioHeights)n factor=1. 6,Cat.2, Exp.B, MWERS(Dir), 7.00 IM-4X9 Truss designed for wind loads Q 7.00 in the plane of the truss only. 4.0" 9 fP444111 O 25x4 /A\ Mx44. WN 9 i 0M-3x9 M-2.5x4 M-3x6(5) M-2.5x4 M-3x9 1o 0 J, 7-02-05 y 6-08-06 y y y 7-02-05 11-11 y 9-02 y ' �VU PROF�s J, y .5�` lkGINE�c �'/ 1-00 21-01 1-OOy �� R 02 Q 8920000PE 9<�• JOB NAME: DR HORTON PLAN 3725-B - F2 /T t-^_ Scale: 0.2556 WARNINGS: GENERAL NOSES, unless otherwise noted: Truss: F2 1.BWderand eactleneomecbraheuWbaadvised efeNGeneral Notes 1.Gee design is bend only upon rime Et OREGON �4� .ud Meeting.bolero eenabuesshshould b commences. Ds parameters shown and a ler an individual 2.284 compression binding compons t.Applicability*Inside perimeters and Mem mprossbn wale bracing must be installed when shown+, (eorpeeden of eompen ni is the responsibility of the building signer. 9.Addlbnal tempenry beeeb,g b Inure abbly during conduction 2.Design assumes the top end bottom anoxia to be Etway bracedee O -4 y' 4 201 P+ Is me responsibility of the erector.Additional permanent bradng of 7 o,c.and at 17 e.c.esepedbey unless 6reced thou spiv by DATE: 8/10/2016 continuous alroalhm such as mem metrle the overall structure*the responsibility of the beetling designer. 3.2e Im g pyw"m shred where own+drywal(Bq. ��`�'�� SEQ.: K2266835 4.Nobatl.hoWleseppiledoany component end aAa al lend Indbtldghge eWard,e,e.responsibility mrodwMroMown++ H ho Ind should completeng end 4.IeselMbn of hues a 4w respe be see of the respective oentleclor. TRANS ID: LINK ds and at no time should nR feeds men 5.Design assumes musses are to be used In a non.corrosme emlmnment. • sign bads be applied m any component. and are for`thy condition•of urn. 5.ComWTma has no Iotrol over and newtsno ro.pnedbMy teethe 8.Design names bearing et el supports shown,Shim or tebrleettoe,handling,shipment and installation of components. necessary. EXPIRES: 12131/2017 S.This design N handled subject h the tenllalbm set lath by 7.Design assumes adequate drainage le prose,and TPYWfCA m KW,copes of Whish vat be furnished 8.Pletes incl in boded on t.,bees of turas,end pieced so mob comer August 11,2016 upon request. Ines coincide with Joint center lines. MTek USA,IneJCompuTrus Software 7.8.6(1 L}E 9.Diggs indicate abs et pieta In Inches. to.For beak Connector piste design values see ESR-1311,ESR-1848(MRek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 21•- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF N16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2- 8=( 0) 542 3- 8=1-326) 96 BC: 2x4 DF 8l&BTR SPACED 24.0" O.C. 2- 3=(-718) 28 8- 9=( 0) 165 8- 4=1 0) 465 WEBS: 2x4 DF STAND 3- 4=(-561) 54 9-10-) 0) 165 4-10=)-575) 2 LOADING 4- 5=( 0) 205 10- 6=(-42) 65 10- 5=)-368) 100 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-169) 73 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7-( 0) 57 TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0" 12.0" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C5=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0•- 0.0" -28/ 679V -97/ 97H 5.50" 1.09 DF ( 625) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 1.0" 0/ 79V 0/ OH 132.00" 0.13 DF ( 625) vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 10.7" -24/ 919V 0/ OH 132.00" 1.47 DF ( 625) 21'- 1.0•• -18/ 377V 0/ OH 132.00" 0.60 DF ( 625) Unbalanced live loads have been BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP considered for this design. 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 = -0.002" @ 22'- 1.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ 22'- 1.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.026" @ 2'- 4.5" Allowed - 0.378" 10-06-08 10=06-08 MAX BC PANEL TL DEFL = -0.049" @ 3'- 6.8" Allowed - 0.435" 1' 1' ' MAX HORIZ. LL DEFL = 0.004" @ 20'- 10.1" 5-06-03 5-00-05 5-00-05 5-06-03 MAX HORIZ. TL DEFL = 0.006" @ 20'- 10.1. 1' T T T T 12 12 7.00 M-4x6 '" :17.00 Wind: 120 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, JL \ Truss designed for wind loads in the plane of the truss only. M-2.5x4 or equal at non-structural diagonal inlets. M-1.5x4 M-1.5x4 3 i 4 NN O 1!O O 5 8 9 10 7 0 M-2.5x4 M-4x6 M-3x6(S) M-4x6 o M-2.5x4 L l b J. b � y 7-02-05 3-01-13 3-1J. 7-02-05 1' tC.4��yv PROFFs :3 11-11 9-02 `\ AGINE� s/O l 1• l l ��� R �-7 1-00 21-01 1-00 89200PE r JOB NAME: DR NORTON PLAN 3725-B - F1MP '' Scale: 0.2556 WARNINGS: GENERAL NOTES, unless otherwise noted: Q CC 1.Raider and erection contractor Mould be advised of el General Notes 1.The design a baud only upon the parameters shown end N far en individual "S7 OREGON f.. 4/ Truss: FI buldkq component.Appncebsty of design parameters and proper L. N A, and compression fan/ora bracing r acing mss commences. Z arommpmesbnwebbntlnpmWbemaeNdwlone shown.. incorporationOs.Ign.nso,s.thetoudaMtmcondsto o/the building ed.t der. ,O 9' 14 23� "" 3.Additional tempomy bracing to mane stability daring censtruatlon 2 Zealgn eseumea the top and.ty unless c be laterally brad et e the responsibility of the credo,.Addtbnelpemmnembreing of 2e.e.and at lV es.rcapedNaly assess bra.dtlraugheut Bob length by /11 -R p 'es' DATE: 8/10/2016 the Duane structure Is the responsb8y of the bidding designer. aomnuoua sheathing such ss plywood sheathing(7C)sedfor d ywell(BO). � el R 1..\- SEQ.: `^ 3.2b!mind b dgeg or Wend firedog required when shown SEQ.: K2266836 4.No bee should w applied to any component until alter el bredrg and 4.Inshlatlon of tenes lathe responsery of the remedies contractor. Fishnets ere compete end at no time aloud any dads greater than 5.Design assures trusses are to be used in a non-corrosive environment TRANS ID: LINK design loads be applied to any condoned. end are for"dry condition.of u.. 5.Compel-rueNisno control over end assumes no responsibility for the 8.Design assumes NA beefing et el oilseeds shams Stem or wedge H EXPIRES: 12/31/2017 necessary. fabrication,handling,shipment end msleMlmn of components. 7.Design assumes adequate drainage p . August 11,2016 8.This design Is furnished guided to the limitations set kid by 5.Plates shag en be located both hors of hese,end d placed so their center TPIWTCA In 8051,copes of Mich Mil be fumbhed upon mquut leas eamdde wfn Jobe center lines Tek USA,InciCo Tnls Software 7.6.6 1 L 9.Signs Indicate size of plate a Indies.Indies.M mpu ( }E 10.For band connector plate design values sea ESR-f J11,ESR-1988(MTek) This design prepared from computer input by GREG AR/EL TRUSS LUMBER SPECIFICATIONS 21-01-00 GIRDER SUPPORTING 27-01-08 FROM 8-03-00 TO 21-01-00 TC: 2x6 DF 91 LOAD DURATION INCREASE= 1.15 (Non-Rep) INC 2012 MAX 6-(-67. FORCES 9WR/GDF/Cq=1.00 BC: 2x8 DF SS 1- 2=(-8994) 832 1- 6=(-676) 7626 6- 2=( -112) 1800 WEBS: 2x4 DF STAND; 2- 3=(-7119) 714 6- 7=(-676) 7610 2- 7=(-1902) 202 2x9 DF 814BTR A LO25ING 3- 9=(-7112) 719 7- a=(-798) 8280 7- 3=( -666) 6786 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4- 5=(-9739) 916 8- S- TC LATERAL SUPPORT <= 12"OC. UON. Cs-1, Ce=1, Ct=1.1, I=1 -(-750) 8304 7- 9=(-2726) 290 BC LATERAL SUPPORT <= 4- B=( -208) 2636 12"OC. VON. TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 21'- 1.0" V BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 21'- 1.0" VLOCATIONSBEARING MAX VERT MAX BORE SIG REQUIRED SPG AREA BC UNIF LL( 319.1)+DLI 213.6)= 527.6 PLF 8'- 3.0" TO 21'- 1.0" V LO ATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) J'- ( 2 ) complete trusses required. 0.0" -408/ 6755V -87/ 6OH 5.50^ 7.50 DF ( 625) Join together 2 ply with 3"x.131 DIA GUN ADDL: BC CONC LL+DL= 2898.0 LBS @ 8'- 1.5" 21'- 1.0" -630/ 6755V 0/ OH 5.50" 10.81 DF ( 625) nails staggered at: 9" oc in 2 row(s) throughout 2x6 top chords, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9" oc in 2 rows) throughout 2x8 bottom chords, REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 9" oc in S row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=1/290, TL=L/180 MAX LL DEFL = -0.064" @ 15'- 1.4" Allllowedowed1.008" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP = - AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.228" @ 10'- 6.5" Allowed = 1.399" *`HANGER BY OTHERS TO APPLY CONC.LOAD(S)EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = 0.019" @ zo'- 7.5" MAX HORIZ. TL DEFL = 0.047" @ 20'- 7.5" 10-06-08 10-06-08 fWind: 120 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-01-06 9-05-02 4-05-02 '1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-01-06 load duration factor-1.6, Truss designed for wind loads 12 12 in the plane of the truss only. 7.00 M-4x9 Q 7.00 4.0" 3 .072( M-5x10+ z e M-3x8 9 M-7x19 M-7x19 iiMN of l's." 6 �� 7 8 ' Irt,, 7 8 "5 0 Ca M-3x6 M-3x8 M-8x10 M-3x10 M-3x6 0 MHS-7x10(8) y y20900 y 5-11-10 J• 9-0 -19 9-06-19 5-11-10 y ,l'• 9-01 y 12-00 y 401,v, PROFFS' 21-01 y ��N. `i`G`NE�9 S'O e 89200PE pr JOB NAME: DR HORTON PLAN 3725-B = F3 Scale: 0.2960 /_ _ WARNINGS: GENERAL NOTES, unlessothe,Mse noted: �• Truss: F3 1.Bader end erection contractor should be Withal of el General Notes I.This design k bawd only upon the psrcmeters Mown end Is keen IndividualAZ and Wemings before construction commence.. bulldog component.4ppl ebMy of design parameters end '� OREGON 2.2.4 compression web bracing mut be enface when ahoee�. bworporalion of component h the reepoeeib.0y of the haling paper 1 A Afldidarol temporary bnag to Mum stability during construction 2.Design assume to top end bottom Monis to be Monty braced et A:. ,t, Y 14 2.° 70�� T� DATE: 8/10/2016 h IM reepo Yw1y of the erector.Additional permanent bracing of o e.e.and at ee 6.q rtook Ney unless braced throughout mob length by G Q. the overall*wish h ms respnrhegly.itM building designer. coMkuu sheathing such es plywood Mealhing(TC)and/or drywap(Be). rp SEQ.: K2266837 4.No toed Mould b.eppledto 4.IntmpaetboMpisgmisisneponsbnqubhewMnMown.e rlR�L�- Intone/a are complete end et no Arne anymmpeoud ud any sten a/iwacbg and 4.endaInsteltassumes Mama ine reeoesbnooftenrc.osnoaeonoMor. TRANS I D• LINK desig bwe be embed b any compon.M ode gnat.men 5.endDesme lordly eo WWen�of re r��d is a `° °W O" eM' • 5.CompuTn,e has no control over end assumes no responelNNy forme 8.n.e.s aswanee 8i bearing at d supports shown.Beim or wedge If fabrication,bending,shipment and is.tep.eon of components. "'0°*'*ry' EXPIRES: 12/31/2017 8.Thh design k furnished subject to the I,nbtone set Omen by T Design themes aced Os drainage I: a Moscent$Mleat° canboth rInes. w::�dpisadmm.taMer August 11,2016 TPNN(CA In SCSI,copies of wfilM will be furnished upon request. Ansa mehclde w1m OW anter throe. Welt USA,IncJComDuTma Software 7.6.8(1 L}E 5.131018 Indkate spa Opiate M Inches. 10.For Mak mnneetor phis design valuers see ES144311.ESR-1988(NITek) i This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 14'- 5.8" IBC 2012 MAX MEMBER FORCES 4WR/GD£/Cq=1.00 TC: 2x4 DF #1813TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 20 2- 7=(-37) 219 3- 7=1 -34) 53 BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2- 3=(-251) 8 7- 8=1-40) 236 3- 8=1-336) 40 WEBS: 2x4 DF STAND 3- 4=1 -30) 115 8- 9=(-97) 430 8- 4=1-545) 111 LOADING 4- 5-1 -61) 42 4- 9=1-464) 127 TC LATERAL SUPPORT 4= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -5) 0 9- 5=(-157) 35 BC LATERAL SUPPORT 4= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 42.0 PSF OVERHANGS: 9.0" 0.0" BEARING MAX VERT MAX HORZ ERG 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, I=1 0'- 0.0" -25/ 323V -30/ 90H 5.50" 0.52 DF ( 625) 4'- 11.0" -16/ 583V 0/ OH 5.50" 0.93 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14'- 5.8" -19/ 418V 0/ OH 2.50" 0.67 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.001" @ 0'- -9.0" Allowed= 0.075" MAX TL CREEP DEFL= -0.001" @ 0'- -9.0" Allowed = 0.100" MAX TC PANEL LL DEFL = 0.006" @ 1'- 11.1" Allowed = 0.170" MAX BC PANEL TL DEFL = -0.009" @ 2'- 3.7" Allowed = 0.165" MAX BC PANEL LL DEFL = -0.260" @ 9'- 5.6" Allowed = 0.404" MAX BC PANEL TL DEFL = -0.314" @ 9'- 5.6" Allowed = 0.538" MAX HORIZ. LL DEFL = 0.004" @ 14'- 0.2" MAX HORIZ. TL DEFL= 0.005" @ 14'- 0.2" Wind: 120 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-11 5-00-10 5-02-06 0-03-12 (All Heights), Enclosed, cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 Truss designed for wind loads 3.00 v M-1.5x4 in the plane of the truss only. . -1 1 M-2.5x4 N wr O M-2.5x4 1 M ^ib iri I ) _ ee'Y E 9 g O 7 M-5x6 M-2.5x4 O M-2.5x4 M-5x6 M-1.5x4+ -e=1 4.37 12 51/4 0 - J, 0-09y 3-11 y 1-00 y 9-06-12 y �S0 ,,AG NE��iia . )' II__ 1 w� �fi 0-09 (PROVIDE FULL BEARING:Jts:2.8,9 1 14-05-12 .9200P E .9 JOB NAME: DR NORTON PLAN 3725-B - G1 Scale: 0.3738 y OREGON <tr- WARNpNi3: GENERAL NOTES, unteatetharalse noted: Dc 1.Bulkier and erection contractor Mount be advised of all General Note. 1.This design k based only upon the parameters Mom and la for an individual ":0 '9Y 14 2fl� '�� Truss: GI and Nhminga before condmdlon commence.. building component.Appecabiety of design paromeiaro and proper 1� 2.244 compression web bredrg must be Mtakd Miers slaw"v. Incorporation of component isthe responsibility of the Mang designer. /� C: `_ 3.Additional temporary braWp k aiaure atedNy dudrp conetructlon 2.Design mamas the top end bottom chorda to be Mangy braced at 'Y/ ���'1 v h the responePory of the erecter.Additlenal permanent Geeing of 70.0.andallO8.8,ing such as plywood braced throughout their length by L DATE: 8/11/2016 the everalsbuctureIsthe reaponeblryoftM a O hrrp.16'^"tgmsuchlh Moine euired erserase•drywatt(ec). Meting deaths', 3.2x Impact bridging orlahM Orsdr9 required Mere drown SEQ.: K2266838 A No lewd should be applied to any component until alter al%rming and 4.McMahon orhrreeNix raepeneBday aloe respaeee oemrado,, faaenero or.complete and at no tine should anytrusses are to be used in a loads greater than 5.Design assumes trusses neneonest.environment EXPIRES: 12/31/2017 TRANS ID: LINK daeign bads be appied le any component. and are for'Wry condition.'of use. 8.Design assumes full Miring atelsupports Mown.Shim orwedge g August 11,2 16 5.CompuTmsw ahas no control over and no reepanetiley for the hbrlcahan.handing,shipment and installation of components. neusmry. 6.This design is mmhhed sb)ad to lineations ut forth 7.pDates Mai be bated on both bprss,a Igby 0.Plates Mea be batted on feu.of true,and placed se their anter TPBWICA In SCSI,copies of which Ml be fumbhed upon request. inns coincide with joint Amer lines. 9.Digits indicate sin of plate N Inches. MiTek USA,Inc✓CompuTrue Software 7.8.8(1 L)-E 10.For bask connector plate design values see E3R-1311,ESR-1988(MWT.8( ' i This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 9-06-12 GIRDER SUPPORTING 10-11-00 IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cpl=1.00 BC: 2x8 DF SS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1383) 237 5-6=( -98) 225 5-1=( -733) 139 7-3=(-132) 29 WEBS: 2x9 DF STAND; 2-3=( -53) 35 6-7=(-222) 1280 1-6=( -181) 1110 2x8 DF SS A LOADING 3-9=( -5) 0 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 6-2=( -107) 625 LATERAL SUPPORT <= 12"OC. UON. TCCs=1, Ce=1, Ct=1.1, I=1 2-7=(-1422) 269 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 9'- 6.8" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 0.0)+D1( 5.0)= 5.0 PSF 0'- 0.0^ TO 9'- 6.8" V L 90'-TIONS- 1.0" -211/ 116R/AC1I23S REACTIONS 8H 1.80 (SPECIES) 625) BC UNIF LL( 111.5)+01.) 53.5)= 165.0 PL£ D'- 0.0" TO 9'- 6.8" V 2V -33/ OH 5.50" 1.86 OF 625) 9'- 6.8" -211/ 1162V 0/ OH 2.50" 1.86 OF ( 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/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL 0.000" @ D'- 0.0" Allowed 0.008^ MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.011" MAX LL DEFL= -0.024" @ 4'- 10.4" Allowed = 0.441" MAX TL CREEP DEFL = -0.047" @ 4'- 10.4" Allowed = 0.588" 5-00-02 9-02-19 0-03-12 MAX HORIZ. LL DEFL = 0.003" @ 9'- 1.2" i' 'r f MAX HORIZ. TL DEFL- 0.004^ 8 9'- 1.2" 12 3.00 0 Wind: 120 mph, h=15ft, TCDL=4.2,BCDL=3.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x4 Truss designed for wind loads 3 4 in the plane of the truss only. A ;M-4x4 2 N M-2.5x6 1 <0 1 155 0 10109.." r rn A Oil fill o ea � � ®, ME ~ V 5 liall M-3x86 7 -4 .T.7.04-9x9 M-5x6 1 1 1 9-09-19 9-10-02 11 o-01 9-05-12 1 1 9=06=12 1 ` Q,ED PROFS. �<0 cA.1G1NEF9 V. Q 89200PE I:. JOB NAME: DR HORTON PLAN 3725-B - G2 Scale: 0.9686 WARNINGS; GENERAL NOTES, unless otMrwbe noted: "�' Truss: G2 Bea end ennbaemr atlbead .def.kaene�Nena I.Thhde.bn.bea.tlonly upon the -yG OREGON k A. and Warnings before concwdbn commences, buldN uomponem.Appikabkky of*nr n shown and h fop,IMNMuaI 2 SOda epnudon web bracing must be Inetand where shown.. h,corWnlbn uteee component is eeNpn penmdan ane proper P rasp chords t. the building designer. 3.Addibnal temporary taming b Insure deblty during combustion 2 Design swum.the top and bottom chorda to be Manly braced at �O '9)+• 14 yZp'� �� DATE: 8/10/2015 is the nep,r.5e,y Ode erector.Addtlen.l permanent Rocas or TOA.end at,ae.o.reapedwely unless braced t(TC)m,ut heir length by p m.....aloud..ism.reapon.l6Nty orth.bditling designer. continuous sheathing5,erten lb nplywooddeg r.a4,,d slum shown ,0,,O drywak(8e1. ��rZ R IO- DATE: SEQ.: K2266839 4.No load srascetaeeapplied roanycondoned u,Nehrelbiad 4 Mheleile el Saw ehhnibndngnquNhevnmeatown.. ereErnerep and 4.Design Man..ruses the are to onoilfty din oepence ee.nvbse fasteners ds e a complete end at no mpo ent. wry bade greater than B.Design espanss trusses an to be used a e non-conceive ewirdnmem, TRANS ID: LINK e.e gra ro.a.w app/.aaa ywmpon.m. and are for`dry condition'of use. S.CempuTM has no contra suer and aamrm's no nsponebgly tor the e.Design assumes M bearing A el supped,ahem.Shim or wedge I fabriation.Iranding•shipmentandIn,ah"en components. c EXPIRES: 12/31/2017 s.This design h amlehed stablest to me AmXaltom ss,rod,by 7.Design assumes edaquero both drainage Is husk e. TRIN/1'CA In SCSI,copies of slash we be furnished upon request linS. eeero�dde loafed with atilta�rlM�s eftrw,antl pieced so their center August 11,2016 ` MRek USA,Me✓CompuTrus Software 7.8.8(1 L}£ 9.Digits hdkate sic of Ade k triches. 10.For but connector plea design wafts sea ESR•1311,URA 9BS(MRek) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 8'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF#14BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 57 2-4=(0) 0 BC: 2x4 DF#1&BTR SPACED 24.0" O.C. 2-3=(-146) 107 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 BOG 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" 0/ 488V -37/ 111H 5.5D" 0.78 DF ( 625) 7'- 11.0" 0/ 143V 0/ OH 2.00" 0.23 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 8'- 3.0" -61/ 227V 0/ OH 3.00" 0.36 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 TC PANEL LL DEFL = -0.28B" @ 4'- 7.3" Allowed = 0.579" MAX TC PANEL TL DEFL - -0.465" @ 4'- 7.3" Allowed = 0.869" MAX HORIZ. LL DEFL= -0.001" 6 8'- 1.5" 8-03 MAX HORIZ. TL DEFL = -0.001" @ 8'- 1.5" 1 12 3 -/ Wind: 120 mph, h=15ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 7.00 177 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. .� ,4 0 I t c4 O c PAPAI p �d4 1 o M-2.5x4 J, l > ••f&\1• 13p �y cAA 7-11 0-Oy PROFLVC.i' y y 1-00 'PROVIDE FULL BEARING;Jts:2,4,3 ' 8-03 Co GINS / ' ' 89200PE 9I' JOB NAME: DP.HORTON PLAN 3725-B - Si Scale: 0.4580 ...„0, . ___ WARNINGS: GENERAL NOTES. unless otherwise noted: 10 ir 1.Builder and erection contractor should be advised of all General Notes I.171M design le based only upon the parameters shown and(e for an Individual yL ,,OREGONti �4✓ Truss: J1 and Warnings before conawcb on eommenoss. bolding Component Appllmdhy at design parameters and proper A !\ 2.SNeemn prowton web imitated mud be where shown.. Inos'pmenao ofaomponeM b nep the ondbGly of the budding designer. I 4 nO "A"9.Additional temporary bracing to Insure mbNWring ig cansbuegen 2.Design names m•top area bottom eherda m be laterally bread at O 14 L �Y.. Atha responsibility of the erector.M,etloneI pennaneM len f 2'ex.and at IV ox.respedheely unless braced throughout MeV length by i o continuous sheatMg such as plywood required where shown drywaS(BO). �R R t a=,- DATE: 8/10/2016 the Dvorak Wudun le the rewrote*,of the budding designer. 9.2s Impact bridging or Were,bracing regdred where shown• SEQ.: K2266840 4.No bed should be whited to any component until after all bndng and A Installation of from ithenepon•bdRyorthe respective contester. fasteners an complete end at no time.baud any bads greater than 5.Design assumes busses me to be used m a noneonoNae environment, e b ds design babapplied o any component. and Cr.for'Wry candtion'of use TRANS ID: LINK 5.CanlplriSm hes ddewcontrol over and swum.norespondaldryfor the 6.Design.man•eLAbe.nngategmppemshown.sMmo.wedge R EXPIRES: 12/31/2017 masmry. .I C hbrlatw,handling,shipment and lnatahlon of components. 7.Design manes adequate drainage es provided. AUgust.1 1 ,2016 8.This design hmhh fued sub)adto the Nmgetbns set forth sh by 6.Plates at be boated an both faces ofbmss u ,and pieced their center IPV W TCA in SCSI,wpbs of which sell bo banished upon request. Mea coincide Met(int canter lines. S. s. MiTek USA,Ine./Co Tors Software 7.6.6 1 L)-E in.For elo connector r p plate of n men el Inlaid ( plate design values sea ESR-1311,ESR-1986(MITeIQ This design prepared from computer input by LUMBER SPECIFICATIONS ARIEL TRUSS VANCOUVER WASH 360-579-7333 TC: 2x4 DF #ICBTR TRUSS SPAN 8•- 3.0" BC: 2x9 OF#168TA LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 1-2=( 0) 57 2-5=2-5-GDF/Cq=1,00 SPACED 29.0" O.C. (0) 0 TC LATERAL SUPPORT <= 12"OC. LION. 2-3=(-143) 138 BC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=(-128) 0 LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF OVERHANGS: 12.0" 26.8" DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ./N. (SPECIES) Snow; ASCE 7-10, 25 PSF Roof Snow(Ps) 0,- 0.0" 0/ 448V -42/ 152H 5,50" 0.72 DF ( 625) Unbalanced live loads have been Cs=1, Ce=1, Ct=1.1, I=1 7'- 11.0'• 0/ 143V 0/ OH 2.00" 0.23 DF ( 625) considered for this design. 8'- 3.0" -150/ 525V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0/ OH 3.00" 0.75 DF ( 625) REQUIREMENTS OF INC 2012 AND INC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL -0.002" @ -1'- MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = -0.060" @ 10'- 5.8" Allowed = 0.223" MAX TL CREEP DEFL = -0.076" @ 10'- 5.8" Allowed = 0.297" 8-03 MAX TC PANEL LL DEFL= -0.288" @ 9'- 7.3" Allowed = 0.579" '1' MAX TC PANEL TL DEFL = -0.965" @ 9'- 7,3" Allowed = 0.869" 12 7,00 p 4 MAX HORIZ. LL DEFL .. -0.001" @ 8'- 1.5" MAX HORIZ. TL DEFL - -0.001" @ 8'- 1.5" Wind: 120 mph, h-15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3 (All 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. c 1 0 N Cu O 1 IX O 1 O01100.114111.1.1"111 _ -1 M-2.5x4 J' i' )' 7-11 0-09 y y y �ti�Efl wRoFFs IIPAlA7IDE FULL BEARING;Jts:2,5,3 I 8-03 y s 2-02-12 Q�(1 �NGINF9 /''$, 89200PE/ -9r JOB NAME: DR NORTON PLAN 3725-8 - J2TCM � Scale: 0.3982 / 6y.� W11RNiNOg: GENERAL NOTES, a `�G7+`�� Truss: J2TCM I.By e'be' °nano-wor.neude..dwesd,/,Ilo.n.rxNote. unless �- and Winnings Mtera wndmdbn commences. 1.This design is based donly upon Me parameters Morel*die by an IMMduet �j OREGON 2.2/14 compression web bracing must be MIMed where shown+, buildingbn'P0 component.eo.,dINllly*design parameters and proper ` (� ��/� 3.Addflbnai aneog,..on a 9,.top N the reepona.Dllly of to bullEng**one, ys v mpatary bracing to Neuro stability during wnYNdbn 2.Otlga assumes Ike top and bottom chords robe laterally braeed at q y 0� DATE: 8/10/2016 b the roaponsDNty of the aroct,,,Additional permanent bndnp of 7 o.e.and N 10 0.o respectively sod braced throughout Mk length by O 14 2 Q} Ire overall structure M the mpemibNq.of the buldkg designer. wanness 153.5559 wad,es pefeeNd s eaa,mg(TC)endlor drywal(BC). SEQ.: K2266841 4.No bedeho°kbeappliedtoanyoemponantuMNOMrelbnd 3.In InspectoonsngmoorthereSpensionquuadwhpnevown++ A'..1. )' LCRR1L\' fasteners ere*replete and ate Erne should any bads °hand 4.Design ast trues is me roeparosee of the respective weseSsn TRANS I D: LINK design beds be applied le any component °y greeter tom s.Deepn assumes busses me to M used in a norwa,.oehe environment. 5.CompuTnn hes no corbel over and assumes* e.Design an br'dry wndmon'olaea. respensNNNy br tle newassumes MI barring at el supporta shown.Shim or wedge if hMgNon.handling,engmem and slimes nosetfonnems. EXPIRES: 12/3_1/2017 e.This design b furnished subject to ids Bnllatbm NI brM by 7.Oseign assumes adequate drain**is provided. TP8WTCA m BCSt wpbs of which MN be Nmbhed upon newest. e.Plates shall web on both N alimu.and pissed so their center August 11,2016 Wee USA,Ire/CompuTrus Software 7.6.8(1L}E 9.Oma tae We of piste in inches. 10.For Mak:connector piste design values see ESR•1311,URA We(MITA) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 814BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 57 2-4=(0) 0 BC: 2x9 DF Hl&BTR SPACED 24.0" O.C. 2-3=(-77) 18 TC LATERAL SUPPORT <= 12"OC. DON. 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" -30/ 322V -18/ 61H 5.50" 0.52 DF ( 625) 1'- 11.0" -29/ 59V 0/ OH 2.00" 0.09 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4'- 0.0^ -28/ 96V 0/ OH 2.00" 0.15 OF ( 625) Cs=1, Ce=1, Ct=1.1, 2=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 BC PANEL LL DEFL= 0.002" @ 1'- 0.8" Allowed= 0.067" MAX TC PANEL TI. DEFL = 0.003" @ 1'- 8.2" Allowed = 0.386" MAX HORIZ. LI,DEFL= -0.000" @ 3'- 11.0" MAX HORI1. TL DEFL = -0.000" @ 3'- 11.0" 4-00 T 4 12 Wind: 120 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. X�/ Cu 0 CO 0N N f O 1 ato I 2► ��4 0 M-2.5x4 l l l 1-11 2-01 l l l 413 P R OFF 1-00 4-00 �e\�� �iNE� 1)-6'sj�29 !PROVIDE FULL BEARING;Jts:2.4,3 ! 89200P E �" JOB NAME: DR HORTON PLAN 3725-B - J3 Scale: 0.5715 OREGON X k, WARNINGS: GENERAL NOTES, pleas otherwise noted. tx 1.Builder and eredbn contractor should be advised deli General Notes 1.This design k based only upon the promoters shown and Nfor en Waldo! O Y 14 2Q�Q}� Truss: J3 end Warnings before consbudbn commences, belong component Applkab1 y of design parameters and proper 2.2s4 eempre ion web bracing must be installed Piero sheen 4. meorporotlen of Proponent kr the responsibility o/Bio bugdng designer. 111/ 3.Additional temporary bracing to insure'tribally during combustion 2.Design assumes be top and boson,shoes to be tetero8y bread at ER R I O- their length is the responabIAy of the erector.Additional permensnt bracing of 7 continuous poll uous sheathing ch aasrepywood sheslhkgpc)srndlo dywelIBC)).. DATE: 8/11/2016 the overfill structure is the responsibility of 8n building designer. 3.25 Impact♦.agog or Intend bradng required where shown e t SEQ.: K2266842 4.No load should be applied to any component Pei AM elbradtg and 4.Installation eftruss lett»respeosbty otthe repecbos contractor. fasteners ere complete ane a no the.should any bads greater than B.Desgn.ssumae bums are to be used In a ner.eorroWe environment, EXPIRES: 12/31/2017 design bade a Implied to any component. 8. are for'dry condition.of use.TRANS ID: LINK 5.Compu nus has no control over end assumes no naponseMy to the 6.Design assumes mtl bearingeMsppa teshown.Shin or wedgeA fabrication,handling,shipment and kMtek5orr eteomponents. necessary. August 11,2016 7.Dassumes adequatedrainage Is prodded. 6.This design is furnished wpm/to the limitations net forth by 8.Rates shall be bated on both hoes dimes,and dead so mob anter TPIMTCA in SCSI.copies of Which eN be Nmished upon rowed. Ines coincide Oh bmf center lines. 8.DI AN Palate sae of plate In Inches. , MITek USA,InnJCempuTnis Software 7.6.6(11}E 10.Fm bask cnnnedor pieta deegn values see ESR-1311,658.1985 Welt) This design prepared from computer input by LUMBER SPECIFICATIONS ARIEL TRUSS VANCOUVER WASH 360-574-7333 LC: 2x4 DF FICATR TRUSS SPAN 4'- 0.0^ BC: 2x4 DF 16BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 24- 0 0q-1.00 SPACED 24.0" O.C. 2-3=( 0) 93 2-4=((0)) 0 TC LATERAL SUPPORT G= 12^OC. UON. 2-3=(-60) 0 BC LATERAL SUPPORT <= 12^OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF OVERHANGS: 12.0" DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX REACTIONSHORZ BRG REQUIRED BRG AREA 0,0" TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -37/ 322V -3/ 93H 5.50" 0.52 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 1'- 11.0" -26/ 53V 0/ OH 2.00" 0.09 DF ( 625) Cs=1, Ce=1, Ct=1,1, I=1 4• 0.0^ -22/ .7V 0/ OH 2.00" 0.15 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/1B0 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 CREEP DEFL = -0.003" 0 -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL 0.002" @ 1'- 0.8^ Allowed = 0.057" MAX TC PANEL TL DEFL = 0.003" @ 1'- 8.2" Allowed - 0.340" 9-00 MAX HORIZ. LL DEFL- -0,000" @ 3'- 11.0" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.0" 12 5.00 Wind: 120 mph, h=15ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, MIIIIIIIMM Truss designed for wind loads in the plane of the truss only. 3 -i a .-I 4-1 .y ti I M O 1 1 co ��4 M-2.5x9 l y J, 1-11 2-01 'PROVIDE EV is(fEEARING;Jts:2,4,3 I 4-00 r <c�EO PR OFFS cl t'NGWESR s/0'L cc 89200PE 9r^ JOB NAME: DR HORTON PLAN 3725-B - J9 Scale: 0.6022 "11111X- 4.490m . WARN/NOS: GENERAL NOTES, Mk=Wham"a noted: I in • Truss' J4 1.Bader and...soden contractor should be advised of alt General Notes 1.This design • Cr end Warnings before construction commences. Molding k Wed only pp upon the parameters parameters r eww em b r antivldusl -yG OREGON tx ,. 2.h4 eompraeefn webpo aomca.:co.onent Mth oesponnoftand proper forcing t must be ORM.i.„,....,,,, Incorporation o/compocont kthe roepoMiMly of the baling designer, i S.Additional temporary the bracing to insure WORM ruing«naaUcgon 2.Design assures tiro top and bolom ohorde I.be laterally braced et �O ' 7 4 rZp'� �.. DATE: 8/10/2016 kthe ronl the atiy of the ersuor,er.ate al permanentdibraving of Y o.e.erd at t0o.a roepedle y When braced throughout their length by Q he ovanti structure k the esponabltiy of the bulking designer. continuous sheathing such as plywood sheothing(TC)end/or drywall(BC), �r SEQ.: K2266843 4.Neroadrewebeepp edroanaanae«ntsntiaaer.tiMacnge d 3. Mehonsttruss lathe glnporbhrolbrodgregaedwheroewwn++ RR1L,- hubnaroerecomplebandat no time elprad any oem greetermg 5.IDesgnesauneetnu«°afe to be uesdma sponsibility of the respective c�anactor. M. TRANS ID: LINK argnld.a.be.pplaaroanycomponent and ares•drycondS.,'stuse. 5.Compuhus Man°conhW over end assumes M roupo«INIM for the S.Design assures hi bondng N al supped*shown.Shim or wedge If febdoshon,h.n eq,h°m'mend"M.,'gp" comps^°^"_ Deco"°"' EXPIRES: 12!31/2017 S.Thb de gra h lunkhad augaq to the timNtlons est bnt1 by T.Design assumes a tequeb drainage is provided. TPWNRCA In BCS!.copies of which Mil be fun shat u n S.Pabe ah.ti a w<atad oe ter b«a ermue.and pk«d eo tlroir«Mer August 11,2016 W request. IMe«aeldeect Mint center M(Tek USA.InaiCompuTnn Software 7.6.6(iL}E 9.DIgN indicate sire of pate in inches. 7B.For beef connector plate design values see ESR-1311,ESR.l955 MITA) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,yI 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property 4 offsets are indicated. I Damage or Personal Injury MINDimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI. TOP CHORDS 01 „ 2. Truss bracing must be designed by an engineer.For '/16111 loop 4 wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I MIE ., p bracing should be considered. r_i O 3. Never exceed the design loading shown and never O0 stack materials on inadequately braced trusses. P O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C6-7 - F- designer,erection supervisor,property owner and plates 0 'na from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,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 Southern Pine lumber designations are as follows: 12.Lumber used shaft be of the species and size,and 9in at respects,equal to or better than that �� Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS 13.Topchords must be sheathed orpurlins provided at SP represents ALSO approved/new values , 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 ff.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. II Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MTek®Ali Rights Reserved approval of an engineer. ■NM 0 reaction section indicates jointII ill I.M1 AN number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MIN Elf 18.Use of green or treated lumber may pose unacceptable _. environmental health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal ram19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. e and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. e is not sufficient. BCSI: Building Component Safety Information, Fil l" A 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 par MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: DR NORTON PLAN 3725-B 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: K2283901 thru K2283904 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. 0,0 PROpe �� 0,40,1 NEE9 s 0,40,1 /02 89200PE ter• 7 41,OREGON <V� '9l' 14 20� Q:k- MFRRIU- 6 August 17,2016 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 20-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=i.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE= 1.15 (Non-Rep) 1- 2=7 0) 56 2- 9=(-200) 2570 3- 9=(-48) 186 BC: 2x4 DF#16BTR 2- 3=(-3178) 298 9-10=(-170) 2520 9- 4=( 0) 408 WEBS: 2x4 OF STAND LOADING 3- 4=(-2980) 294 10- 7=(-198) 2574 9- 5=(-96) 114 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4- 5-(-2526) 278 5-10=7 0) 402 TC LATERAL SUPPORT <= 12"OC. UON. Cs-1, Ce=1, Ct=1.1, I=1, Lu=25' 5- 6=(-2986) 292 10- 6=(-46) 184 BC LATERAL SUPPORT <= 12"OC. UON. 6- 7=(-3182) 296 TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 20'- 0.0" V 7- 8=7 0) 56 ====s-====____------____....._____= BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 20'- 0.0"V NOTE: 2x4 BRACING AT 24"OC UON. FOR TC UNIF LL( 75.0)+DL( 21.0)- 96.0 PLF 8'- 0.0" TO 12'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 0.0)+DL( 30.0)- 30.0 PLF 0'- 0.0" TO 20'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) =============.======.=============.======. ======== TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0^ 0'- 0.0" -116/ 2147V -76/ 76H 5.50" 3.43 DF ( 625) OVERHANGS: 12.0" 12.0" TC CONC LL( 466.7)+DL( 130.7)- 597.3 LBS @ 12'- 0.0" 20'- 0.0" -116/ 2147V 0/ OH 5.50" 3.43 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. -'''. ( 2 ) complete trusses required. Attach 2 ply with 3^x.131 DIA GUN 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= -0.001" @ -1'- 0.0" Allowed = 0.100" nails staggered: \A/ 9" oc in 1 row(s) throughout 2x4 top chords, MAX TL CREEP DEFL= -0.001^ @ -1'- 0.0" Allowed - 0.133" JXVX� 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX LL DEFL = -0.053" @ 12'- 0.0^ Allowed - 0.954" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL LAllowed - 1.272" t4CREEP DEFL = -0.107" LL DEFL - -0.001" @ 21'- 0.0" Allowed = 0.100^ MAX IL CREEP DEFL= -0.001" @ 21'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL- 0.020^ @ 19'- 6.5" MAX HORIZ. TL DEFL = 0.031" @ 19'- 6.5" Wind: 120 mph, h=18.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8-00 4-00 8-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T I f f load duration factor=1.6, 3-11-11 4-00-05 4-00 4-00-05 3-11-11 Truss designed for wind loads f f 4597.308 597.308 l' f in the plane of the truss only. 12 12 7.00 M 4x6 M-6x6 Q 7.00 M-1.5x4 M-1.5x4 3 i d N N O Cro 1 a 9 10 - o M-2.5x6 M-3x8 M-2.5x4 M-2.5x6 0 y .., RID y 3, 7-07-09 Jr 4-11-04 Jr 7-05-08 y y �\ca NGIN4..cSi0 19 op 1-00 20-00 1-00 ��' :9200P 9r PP/"0 . JOB NAME: DR HORTON PLAN 3725-B - GOA1 Scale: 0.3001 - -. 411P° WARNINGS: GENERAL NOTES, unless otherwise noted: f OREGON L(/� 1.Buhler and erection Contractor ould be advised of se General Notes 1.This design kse bad only upon tatra pameters shown and I for an individual Truss: GOA 1 end Warnings before conal hon commences. bulding component Appgabi ly re of design pameeteend proper ,/ vs leomemtlon of component life respaneMlRy!the building designer. 2.244 compression web bracing mud be Instaledvdmre Now s. L'0 '7 Y 14 ZQN -C-'9.Additional temporary bredng to Manure Nobility dudes anstructan 2.Deage assumes the by and bottom chords to a Wendy bread at e,P Is the reyhon.11ly of la erector.Additional sentiment bratlrp of 7 o.0.and at Id°.C.respectively unless braced throughout tree length by continuous sheathing such as plywood sheathtr9(TC)and/or delvNISBC(. , -R RIO- DATE: IIO- DATE: 8/16/2016 the word structure kthe m.peneromyofthe WANG designer. s.2aWind bridging orWand bracing required whereshown.. SEQ.: K2283901 4.No toed Nimbi be,tippled to any Component ural altar el bracing ass 4.Installation of miss m tnemepae*illy WM*niapedNe contractor. Ardency am complete and at no tree shoal any loads greater than 5.Design moms busses ale to a used le a non-corrosive environment. TRANS ID: LINK &Wei loads beapplwtoany component .area sumesfr'dry edPoao;atN supports wedge 5.CompuTnro has no control ever and assumes no respanstly teethe 6.Design„a °"'"' at NI "`d'°""B"""°r EXPIRES: 12/31!2017 ry. hbrlgibn,handling,shipment and Installation of components. 7.Desgn assumes adequate drainage Is provided. August 17,2016 5.This design k furnished subject to IN lmlatlots set bath by 8.Plates shall be boated me on both se of trues.and placed no their Center `J TPI WTCA In BCSI,espies Weddell 01.be furnished upon request. lines*amide nigh NW anter Ines. 8.Digits tndloate Nye of plate in trsuss. MRek USA,IneJConpulrus Software 7.6.7-SP2(1L)-E 10.For base connector pmts design values see ESR-1311.558-1988(MRak) This design prepared from computer input by LUMBER SPECIFICATIONS GREG ARIEL TRUSS TC: 2x9 DF#113TR TRUSS SPAN 20'- 0.0^ BC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 WEBS: 2x9 DF STAND SPACED 24.0" O.C. 1- 2=( 0) 57 2-11=(-51) 1274 3-11=(-211) 67 2- 3=(-1597) 119 11-12=( 0) 1084 11- 4=( 0) 253 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3- 4=(-1342) 106 12- 9=(-50) 1275 11- 7=(-112) 120 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=( 0 7-12=( 0) 250 ===-====-=-=---==-=====-====-= __ �� _ --- - DL ON BOTTOM CHORD= 10.0 PSF 4- 7=(-1086)6) 107 12- 8=(-208) 67 `-'-_`___` -- - - _= TOTAL LOAD= 42.0 PSF 6- 7=( 0 NOTE: 2x4 BRACING AT 24"OC LION FOR 7- 8=(-13989)) 106 ALL FLAT TOP CHORD AREAS NOT SHEATHED Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 8- 9-(-1599) 117 ""_"____________________�_______ Cs=1, Ce=1, Ct=1.1, I=1, Lu=25' 9-10=( 0) 57 OVERHANGS: 12.0" 12,0= LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -79/ 1132V -77/ 778) 5.50^ 1.81 OF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 20'- 0.0" -79/ 1132V 0/ OH 5.50" 1.81 DF ( 625) VERTICAL DEFLECTION LIMITS: LL-L/245, 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= -0.052" @ 12'- 0.0" Allowed = 0.954" MAX TL CREEP DEFL = -0.090^ @ 12'- 0.0^ Allowed = 1.272" MAX LL DEFL = -0.002" @ 21'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 21'- 0.0" Allowed = 0.133^ MAX HORIZ. LL DEFL = 0.021" @ 19'- 6.5^ I 9-10 0-04 9_10 MAX HORIZ. TL DEFL = 0.030" @ 19'- 6.5" 3-11-11 3-09-05 2-01 0-04 2-01 i' 3-09-05 3-11-11 Wind: 120 mph, h=19ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I f '' (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), 8-00 load duration factor=1.6, 'f 8-00 Truss designed for wind loads 12 5 6 ,f in the plane of the truss only. 17.00 12 p M-4x6 M-6x6 ' 7.00 4 M-1.5x9 3 M-1.5x9 8 I I AtiiihhhitiN O cv o1 ✓.! 1 o M-2.5x6 11 12 1.ti YYYI V1 M-3x8 M-2.5x4 0 0 M-2.5x6 0 l l 7 07-09 4-11-04 y 7-05-08 y �p,t0 PROP i-coy 20-00 y y ��5i ,e�.1GINEs `9/O 1-00 tci 2 Q 89200PE T JOB NAME: DR HORTON PLAN 3725-B - GOA2 WARNINGS: Scale: 0.2626 .....-..• i • Truss: GOA2 Builder red a action ceH ager should M advised el,tl General worn GENERAL NOTBS, u�sea otherwise hoed: 0 • end Warnings before construction commences. i•bsi ingaig^p neat.ased only upon tin parameters sheen and bbran individual "fs OREGON �,� 2 211 ce bulling component.ApplcebMly ofdeNgn panmNen sM proper mpressbn web Orating must be installed where shown s. ince,P,,,O n ofcemponxt le the responsibility of the bulking decgner. G A 9.Additional temporary bracing to metro ahbiW adrg eensbuetlon 1 Design names the rep and bottom chords to M Wanly braced et -7 Y � DATE: 8/16/2016 lethe napmnlMllyofiheeredm.Addllbnelpamanantbrocingof zus.andat117OArespadlvelyunlessbracedthroughoutMOlengthby e:i14 2.°'\ Q� the one structure h the responsibility et the building Grappler. aoanoous sheathing etch as;Wooed i d n,hn(7C)perm OywaIRBC). l SEQ.: 1<2283902 4.Newd.MuewapWnaneme,mvemm�dgen.rela.d 3'2t Welty erl•anibraargmoultedwhereshown4+ � RR1L�- hsbnen an complete net and 4.IMblaon einem b me reponebaly of the negative contractor. TRANS ID: LINK peteen at notWeshouldeywaegreaterMen 5.Desgnanumeamwesaretobeused manon<orlwwernko,lmem. design bads be epplss to any cemponsm. and an br'dry condition'of use. 5.Compares Men,control over and assumes no roeponsbllly for the 8.Design nurnes full beefing H all supports shown.Sham or wedge B fabrication, sd5sg,sh¢pisIwla4Mcomponents. race ry. EXPIRES: 12/31/2017 TMs b/ianlehss esbfeU to Hu limitations ns ret bdh by 7.Design assumes adsiuHe chime le proWded. 70IMTCA in BOB,moles of which w6 be funlhed 8.pMssandMlesatss oMthfeceao/trns,aM placede n tlwlrwmar August 17,2016 0. s d open request. lens coincide who lohi amen Ines. Wok USA,InelCotnpuTrue Software 7.6.7-SP2(1L)-E P.Digits Indicate eke Opiate In inches. 10.For bask connector phis deign rants see ESR-1111,ESR-1988(MOnk) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 8'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF R1BBTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 57 2-4=(0) 0 BC: 2x4 DF k1&BTR SPACED 24.0^ O.C. 2-3=(-146) 108 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" -6/ 488V -39/ 117H 5.50" 0.78 DF ( 625) 7'- 11.0" 0/ 143V 0/ OH 2.00" 0.23 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 8'- 3.0" -66/ 227V 0/ OH 3.00" 0.36 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/160 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 = -0.288" @ 9'- 7.3" Allowed = 0.579" MAX TC PANEL TL DEFL= -0.465" @ 4'- 7.3" Allowed = 0.869^ MAX HORIZ. LL DEFL= -0.001" @ 8'- 1.5" 8-03 MAX HORIZ. TL DEFL - -0.001" @ 8'- 1.5" 1' 1' 12 - 3 -I Wind: 120 mph, h=18.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), .4 load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. v 'a 0 Ill N 7 d M-2.5x9 / 1 / 7-11 0-09 b b 3' fC�tO PR()FA-, 1-00 (PROVIDE FULL BEARING:Jts:2,4,3 I8-03 ��`Ca- �NAGIN,Ek. tS•�� e 89200PE yr JOB NAME: DR HORTON PLAN 3725-B - GOJ1 Scale: 0.4580 WARNINGS: GENERAL NOTES, unlessotherwk.toted: OREGON <fj� 1.Biilder and erection contractor should be advised of all General Notes 1.This design k bead only upon the paremeten shown and n for en indlIldeel A t Truss: G0J1 and werrage beton construction eemm.nee.. building component.Applablity of design parameters and proper G i�f �� '` 2.2a4 compression web bracing must be'Waled when shown o. Ineerp.nees of component kine nespombRfy of the budding designee. / -7 y.- 2.°1\ .Q ��. 3.Additional temporary bilking b Insure steNNy dining construction 2.Design assumes the top and batten:Words to be lrteraN braced rt O 1 4 G+ 60.raapens/blgy 010.grade..Additional permanent bracing of 2'ort and rt ID e.a n.pedNely unless braced throughout their length by DATE: 8/16/2016 the were abudure ls»responsibility of the building designer. continuous Worthing wenIbacn repdnede se. seneandior drymg(BC). ,Al/P. (7 RI�� 3.25 Impact bridging or Wend bracing npdred where show".. SEQ.: K2283903 1.No load should beemitted to.nycomponent until.n.ralRacingend 4.Installation o?truss I nn.penebi tyof8..resp.dieconb.ekr. fasteners aro complete end at no time should any bads greeter Man 5.Design assumes trusses en to be used In a non•eonrroNs environment, bade be applied to am/wmpensn. end ars fer'dry eondtbn'entitle. TRANS ID: LINK design 8.Ow19888.rnm.WIbsemgatxwpperkshow,Shim orw.dgeI EXPIRES: 19/31/2017 5.CampuTru$hes no control over end seamss no ntrtionsibillty for the e.eeee.ry. febrintien,handling,shipment and Installation en components. 7.Design assunesedewafe&sung.is Provided. August 17,2016 8.This assign le Swished warted to the kMatbns set bin by 8.Plates slut be bated on both feces of trues.and placed so their center TPIIWTCA In B891,copies of which WI be furnished upon toques/. lines coincide with)obs rektor**. 9.DIgIt.Indicate site of pwe in inches. MITek USA,InnfCompuTnss Software 7.6.7-SP2(1 L)-E W.For beak connector pick design values see ESR-7371,ESR-1888 GNUS This design prepared from computer input by LUMBER SPECIFICATIONS GREG ARIEL TRUSS TC: 2x9 OF TR TRUSS SPAN 4'- 0.0" BC: 2x9 DF#16BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 2-4-(0F/Cq=1.00 SPACED 24.0^ O,C. 1-2=( 0) 57 2-9=(0) 0 TC LATERAL SUPPORT <= 12^OC. VON. 2-3=(-78) 19 BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX BRG REQUIRED BRG AREA TOTAL LOAD= 92,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -32/ 322V -19/ 64H 5.50" 0.52 DF Snow: ASCE 7-10, 25 PSF Roof Snow(PS) 1'- 11.5" -28/ 59V ( 625) Cs=1, Ce=1, Ct= 9'- 0.0" 0/ OH 1.00" 0.09 DF ( 625) 1.1, 2=1 -30/ 95V 0/ OH 1.00" 0.15 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECT/ON LIMITS: LL=L/290, TL=L/160 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. - 0 MAX LL DEFT, _ -0.002" @ -1'- 0.0" Allowed 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL -0.003" @ -1'- 0.00"" Allowed = 0.133" MAX BC PANEL LL DEFL= 0.002" @ l'- 1.0" Allowed = 0.071" MAX TC PANEL TL DEFL = 0.003" @ 1'- 8.3" Allowed = 0.396" 4-00 MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.5" MAX HORIZ. TL DEFL =-0.000" @ 3'- 11.5" I. 12 7.00 2 Wind: 120 mph, h=17.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 3 -,. in the plane of the truss only. N 0 COO N N O I sT O o .0011011-- -. 9,y -/ M-2.5x4 l l y 1-11-08 2-00-08 l l l 'PROVIDE FULL OLCEARING;Jts:2,9,3 i 4-00 ���` el PRop �4,�5 �NGI NEFR `S'j%. 89200PE t JOB NAME: DP,NORTON PLAN 3725-B - 0032 /;J'�J Scale: 0.5715 e �.�^' CC WARNINGS: GENERAL NOMA Truss: GOJ2 f•BSN"rand.retlfoneomesaao.snew b.ee�n.eeor.IlGenenlNete. unNesemorv�..not:a • and Wamkga baton consu(rction cornrmences. 1.This design PPISGnly nihoqPah eter area M�Por Individual y OREGON 2.2(4 compre•ebn web bretl bidding component.Appleabliry old**.panmHere and /.. ng must be Walled where shown.. incorporation oteompenent N the responsibility OM.bolding designer. LK/ 3.Additional tomporery bracing to Insure alabNry during construction 2.Design assumes tib top end bottom ehoNe to be latera braced et % ��l� f�\� ,` DATE: 8/16/2016 latt»n.ponwnlyetnw.r.etor.Aedakrud zo.cndattae.c Merely Q r 14 �V �-'� Permanentesig ng or npeebnely unless braced throughout Meir length by the overall euchre N Me reapOnsiWlty of the bu/dbg designer. continuous sheeting such as plywood atua hiw(TC)and/or drywall(BC). .�y, SEQ.: K2283904 4.NobnshouldbsappWdto•nycomponantuntlaM albredngend S.blmwdbddgMgarlete•Ibracing.yWredwnanrowna. �fib�j'�\ V fasteners aro complete and M no On 58048 coy bade graatar tan 5.D 4. hlbn ottrun Is the responsibility of the respective contractor. Fi R 1. TRANS ID: LINK design loads be applied to any component es.,sesames hones are tobetend lna nen.corroarye emiremmem, and are Mary condition^of use. S.DerrpoNo Ms no cortlrol over and awumsa no responsibility br Me 8.Oealgn names 81 bearing at al suppoda shown.Shim er wedge if r° n la fu(shedng,shipment and the l•.Ietln°Ons,forth byla r»eses." EXPIRES: 17131/2Q17 6.Thio design la BanIMW snb)e!to to lanlatkna ant fort 7.Design assumes adequate anlage k provided. TPPWrCA In SCSI.copies orwfikh coq be furnished upon request 8.Plana*le001 be Reeled on bet Ren Ohms,and gland aro their ante, August 17,2016 Inn coincide with Jointolp centerinches.. M)Tek USA,IncJCompuTtus Software 7.8.7-SP2(1L}E 9.For b Indicate sire Opiate h00( 10.For bask connector plate design vats sit ESR.8311,ESR-1988(MINS) Symbols Numbering System b General Safety Notes PLATE LOC1ATION OENION 4FailuretoFollowCould CauseP 6- -8 dimensions shown in ft-in-sixteenths Property 3j" CenterAND plaRIte onTATjoint unless x,yP rtY :11: offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury r��= Dimensions are in ft-in-sixteenths. ilkiApply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,,is always TOP CHORDS 9 9 required. See BCSI. 01 „ 2. Truss bracing must be designed by an engineer.For '/16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I Obracing should be considered. �'AO 41E3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. ,— O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 7' 6.7 I- designer,erection supervisor,properly owner and plates 0-14a' 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. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 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 i� Indicated bysymbol shown and/or SYP represents values as published specified. �/ bytext in thsection of the by AWC in the 200prNDS bracing 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 ff.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. IA Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MTek®All Rights Reserved approval of an engineer. •NE M reaction section indicates joint II INIIIIMIIN number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. _111111.,B 18.Use of green or treated lumber may pose unacceptable _. environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: 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. e e is not sufficient. BCSI: Building Component Safety Information, ii l( 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 1 ST-GE120-SP MITek USA,Inc. Page 1 of 2 C i r - ) Typical_x4 L-Brace Nailed To I. \ __IL- J 2x Verticals W/10d Nails,6"o.c. I Vertical Stud-- L_ -..�_._J(--,r- _ Vertical Stud 1(4)-18d Common + `. r' [ i 1 II `J 1 Wire Nails _ l� �\ DIAGONAL %L� — ' �'`1 I `4.�` ''� ---'''-B MTek USA,Inc. __,, �,�•� .� ' ___16d Common SECTION B-B ," ' Wire Nails DIAGONAL BRACE-0I NEM Spaced 6"O-C. 4' "O.C.MAX f` ► "��I� --_-- . _- (2)-10d Common - `,I 2x4 No 2 or of 1( — -.- Wire Nails into 2x6 better TRUSS GEOMETRY AND CONDITIONS . , -` i - - • SHOWN ARE FOR ILLUSTRATION ONLY. a i ! � Typical Horizontal Brace „P,' '•. I Nailed To 2x_Verticals r " ~-- 12 SECTION A-A w/(4)-1Od Common Nails i -- 7.-A, , t ':- ! Varies to Common Truss ,:, l7_` * mi'''x '- a' !8* SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST . DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING j �'� TO TRUSSES WITH(2)-10d NAILS AT EACH END. ' L,A I I yt* ° ATTACH DIAGONAL BRACE TO BLOCKING WITH , • (5)-10d COMMON WIRE NAILS. 1 � I I 3x4 J _1 -� �f -_-`' B -r (4)-8d NAILS MINIMUM,PLYWOOD ISHEATHING TO 2x4 STD SPF BLOCK ' * -Diagonal Bracing ** -L-Bracing Refer ' 'N Refer to Section A-A to Section B-B 1 \ 24"Maxi Roof Sheathing-- NOTE: ~� _� -uT‘ ,- ----- - --- — 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. Z.. _ - _- _ y— / 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND ! ll i,: /,',77 WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. V-3" 1! (2) 10 /` `' 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. , / f', ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT Max.r — / `/ 4t 1 (2) 10d NAILS BRACING OF ROOF SYSTEM. 1) 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB � 5 � ,1 z' OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 1 ,�` : - , 5.DIAGONAL BRACE TO BE APPROXNATELY 45 DEGREES TO ROOF / V I' ; -„, , Trus s @ 24" o.c. DIAPHRAM AT 4'-0"O.C. I�' f' �t 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A / i Vii' ',/ 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL / I<, /' ' BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. '2"6 DIAGONAL BRACE SPACED 48"O.C. (REFER TO SECTION A-A) Diag. Brace/ \//ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS LJ240. at 1/3 points- ' ( COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. . needed y, J`' `; TO BLOCKING WITH(5)-10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR f::= TYPE TRUSSES. i- \ 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSO. End Wall --.HORIZONTAL BRACE "--_=— (SEE SECTION A-A) Minimum , I DIAGONAL 1 BRACES ATL T Stud rout 1x4 2x4 Stud Size Spacing Brace L-Brace I L-Brace BRACE 11/3 POINTS ! Species __ and Grade Maximum Stud Length 2x4 SP No.3/Stud,12"O.0 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"0.0 i 3-3-11 3-4-14 4-9-13 6-7-7 9-11-12 Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d common wire nails Bin o.c.,with 3in minimum end distance, Brace must cover 90%of diagonal length. MAX MEAN ROOF HEIGHT-30 FEET CATEGORY II BUILDING I 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 MW FRS.