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Plans (77) ,4 sT-4c1( - cos--75 m0 && 6 i rer; 1► F � F O - ,L- ACKS LOWER R0. e! pzif / \ JL JL JL JL JL JL (0 ' ' ' '--*'-' ,, G/E e 1 MAIN ROOF ID 1 D.R. HORTON / ' 22-00-00 2 PLAN 3709 "B" }'`\ SPAN 3GARAGE LEFT 4 Di G 9I I m m Im O O O I O _ I I I 1 MI 00 it = - UPPER RI 11 ' III 0 CDO O O 1 o I I IP SP O I ,. CD LO � � 6/12 PITCH L}' o z 25# LOAD 49 I cn 1-0 O.H. IAd r\ �� } I J ► Ct. A22-00-00 _ MAIN ROI / DRAWN BY: SPAN CP10-0 S.B. KEVIN LENDE 1-0° .0 03 B 0 S.B. — — A 11-0, !I Ali 1 ,,r, `'e 6-0 t.3. ARIEL TRUSS t7 , 574-7333 SPAN L-0 IS 41: D"i_ i 04 E IS) O `�► �r 1r it A- - 1, o LA) o LOW R ROOF Lcg -1-0 M n , GI1 f_.____,.. B° JACKS 7 / A t,t_ Opt . @Po tES) €9 TIER ROOF JACKS �a r., _/ ---7i o tt'G c� c� AL JL JL JL IL AL , 22-00-00 MAIN ROOF 1A)t SPAN 2 D . R . HORTON J aC dr PLAN 3709 "B" 4 5 GARAGE RIGHT 6 m m —Iblli `s' f`s' fll' -1 7 I—? pr ,m k (2! i °PER ROOF o 6/12 PITCH II I► 1 1 o p, 83� cDD L 0 25# LOAD 04'4 _ E� az `� 1 1-0 O .H . U• � Q I -" *U r, - o 85y I crg.) r'' �II�/1 I I , [P— (SP ' ' i N ROO; 22-00-00 AI" DRAWN BY: 10-0 S . B . 4:0 SPAN KEVIN LENDS 8-0 S . B . 6-0 S .�: 0 ► GI 1-04-00 / ARIEL TRUSS c�a _ A 9 ii: i � _ .,-2-, off*, -Ira, r 1rERir R0O fly La JACKS 3 Au.. ent 1 } rtNt S LUS2i H 7 Mir MiTek$ MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: DR NORTON 3709-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: K2483885 thru K2483903 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. t'i\ O PROppss �NGINE�c'V iO 89200PE 9r ,�OREGON >k �lvQ <O qy 14 2C). �ERRILk- October 19,2016 Baxter,David IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s)identified and that the designs comply with ANSI/TPI 1.These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek.Any project specific information included is for MiTek's customer's file reference purpose only,and was not taken into account in the preparation of these designs.MiTek has not independently verified the applicability of the design parameters or the designs for any particular building.Before use,the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF 81&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 50 2- 8-(0) 1267 3- 8=1-336) 102 BC: 2x9 OF 81&BTR SPACED 24.0" O.C. 2- 3=(-1509) 44 8- 9=(0) 836 8- 4-( 0) 516 WEBS: 2x9 DF STAND 3- 4=(-1323) 56 9- 6-10) 1267 4- 9-1 0) 516 LOADING 4- 5=(-1323) 56 9- 5=(-336) 102 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1509) 44 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 50 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 Cs=1, Ce=1, Ct-1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -41/ 1038V -80/ 80H 5.50" 1.66 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 22'- 0.0" -41/ 1038V 0/ OH 5.50" 1.66 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- -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 14'- 5.7" Allowed = 1.054" MAX TL CREEP DEFL = -0.103" @ 14'- 5.7" Allowed = 1.406" MAX LL DEFL - -0.002" @ 23'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL= -0.003" @ 23'- 0.0" Allowed - 0.133" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 11-00 11-00 T T ' Wind: 120 mph, h=18.9ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 5-09-07 5-02-09 5-02-09 5-09-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4' 4 4' 1' 1' load duration factor-1.6, 12 12 Truss designed for wind loads 6.00 © M-4x6 Q 6.00 in the plane of the truss only. 4.0" 4 45( au M-1.5x4 M-1.5x4 3 IIK \ o B 9 .6 O M-3x4 M-2.5x4 M-2.5x4 M-3x4 M-3x6(S) J. l 1 1, 7-06-05 6-11-07 7-06-05 CEO P R OpF y 14-00 y 8-00 y N., NGINF�c s/� l k b -1 9 2 1-00 22-00 1-00 [� �9200PE r' JOB NAME: DR NORTON 3709-B - Al Scale: 0.2675 _ WARNNGS: GENERAL NOTES, unless otherwise noted: CC Truss: Al 1.BMderand erection eeM.dershould beadvised ofepGeneral Not. I.TN.desgnis bawd enyUpon the parameters shown and isfor enlndivMWsl 7, ,OREGON �lrr and Warning.before se»truetlen commences. building component.Apptiablltly of dewign paromaten aril proper t. L Z,4 cempraa.bn rete bracing mint be Installed where shown S. heoryaetlon of component k the rospomlbNry of the building designer. ,r'Q q' 14 3.Additional Nmporary bracing to Mauro atabl ty dung con.bucilen 2.Design names me tela end bottom hems a be laterally braved at ` 2-°'‘ A� k ms responsibly etre doctor.Additional pennaneM bracing of 2'ex.and at 10 e.c.respectively unless bead throughout their length by �`_ DATE: 10/18/2016 ee overall abscise.h 1/e responsNliy of the building designer. 3.25 Wants bridsheging r such as plywood ensemmg(IC)and/or drywell(SC). [S p'1 �, kolas btdrus Istterel pacing ty or the Men shown.. Ilif �7 yl 1= SEQ.: K2483885 4.NOlwdsheUdbeapplied.t. ed no uNaMraleedngand 4H.Instagndenofhsbusssthe me to bo used Inanospscro.contractor. iveerwben hatemn era complete end ed no Onto should MY beds greater thin 5.Design names busses toe k M used In.non-corrosive emienmem, TRANS ID: LINK assign bade be appoto any component. Rod are for`dry=MOW of use. sd 5.CompuTrus has no ventral over vend mum.no responsibility for the 6.Design assumes fall Waring at en supped.ahomr.Shim erwelt.O EXP I RES: 12/31/2017 neaewry. %Meaten,handling,shipment and HNt.htlon of components. 7.Design enure..adequate drainage is provided. October 19,2016 e.Ibis design lehmNhad.ebl.e4 to the lnrssllms set mil by B.Phew shell be located on both taws of man,end pieced w their canter TPIWOCA in SCSI,eepiw of which will be furnished upon equaat. Imes comedo MSI(Wil senterinec 9.Welt USA.Inc.ICoetpuTfus Software 7.6.8(1L)•E 0.For bask its connector sire p plateignnds. ph design veluea see ESR-1311,ESR./988(MlTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0^ IBC 2012 MAX MEMBER FORCES 411R/GDF/Cq-1.00 TC: 204 DF 41&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 50 2-12=(0) 1399 3-12=( -421) 41 BC: 2x4 DF 11cBTR SPACED 24.0" O.C. 2- 3-1-1644) 0 12-14=(0) 1070 12- 4-) 0) 456 WEBS: 2x4 DF STAND 3- 4-(-1346) 0 14-10=10) 1399 5-13-(-1578) 0 LOADING 9- 5-)-1078) 38 13- 6-) 0) 404 TC LATERAL SUPPORT <= 12^OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6-) 0) 358 12-14-) 0) 1070 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7=) 0) 358 13- 7-(-1578) D TOTAL LOAD = 42.0 PSF 7- 8=(-1078) 38 8-14-) 0) 956 OVERHANGS: 12.0" 12.0" 8- 9-1-1346) 0 19- 9=) -421) 41 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=(-1644) 0 Ca=1, Ce-1, Ct=1.1, I=1 10-11=) 0) 50 Unbalanced live loads have been considered for this design. ADDL: BC CONC LL+DL= 62.5 LBS @ 11'- 0.0^ BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -22/ 1069V -80/ 801i 5.50" 1.71 DF ( 625) 22'- 0.0" -22/ 1069V 0/ OH 5.50" 1.71 DF ) 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFT. = -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003^ @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.333" @ 15'- 2.5" Allowed = 1.054" MAX TL CREEP DEFL - -0.747" @ 15'- 2.5" Allowed - 1.406" MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed - 0.100" 11-00 11-00 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed - 0.133^ f f 1 MAX HORIZ. LL DEFL= 0.017" @ 21'- 6.5" 3-07-11 , 3-02-09 2-11-05 1�02-0f S 2-11-05 3-02-09 3-07-11 MAX HORIZ. TL DEFL = 0.029" @ 21'- 6.5" 1-02-017 Wind: 120 mph, h=18.9ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, )114-4X4 (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), load duration factor=1.6, 4.0" 1.1" Truss designed for wind loads M-3x4 6 '174. M-3X9 1 in the plane of the truss only. 911 M-2.5x6 M-2.5x6 M-2.5X6 '� .i " Truss designed for 4x2 outlookers. 2x4 let-ins M-1.5X4 13 ` \ of the same size and grade as structural top M-2.5X9 M-2.5x6 chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are 1// ; M-1.5X9 permissible at inlet board areas only. m M-1.5x9 �i M-1.5x4 N O V 8-00 o ' ti .0 T Q ® MOM H. p 2 12 14 10 O -2.5x6 M-9x9 M-1.5x4+ M-4x9 M-2.5x6 M-3x6(5) f 1 i62.508 y y ��,,c0 PR°Fe° 6-10-09 8-03-08 6-10-04 l l y t5'..? � NGf NEcR /°2 13-11 8-01 i' ). Y 6 �' :9200PE 9r 1-00 22-00 1-00 4",#.4111.1.. JOB NAME: DR HORTON 3709-B -ASFAU Scale: 0.2547 POREGON 40" WARNINGS: OPNERAL NOTES. unless adhere/1m noted 1.Bolder and erection cenbwder.Mud be WNW of ell General Nets 1.Ne deelgn le bead only open me parameters shown and te for an Individual �< a9(' ON� 1� Truss: Al FAU and Wamro•before eonabneeen commence. bolding component.App oebllpro y of design parameters and per 2 T 2.2t9 eempr.wnn web bmdng mug be Metaled wave ohoym.. l,werperran of eons mpent H the m.rowry er bRre.bullring dssgw,. 14 0'.3.Additional teepei•r'y bearing to arae.rawly dat$rgn aebsdtenr2.cosign mamma the top ane bosom Moog m be Manly braced n MSR R I L�- ten.,..pen.eRyvm.er.dor.AeaWomlpsmun.Mpedngor 7e.c.end ld .c empedNalyrlM•ebnadthroughW their length by DATE: 10/19/2016 M.ewrel maws le eve responsibility Ogle bolding designer. CO1Impact ddgb,g es Meg ImaeB requwood ired where she) ./... (BC). 7.2xImpactof bn.HMenlbmel,g,egr,Wwhant*.cosi+ SEQ. K2483886 4.Nemshould .reoea complete et no my nt and ddleolmrwaed,ore, 5.Design mem. e.r.I.• nea04My In•nor the oeeWre lo-.der. bM•Mnm rnrrmPlera ane sin.Rrle Mould any bade greater Men 5.ands assumeauweem roe.,e.dm•nmwer,osa.emhenment. and am for'dry eH beetof use. TRANS I D: LINK ^�i Inds 0ip11id 1e irn°°'"p01M1d• G.wslg,n.swms M bsrtrq r N woppeNs them.Shim or wedge N EXPIRES: 12/31/2017 6.Coepnrme has no contra over and...renes no reaperleMy for the mdse.herding,shipment and roeaYeee elra .tae may. October 19,2016 inage la provkled. O.ibbgegen Hladroe h.elr,.esebwBm4roNam meWby e.P .sin lloocat onboadequate thlaces album,and placed eogleA«rer TPNWCA In BDa sopa.or Which MN be ramified upon regent lines eomdee well OM center Rms. O.DIgto Mdlcate Pre of plate in India. , Peek USA.lncJCompuTne SoRWre 7.8.7•SP2(tL).E 10.For beee connector pale design name see ESR-1311,ESR-leeg'low This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0^ Wind: 120 mph, h=18.9ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, TC: 2x4 DF 916BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir 1, BC: 2x4 DF )t16BTR SPACED 24.0" O.C. load duration factor=1.6, Truss designed for wind loads TC LATERAL SUPPORT <= 12"OC. UON. LOADING in the plane of the truss only. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD - 42.0 PSF Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. Snow: ASCE 7-10, 25 PSF Roof Snow(Po) 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 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 11-00 11-00 1' 1' 1' 12 HM—4x4 12 6.00 3 Q 6.00 al 2 O. ``.0 0 1 i M-3x6(5) M-2.5x4 M-2.5x4 Fip k--� 14-00 y 8-00 *c `1�G �v Fs+/ 1-00 22-00 ��.� 1 ie �I, Q :9200P c NAME: DR HORTON 3700-8 —A2 Scale: 0.3675 -A,,--- SOB /y. WARNINGS: GENERAL NOTES, unionotherwlee noted: 1. V„ Truss: A2 1.Builder end emotion contractor should be aMMd of ah General Nems 1.ride design is Wild only upon the odometers shown end Is Is,en InPrNuat OREGON e. are Weming*before combustion commends. building oanponnm.ApphabGy of design parameters and Proper G 1+e 2.21th cempropbn web Inning mud be Nettled where shown+. Ncerpaahon of cdmpomM N the rodpon.Mpfy of the buhding d.s ,sr. 9/O�� 4 n O��#� 3.Addhbnsi temporary bracing to Neuro debility during cembucibn 2 D°elp^assumes IM nip and bottom chordate be Merely Ont�d p 4 N the ra.pmmNRy of the ender.Additional comment bracing or 7 me.and continuous eheething si 70 e.e.repeelwely un es braced throughout their length by : DATE: 10/18/2016 the Were amdere a te mon of the bulMng designer. 3.2x Mond ml or mdenl;n�.q r. whd ere rdry~ '' RRIL`- ng required where showo ne SEQ. K2483887 4.No fete. nowbaleeNany component e.dwell nybOar agmddnpend 4.N g mumsion of .eNp»nwonsibility beseedf the reSpectireleenoncorrod erwiror. fathom ere complete end d s time should any Nada greater then 5.and mums Wows are a..used In•non-corrodes emh.mmnl, TRANS ID: LINK deign leads be ensiled to any component. d and anN dry dwq bn•aur. S.GernPsTMnhnmcontroloverandnamesnone.pem*WyforE» °"g"spumes�'°"m°"""'°p°^'"""".g ^""°°lisp EXPIRES: 12/31/2017 rMneadon,hOstYg,shipment endtosiel.sen of components. 7.Design.Uses edetete*miner,N provided. October 19,2016 S.MN design le a.edeteed sublet N the Nrdpdese est ere by S.PNM Mag b.Need on bent Neese Mies.and placed eotheir amn TPPNTCA N SCSI.dope of whish ell be Renlehed upon request. Yrs coincide SIB lobe venter lire. Welt USA,Inc./ConpuTnn Software 7.6. 1L S.Far a ds conele elect ppre.a N,seines B( � 10.Far beds cer.eWlerpYedwlph sures es ESR-1311.ESR-1999 g.ETah1 This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 22•- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF OI8BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2=( 0) 50 2- 8=(-302) 2688 8- 3-) 0) 246 BC: 2x9 DF 61OBTR SPACED 24.0" O.C. 2- 3=(-3104) 902 8- 9=(-306) 2682 3- 9=(-450) 2200 WEBS: 2x4 DF STAND; 3- 4=(-4668) 786 9-10a(-558) 3304 9- 4..1-618) 236 2x8 DF SS A LOADING 4- 5=(-4736) 898 10- 6a(-558) 3316 9- 5-1-248) 1636 ADDL: TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 11•- 4.8" V 5- 6=(-3810) 690 5-10a( -24) 344 TC LATERAL SUPPORT <- 12"OC. VON. ADDL: TC UNIF LL( 100.0)+DL( 28.0)- 128.0 PLF 11•- 4.8" TO 16'- 0.0" V 6- 7=( 0) 50 BC LATERAL SUPPORT c= 12"OC. VON. ADDL: TC UNIF LLI 50.0)+DL( 14.01= 69.0 PLF 16•- 0.0" TO 22'- 0.0" V ADDL: BC UNIF LL+DLa 20.0 PLF 0'- 0.0" TO 11'- 4.8" V ADDL: BC UNIF LL+DLa 40.0 PLF 11'- 9.8" TO 22'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE:= a = 2x9 BRACING AT 24.0C FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: TC CONC LLI 190.5)+DL( 129.5)- 320.0 LBS @ 16'- 0.0" 0'- 0.0" -221/ 1759V -43/ 431) 5.50" 2.81 DF ( 625) ___====aaaaaa=a=======aa==aaaa=aaa==a= ADDL: BC CONC LLI 585.1)+DL( 397.9). 983.0 LBS @ 11'- 4.8" 22'- 0.0" -394/ 2132V 0/ OH 5.50" 3.91 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 VERTICAL DEFLECTION LIMITS: LL-L/240, T1=1/180 ''0/- ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFT, -0.001" @ -1'- 0.0^ Allowed = 0.100" Join together 2 ply with 3"x.131 DIA GUN MAX TL CREEP DEFL a -0.001" @ -1'- 0.0" Allowed a 0.133" nails staggered at: MAX LL DEFT,a -0.087" @ 11'- 9.7" Allowed = 1.054" MAX TL CREEP DEFL a -0.210" @ 11'- 4.7^ Allowed a 1.906" 9" oc in 1 row(s) throughout 2x9 top chords, MAX LL DEFL a -0.001" @ 23'- 0.0" Allowed a 0.100" 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX TL CREEP DEFT, = -0.001" @ 23'- 0.0" Allowed - 0.133" 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x8 webs. MAX HORIZ. LL DEFL a 0.023" @ 21'- 6.5" MAX HORIZ. TL DEFT, = 0.040" @ 21•- 6.5" "HANGER BY OTHERS TO APPLY Wind: 120 mph, ha17.7ft, TCDLa4.2,BCDLa6.0, ASCE 7-10, CONC.LOAD(S)EQUALLY TO ALL MEMBERS. (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 6-00 10-00 6-00 T 1' T T 6-00 5-09-12 9-07-09 6-00 T 1. 1' +3200 T 12 12 6.00 D M-7x6 M-7x8 Q 6.00 M-3x4 3 1 , ' iiiip o a A I. le::' illigilill/IIIIIIIIIIIIIIIIIIIIIIIIIIIIII.1 Plolimil I-1-1 0 8 9 10 • o M-3x9 M-1.5x9 M18HS-3x12 M-3x6(S) M-1.5x9 M-2.5x6 l l 19830 y y J, 5-06-12 19-00 5-10 5-00-08 8-00 5-06-12 y \�,<,_'i\ -13 NGINEF -et �� OPROFs b l b y 9 ,s, 1-00 22-00 1-00 �4 Q 89200PE �T JOB NAME: DR HORTON 3709-B -A3 Scale: 0.3050 - /'. WARNINGS: OREIRR11L NOTES. unless otlnerM.e nerad'. /0 • 1.Builder aneeramoncontrader0,addbeed.ieedofrGenetsNine. 1.This design 7 OREGON Cod" May only upon y o parameters sewn and is ray s mdhldual Truss: A3 and Warnings before coratrueMn mnemenon. building component.ApMmeWty of design parameters and proper /7U 2.904 nmpn.ebn web Geeing moat be Installed where starer.. rorp.ratien or component fa the responsibility of me building designer. 2-°` #Di � I 3.Add6bnsl Ismpenry bracing to Mute AMEN during 0enstrudbn 2.Design assumes me by and bottom chards to be Wink braced al /Q 4 L h the nepnWBly of the erector.Addklmel permanent bracing of 7 ease and M 10 ease respectively umbra breed throughout NM length by DATE: 10/18/2016 the overall 08080.e le m.nepomeay NUN biding d.stgner. 3.Dt bpadb ventleteets sheathing ggi glnror Mora)br plywood required M ,.drovn•4.ndier g�Oj ��R RIL`^ SEQ.: K2483888 4.No bad should beapplied toanycomponent until eller renuring and 4.kMatrwonofbun tithe resp.nelNy.fthe respective cementer . fasteners are complete and ot no time steal any bats greeter Bun 5.Dees names trusses are to be used d a noe.saneYwne ehanment, and sare TRANS ID: LINK dawn bads be sppMd b any component- Design mown.11 bowing sheen.Stan or wedge 5.Cenpn n.hcone.0*.leverandnam».0,respon dryform. EXPIRES: 12/31/2017 fa6riesken,tending.dYpmem and lnehbNbn 50 components. 7.Design anum.a.dequate antelope b 6.NMdesgn is&ined subplot to lin in0Mbn set forth by e.Plates shell be locatedon both fans ofPue.and pieced so their anter ed. October 19,2016 TPVwTCA In SCSI,webs of which will be Mobbed upon request Ines coincide wkh loin.center goes. 9MITA USA,InofConrlwTnn Software 7.6, 1T,E 0 Fobs ie con bice of plebde 1inches.M B( )' 1.ForMeicconesabrpbbnonvaknsnee E5R-1311,E58-1966IMfTakl This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GD£/Cq=1.00 TC: 2x4 DF 816BTR LOAD DURATION INCREASE = 1.15 1- 2.) 0) 50 2-10=(-30) 1441 10- 3=( 0) 453 BC: 2x4 DF 816BTR SPACED 24.0" O.C. 2- 3=1-1759) 96 10-11=)-84) 1844 10- 5=(-729) 60 WEBS: 2x4 DF STAND 3- 9=( 0) 0 11-12=(-89) 1844 11- 5=( 0) 197 LOADING 3- 5=(-1441) 103 12- 8=(-30) 1441 5-12=1-729) 60 TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 7=(-1441) 103 12- 7=1 0) 453 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 0 TOTAL LOAD- 42.0 PSF 7- 8=(-1759) 96 __________________________...._"__•_= 8- 9=1 0) 50 NOTE: 2x4 BRACING AT 24"01 UON. FOR Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) ALL FLAT TOP CHORD AREAS NOT SHEATHED Cs=1, cel, Ct=1.1, I-1, Lu=50' -- - -- BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -80/ 1248V -43/ 43H 5.50" 2.00 DF ( 625) 22'- 0.0" -80/ 1248V 0/ OH 5.50" 2.00 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - -0.074" @ 11'- 0.0" Allowed - 1.054" MAX TL CREEP DEFL = -0.171" @ 11'- 0.0" Allowed - 1.406" MAX LL DEFL- -0.002" @ 23'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL- -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL - 0.027" 0 21'- 6.5" MAX HORIZ. TL DEFL = 0.044" 0 21'- 6.5" 8-00 6-00 8-00 Wind: 120 mph, h-18.2ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, T f . f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-08-08 2-03-08 3-00 3-00 2-03-08 5-08-08 load duration factor-1.6, Truss designed for wind loads T 1' 1' 1' 1 1 f in the plane of the truss only. 6-00 6-00 T T 4 4 12 4 6 12 6.00 -S::16.00 M-4x6 M-4x6 1 M-3x8 7 ® Mill o f ° I.W 000 10 11 12 ==8 0 p M-2.5x6 M-2.5x4 M-1.5x4 M-3x6(5) M-2.5x4 M-2.5x6 l y l J, 1 5-08-08 5-03-08 5-03-08 5-08-08 y 14-00 y 8-00 k `�Q.EO PROFFss k y i, r,� *NGINEF9 /0 1-00 22-00 1-00 2'A Q 89200PE r JOB NAME: DR NORTON 3709-e - A4 Scale: 0.2800 •/!�� WARNINGS: GENERAL NOTES, these oerars/•e noted: V= • A4 1.Bwerand eremen'an"•rtorMould be•dvN°dofaGeneral Note. 1.TNeM•IgnlebaB baited only upon M *l or -y OREGON 4/ Truss • and Warnings before cononrobn commences. 808089 component.Applicability of°colpo parameters end proper I-, N A, 2.2.4*emprepbn web bracing mune Os Metalled where shown.. Merpantlen of component hie r..pon.Oly of Ow building designer. +9 a.Addition.'temporary bracing to tnwrs.bblllly acing construction 2.Destpn mums.the top end bottom chords to be'stately bread d O Y 14 2.°''s P+ NEN response"of the erector.Additional permanent Mooing of S e.e.and N 7D e.e.respectively Wass braced tAroupwt Bol length by '� DATE: 10/18/2016 me eversl structure"Me rope"Yb My of the bust =MANIA Ara mm°.wr 00 Oohed.n.•etkq(TA)..uer dywrl(ec)' '/�.R p I t SEQ.: K2483889 4.No lead.how be.opted to eh component urn.0.el r 3.Z•NINiclbddglg or thenrah bracing required me risharane connector. e wn°rsnown.. rl 1.. "Mears era complete and d no One should am tee greater Man I Design iOAW.mu,,e�6u"ms's we b a"'�d in a hexa o**environment. TRANS ID: LINK Whim loads be applied comment.ed to•ny coment. •ndere tor Sky andlta•ef use. 8.Cempurme 1w no control over and spumes no rsownob y for the 6.DeMgn.setMa IM bearing M N supports shovel.Shim mwedge 8 EXPIRES: 12/31/2017 mummy.fabrkadbn.Minding,shipment and mMINb . n of components. 7.Design oOth.I"°'°�da"Waimea fe noo890o...n October 19,2016 6.TANdastgnNAmd.Aadsub(eMiothe AmlatlonssdbcihW B.PeesMwlhetecdedonhemteaao/buns.,antlplaced ptheir center TPWJFCA In SCSI,sepias of whin MI be furnished upon request. Mos cobrsMe wn(slA anter Ines Weir USA,IncJCompuTru•Software 7.6.6(1LK to.Pet 8•�innete ectoke rp to dte esign WWII m ESR-7311,ESRA 666(MRak) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4NR/GDF/Cq-1.00 TC: 204 DF B16BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 50 2-10=1-116) 1733 10- 3=( 0) 431 BC: 2x9 DF 416BTR SPACED 24.0" O.C. 2- 3=(-2088) 193 10-11=1-237) 2393 10- 5=(-685) 136 WEBS: 2x9 DF STAND 3- 4=1 0) 0 11-12=1-237) 2343 11- 5-) 0) 197 LOADING 3- 5=1-1733) 189 12- 8=1-116) 1733 5-12-1-685) 136 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)005( 7.0) ON TOP CHORD- 32.0 PSF 5- 7=1-1733) 189 12- 7=( 0) 931 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 0 TOTAL LOAD = 42.0 PSF 7- 8=1-2088) 193 8- 9=( 0) 50 NOTE: 2,4 BRACING AT 24"OC UON. 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 BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -125/ 1400V -43/ 43H 5.50" 2.24 DF ( 625) 22'- 0.0" -125/ 1399V 0/ OH 5.50" 2.24 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural vertical members (uon). 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 - -0.107" @ 11'- 0.0" Allowed = 1.054" MAX TL CREEP DEFL - -0.203" @ 11'- 0.0" Allowed = 1.406" MAX LL DEFL - -0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.038^ @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.055" @ 21'- 6.5" 10-00 2-00 10-00 1 T 1' T wind: 120 mph, h=18.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-08-08 4-03-08 il-00(1-00� 4-03-08 5-08-08 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), � load duration factor=1.6, End vertical(s) are exposed to wind, STEP-UP FLAT TOP THORD TO BE BRACED BY Truss designed for wind loads 6-00 OVERFRAMING TOP CHORDS OF JACKS AT 24" OC. 6-00 in the plane of the truss only. f 'f CONNECT WITH M-4X4 TYP. AT HIP SHOULDERS, 1' { 12 12 ,- 6.00 6.00 I - Q 6.00 0 o M-9x6 M-4x6 M-3x8 - -. FS / 44, f oz` 18 11 12oli o. 8 0 M-3x6 M-2.5x4 M-1.5x4 M.SHS-3x10(9I M-2.5x4 M-3x6 1 5-08-08 1 5-03-08 1 5-03-08 1 5-08-08 1 �ti�EO PROFFtas 1 6 1 �5 �NGfNF/9 /0 14-00 8-00 (V� Z=9 1 1 1 0 Q 89200PE r- 1-00 22-ao 1-00 • JOB NAME: DR HORTON 3709-B -A5 Scale: 0.2675 Q �' WARNINGB: GENERALN01EB. ,.B.s.dhanaen noted.. y it?OREGON 1Bier sod eredbcont..,t..,n . should of a8 TN.agn General Notes I. . le bend only upon no perememn e.shoend N for an brdhdual G'' Bulkier O � 14 - " "4" 44/ Truss: A5 end Warnings before.one. trueeon.neons.. building oomponerd.AppbWy ofd.lgn parameters and proper Y 2.2.4 compression web bracing meat b.metaled when shown., ',c',corpora.oreof component r. show .po.te6ry eras bad.,dal... AQ` 3.Additional temporary bracing to mstably during whMdbn. n N.l=.[Oda assumes the top and bottom thereinto be Id.nBy bac.n /- V Is m.r.poneblly am.erector.Additional pan"arwm bracing of 7 e...and d 10 0...nepedy ons.b=lood throughout heir length by `R R I Lk- DATE: 10/19/2016 owwwaa*,Blw.sBww.p°,wmrtyelm.bugmngdeamwr. 3. ,q.athing epb'"°mairod edwheresowner°ryw.NBc). 6wdn"ofIM roW.r e conn SEQ. K2483890 `Newt"wecompt. at no R...bmdsOyboegnawgerd 5.b' "°""•"m°""tl".1.4)51noe.ces*..0 0e EXPIRES: 12/31/2017 d.len.re.n nmges rtd.t n tsw.lwl4a.tty sews va+w Oen 5.Design names bosses en m..was m e nrneon•sive am•onm.m. design edarobr'ftoo..belea-g... TRANS ID: LINK e.n..pnasousesOMbmbmatelwwene.h°wn.Slwn°rw.d.8 5.Campania An no controls and assumes nompon.tWp,brthe October 19,2016 n°w mbrl.Bon,handing,shipment and bWaYmnnt n u/ mpew . 7.Design names adequele&Nage t provided. 6.Thsdeelgn is loathed abbe'to the gmgatlona set tam=by I.plat.sal be boated on both meet of towm and phndn their.Mer IPIWYCA In,CSI,copies of which MI b.Mnlehed upon awed IN..oohode re.Joint centerlines. 9. Welt USA,Incicompurnn Software 7.6.7(1 L}Z 0.FF.,W�mnrwdw plan d.elge clues°tee ESR-1311,ESR-1068(MIT.M) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF d16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8"(0) 907 3- 8=(-281) 87 BC: 2x4 DF 416BTR SPACED 24.0" O.C. 2- 3=(-1091) 46 8- 6=(0) 907 B- 4=( 0) 457 WEBS: 2x4 OF STAND 3- 9=( -817) 13 8- 5=(-281) 87 LOADING 4- 5-) -817) 13 TC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=(-1091) 46 BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=) 0) 50 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 Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -36/ 828V -59/ 59H 5.50" 1.32 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 0.0" -36/ 828V 0/ OH 5.50" 1.32 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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 = -0.024" @ 8'- 6.0" Allowed = 0.804" MAX TL CREEP DEFL = -0.057" @ 8'- 6.0" Allowed - 1.072" MAX LL DEFL = -0.002" @ 18'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 18'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL= 0.012" @ 16'- 6.5" MAX HORIZ. TL DEFL = 0.019" @ 16'- 6.5" 8-06 8-06 T f 1' Wind: 120 mph, h=18.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4-05-09 4-00-07 4-00-07 4-05-09 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f f f ,� ,� load duration factor=1.6, Truss designed for wind loads 12 TIM-9X9 12 in the plane of the truss only. 6.00 17' Q 6.00 4 4.0" Al 2,0' M-1.5x4 M-1.5x4 3 5 o �- =, o O e 6 M-2,5x4 M-3x8 M-2.5x4 y 8-06 y 8-06 y .�' 0 PROFFOde k1-00 y 17-00 y1-00 )' ,c\�. �NG{NEc9 /O� Q =9200P vl' JOB NAME: DR HORTON 3709-B - Bl Scale: 0.3459 441111111111!'";411111111P WARNNOS: GENERAL NOTES, ones.etherwlae noted: WO V" Truss: B1 1.Bulderend erdloneentradorMould be advised of0General NoM 1.TMs design 4based onlyupon the parameenshown end 4feranlndMdusi 9/ "7 OREGON a� �<v and Warnings before construction commences. balding component.Applmb8Ay of design per:meters aro prober Vr 2 2t4 coe,p,. b"web bracing mud be belated Mrs.shown.. InmrpeNHon or component la the roepen.*Mn of the buldbg bsigtp. /O 1" 14 2-O��4 3.Addneat enporary laabag to insure steadily during amaaetion 2 Design as.wn..M fop and bottom arra to b.latah br=ad et bled mpoo.10 y or**erector.Addbn.I gemmed br=ag of 2'e.e.end N 1V e.e.remedied/Urea bread mmngneut Bob lanae i RIO, DATE: 10/18/2016 the ev«a8.Aaare le the respeneR�My of to building designer. 5 a'X1p`ra^iAeir°1'd'leacing rewiredood ere santero.dmMgBCG RR1`� SEQ.: K2483891 4.No toedsieuldbeappldto ycomponentselle*erel barieno10mpact ragorlaerYbro.*Uly u*respeebown.+ areci'ID ani 4.IateiMon of eves la the rwponsfosiry of ibe nspeolNe contractor. hsierre,*an ampere and el no Ame should any cab greeter Ann 5.Design mournee buses era to be mad In a non<erm*ve endronment, design bade 0.eppMd to any component. end are for'dry condition'of use. TRANS ID: LINK Design m.fullbo 5.CompoTrue hes no aggro)over and mums*no remonalblaty for the 5.Dee mg N ell supper's Mom.Siem or wedge A EXPIRES: 12/31/2017 nemss.ry, rahrkaeon,bending,ahpment and lnatablion of components. 7.Design assume.adequate Malaga is prodded. October 19,2016 S.This design Is banished mitred to the bmlNfone ser forth by S.plates shall be bated on both rams of inae,and placed so their anter TPihWTDA In SCSI.codas of belch wed be funWrd upon ntqussi. Anes colatdde wed fold ranter lees. 9.Olga.Indicate Me of date In inches. Mftek USA.kecfCompuTrtts Software 7.6.7'SP2(1L}E 10.for beck amrclor plate design rttlues son ESR-1711,ESR-1955(Web) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 17-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 TC: 2x4 DF 416BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2- 8-(01 2067 8- 3-( 0) 559 BC: 2x4 DF#16BTR 2- 3=(-2464) 23 8- 9-(0) 2374 8- 4-(-4661 34 WEBS: 2x4 DF STAND LOADING 3- 4=(-2067) 38 9- 6=(0) 2067 4- 9-(-466) 34 Snow: ASCE 7-10, 25 POP Roof Snow(Ps) 4- 5=(-2067) 38 9- 5-( 0) 559 TC LATERAL SUPPORT <- 12"OC. UON. Cs.1. Ce-1, Ct=1.1, I-1, Lu-50' 5- 6=(-2464) 23 BC LATERAL SUPPORT <- 12"OC. UON. 6- 7=( 0) 50 TC UNIF LL( 25.01+DL( 7.0)- 32.0 PSF 0'- 0.0" TO 17'- 0.0" V __'-'- _�__ ___-�_ - BC UNIF LL( 0.0)+DL( 10.01= 10.0 PSF 0'- 0.0" TO 17'- 0.0" V. NOTE: 2x4 BRACING AT 24"OC UON. FOR TC UNIF LL( 50.0)+DLI 14.01- 64.0 PLF 6'- 0.0" TO 11'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED BC SNIP LL( 0.0)+DL( 20.0)- 20.0 PLF 0'- 0.0" TO 17'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ---^_- ..._==...........___= 0'- 0.0" -15/ 1625V -40/ 40H 5.50" 2.60 DF ( 625) TC CONC LL( 250.0)+DL( 70.0)- 320.0 LBS @ 6'- 0.0" 17'- 0.0" -15/ 1625V 0/ OH 5.50" 2.60 DF ( 625) OVERHANGS: 12.0" 12.0" TC CONC LL( 250.0)+DL( 70.0)- 320.0 LBS @ 11'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR 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" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL - -0.068" @ 8'- 6.0" Allowed - 0.804" MAX TL CREEP DEFL - -0.151" @ 8'- 6.0" Allowed - 1.072" MAX LL DEFL- -0.002" @ 18'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ 18'- 0.0" Allowed - 0.133" MAX HORIZ. LL DEFL - 0.027" @ 16'- 6.5" MAX HORIZ. TL DEFL - 0.044" 0 16'- 6.5" Wind: 120 mph, h=17.7ft, 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 in the plane of the truss only. 6-00 5-00 6-00 T 1' 1` T 6-00 2-06 2-06 6-00 T 4.320# 'f 43200 T 12 12 6.00 p M-4x6 M-4x6 4 6.00 3 M-2.5x4 lint �� _� o 0 8 9 6 O M-3x8 M-2.5x4 M-2.5x4 M-3x8 5-08-08 y 5-07 y 5-08-08 y ��QLED PROFFss ), y y �S ty-isxGI NE /4 /O 1-00 17-00 1-00 �C? ?j Q 89200PE -9T ..4010.9: JOB NAME: DR HORTON 3709-8 - 82 Scale: 0.3459 'wmim 1. WARNINGS: GENERAL NOTES, 06.0.08,0101.0noted. V" 1.Milder and erection contractor chalk be added of al o.nerel Nobs I.This Malin fa bead only upon Red Parameters.how.am Is for an Indl1MUN I,OREGON Truss: B2 and Nfamng.before construction demand. 6008.00componentImMTwration mp MPP nt la lasremonearof Ms Olialolg fir. �/� }/ nO��1�� 2.Lro.npr earn web bracing aur aMetaMdwhore.hewn.. xDalian aaambe Me top end begun chords to be Merely Mewed at (/O 14 L T 7 AdAbrW bmponry erecbq b lead abemy dudrip eeebustonr S o.0.end at 10 0.a rnOodNay unless armed throughout Meg length M bMrsepensmay of the erecter.AdatiorW p•mrurr bracing of - NJ DATE: 10/18/2016 m•enrol.ewia•b tMra.pnar.Ny ort,.Mating designer. S.yrs loped bridgingitentIntrom dmor*mend encFggbquitMalarm>re. °y"°"B". � 1�R%1�`- SEQ.: K2 4 8 38 92 4•No road should be applied,.my compenere unfit after el bracing and 4.IMAM*.of arse,.1M..pon.MSy Wm.resp•oO..centrad", fasteners are oempbb and at no toe sinus any lea greeter MM 5.Demon names busses.re to be used in•nonconoW environment, d••Gn lead.be mailed to only component and Cr.for'dry grandam.of use. TRANS ID: LINK G.Dolnassume.fullbearing et al supports shown.Shim or wedge if 5.CotnpuT1ua Ms no carrel over and•eumeo no responsibility for Me MCN,ry_ �0. 1,�,� (�EXPI RES: 12/31/2017 fabrication.handling,shipment and Installation of eompagas n8s. 7.Design assumes.de %dra6,.g•Is provlded. October 19,20 1t 6 e.TMs design is Washed stablest to the*Mations est forth by 8.Plates Mal be looted on bolh Nes of awn and placed so their enter TPI/MICA M SCSI.copies of which will be furnished upon request. Ines coincide wlh 8168 onbr.nee. MITek USA,Ine./Co Trus Softwtlre 7.6. 7 E 9.Digits indicate sire of phi.In Inches. 10.For back omsdw plate design values ass ESR-1511,ESR-1968(Wok) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 2x4 DF 818BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 50 2-10=(-25) 1204 10- 3 ( 0) 264 BC: 2x4 DF B16BTR SPACED 24.0" 0.C. 2- 3-(-1492) 91 10-11-(-74) 1343 10- 5=(-209) 68 WEBS: 2x4 DF STAND 3- 4-( 0) 0 11- 8-(-25) 1204 5-11-(-209) 68 LOADING 3- 5=(-1204) 98 11- 7=( 0) 264 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF 5-.7 (-1204) 98 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7=1 0) 0 TOTAL LOAD - 42.0 PSF 7- 8-(-1492) 91 -- -- 8- 9=( 0) 50 NOTE: 2x4 BRACING AT 24"OC UON. 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 BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -77/ 1126V -40/ 40H 5.50" 1.80 SF ( 625) 17'- 0.0" -77/ 1126V 0/ OH 5.50" 1.80 DF ( 625) BOTTOM CHORD CHECKED FOR IOPSF 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 - -0.044" @ 8'- 6.0" Allowed = 0.804" MAX TL CREEP DEFL - -0.082" 8 8'- 6.0" Allowed = 1.072" MAX LL DEFL - -0.002" @ 18'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ 18'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.018" @ 16'- 6.5" 0-06 MAX HORIZ. TL DEFL = 0.026" @ 16'- 6.5" 8-00 1-00 8-00 Wind: 120 mph, h=18.2ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 5-08-08 2-03-08 0-06 2-03-08 5-08-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 f . 1 T T 1 load duration factor=1.6, Truss designed for wind loads 6-00 6-00 in the plane of the truss only. 4 4 4 1 12 4 6 12 6.00 Q 6,00 M-4x6 M-4x6 5 3 M-2.5x4 MIMIMMIll..MillM. 111% WW2* I y T o 0 1 2 = 30 11 =-S pl M-3x4 M-2.5x4 M-2.5x4 M-3x4 y 5-08-08 y 5-07 y 5-08-08 1 ,�C51/4 ° PR°FFs�, J, 1-00 1 17-00 y 1-00 y jF\� F,NG�NEFq U/0 1-00 Q :9200PE 9r JOB NAME: DP. NORTON 3709-B - 03 Scale: 0.3334 411111111!!!!!4.42i5 _ WARNINGS: GENERAL NOTES. unless o9nrwlee noted. Cr WARNINGS: Truss: B3 1.Budder end erection comWorshould beadvsdofalGeneral Notes 1.This designabeeedatiltupon the pararnelersshone and leIceanManske! 9 OREGON �f/ and Wemmpa before Construction Commence.. balding Component.ApplbabNM/of design parameters end proper G N �A, 224 eon:mewln webbradrg mud b.bleled Wien.hewn.. heorpenBen ofcomponent ema rsepoeoGNIy01 designer. /o �9y 14 2�� 3.Adatlonel bmporary taming b Wane stability during construction 2.Design aa.iaeo. .top.nd bottom Chards to he bracedSt (> A me responsibilitya/m..railer.Maitland permanent ereshq of ze.a.and at,0on.noh.0 ply unless bawd throughout Bee tengm by DATE: 10/18/2016 ee owing WWA.lethe naponsiENy of the toldep deMpnr. 3.� wacinreuiredwereood shsen arywg@R). � �R1`� bracing required caner.crown++ SEQ. K2483893 4.Nebed enemshould Cl. ee.ppldn st nyo comtem shunt ung bed greaterll than 4.nengn Ion assn wwrm.l.ta bosseormenw.cln.wmdrs,e hsbnMen complete end atne tint.should erry bedspnahr man 5.endsr.puny.ode.ean to Mused Ma MmcenoeM amlrommeM. bade be smiled to any component. end an ror'dry condition`IIb.orof use. TRANS ID: LINK a"b" B.Daeipnapant..Nllbearbptlalpppodeshevm.SMmorwedge 0 EXPIRES: 12131/2017 5.Compuyrvs hp re control over end names no responsibility M the necessary. tabriwtl.n,Wang,.hIpment and hehtnon o/components. 7.Design a.wanee adegsste*Orono A provided. October 1 9,20,y(,w O.This deWn h bmlehed subject b the Solt.bne set Forth by S.Melee el be boded on both faces stenos,and Owed ss Meir center V l f./G A L I V TPVWTCA In BCSI,copies of wmch WV b•furnished upon nearest. Ines coincide cam laud<enterines. Wick USA,Me./CompuTrus Sollysa 7.6.75 1L B.FmDisskco,Mintaha pistef In Inches. P2( ){ 10.Far seek eeMeCIM piste design values fee ESR-1311.ES15.1 BBB(PATO) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 11'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF U16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 440 5-3-(0) 264 BC: 2x4 DF 816BTR SPACED 24.0^ O.C. 2-3=(-584) 0 5-4=(0) 440 WEBS: 2x4 DF STAND 3-9=(-577) 0 LOADING TC LATERAL SUPPORT <= 12"OC. LION. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -34/ 614V -35/ 90H 5.50" 0.98 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 11'- 4.0" -3/ 962V 0/ OH 2.00" 0.74 DF ( 625) Csl, Ce=l, 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 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL- -0.091" @ 5'- 8.0" Allowed - 0.719" MAX TC PANEL LL DEFL= 0.033" @ 2'- 8.0" Allowed - 0.369" MAX HORIZ. LI. DEFL - 0.003^ @ 11'- 2.0" MAX HORIZ. TL DEFL- 0.006^ 0 11'- 2.0" 5-08 5-08 1 1' Wind: 120 Inph, h-17.6ft, TCDL-4.2,BCDL-6,0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 (7. Q 6,00 load duration factor-l.6, IIM-4x4 • Truss designed for wind loads in the plane of the truss only. 3 4.0" 2.0" 00000 ,0000110Pil 4 0 W Y jo o 1 �� 5 CS 0 M-2.5x4 M-1.5x9 M-2.5x4 1 )' > 5-08 5-08 y 1-00 y 11-04 y ��Q PROFCCss ,c.1 0NG{NEF'9 /%2 Q 89200PE 9r` JOB NAME: DR HORTON 3709-B - Cl / Scale: 0.5234 =��/� - WARNINGS: GENERAL NOTES, unless otherwise noted: te., Truss: Cl 1.Builder.MerMbnoemr.eb,.bnddben Ned of all GenmNmotes I.Thhdeelpnla based only upon teNommetersshown.Mlsfor aniMWkwn y OREGON s tl� and Mining.beton oonauelon co mnenaw balding component.Appaabany n&nips parameters and proper �. �A' N 2]x4 oempeeeen web bracing moat be Milled when shown•. Mapanibn n component h the r sca,.B lly new buM•q da le's,. /O ' y 4 r�Q��4 3.Addabnat temporary bracing b Mon efabaay dulry coraYuW en 2 Design e..emea IM by end bottom Otsd.b be Wanly bead et fa c3 r.pmafolry nm.erecter.Adueawlparm.MNera�pn re,e..M n7d ex.respectively oleos braced throughout McVbngm by DATE: 10/18/2016 ms morel*slum h the responsibly etme budding designer. continuous or ateralch S ing requwood ired loom) °t"rggq' f't R10- ��..�' S.Ie broad or bus ahereps.B tynth.padreshown re • SEQ. K2983899 4. r. t oadnwwb'•peen etnoU.component^u•"maenag.M 4.Not anunmma.+ ...he,, be roilityod op05HBse.no e h.bnen.n complete end n no time Meed sate nide goner man 6.a Dolan mounts Busses of to lased b B.noncortoeWe environment. TRANS ID: LINK Melon beds be appliedy component. g,Desd ign^a^mums .t ei b aneupwes mown.smm or wedge If E CempuTna tan no control ever aM.ssom e no npontbdey form. EXPIRES: 12/31/?Q17 ne hlnahanding,n.handing,shipment end InMdanem on ofepawnts, sign names T.O.tesdtsl,m bested thfagshaaded. October 19,2016 e.Thh deelpnhbrrihhed subtaab wama.aen..n form by septets etre bebcn.d en both bas allies.end placed so their comer TPWr?CA In Scot,copes doll ell be brnhn.d upon request. lines Wind&pair On enter Anes. Wok USA,Ine.tCo uTrue Software 7,8. TL 9.Fon b blob etc pplebe Mmes. mP � � 10.Fa Doak Wnmcbr Ilei.design values see ESR•1311,ESR-19661aYT&k) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 11-04-00 HIP SETBACK 4-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 230 DF 410BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1 0) 50 2- 6=(-33) 1027 6- 3-) 0) 207 BC: 2x4 DF 8101TR 2- 3=1-1255) 69 6- 7=(-49) 1092 6- 4=1-112) 16 WEBS: 2x4 OF STAND LOADING 3- 4=(-1027) 70 7- 5=(-37) 1102 4- 7=( 0) 204 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4- 5-(-1305) 69 TC LATERAL SUPPORT <= 12"OC. UON. Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 25.0)+DLI 7.0)- 32.0 PSF 0'- 0.0" TO 11'- 4.0" V BEARING MAX VERT MAX NORZ BRG REQUIRED BRG AREA :..6=-=................ BC UNIF LL( 0.01+DL( 10.01= 10.0 PSF 0'- 0.0" TO 11'- 4.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PLF 4'- 0.0" TO 7'- 4.0" V 0'- 0.0" -58/ 955V -22/ 27H 5.50" 1.53 DF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PLF 0'- 0.0" TO 11'- 4.0" V 11'- 4.0" -26/ 785V 0/ OH 2.00" 1.26 DF ( 625) TC CONS LL( 100.0)+DL( 28.0)- 128.0 LBS @ 4'- 0.0" OVERHANGS: 12.0" 0.0" TC CONC LL( 100.0)+DL( 28.0)- 128.0 LBS @ 7'- 4.0" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. - MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL - -0.039" @ 7'- 4.0" Allowed = 0.535" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.072" @ 7'- 4.0" Allowed - 0.714" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.009" @ 11'- 2.0" MAX HORIZ. TL DEFL - 0.015" @ 11'- 2.0" Wind: 12D mph, h=17.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 9-DO1286 3-09 +1788 9-00 Truss designed for wind loads 'f in the plane of the truss only. 12 12 6.00 " 6.00 M-4x6 . M-6x6 3 fig. 411P ii p ', I-_I II - 1 O O 1 6 7 o M-2.5x4 M-2.5x4 M-1.5x4 M-3x4 1 l L l 3-08-08 4-00-12 3-06-12 n y 1-00 y 11-09 y Al �(CI .n V PR0Feu, kc 89200PE r- JOB NAME: DR HORTON 3709-B - C2 Scale: 0.4859 /�/ WARNMMess GENERAL NOTES. ess otharx/N O Cavi j'y.. noted: I.Buller all emotion aMnebr should he edvMd of N General Notes I.This design is bawd only upon the parameters Ole.and proper Individual 7 OREGON X1.0 Truss: C2 endwtivig.berets an5Wybon eemnwnew. buNYp eempon..I.Applabary et*girl parameters all 2.2s4 eernplewbn web bracing mud ba m°IaSed*nos.neon.. hreerperalbn of component know ts.peabary of the bidding designer. /O 1 y 4 1 20N �# bond terrperary bracing to hours W boy duke cansmMbn 2.Design anon.the top and bottom chords to be Wordy humid at 3.Ad. act, le U1e nspembaly of the erect".AddNwiN permanent bracing of continuous sheathing 2'cc and et/0 ex.reagtlwely unless bayed throughout bot Wigs by DATE: 10/18/2016 mewsoI* ..NO*noP"mbslyclm.ardkgdwgner. e• p, orMo�bracingas OOah"' 0'an°'"Or""�' �RR►L`- rdle required re pe sheen SEQ.: K2983895 4.Neload enersn,.oe.w.and o comO.told until eller al loadsoo erthanwing A inetellDesign mum.fon of ti0.0. to usedility in n t respective aa.yt". habnon m aniPleb slot at no law should any baa groderlMn 5.Design eowmya onion am m a used In a noncorroaM smlronment, TRANS ID: LINK design loads NapMad to anyeomperwM. and are hr'arya lbs erne. 6.Design assumes NII bearing at ab mopeds shorn.SMm or wedge 9 EXPIRES: 12/31/2017 5.CempuTnrs he no control over and assumes no responsibility for the necessary. 0brl �y c abon.hexane,ehlpmeot end installation of components. 7.Design assumes Woofer*drainage le provided. October 1 9,2016 6.This design is furnished subject to the hnbatbns est both by a.Plates drag be bated on ab has of Ina..and*cud so Meir anter TIMMS ICA in SCSI.ooplea of oMch M b.furnished upon request Mos oomdoe w8h low mow Moa. 9. MITek USA.Ina/CompuTrus Software 7.6.6(10-E 100 Deno mean eye of Pete in inches.inches..For belie connector plate dasipl virtues see ESR-1311,ESR-1 ge6(Wok) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 11-04-00 FROM 2-00-12 TO 6-00-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF R1iBTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1-2-(-96) 71 1-3=1-26) 23 2-3=(-181) 40 BC: 2x8 DF SS WEBS: 2x9 DF STAND LOADING Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. VON. Cs-1, Ce-1, Ct-1.1, I-1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. VON. 0•- 0.0" -88/ 1078V -29/ 73H 5.50" 1.72 DF ( 625) TC UNIF LL( 25.0)+DLI 7.0)- 32.0 PSF 0'- 0.0^ TO 6'- 0.0" V 6'- 0.0" -85/ 983V 0/ OH 2.00^ 1.57 OF ( 625) BC ONIF LL( 0.0)+DL( 10.0)- 10.0 PSF 0•- 0.0" TO 6'- 0.0" V BC UNIF LL( 116.7)+DL( 79.3)- 196.0 PLF 2'- 0.8^ TO 6'- 0.0" V ADDL: BC CONC LL+DL" 785.0 LBS @ 2'- 0.8" VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX TC PANEL LL DEFL - -0.088" @ 3'- 1.5" Allowed = 0.336" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX TC PANEL TL DEFL - -0.122" 8 3'- 1.5" Allowed - 0.504" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX HORIZ. LL DEFL - -0.000" @ 5'- 10.3" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX HORIZ. TL DEFL - -0.000^ @ 5'- 10.3" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Wind: 120 mph, h-17.7ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 6-00 Truss designed for wind loads in the plane of the truss only. 12 6.00 M-1.5x4 0 I M-5x16 m ®� M 0 1► C43 M-3x4 M-3x10 y +7850 ). 6-00 �� D PR OFFss �,c:> 6,�NGINEF /029 89200PE r" •"y JOB NAME: DR HORTON 3709-B - C3 Scale: 0.5335 WARNINGS: GENERAL NOTES, unless otetNssnoted: OREGON lv� 1.Builder and erection eonb.eter should be.dlead ale vof General Nene I.This i design bawd any the.paranera h t. shown and for an Indislduof Truss: C3 and Warning.Wore cowmktlco en mnse aee. bolding component.Asp/nobMy of deign parameters and proper GO Zj �� /` 2.244 eenromwbn web bracing mule w leefoled when drown 0. moomssawn eleempewnt le the responsibility of the building designer.. / '9 y r�0 �� A AddMOW temporary bracing to Y1axs NabBy during combustion 2.Dealgtr mums the top and hellos Meld to M Wittily braced at '4 4 Igoe re•P•rl N y Of Ms erector.Additional detriment brassy of 7 e.c.and at 1g on.rempeetwsy Wes.baud throughout Net length byNtio DATE: 10/18/2016 me event ebuctw.isNe responsibilityefine building aeoNner. continuous sheathing•'d'.*row 0.01.9(TC) •arya.N(Bc1. SFR R I L\^ ].ar lnrp.d bridgingg nor Wend basing required when oho. an b• . SEQ.: K2483896 4.No load tof.,.,sWould Mapplied*ano comHo.*mild any eller al bode rooter 5.DNgnswum.bus..alktion of mow is the rimere to b onyertnereepedM contractor. fo.lensis m eomDlNa ane N m Inv siloudd eery bees Neater man 5.and an Is,'My busses are u M cooed M s nenconoWe..iromment, TRANS ID: LINK design load.M.ppMd to any component enters assumes condition.'of use. B.CompuTne inn no control over snd*Daum.no repondgNy low Me N.Design ewwnw full vamp N ale•dcawte sham.Shim or weds.N EXPIRES: 12131/2017 nmanery. hbrkaaol,hording,shipment and mata4Non of cemPen.nt.. 7.Design amen.adequate drainage Is provided. October 19,2016 t This design H Methal subtad to the limitations sof lath by N.listen shall be located on born foam of truss,and pieced w Mair writer TPWVfGA in BC91.copes or WW1 aG M Mnisired upon request Ines NNW.wtlup*d canter trees MITek USA,kte Trus SO'Mara TA.B(1L 9.DING indicate edpM.h news � 10.Fm Mak connector plot*hedge vm*esm E9R•1311,E9R•1944 OAT**) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 6'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 TC: 2x4 DF @16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 DF )116BTR SPACED 24.0" O.C. 2-3-(-150) 26 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" -18/ 410V -16/ 78H 5.50" 0.66 DF ( 625) 5'- 11.0" 0/ 105V 0/ OH 2.00" 0.17 OF ( 625) Snow: ASCE 7-10, 25 PSF Roof 5now(Psl 6'- 3.0" -43/ 170V 0/ OH 3.00" 0.27 DF ( 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 TC PANEL LL DEFL = -0.073" @ 3'- 6.1" Allowed = 0.904" MAX TC PANEL TL DEFL = -0.123" @ 3'- 6.2" Allowed = 0.606" MAX HORIZ. LL DEFL = -0.000" @ 6'- 1.5" 6-03 MAX HORIZ. TL DEFL = -0.000" @ 6'- 1.5" 12 Wind: 120 mph, h-17.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 IP. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 3 -I Truss designed for wind loads in the plane of the truss only. cc 0 to 0 M Cs I POO 0 1 ►� n M-2.5x4 J. 1 1 5-11 0-04 1 ��EO Fess 1-04kovIDE FULL BEARING:Jts:2,4,3 1 6-03 P R O ,C?�� SNC NEF'4 /04. Q 89200PE 9< • JOB NAME: DR HORTON 3709-B - D1 Scale: 0.5929 •�/ J}., WARNINGS: GENERAL NOTES. unionem.nd..noted: ^_`iliw� V� Truss: D 1 I.ewer and erection contractor should be advised Wall General Notes 1.TNN design I based only upon me parameters Mown and le IndNiduel -7 410' ON �� • and Warnings before oenehueaen commences. building component Applicability of deeipn paenteten and z are eenlpnawn nab bn.Int met he HN.Md wlwn.www., bewPoratlon o movement r Be reponeARly et the wilding Jasper. 3.AdaMW tempewry Maoist;So asiGy ening eawncmn 2 OaalOa aaw.lwe e.top and aslybegchords etbe manly.656Id at O 14 is the eaaparrslly sII.ersaer.AddWw,al aatmanare brad W! Z e.e.and w lg we.ma0"psy unless meed(TC)amity n .,Byten�pl,W DATE: 10/18/2016 meownl.wa,aeIMen.peee nware**Wog design.. continuous alwamhgatennacingacing reod mredwheeshowe drw.t(ee). ��Rf`�„ 3.a,hgatto n of Masten.ing or Nxn•lbuY required where shown b. SEQ.: K2983897 1.No Bes.,.ad ate lbs compete an etany e a time Ment ould any WMr.l 1.ye,.eing nd C.Desadbewnes u ms we to ba men pem:.mmn en fasteners an complete and at see ftrns wrowd ny badv Snww man 5.Darien aWOG wesee we s e.uaW m e neneomMve environment, TRANS ID: LINK deslgn loads he applied toany component. naso ror^arymnaen-ot see. 5.CeepuTnnhnmmrmoloverandassummm�pemlMyforms S.OeMSneseuMgMlDodngwds,q,podssnprm.BNmormdgstt EXPIRES: 12/31/2017 n.nmry. fabrication,handing.shipment and setd.Nen at components. T.Deign wanes adequate drainages provided. 5.Ths&WinNMtwedsubject smeNel tlon.eelteMby N.Metes Mrt6.located enbWei tacos einem.and placed somalrcener October 19,2016 TM/WMA in BOB!,copies of sNeh nal be n.rnhed upon request. Ina°sei ode wie,lest center In... 0.Dials Indicate Ws of plate in Inches. MITek USA InefCompulnn Software 7.6.6(114-E 10.For beak connector ass dnlgn vwws lase ESR•1311,ES/big/1W(Mile.) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF W16BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 DF 816BTR SPACED 24.0" O.C. 2-3-(-70) 16 TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT 0- 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" -25/ 337V -10/ 55H 5.50" 0.54 DF ( 625) 3'- 11.0" 0/ 68V 0/ OH 2.00" 0.11 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4'- 1.5" -25/ 106V 0/ OH 1.50" 0.17 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 - -0.010" @ 2'- 4.7" Allowed = 0.255" MAX TC PANEL TL DEFL - -0.017" @ 2'- 4.7" Allowed - 0.383" MAX HORIZ. LL DEFL - -0.000" @ 4'- 0.B" 4-01-08 MAX HORIZ. TL DEFL = -0.000" @ 4'- 0.8" 1' 12 Wind: 120 mph, h-17.2ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 6.00 (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. 3 O I0 M-2.5x4 y ly 3-11 0-02-08 Y (PROVIDE FdhIOSEARING;Jts:2,4,3 I 4-01-08 GP EFq s/ 17 89200PE JOB NAME: DR HORTON 3709-8 - D2 Scale: 0.5891 1F �� WARNINGS: GENERAL NOTES, unless Shensi..noted: d 7.Bolder and erection contractor YwuN be advised of an General Notes 1.This design k bawd My upon the connotes sewn end Ie for an Individual "yL OREGON � Truss: D2 and Warnings before condse5on comnesoea. building component.Appaeab1t N of design parameter.and proper dump Weea MA 2 ala compression web bracing not be MOAN!viler.Brown Y. Meorpnatten of component le the resperrlbNy Dern.bulking designer. 2-°'‘ ‘;."-k- 3. � �� S.Additionaltemporary bracing to kern NOGG 2.Deetgn assume the top and beton,Words to be Was*hood at '7 y '4 4O k Al..deer tINy of me erecter.Addlbnal permanent braekp ofcontinuer,.sheathing cosh 7 o.c.ale et lm o.rowed**unless Mewl throughout Met length by DATE: 10/18/2016 a soe.ed WOO,*Fl IR.napomewy erne buildinge.egs.r. 3.Zs Impact bridging aibra n � siplywoodg ° HBe). 11/ R5 SEQ.: K2483898 4..o load edd be.ppl.d to any component mWafter after el bracing end 4.bslailelbmu n or ss n m.nmpossmNww y of the re.p .contra,. �l rl IW.nws an conipMa and et no Be.eteuld any bads Feder Wm S.Design swum..truws ate lo be wed In a non-corrosive environment. TRANS ID: LINK dW¢nleadsbeappMdteanyennpenent and.na'My°°"dgo"010... 5.C.mpuTnn It.,no control ear and. ee.roe nepenstltty for the e.Delp worms full beefing et MI nroverts shown.Shim or wedge N EXPIRES: 12/31/2017 necessary. febdeaion,lending,shipment and Inkafttee of component.. 7.Design assumes adequaw drainage Is provided. October 19,2016 O.This design le furnished subject to the limitation.eet foeh by e.ERN.she be located en both mew ortms,end placed so their center TPWIrCA In SCSI,copies of MOM wN be intoned upon request. Ines coincide wed Sint center lines. 9.Dirks tune eta of pleb In Wok USA,InefCompuTrua Software 7.8.B(IL)-E N. Wokvel is 70.For leeknes coclar ptele design values a..ESR-1577.ESR-1988(MRek) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 5'- 7.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF pl&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 50 2-4=(0) 0 BC: 2x9 IF ill&BTR SPACED 24.0" O.C. 2-3=(-90) 23 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 BOG 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" -19/ 389V -14/ 71H 5.50" 0.62 DF ( 625) 5'- 6.0" -37/ 150V 0/ OH 2.00" 0.24 OF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 5'- 7.0" 0/ 97V 0/ OH 2.00" 0.16 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 - -0.044" @ 3'- 2.1" Allowed = 0.361" MAX TC PANEL TL DEFL = -0.076" @ 3'- 2.1" Allowed = 0.541" MAX HORIZ. LL DEFL = -0.000" @ 5'- 6.0" 5-07 MAX HORIZ. TL DEFL = -0.000" @ 5'- 6.0" 12 Wind: 120 mph, h=17.6ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 6.00 (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. rte/ G 0 0 m • t y 0 1 �� .1 9 M-2.5x4 l Yb 5-06 0-01 y I@ROIQDE FULL BEARING;Jts:2,3,4 I 5-07 y <( `E) PRQFE:0 w.�, 71G,iNEF1 /02 „' 89200PE -7r JOB NAME: DR HORTON 3709-B - D3 Scale: 0.5567 L /(_ _Jy. ER WARNINGS: GENAL NOTES, Mew o5wrwne Watt mss. I.MEM and.edbn combe°,should he.rimed of 4 Gemal Nees 1.This design is bawd only upon the peramMen Nom end I.for M Individual 9 OREGON e.� t Truss: D3 and VAMtge aloe w m, on commences building component.Applwb4y of design parameters and papa, be A, 2.Zs4 compression web bn.de mut be installed wham shown e. incorporation of component la the responsibility Atha bulking deslpner. / q n O�� 3.Addbonel temporary bracing to Mum GOWN during construction 2.DaMpn mouton gra top and Belem chords b be Warmly aaatl at O 4 4 h the reepoelItoRy WM..neer.Additional Immanent bracing of 7 o.c.and M 10 o.0.nepeGbey unNw braced throughout Mb length by DATE: 10/18/2016 the overall*white n the n.pembllty of the building designer. Sl continuous Gifting or sear..acing rplywooe Ared where sho) wn +Gyw.pec). �`'�R'`�,,, 3.Ie wqo bridghg le thens testing ty of the repective shown e SEQ.: K2483899 4.No nwsareAmie mpletelero.mwmMoulponeM m54445gei NM all eraci,445 4.Deign assumes ss 1 busses. uwel In•non ,romo dwemlrroonm.et, faWmnen ampenansNnstlme Mould any loads greeter man endo TRANS ID: LINK enb. b..PP�to.meemponent. .ndnro,•aryeonedw.few, Offen a ea 5.DolmanSMs no corbel over and mums no respond/SW for the r mDesign names ha bearing Mal wPpada shown.SNm or wedge EXPIRES: 12/31/2017 wwary. tabl5eeden,handing.MM.*and MgteMNOn of components. 7.Design sewn.adequate Maga Is provided. October 19,2016 6.thio deegn Is fumeMd eabN5 to M Imitations 556/NM by S.Pates shell be bated on beth faces Abuse,and pbead w%rh Motor TP W VICA In SCSI.coped of MIM MI be MnMed upon raw cod. Rm.coincide Met)ad center Inas. O.NNTek USA.InefCsmpuT is SOMvere).8.8(1 E 0 Digits Inskw ate.oplebe b en vat W 10.For bask C.IPledw pee deelOr van.me ESR-1311,ESR•1BSS(olrek) This design prepared from computer input by ARIEL TRUSS VANCOUVER HASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.0" IBC 2012 MAX MEMBER FORCES 4HR/GDF/Cq-1.00 TC: 2x4 DF 516BTR LOAD DURATION INCREASE - 1.15 1-2-) 0) 50 2-4-(0) 0 BC: 2x4 OF 516BTR SPACED 24.0" O.C. 2-3-(-63) 19 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 BAG REQUIRED BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD - 92.0 PSF 0'- 0.0" -27/ 321V -9/ 49H 5.50" 0.51 OF ( 625) 3'- 6.0" -21/ 91V 0/ OH 2.00" 0.15 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 3'- 7.0" 0/ 60V 0/ OH 2.00" 0.10 OF ( 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 10PSF 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 - -0.005" @ 2'- 1.1" Allowed - 0.212" MAX TC PANEL TL DEFL - -0.008" @ 2'- 1.1" Allowed - 0.317^ MAX HORIZ. LL DEFL - -0.000" @ 3'- 6.0" 3-07 MAX HORIZ. TL DEFL - -0.000" @ 3'- 6.0" 12 Hind: 120 mph, h-17.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 6.00 17' (All Heights), Enclosed, Cat.2, Exp.B, MHFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 3 -/ Nom/ 0 0 N O 1 [ PM M-2.5x9 )' 11 3-06 0-01 i' y )' 'PROVIDE FUI2b- k1ARING;Jts:2,3,4 I 3-07 ��ED PROFFss �N5 �NGINEF9 /� 2 cc 89200PE �< �'JOB NAME: DR HORTON 3709-B - D4 .1141."1111111111"' Scale: 0.6038 _ /}. WARNINGS: OENERALNOTBS, union*Menne noted: ` `�i, 1.Builder end ereollon cone.eter Mould be eddied else Seem.)None 1.7N.design h based only upon the penmwlers Mown and M for a indhnuel 9 OREGON <v Truss: D4 end Waning.Marcs construction commence.. building component.Apgk.NNy of design parameters end paper to 2.214 nmprnebn web bracing must M Metaled ware.town•. nwerpenan of ampeed to tM rnpaoeSbWy of me bnlAeg de.lpner. GAO �Y 14 za' Q"j�' s.Add.boel t.ngonry lensing to Ferro eabA smog emanation 2.wages dawned the top end bottom deem to be stan.y bread et le las rsepomaNq•Olga ersdor.Additional permanent bracing of i baa end a 10 oA roe anally unless add throughout then length by p DATE: 10/18/2016 me even.structure s e»mpanleilly o/m.balding designer. 7 to Mpeaoranyot~b Mean** a mord sudi undrq required where splywood howsi°:'"Ne"B`). ��►1 R l l.�\- SEQ.: K2483900 4.No load erodd M Spend to any component until ear N bracing end 4.Indention Ones is the rnpemelity or the respective contractor. Astenen m coelples end st no IFN Mould any 1.d.greeter to.,, 5.Design name.In.n ars to M used F•nen<onuehe environment. design nide NRhdbernl'aslRse.A. end en ler-dry amnion.alma. TRANS ID: LINK N.De 5.CanpuTra hes a and over end ewuee a respoapBly ler the name w bearing et el mynas sawn.siwm or wedge I EXPIRES: 12/31/2017 tbnaMn.heading..amen and IntNNern of cormorant.. oeces.ed. a rnndesign ten.ntxod.ugnttom.hmaan.a,eererla 7.Man Masign l names efw�.e dpleeedam.ircenter October 19,2016 7PL TCA M BCBI,copies of Mddn wN be furnished upon request. lase coincide bah)abet ceder Noes. g.Digits innate of iset'F Mhos. i8Tek USA,Inc.lCompuTna Software 7.6.6(1L).E 10.For connector piste design ragas en 656-1 311.ESR-7988(MRaN) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF 916BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 50 2-4-(0) 0 BC: 2x4 DF N16BTR SPACED 24.0" O.C. 2-3-(-50) 6 Tc LATERAL SUPPORT <- 12"OC. SON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+1)L( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -40/ 298V -5/ 3311 5.50" 0.48 DF ( 625) 1'- 11.0" -24/ 99V 0/ OH 2.00" 0.07 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 2'- 0.0" -25/ 30V 0/ OH 2.00" 0.05 DF ( 625) 12 Cs=1, Cowl, Ct=1.1, I=1 6.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL - 0.002" @ 1'- 0.8" Allowed = 0.093" MAX TC PANEL TL DEFL - 0.002" @ 1'- 0.8" Allowed - 0.140" MAX HORIZ. LL DEFL - -0.000" 0 1'- 11.0^ MAX HORIZ. TL DEFL - -0.000" 0 1'- 11.0" Wind: 120 mph, h=16.7ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 ', load duration factor.1.6, Truss designed for wind loads in the plane of the truss only. atAlliill 0 f 0 I i/ M-2.5x4 J. l J. 'PROVIDE Ella-illiARING;Jts:2,3,4 I 2-00 ��NGIN E gs`r• �� 2-9 Q 89200PE.//� - JOB NAME: DR HORTON 3709-8 - D5 Scale: 0.9946 1:. 10•. / _` WARNINGS: OENRRAL NOTES, unless Mamba Meri- t .d OREGON ,I.:17/ t Guider and bonbon Colander.Would be MOM Meg General Noise 1.This design I.bawd orb mon me p.nnenre.hewn end n for en IMNidnel Truss: 05 and Wamirgs before C.nebrdbn comma. building component ApplarbWy or design parameters end prop., 2 b4 compression web bracing met be Howled where Brown., ineorponb.n ore«nponerd is Ms re.pennaWy of me building desgn.. �/ -9 n�� #� 3.Additional Mama Metro n Mum Malty Mina ooMtruclon 2.Design swum..the top and bottom chords to be Merry Mead b Q 14 4 4? nmsrasp«bRIyalma.Nasser.Addtl.n.lpennsne"awing of 7e.c.endat10e.e.mamas*lnod bracedthraupeutlerml)B by DATE: 10/18/2016 tan own'ssuduenthe ra.pon.6Nly or the building designer. S continuous °m Ing Mss �aNny(e shown*.yMl(IG). � RRIL` Span bldhlig«Mai bong ityeked Mete shown SEQ. K2483901 4.N*eemar should m io*end st,.dee amid until afabe."b.d,g end 4.Des* s*asimelktion entrunHm.re..le b use ina o.ocay.co.,wher. roasner.ar.eonpnnsM"neNne.hone.ray bads greeter 5.end am for neembal ere le dbanoncormN.enehonmam, dap,leads b.applied le any comment. ase.n for My embalm.'Muse. TRANS ID: LINK e. mee.e hry e.. 6.CorpaTM^hes no corbel ewer eM..�n..ne^.pen.b�y for the r�°""' ^n-3Hm«"'�°" EXPIRES: 12[3112017 masonMacedon,imam.*poem a cod lrerol lcomments.n or comments. T. ry. , °'a° ssume ao"°" Amidst October 19,2016a Thr design is Mnwed.epdrothe rnelere atnmwM B.>.MMN on dem bars Ohm,anM placed men eerier TPIRRCA in SCSI,copies orenial ell be furnished upon request. Ines oabdds vih)ped eerdsr Anes. MiTek USA,McJCn Trus Software 7.6.8 1 L s.Digin N.oeo eke et Wte a inches. mPa ( }E 10.F«to In est.cNn r f M t design Muss Sea ESR-1311,E09•1I613(IIR.M) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cg=1.00 TC: 2x9 DF 81aBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(-8) 8 3-4=(-43) 66 BC: 2x4 DF 81&BTR SPACED 24.0" O.C. 2-3-(-73) 12 WEBS: 2x4 DF STAND LOADING TC 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 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 42.0 POE 0'- 0.0" -47/ 305V -9/ 28H 5.50" 0.98 DF ( 625) OVERHANGS: 12.0" 0.0" 2'- 0.0" -52/ 611/ 0/ OH 2.00" 0.10 OF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 12 Cs=1, Ce=1, Ct=1.1, I=1 6.00 E7' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" 0 -1'- 0.0" Allowed - 0.133" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.2" Allowed = 0.084" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL- 0.003" 0 1'- 0.2" Allowed - 0.126" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.3" MAX HORIZ. TL DEFL - -0.000^ @ 1'- 10.3" Wind: 120 mph, h=16.7ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x4 load duration factor=1.6, Truss designed for wind loads 3 in the plane of the truss only. 0 11111/1.1 I m.oI o A- rile M-2.5x4 M-1.5x4 b 1 i, 1-00 2-00 �(.51,Ep PR Ore tNG �G.. INECc6' /0� Q 89200PE ter" ;...�- JOB NAME: DR HORTON 3709-B - D6 Scale: 0.9938 WARWR4GSl GENERAL NOTES, oohs olharwhe rwtd: , �v. v CC 1.Budder end Breedon anrsator.haukl be advised of all General Notes 1.Mb de shown and 1.0 Truss: D6 .componsn.ApacabUtysr ngnpnmeter.anhspanlndNMuat pL ,, OREGON end wenerpa before construction commences. balingcomponent.of co.onent''sth of design pay of be and proper 2.LN compression tab bracing must be added Mere shown.. Incorporation of component's the responsibility of the Wang designer. I .1 Y 4 24� �+ J.Adddbnal*mama bnekp to bean NabRly dump anetrudbn 2.Design aaaunes the top and bodom chords to be laterally braced at O 1 G tths reapan.bRy of the wester.Additlenslpermanent bracing of Y es.and at 1P ob.ro.pe.Ney sans braced throughout theft length by DATE: 10/18/2016 the overall structure t 81e reeponefodly of the budding designer. m bepad go,ling such bedng it required tore)ownerdrywell(BC). fi�1�'1 /� 3.In table bMghg a t e re phare mobs.Mon she cab �7 L SE".: K2483902 /.No foss eheuleha allW bony amponemumg ad.sl bras pentl a andartnaurey C te.rospob uensirhenapeah.c.ntnabr. Rasmus an complete and at no dme should any bad,greeter than S.Design a.sunne torose.am to be used In a noncorrosive environment. TRANS ID: LINK dwgnleadsbeapp/Wtanyamponant. Design gn ane hdlb ingot . 5.Compuma has no anew over and assumes no naponMMNy for the B.neessarywrm•a fol awing atM means shown.Bmm°rw.dg.d EXPIRES: 12/31/2017 newmry. hbM .Irlealen.handling,ehpm meend in aletbn of component. 7.Design sauna adequate drainage t provided. October 19,2016 6.This deege h furnished subject to df.Iea.tloes set forth by 8.plats shat No bated on both tees of truss,and placed so their center TPNNICA In SCSI,pales°lwhich gig be furnished upon request. Ines coincide with pin cantor Ines. True Software 7.8.8 iL 4.Digits indic=t ea ablate In Inches. M(Tek USA,k1c .yCotrpw ( )-E 10.For bask connecorplah design values see 638.1311,ESR-7883(MOck) 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 B1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 OF NlsBTR SPACED 24.0" O.C. 2-3=1-69) 14 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" -36/ 322V -10/ 54H 5.50" 0.52 DF ( 625) 1'- 11.0" -29/ 54V 0/ OH 2.00" 0.09 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4'- 0.0" -26/ 96V 0/ OH 2.00" 0.15 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 BC PANEL LL DEFL - 0.002" 6 1'- 0.8" Allowed = 0.063" MAX TC PANEL TL DEFL= 0.003" @ 1'- 6.2" Allowed = 0.364" MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.0" 4-00 MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.0" 1' 12 Wind: 120 mph, h=17.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (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. 3 -/ 0 oa �_� 1 ►� _., M-2.5x4 b y 1 1-11 2-01 k 1 l 'PROVIDE LBODBEARING:Jts:2,4,3 I 4-00 ��c` � PROF ,co, �NG1NE,-R /0.0, Q r9200PE s+r • JOB NAME: DR HORTON 3709-B - 07 Scale: 0.5973 < --. 7IP /y. WARNINGS: GENERAL NOTES. unless otherwise noted: # "4 I.Balder and erection contractor thorddbeadvised ofell General Notes 1.This design lebaud only upon the parameters shown end sit.,en IndMdo.I "y OREGON <V Truss: D7 • Wettings bsfomaathdaw+ammences. buldmgcomponent.Apgroawmyofdesgnper.m.leneend proper /�. '17 2 2r4 compression web bracing must be instated where shown.. ma,ponibn otcempomM is the rsspeiwlbBy of the buNing de finer. / q r 2.O C15�� Additional temporary bracing to insure stability during sonabuctbn A. 2.Design assumes arae top end bottom chords to M Merely braced at 3.AddO '4 htlg responsibility sine enation.Additional permanent braving of T o.c.and el 17 ors.end,ci respectively unless braced throughout Sisk length by DATE: 10/18/2016 the overall structure Istat responsibMy of the building dealgnwr. 3.2c Impact bridging continuum m Ish I bracing airedsheatPere awnor tlrywaE(BC). '/�� I L�,,, ng regctred where shown.. SEQ.: K2483903 4.No toed should be applied toany component sndl eller elbracing end 4.Installation ofhuslathe reeponsbaayofthe respective osnbector. fasteners me complete end at no time should any bads greater then 5.Design assumes busses ere to be used In a noncorrosive environment, design a applied b any component.component. end an for'dry condson'of us. TRANS ID: LINK 5.Dmm,a. .Manoaa�alowrand assumes roR.pon RRty�,l,. 1.Design al supports shown.shim orwedge if EXPIRES: 12/31/2017 neoemmlealInstillationen.bandana,shipment and Instillation of components. 7.Desgn a tassumes adequate tlremege is provided. October 19,2016 e.This design i%met odamleetto the gmaatbmset bdh by 5.Metes*al be baled on both lams*tirade,and placed so their center MAMMA in BCSI,males of which eat he furnished upon request Mies noted.math Joint anter lines. Mitek USA,InniCompuTrus Software 7.8. 1L 9.rotDigIndians ekeofpier. In inches. B( }'E 1.For Mist teekef shire design ankles es ESR•13/1,ESR•189e(MRek) Symbols Numbering System iA General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4" Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property (Drawings not to scale) offsets are indicated. Damage or Personal Injury r--= Dimensions are in ft-in-sixteenths. 11� Apply plates to both sides of truss 1 2 3 1 AddItIont4 stability and fully embed teeth. diagonal or X-bracing,ng bracing always required. See SCSI. TOP CHORDS �'�1fi r 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves 1,2. may require bracing,or alternative Tor I p bracing should be considered. r_ = 3. Never exceed the design loading shown and never O ©� a stack materials on inadequately braced trusses. I— O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0- 'hd'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 20120 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,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 Southern Pine lumber designations are as follows: 12.Lumber used shall be of the species and size,and 9 in all respects,equal to or better than that �� Indicated b symbol shown and/or SYP represents values as published specified. o/ bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSO approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceding is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or after truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®Ali Rights Reserved approval of an engineer. h ONI� reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ��,x 18.Use of green or treated lumber may pose unacceptable ._ environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSIlTPI1: National Design Specification for Metal Mil19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. andisnot supicturecis)beent.fore use.Reviewing pictures alone DSB-89: Design Standard for Bracing. ffi BCSI: Building Component Safety Information, I\/I ile 1a 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 Standard Gable End Detail ST-GE120-SP MITek USA,Inc. Page 1 of 2 m ___J �` TTypical_x4 L-Brace Nailed To / il l 2x Verticals W/10d Nails,6"o.c. Vertical Stud III - o \ Vertical Stud Wire 6d�Common \\\ DIAGONAL U \44, / BRACE MiTek USA,Inc. f` _ 16d Common SECTION B-B -- ----- Wire Nails lit. 1 DIAGONAL BRACE / --.��i:� Spaced 6"o.c. 1. 4'-0"O.C.MAX - --- ... -_.___..- . (2)-10d Common —2x6 Stud or TRUSS GEOMETRY AND CONDITIONS Wire Nails into 2x6 `�,. 2x4 Not of better �� , SHOWN ARE FOR ILLUSTRATION ONLY. wo �� ,4 Typical Horizontal Brace Nailed To 2x_Verticals \ 12 SECTION A-A 2x�stud w/(4)-10d Common Nails Al I ,,\ Varies to Common Truss — * PROVIDE 2x4 BLOCKING BETWEEN THE FIRST AImiryiioiui�si An - SEE INDIVIDUAL MITEK ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING f/ A **N'\ DRAWINGS FOR DESIGN CRITERIA TO TRUSSES WITH(2)-10d NAILS AT EACH END. Iy \ ATTACH DIAGONAL BRACE TO BLOCKING WITH (5)-10d COMMON WIRE NAILS. / / j III iII 1, B B 3x4= (4)-8d NAILS MINIMUM,PLYWOOD Q i ,____/::1-1=2-1 ./_./' _- '� SHEATHING TO 2x4 STD SPF BLOCK /� * -Diagonal Bracing ** -L-Bracing Refer \\ / Refer to Section A-A to Section B-B \ % 24"Max Roof Sheathing--- NOTE: 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. _____ ''' " 1-46r!� j 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 14 1'-3" I (2)-11' ' 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. i.4,� \(2) 10d NAILS ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT i BRACING OF ROOF SYSTEM. 40' 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 1 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF , 2 r 1 Trus• s @ 24" O.C. DIAPHRAM AT 4'-0"O.C. � ` 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A / v 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL 1 . BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. // ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. 7x6 DIAGONAL BRACE SPACED 48"O.C. (REFER TO SECTION A-A) Dlag. Brace /ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. at 1/3 point / COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. if needed ()_:, TO BLOCKING WITH(5)-10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 12 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. End Wall HORIZONTAL BRACE -1 �- (SEE SECTION A-A) Stud 'DIAGONAL 2 DIAGONAL ��, Minimum Without 1x4 2x4 BRACE BRACES AT Stud Size Spacing Brace L-Brace L-Brace 1/3 POINTS Species _—._- and Grade Maximum Stud Length 2x4 SP No.3! 12"O.C. 4-3-2 4-9-13 6-9-13 8 6 4 12-9-5 2x4 SP No.3/S 16"O.C. 3-10-7 4-2-1 5-10-13 7-8-14 11-7-5 2x4 SP No.3/St 24"O.C. 3-3-11 3-4-14 4-9-13 6-7-7 9-11-12 X Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d common wire nails 8in o.c.,with 3in minimum end distance Brace must cover 90%of diagonal length. MAX MEAN ROOF HEIGHT.30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98,ASCE 7-02,ASCE 7-05 120 MPH ASCE 7-10 150 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. j DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MFRS. _-