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Plans (52) r ( c) 6) 6) 1ER ROOF JACKS LC-Do I \/.. -.A 0 LD JAL JL JL JL JL 1L - L✓ l7 L , 22-00-00 MAIN ROOF 1 / SPAN D . R . HORTON 3 Qdir PLAN 3709 "B" 4 J 6 I I I } • ; GARAGE RIGHT co I-? Pr' _ 1 •• m71 ? Ito _ OP i °PER ROOF o 6/12 PITCH D. II I' ,''CD - r 25# LOAD Ih (ID cD d) o o ; 1-0 O . H . I� o Cin ( &) �� �i ii i i i } bio 0 , N R00► 22-00-00 0 DRAWN BY: 10-0 S . B . ,) 10 SPAN KEVIN LENDS 8-0 S . B . 6-d S .1; tt91-04-00 ARIEL TRUSS IA is C'. ,ff -' �?� 574- ri•�.iI� lid irojki.iw.i � S . . tushumki- 1o SIV ,r111.r L I ER R00 fly D7 JACKS D C - 5 LUS2 H 7 a MINI MI MiTek� mit MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: DR HORTON 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. ��Q,EO P R OFFss co NG,I N4. ct' 89200PE -9r 7 OREGON "s CC <O L44' 14 MERRILY.-0 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 I.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. 6. This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IRC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 OF 81&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(0) 1267 3- 8=(-336) 102 BC: 2x4 DF 8163TR SPACED 24.0" O.C. WEBS: 2x4 DF STAND 2- 3=(-1509) 99 8- 9=(0) 836 8- 9=( 0) 516 3- 9=(-1323) 56 9- 6=(0) 1267 9- 9=( 0) 516 LOADING 9- 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 4= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD= 92.0 PSF OVERHANGS: 12.0" 12.0" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -91/ 1038V -80/ 800 5.50" 1.66 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 22'- 0.0" -91/ 1038V 0/ OH 5.50" 1.66 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 = -0.093" @ 14'- 5.7" Allowed = 1.054" MAX TL CREEP DEFL = -0.103" @ 14'- 5.7" Allowed = 1.906" 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 5-09-07 T Wind: 120 mph, h=18.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-02-09 5-02-09 5-09-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1' T ' load duration factor=1.6, 12 12 Truss designed for wind loads 6.00 M-4x6 in the plane of the truss only. "'C=16.0° 4.0" 4 f-,( * M-1.5x9 M-1.5x9 3 i d, o 1-1 v 9 =6 I o o M-3x4 M-2.5x4 M-2.5x4 M-3x4 M-3x6(5) ; y ), 1 7-06-05 6-11-07 7-06-05 y �Q` ,O PROF. 1 y 14-00 y k 8-00 t� NGINER cSj0 1-00 22-00 1-00 y QAC? 1"� '920OPE JOB NAME, DR NORTON 3709-B -Al C= ,- Scale: 0,26751!!0!!4 )2!! ; WARNINGS: GENERAL NOTES, unless otherwise noted: /S+ Truss: Al I.Sulkier and erection contractor shock,be advised of ed Gene*Notes 1.7Ns design la reed only upon ms parameters shown and is for an IndhWwl y� ,�OREGON �^lt'i and Warnings before conbuetlon commences. bidding component.Applicability of design parameters and proper 2 ars eompreWen sed ening must be Mtehd when Mews.. b¢orpordion of component k he respaadbffy of he riding designr. A`' /� 3.Additional temporary ening to Mora stability during constmcibn 2.Design assumes the top ane bottom chards b be laterally bread at ,O •( M A 2V '� is the respond:SWy of Me eredor.Adtlgbmt permanent bracing of 7 es.em at 1G e.e.respectively crakes braced throughout their length by /'t �P DATE: 10/18/2016 tin ewnA sbudue e he continuousbrattosheathing such as plywood,dsod q(7C)amuo g 6e. ��R R I Lt. vapor lblry ere budding designer. 3.2s Arpad bringing or latent bracing required where shown.• ( ) SEQ.: K2483885 a.Nolore should beapplied teanycomponent until after albndngand 4.b.ngatnnelicits isthe responebNtyofthe respective entracte. fastener.are compete and at no time should any beds greater than 5.Design sesunes busses are to be used Ina nomconoshe environment, TRANS ID: LINK design bads be applied to any component. and an for iniry candies.of we. 5.Campanili has no control emir am names no responsibility forme B.Design assumes fug bearing at M supports shown.Ston erwedge A EXPIRES: 12/31/2017 me fabric:don,handing,shipment and hphdaton of components. Design S.7h10 design k furnished aubtsd to Aw rG dmddieget forth by Design mune.edaquadrainage k provided. 4 8.Phtes.neA be fowled onn bpm Awe eftrus,em pined so hear milder October 19,2016 7PAWTCA W ecst,copra of whet MW be finished upon request. Iles coincide wAh joint center lees. MfTek USA,lnc./ConpuTfus Software 7.6.6(1L)•E ta.Digits ectorpttendicate ste of sign vel pla design values see ESR-1311,ESR•7968(Me) 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: 204 DF 415BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF M148TR 1- 2=( 0) 50 2-12=(0) 1399 3-12=1 -421) 41 WEBS: 2x4 DF STAND SPACED 29.0^ O.C. 2- 3=(-1699) 0 12-19=(0) 1070 12- 9=1 0) 456 3- 9=1-1346) 0 19-10=(0) 1399 5-13=(-1578) 0 TC LATERAL SUPPORT <= 12^OC. UON. LOADING 4- 5=(-1078) 38 13- 6= 0) 404 LL( 25.0)+D1.1 7.0) ON TOP CHORD= 32.0 PSF ( BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD 5- 6=1 0) 358 12-14=1 0) 1070 10.0 PSF 6- 7=( 0) 358 13- 7=(-1578) 0 OVERHANGS: 12.0" 12.0" TOTAL LOAD= 42.0 PSF 7- 8=1-1078) 38 8-14=1 0) 456 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 8- 9=(-1396) 0 14- 9=1 -421) 41 Cs=1, Ce=1, Ct=1.1, I=1 9-10=(-1694) 0 Unbalanced live loads have been 10-11=1 0) 50 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. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -22/ 1069V -80/ 80H 5.50" 1.71 OFPE(C625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 22' 0.0" -22/ 1069V 0/ OH 5.50" 1.71 DF ( 625) 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 = -0.333" @ 15'- 2.5" Allowed = 1.054" MAX TL CREEP DEFL = -0.747^ @ 15'- 2.5" Allowed = 1.406" 11-00 MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" 11-00 MAX TL CREEP DEFL = -0.003" @ 23'- 0,0^ Allowed = 0.133" 3-07-11 3-02-09 2-11-05 1-02-0� 2-11-05 3-02-09 3-07-11 MAX HORIZ. LL DEFL= 0.017" @ 21'- 6.5" 4 MAX HORIZ. TL DEFL = 0.029" @ 21'- 6.5" 1-02-07 IIM-4x4 Wind: 120 mph, h=18.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Djr), 4.0" load duration factor=l.6, 1.1" M-3X4 6 'F')' M-3X9 I Truss designed for wind loads -1 in the plane of the truss only. Iiii M-2.5x6 M-2.5x6 11-2.;x6 • 13 Truss designed for 4x2 outlookers. 2x4 let-ins M-1.5x4 M-2.5x6 of the same size and grade as structural top M-2.5X9 chord. Insure tight fit at each end of let-in. M-1.5x4 Outlookers must be cut with care and are permissible at inlet board areas only. M-1.5x4 0 III M-1.5x4 0 I V. 8-00 o 14- 1 / PAM 0 2 12 19 t to 0 -2.5x6 M-4x9 M-1.5x4+ M-4x9 M-2.5x6 M-3x6(S) y y +62.508 y y 6-10-04 8-03-08 6-10-04 y .�tL� ' PROF�"bt. l l 13-11 y 8-01 y �r?\GJ �NG`NE�`T s,0 2 1-00 22-00 i_oo Q :9200PE -9r JOB NAME: DR NORTON 3709-e -Al FAU '(�, - Scale: 0.2547 t. WARNINGS: GENERAL NOTES, unless otherwise OREGON i(/ Truss: Al FAU 1'Budder and ersaon contractor should be advised of ab General Notes 1.TMs design k based only upon the persmetera shown and k bran Individual and awnings before oenabuesen commences, buldtng oempanel.Apollo/May of design parameters and proper GAO�q y 14 �d�°` "�'�` 2.204 oompmhMen web bradrg must be Metalled where shown., h0:oroen8on of component k the,espeafbAlly of the ruling designer. A 3,Additional%memory toning to Insure stobMy during construction 2 Oasl�gnomes the tee and bottom Brews to ha nerdy baud et [- %me iskavafty of the erector.Addsbnal pemanem bredng of mem.andet 10'mem.reep.dbey unless Maud(TC(agem/ghat mak length by RRIIA- 7 DATE: 10/19/2016 iM ownlamwluratithe rsapmnab Ny of the Wang designer. continuo.atwa ting arch n plywood ehedMing(TO)and/orarywaA(BGi, SE 4.No load should bed 3.le hoped slew or lateral bruin yor we rewe shown.. Q.: K24638$6applied component bredrg and amm.n.abn of inns%m.nepanwmr or we reweave eoMador. fasteners env camp%%and et no Bene should ere load.greeter then 5.Design mune.busses am b be used me nencorroensamnonmem, TRANS ID: LINK design ked.be eppA.ateeny component. end ere for"dry condbean"orae.. EXPI RES: 12/31/2017 5.CompuTrus ho.no oenbel overand/mumasee mponsbley kr Me e.Design as.uneaM bearing staA supports sheen.Shim orwedge M .1 p fabrication,hewing,ehlprmnt and krolapflon ofcomponen4. necassaory' October 19r201V 8.TAb design k furnished alU}wt to the MdMba wit bnh by 7.Design Humes adequate ee,loodrawee Is provided. TM.d eCA M SCSI,co8'Plebe asnote l be bated on both faces Ohne,and rand so theft center Wes One.all be furnished upon request. Mee cord.with Jost cents Awe, .Tek USA,kteJCotfAw7fw Software 7.6.7SP2(1L}E 8,�s Indicate eke of plate k Mee.. 10.Por beak connector plate dssitn wane see ESR-1311,ESR-l988(Muck) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" TC: 2x9 DF#16BTR Wind: 120 mph, hts),9ft, ,2,BCDL=6.0, ASCE 7-10, BC: 2x4 DF#16BTR LOAD DURATION INCREASE = 1.15 ;All Heights), Enclosed, Cat.2, Exp.B, MNFAS(Dir), SPACED 29.0" O.C. load duration factor=1.6, TC LATERAL SUPPORT <= 12%1C. UON. LOADING Truss designed for wind loads BC LATERAL SUPPORT <= 12^0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF in the plane of the truss only. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. t4-1x2 or equal typical at stud verticals. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Refer to CompuTrus gable end detail for Cs=1, Ce-1, Ct=1.1, I=1 complete specifications. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-00 11-00 12 +( 6.00 2 UM-4x4 12 3 Q 6.00 2 P O r 1 0 M-3x6(S) M-2.5x4 M-2.5x4 l 14-00 k J. ). 8-00 4�G° ��s�� 1-00 22-00 ,�� 1 ll O Q :9200P 9� JOB NAME: DR NORTON 3709-B - A2 �� Scale: 0.3675 `— 411111° . ' 111 WARNINGS: GENERAL NOTES, ening ethanol..noted: Truss• A2 1.merand orodlsnear*agerahs,ddbeaddsadstatGeneral Notes 1.ThhdaNb pnb•setlonyepontheperemaHnehewn•ndkbrenlndMdoal 12- OREGON filer and waning.before eonabudbn commences. building component.App/abNty of design parameter.end proper 2.5t4comprsebn arab bracing must W Gelded where shown C. o Incorporation of component le the responsibility of the building 3.Additional temporary braWq b knave etablety dung construction 2 Design aoumes the top and Whom chords to be Merelybrad et designer. 1e 165 rret ,n ,qr y bee steps.ne si l mtaMM brad 2.5.0,end at 10 ex.respedtoe nlss braced thro ,0 All '' 14 Z°�t�4 p ng of he )ion'smeylangth). i_'- DEE: 10/18/2016 the wend structure is the responsibility of the building designer. continuousImpactbridging sheathing Waal geesuch es in g nywred where ehoown"•a�C,. 'if '-ii RRI L a Na bad slwaN be• 3.In Q. K2483887 espied no time Mol any silt5emdrg and 4.Deagn asofeveristes oto be see ithenspeerosi contractor. fasteners ore completeit soe ray c Eponent any loads greater than S.Deend a assumes osusans m so.. In a non-corrosive em(mnmenl, TRANS ID: LINK dealgn loafs be wild e.ryampp est and em foray wmWn•of use. 5.Cempuinnh.saantroloverendlessennomeporroblftyfpyre S. anemme.euneon,lbastes a,.l.,ppaagshown.3Nmerwedge e EXPIRES: 12/31/2017 tebncetlon,billing,shipment coraco installation of components. T.Design assumes adequate drelmge Is provided. 6.Tho design is furnished abject to the!Wallow set form by B.Plates alai W bae ted on both faces of end placed so their anter October 19,2016 TPLWOCA in BCSI,copies of WSW WI be furnished upon request. Ines coincide wih)ohs anter Imes Work USA,Ino./CompuTnn Software 7.6.8(114-E 0 Digits Wrote she m pet.Sr 6065.. to.Fm bests connector plate design values see ESR431 f,ESR-1968(Mitch) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" TC: 2x9 OF 81&BTR IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1,00 BC: 2x9 DF 4115BTR LOAD DURATION INCREASE= 1.15 (Non-Rep) 1- 2=( 0) 50 2- 8=(-302) 2688 8- 3=( 0) 246 WEBS: 2x9 DF STAND; SPACED 24.0" O.C. 2- 3=(-3109) 902 8- 9=(-306) 2682 3- 9=1-450) 2200 2x8 OF 55 A 3- 9=(-4668) 786 9-10=(-558) 3309 9- 4=(-618) 236 LOADING 9- 5=(-4736) 848 10- 6=(-558) 3316 9- 5=)-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 TC LATERAL SUPPORT 0= 12^0C. UON. ADDL: TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 11'- 4.8" TO 16'- 0.0" V 5-10=( -24) 344 BC LATERAL SUPPORT 0= 12"OC. UON. ADDL: TC UNIF LL( 50.0)+DL( 19.0)- 69.0 PLF 16•- 0.0" TO 22'- 0.0" V 6- 7=( 0) 50 ADDL: BC UNIF LL+DL= 20.0 PLO 0'- 0.0" TO 11'- 4.8" V ADDL: BC UNIF LL+DL= 40.0 PLF 11•- 4.8" TO 22'- BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 24"01 UON. FOR 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALLL=FLAT=TOP=CHORD=ARREAS_NOT.SHEATHED ADDL: TC CONC LL( 190.5)+DL( 129.5)= 320.0 LBS @ 16'- 0.0" 0•- 0.0" -221/ 1759V -43/ 93H 5.50^ 2.81 OF ( 625) = ADDL: BC CONC LL( 585.1)+DL) 397.9)= 983.0 LBS @ 11'- 4.8" 22'- 0.0" -394/ 2132V 0/ OH 5.50^ 3.41 OF ( 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, TL=L/180 J,- ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0,001" @ =1'- 0.0" Allowed = 0.100" Join together 2 ply with 3"x.131 DIA GUN MAX TL CREEP DEFL= -0.001" @ -1'- 0.0" Allowed = 0.133^ nails staggered at: MAX LL DEFL- -0.087" @ 11'- 4.7" Allowed = 1.054" 9" oc in 1 row(s) throughout 2x4 top chords, MAX TL CREEP DEFL = -0.210^ @ 11'- 9.7" Allowed 1.906" 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX LL DEFL = -0.001" @ 23'- 0.0" Allowed = 0.100" 9" oc in 1 row(s) throughout 2x4 webs, MAX TL CREEP DEFL= 0.001" @ 23'- 0,0" Allowed = 0.133^ 9" oc in 2 row(s) throughout gh ut 2x8 webs. MAX HORIZ. LL DEFL = 0.023" @ 21'- 6.5^ MAX HORIZ. TL DEFL= 0.040" @ 21'- 6.5" "'HANGER BY OTHERS TO APPLY CONC.LOAD(S)EQUALLY TO ALL MEMBERS. 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=l.6, Truss designed for wind loads in the plane of the truss only. 6-00 10-00 6-00 T T 6-00 5-04-12 4-07-04 6-00 12 1' 1' *3200 1' 6.00 12 M-7x6 M-7x8 3 M-3x9 D 6.00 9® 4' �A y U WWII ' 1. o{_1-o B 9 tc M-3x4 M-1.5x4 M18HS-3x12 M-3x6(S) M-1.5x9 M-2,5x6 y 1 *9836 , 5-06-12 5-10 5-00-08y .1' 5-06-12 r PR 14-00 y 8-00 y ��(.�`D P�OF�ss y ), 1-00 22-00 y y ��`o �NGt E�c9 vo� 1-00 4/ �' 89200PE -9f JOB NAME: DR HORTON 3709-B -A3 Scale: 0.3050 WARNINOs: GENERAL NOSES, unless others*.noted: /'}. Truss• A3 t•Bukbrand ereabnooMdshould n 0 contractor be b General 1.This lab.ntlontyupon int eranntenshown end kb.0ledMuai 91 OREGON �� and Warnings gs before combustion commence. beading component.Appgeebjly of design parameters and proper 4 2.23e4 aonlpranbn web bracing mull be Metalled vdere sham.. incorporation of component la int responsbgty of me building designer, �Q A`r' 14 �O��4 3.Addmonat temporary ton=ing bce kw*stabilitystabilityonY eluting cnktlon 2 Design manes Be top and bottom sherds to M tMsis bnceel et _7 *Me rasponsbity of the erector.Additional permanent bracing W r ex.and et 1d o.a respectively eN omen tenses throughout mak lengthby � - DATE: 10/18/2016 int ov..len derelame responsibility=rites bWdk bolding designer.mar. continuous sheathing arch n plywood shmm�gRO)orator dryall(BG). a Na laaaa 0485..ppgeamanmy mill after bracing 3.1xlmpedbddgkgo Ishtar bracing SEQ.: K2483888 PRtt. ng enc 4.Inangmbn of hon la the respwabilityna respective contractor.fasteners ere compete and at no inn should any beds greeter mar an 5.Design assumes trusses s b I be used in a noncorrosive environment. wgn bacon applied component, and are for condition- use. TRANS ID: LINK e. 5.CampuTraa has no conksovar end assumes no responsibility forge e.DeNgn assumes mg bearing at a1 supports shown.Stefan or wedge if EXPIRES: 12/31/2017 neeesnry. Nbnmikn,handing,shipment and Mtepeon of conmonents, 0.Thbdesign IMnteedsbjectemegmItetbnesetforth by T.DMates esign lbeumes non bahfeces enpuss,a. October 19,2016 TPbWICA In SCSI,toms of Mat MI las furnished upon request. 6 Area coincide with located104 centernob=rheas,and placed n noir cellar MiTek USA,IDClCo 9.Digits Indicate she of plate in inches. mpuTrus Software 7.6.6(1L}E 10.For bask connector MN design values toe ESR-1311,ESR-1968(dRek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TC: 2x4 OF#ICTR TRUSS SPAN 22'- 0.0" INC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 BC: 2x9 DF#l&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-30) 1991 10- 3=1 0) 453 WEBS: 2x9 DF STAND SPACED 24.0" O.C. 2- 3=(-1759) 96 10-11={-84) 1899 10- 5=1-729) 60 LOADING 3- 9=1 0) 0 11-12=(-84) 1899 11- 5=1 0) 197 TC LATERAL SUPPORT <= 12"OC. DON, 3- 5=(-1991) 103 12- 8=(-30) 1991 5-12=(-729) 60 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 7=(-1991) 103 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD.. 10.0 PSF 12- 7=( 0) 453 TOTAL LOAD= 92.0 PSF 7-6- 7=( 0) 0 _______________-------..........,......,==.... 7- 6=1-1759) 96 NOTE: 2x9 BRACING AT 29"0C UON. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 8- 9=1 0) 50 ALL=FLAT TOP CHORD AREAS=NOT SHEATHED Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE 10.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -80/ 1298V -43/ 93H 5.50" 2.00 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 22'- 0.0" -80/ 1298V 0/ OH 5.50" 2,00 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100^ MAX TI,CREEP DEFL= -0.003^ @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - -0.074" @ 11'- 0.0" Allowed = 1.054^ MAX TL CREEP DEFL = -0.171" @ 11'- 0.0^ Allowed = 1.906" 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" @ 21'- 6.5^ MAX HORIZ. TL DEFL = 0.099" @ 21'- 6.5" 8-00 6-00 8-00 Wind: 120 mph, h=18.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 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=l.6, f ff fTruss designed for wind loads in the plane of the truss only. 6-00 6-00 12 4 6 f 1' 6.00 12 M-9x6 M-9 X6 ..' 16.00 3 M-3x8 e wow 10 A �(v 11 12 _ 8 M-2,5x6 M-2,5x9 M-1.5x9 M-3x6(5) M-2.5x9 M-2.5x6 l 5-08-08 y 5-03-08 y 3' 3, 5-03-08 i, 5-08-0s 14-00 y 8-00 l ���ED PRp. 'I' ,I, 22-00 1 b ��5 �NGWE9 X02 1-00 89200PE 9r JOB NAME: DR HORTON 3709-B - A4 ~P/� _. Scale: 0.2800 WARNINGS: GENERAL NOSES, Unless otherwise noted: tlle TrussA4 1.BdN«and QK oe.oehaaerambbe.dyheeoralOenerolNero. I.Tledesign lebeddonly upon mep.rommeroshoeeentlAto,cc individual "71... ,,,to,OREGON �� and Wenbpe before eonetmdd lan commences. buWleg component.AppacdbS9y of design ammeters and proper 2.289 compraeabn web broebq must be Installed where slows.. incorporation of component b the reepomtNly of pro building designer. ,,Q J.Additional temporary bracing to Moro MOAN during construction2.Desks,assumes the top end bottom Morns b be Merely Nand et <O e Y 14 2-C3\ 4 Is the responsibility or the erecter.Additional permanent bradsg of Y o.e,and did e.c.end,..plywoodly s Mead throughout cook length by �y_� �P DATE: 10/18/2016 the 000wu structure le me responsibility of building designer. C.Aepea sheathing such es cing required etp(7C)armor aryn,A(B0). /(/� R R 1 SEQ.: K2483889 4.No load should be appled to any oe,eponent Ml after al bred4.2almpadolfrue bridging or the relateral sponsibility roeleteyf the reproahowob. fasteners ere contany g bracing end 4.Ine%Ion or truss b me respo be use le a oe.000Ne contractor. pole and shoulda bans rollermm 5.ode nassumes busses are to be used In a non-comet.emiremnent, TRANS ID: LINK deign bade be marled to any eemwnont and Sr.for"dry condition.of use. 9.CoepuTnro hes en control war and domes no reaponelmllry ler me e.Design mums full Waring et eA supportsMom.Mintor wedge A EXPIRES: 12/31/2017 fabrication.henring,shipment and Installation of components, dowry' Q 6.This design Is furnished subject to the Imitations set form by 7.Design hellirssb el aced on olt too.Is truth e. October 19x2016 7PIWrcA In SCSI,copies of which Mil be NmiNede' f6° be boated en bent hos altnrse,arm planed se their comer upon request. lines coincide with joint center Ines. MITek USA,IncJCompuTrus Software 7.6.6(1 L}E 9.DNAs indicate sue of plate m inerts. 10.For bask connector plate design vacs see ESR-131 t,605.1580(NRek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IEC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 209 DF 416BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF 9166TR SPACED 29.0" O.C. 1- 2=( 0) 50 2-10=(-116) 1733 10- 3=( 0) 931 WEBS: 2x9 DF STAND 2- 3=1-2088) 193 10-11=(-237) 2393 10- 5=(-685) 136 LOADING 3- 9=( 0) 0 11-12=(-237) 2343 11- 5=( 0) 197 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 3- 5=(-1733) 189 12- 8=(-116) 1733 5-12= 5- 7=(-1733) 189 (-685) 136 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 12- 7=( 0) 431 6- 7=( 0) 0 ===============-===_____ = TOTAL LOAD = 92.0 PSF 7- 8=1-208 B) 193 NOTE: 2x9 BRACING AT 24"OC UON`=___= FOR Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 8- 9=1 0) 50 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/ 93H 5.50" 2.29 DF ( 625) 22'- 0.0" -125/ 1399V 0/ OH 5.50" 2.29 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP A195 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 = 1.906" 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 T Wind: 120 mph, h=18.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 5-08-08 4-03-08 11-00,(1-00� 4-03-08 5-08-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �( T . load duration factor=1.6, STEP-UP FLAT TOP THORD TO BE BRACED BY End vertical(s) are exposed to wind, 6-00 OVERFRAMING TOP CHORDS OF JACKS AT 24" OC. 6-00 Truss designed for wind loads 1 T CONNECT WITH M-9X4 TYP. AT HIP SHOULDERS, f in the plane of the truss only. 12 6.00 E37. i '. ".]6.00 12 2, M-4x6 " M-4x6 Nam c 2 0 10 11 12 8 1 M-3x6 M-2.5x4 M-1.5x9 M.SHE-lx1OrS) M-2.5x4 M-3x6 l 5-08-08 y y i' b 00 PROF Al, 5-03-08 5-03-08 5-08-08 �� ()pets, 1 19 00 b 8-00 b c �NG�NEF� /�?r 1-00 22-00 1-0oy �� 89200PE �� JOB NAME: DR HORTON 3709-B -AS Scale: 0.2675 in (� WARNINGS: GENERAL NOTES. ardeoomerwMMhe: -7, ,,OREGON A- I. Truss: A5 t.Buller end erection conkedor should be whited of W General Notes 1.This design is belle only upon the parameters Mown end is for en Individual and Warnings before construction commends. bulking component.Apgcabiy of design parameter&end proper �Q 14 2.914 compression web bradng mud be Misled where shown o. incorporation of component is Me LO V'' responsibility to of 0rc balding designer. `_ 3.Addmend temporary bracing to insure alebfRy during construction 2.Design sesames the top and bottom chords a be laterally braced al le the responsbi of the.roster.Additional pemnnerdbrackp of Y o.e.and d 10ec o.q respectkyy unbars c braced tlwoughout melt length by ���• '``,. DATE: 10/19/2016 the event structure b Oa building*signer. continuous ddghig n such es edwood shred where g(T,ee,,er drywall(5C). SEQ.: K2483890 4.No lead should be applied totom of 4.2eM'PaonathngorMereresp005te tyoftMrnaeymwn.. y component Mout until ally d bracing and I.Designinstailm a/buts s es am to use of tM onkorrsi contractor.won fasteners an e a complete end n no tmn should any keds greaten than S.Design e6aumaa buses ars be used In a noneonoalve environment, TRANS ID: LINK eeapnbadsbe.pp8odro,nyeemponen and are ter Myconbee�ofuse. EXPIRES: 12/51/2017 5.Co lmaTn"hes no control over end assumes no nyaidNRy for the e,Design assumes full bearing al e1 supports.hewn.Shiro or wedge 8 October 19,2016 tabnehanding,as,handing,shipment ark Setapgen of eomponenle. mwssery. 4.Ink eaegnismniNhad.sped le an llmletlom eat odyn by T.Design assumes ededinege k provided. TPIPMfCA m SCSI,copies of which w01 be Wished B.geese Mei bated onbethen hue effuse,and pieced no theft center upon rapuesi. Inde coincide wIh joint came,ions. MTek VSA,Mc./CompuTn"SoRwwfe 7.6.7(7 L}Z 9.Digits indicate eke of plea In wawa. 10.For bask connecter pink design values sea 605.1311,ESR•19S8(MITek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 17•- 0.0" TC: 2x9 DF 416BTR IBC 2012 MAX MEMBER FORCES 4WR/GDF-28l) 87 00 BC: 2X9 DF 414BTR LOAD DURATION INCREASE 1.15 1- 2=( 0) 50 2- 8=(0) 907 3- 8- SPACED 29.0" O.C. -(-281) WEBS: 2x9 DF STAND 2- 3=(-1091) 96 8- 6=(0) 907 8- 4=( 0) 957 LOADING 3- 9=( -817) 13 8- 5=(-281) 87 TC LATERAL SUPPORT <= 12^OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 P58' 4- 5=( -817) 13 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 5- 6=(-1091) 46 OVERHANGS: 12.0" 12.0^ TOTAL LOAD = 92.0 PSF 6- 7=( 0) 50 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/ 628V -59/ 59H 5.50" 1.32 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 0.0" -36/ 826V 0/ OH 5.50" 1.32 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/290, 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= -0.029" @ 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 T 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 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ffload duration factor=1.6, 12 Truss designed for wind loads 6.00 ISM-4x4 12 in the plane of the truss only. Q 6.00 4 4.0" 2.0' M-1.5x4 M-1.5x4 3 5 ilis ed iis mii CI' o JIB mil L-_J O 8 0 M-2.5x4 M-3x8 M-2.5x4 y y 8-06 y 8-06 k �p,E'p PR.ac .s 1-00 17-00 y1-00 y ,��� �NGtNEFR V. Qw :9200P of JOB NAME: DP.NORTON 3709-B - B1 0 j Scale: 0.3459 K_ 40 WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: B1 1.Bulderand erection cenlrodorshould beadvised ofaIGeneral Notes t.This design is based onyupon the parameters shown andsWranIdMdual 7, 4OREGON IX �Gt✓ and Wambgs before construction commences. Wilding component.ApploaNRy of design parameters and proper 2.St4 compression web bracing mud be instated where shrew". meerporatbn of component le the responsibility of me building designer. ,, 6� 3.Additional temporary bracing to Man alebMly during construction 2.Design aseunea the top and bottom chords to be lateroly braced at , 2�J� �-k- � O 14 Is me responsibility sub.erector.Additional Remanent bracing ofcontinuous 7 o.c,and at 10 e.e.cob a vey,sodminis booed throughout Auk lengthu4_� DEE: 10/18/2016 the overallebuchnhIND responsibility ofthe bWtlingdesgner. 3.StImp tNMtgl gmorrlateral bras plywood wberee)andor own.tlryrnA(BO). '(/� �' Q.: K2483891 4.No bed should be applid to any cempsneM uii afterel bracing end 4.Installation or buns leme respeniiNtyy of int reespe wee contractor. hetenere are complete and at no time should any Weds greater Bun 5.Design assumes trusses are to be used in a nen-conosve environment TRANS ID: LINK design kW.be tippled W any component. and are for'No condition'Ouse. S.CompoTsa has no control own and aawmxno responsibility for the S.Design assumes NII bearing N.I supports Worm.SMm or wedge d EXPIRES: 12a1/2017 tebkatlon,bending,shipment end Inalahttp o0 of components. wassry. 8.This design is fumtahed soiled tones Imitations set form by 8.Datshall assum adequate drainage is*Wows, en d. October 19,2016 TPIWTCA In SCSI,copes 01 which oat be furnished 8.Plates alwl be located on bent te«sof irw,antl placed so Meir cellar open request. lines coincide with phi center Imes. Mitek USA,InbJCompuTrus Software 7.6.7-SP2(1 L}E 5.Digits indicate etre of plate Sr inches. 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 17-00-00 HIP SETBACK 6-00-00 FROM END WALL TC: 2x4 DF A15BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) IBC 2012 MAX MEMBER FORCES 41R/GDF/C7.1.00 1- 2=( 0) 50 2- B=(0) 2067 8- 3=( 0) 559 BC: 2x4 DF 816 2- 3=(-2464) 23 8- 9=(0) 2374 8- 4=(-466) 34 WEBS: 2x4 OF STAND LOADING 3- 9=(-2067) 38 9- 6=(0) 2067 4- 9=(-q66) 34 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) TC LATERAL SUPPORT <= 12"OC. UON. 9- 5=(-2067) 38 9- 5=( 0) 559 BC LATERAL SUPPORT 6= Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' 5- 6=(-2964) 23 12^OC. UON. ____=====2====___=._____-________ __ _ TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 17'- 0.0" V 6- 7=( 0) 50 BC UNIF LL( 0.0)+DLI 10.0)= 10.0 PSF 0'- 0.0" TO 17'- 0.0"V. NOTE: 2x4 BRACING AT 24"0C VON. FOR TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 6'- 0.0" TO 11'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 0.0)+DL( 20.0)- 20.0 PLF 0'- 0.0" TO 17'- 0.0" V LOCATIOG MAX OCATIONS0" TO 17' MAX REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ E'- 0.0" 0'- 0.0" -15/ 1625V -40/ 40H 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" 1T- 0.0" -15/ 1625V 0/ OH 5.50" 2.60 OF ( 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 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" @ 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 1 f T 6-00 2-06 2-06 T 6-00 12 4,320# T 4320# f 6.00 1;7. M-4x6 14-N6lz 3 M-2.5x4 Q 6.00 irlopri4 olfif, O 8 9 6 IO M-3x8 M-2.5x4 M-2.5x4 M-3x8 444141 y y l J.y1-00 y 5-06-08 17 00 5-075-08-08 l y S���NG NEF `��/ 1-00 ,S, t. R 4 �2 `c. 89200PE 9r" JOB NAME: DR HORTON 3709-B - B2 /^�' / Scale: 0.3459 SC WARNINGS. 10 ..' GENERAL woTes, unless am.rww noted: Truss: B2 1.Bulkier end etenan corbadarahoed be advised ofelt Omen.Notes t.TIM M Mn I b..eeonly upon the parameters Mown and B for en Individual 7‘..•0,0 I OREGON tt �� and WrtMrgs berm aemhuctbn commences. building e"mpeneM.App....My of design parameters and proper %', 2.2t4 compression web lancing must be Installed where Mown e. Irrcerpere8en of oemponent k the responsibility of Iv building designer. �f`J 2OAs �� 3.Additional temporary bracing te hese Stability doting eensbuMlon 2.Design assumes the by and bottom chores to be Monty lanced al '7 7 ''4 I.to responsibility of the emitter.Additional permanent bracing of To,e,endM itl o.a respectively unken brandmmes wul thee length by DATE: 10/18/2016 the went MnaAwe la the repwlsbU y orifi.bolding designer. con'tinuo's eheat'tg such as Arwood sheamlrg(7C)and/or dryvel(BC). t"�R I L"^'� SEQ.: K2483892 4.Nobsdshoulbeappliedtuanycomponent uMlafter albredngand 4,nr:8stbnopart fbs lothe MnepponaMaliyoftlan pese�nb,Mar. CCj fasteners me complete and at no lime should any bads greater than 5.Design assumes hums ars to be used in a nonconoaiva environment, TRANS ID: LINK design loads be applied te deny component. end are for dry condition.of dead. 5.eonpu7mshas nemnhwever and names nonnponebMtyfor the B.masonDmIgn esumeanMbearing Malsupports shown.Salmorwedge t EXPIRES: 12/31/2017 hbdnfon,handling,shipment and IneteMtcomponents. 7.Dssig an of "eCI n*mimes adequate ening'Is provided. 8.ibis design Is banhsee subject to the limitations set fond by 8.Plates sisal be baled on both faces of truss,and paced so Meir center October 19,2016 TPWyrDA In 13C31.CSI.woks of which willl be furnished upon newest. lines coincide wM pal center Mac Wee USA,Me./CompuTnn Software 7.6.6(1L)-E B.Opts India*size of pale In Inches. 78.For bask connector plate design Woes see ESR•1311,8511-1988(M17.6) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0^ IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF 818BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 50 2-10=(_25) 1204 10- 3=( 0) 264 BC: 2x4 DF 818BTR SPACED 24.0" O.C. 2- 3=(-1992) 91 10-11=(-74) 1343 10- 5=(-209) 68 WEBS: 2x9 DF STAND3- 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. VON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 5-.7=(-1209) 98 BC LATERAL SUPPORT 0= 12^OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 TOTAL LOAD = 42.0 PSF 7- 8=)-1492) 91 NOTE: 2x4 BRACING AT 29"OC UON. FOR 8- 9=( 0) 50 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 DF ( 625) 17'- 0.0" -77/ 1126V 0/ OH 5.50" 1.80 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'- D.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'- 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" 0-06 MAX HORIZ. LL DEFL = 0.018" @ 16'- 6.5" 0-6 MAX HORIZ. TL DEFL = 0.026" @ 16'- 6.5" 8-00 1-00 8-00 5-08-08 2-03-08 0-06 2-03-08 5-06-08 Wind: 120 mph, h=18.2ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '( ,f f T load duration factor-1.6, Truss designed for wind loads 6-00 6-00 in the plane of the truss only. f f f 1' 12 4 6 12 6.00 r . M-9x6 ,7:16.00 M-4x6 3 M-2.5x4 5 10 rig * o y IN l E c 0 2 30 11 X18 0 0 M-3x4 M-2.5x4 M-2.5x4 M-3x4 ; y y y �p PROF 5-08-08 5-07 5-08-08 ,`�� Cope y 1-00 17-00 3. ). ,� ��GIN `F� <O 1-00 �(1 2 Q :9200PE 9f • JOB NAME: DR HORTON 3709-B - B3 Scale: 0.3339 WARNINGS: GENERAL NOTES, unless otherwise noted: h� Truss: B3 1.B deranderedleortM advised 1,This deslgole based only upon the peremebn reshowandletoranindividual -7, ,,OREGON �� midWerniigs before eonahuetlon commences bolding component.AppikabWty of design paremetert and proper 2 2e4 amprossbn web bracing must be foiled where eh*.*. Incorporation of component b the reeponeibtfy of 8w bulking designer, �� 3.Additional tonal temporary bracinginsure stability dining combustion 2.Design assumes the top and bottom chords to be laterally braced R <0 7 -�4 *the responsibility girths erecter.Additional permanent bNdrp of 7 ox.and et IV e.e,respectively unless braced throughout their length by �s DATE: 10/18/2016 the scene sin due N IM responsibility of the bUf ng designer. continuous sheathing such es plywood sheeming(TC)and/or drywall(BO). 'l�/�RILL [� 3.2v Impact bridging or labral bracing required where shown++ /`f' SEQ.: K2 4 8 3 8 9 3 4.No bed should te applied to any component until seer ell bracing end 4.'flagellation of truss is the responsibility of the respective contractor. fasteners are complete and at no lime should any bads greeter then 5.Design assume busses are to be used b e noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and.re ror•ary condition.rem. 5.OsmpuTrus has m control over end assumes no respponebiy for the e.Design swumee full baaNg>,el supportsshown.Shim or wedge EXPIRES: 12131/2017 fabrication,handling,shipment and inetdeeen of components. necessnry• /� c 8.This design Is furnished subject to the limitations set forth by 7.Designsat beo aced oneoninege is provided. October�9r2Q�6 TPINJftA In BCsI,apes of which MI be furnished upon request. 8'%°�ah °d ooincide vAli joint anlern mNm faces of trw,and plead so their comer Wee USA,Ine.ICompuTrue Software 7.8.7SP2(1 L}E 9.Dia Indicate arse of plata m inches. 10.fm bask connector plate design values see 658.1311,ESR•1988(Weld This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 11'- 9.0^ INC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 OF p1613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 940 5-3=0) 269 BC: 2x4 DF 816BTR SPACED 24.0" O,C. WEBS: 2x4 DF STAND 2-3=(-589) 0 5-9=(0) 440 3-4=(-577) 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. DON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -34/ 619V -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) 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 10858 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 = 0.714" MAX TC PANEL LL DEFL= 0.033" @ 2•- 8.0" Allowed = 0.369" MAX HORIZ. LL DEFL= 0.003" @ 11'- 2.0" MAX HORIZ. TL DEFL = 0.006^ @ 11'- 2.D" 5-08 5-08 12 Wind: 120 Inph, h=17.6tt, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 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" P101%, ill 2.0" #001 �r A- I 4 I f 1 _ o I 12 O M-2.5x4 M-1.5x9 M-2.5x4 l l l 5-08 5-08 y 1-00 y 11-04 )' ���E0 PR0 ,c-,S' 2 Q �.,.. 89200PE �V' JOB NAME: DR HORTON 3709-B - Cl Scale: 0.5234 �'' •• �_ • WARNINGS: GENERAL NOTES, unless omerwbe noted: /i re l+ Truss: C 1 1.Buller end emotion o clot should be erase of an General Notes I.Tata design is booed only upon the parameters shown and Is bran Individual "yG OREGON �tv� and Warnings before construction commences, buldkg component.Applkebgly of design parameters and proper 22,4 compression web bracing must be Metalled wMnsherm., incorporation of component is the reeponsibllty dere budding designer. �� '7 14 dgbnel tampon.),bracing to insure debility during 2.Design same.the rap and bottom chords to be atony braced et 3.Ad / O te the respond/Iffy of the erector.Additional permanent bradrg or �'au.and d 1 o.F respectively unless braced(TC)enthroughout their length by P DATE: 10/18/2016 the overall structure is gra responafoRly of thecontinuous sheathing such es plywood required S g(TC)"rent drywall(BC). bolding designer. 3.2a tinged bridging or lateral bndrg required when shown•• ,. ER R I L�- SEQ.: K24 8 3 8 94 4.No bad should be apple b any component GIN after al brining end 4.Insteliatbn of nun is the reponsibillly of the respective contractor. fasteners are complete and et no time could any bads greeter than 5.Design assumes trusses are to be used in a non<urroslve environment. design and areter•dryosndlion'ofuse. TRANS ID: LINK a 5.CompuTnn nee no timbal over end assumes no responsibility for the 6.Design assumes MI beefing or al supports shown.Shim or cocotte B EXPIRES: 12/31/2017 fabrication,handling,shipment and habitation of components. necessary. c 5.This designhfumishsd"bled to me Imitations set bin by T.DesignPlateshelloes ateden oninsgstoprovided, October 19r2�16 8.Ares o shall M baled both aces of fon,and paced n their center TPWWfCA in 8161,copes of which woe be furnished upon request. lines cokldds w11h loin center las. Wok USA,Inc./CompuTrua Software 7.8.8(1 L}E 9.Digits beiote qts of piste b knows. 7B.F.bask connedo,pate design values see ESR•1911,ESR•1Bee(AIMS) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 11-04-00 HIP SETBACK 4-00-00 FROM END WALL TC: 2X9 DF 81OBTR IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 BC: 2x4 DF 818BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2- 6=(-33) 1027 6- 3=( 0) 207 2- 3=(-1255) 69 6- 7=(-44) 1092 6- 4=(-112) 18 WEBS: 2x4 OF STAND LOADING Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 3- 4=(-1027) 70 7- 5=(-37) 1102 4- 7=( 0) 204 TC LATERAL SUPPORT <= 12"OC. CON. 4- 5=(-1305) 69 Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' BC LATERAL SUPPORT <= 12"OC. OON. __= TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 11'- 4.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 0.0)+DL( 10.0)= 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 CONC 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" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/IBO 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" @ -1'- 0.0" Allowed = 0.133" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL= -0.039" @ 7'- 4,0" Allowed = 0.535" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL= -0.072" @ 7'- 4.0" Allowed = 0.714" MAX HORIZ. LL DEFL = 0.009" @ 11'- 2.0" MAX HORIZ. TL DEFL= 0.015" @ 11'- 2.0" Wind: 120 mph, h=17.2ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9-00 ��1R# 3-09 g-00 load duration factor=l.6, ir12R# Truss designed for wind loads 12 in the plane of the truss only. 12 6.00 Q 6.00 M-9x6 .:',,,M-6x6 3 c 0 1 .Y< 6 7 O 7 110IT O M-2.5x4 M-2.5x9 M-1.5x4 M-3x4 ), l 3 3-08-08 9-00-12 3-06-12 l 3 1 0o y 11 09 )' �ti�ED P R 0FFss 2 89200PE ^9r"" JOB NAME: DR HORTON 3709-B - C2 Scale: 0.4859 WARNINGS: ,0 �• GENERALN0718. useup o the pew noted: Truss: C 2 1.Snider and erection colmactor should be advised of eh General Notes t,This design le based ordy upon ere parameters shown end k for an Individual �I OREGON �l and Warm ge before combustion commenaa, bcklh9 component ApOksbiy of design parameters and proper (' 2.Bt4 compnWon web bndng must be Installed where shown., imorporstbn of component k the repone.a Ry of Na building designer, �O if 14 2ON �` 3.Addltbnel tempenry bracing to Imre ebbilly during cenebuotlen 2.Design aaaur^es the top and bottom chords to W Wendy braved at -1 `�4F•. Is me respendoety of the erecter.Additional permanent bracing of Y o.e,and at 17 o,e, ush..plywood unless breceE throughout melt lerplh by DATE: 10/18/2016 me ovenil,n„ar„Is g„responsibility Sfax Matting designer. 3 continuous sheathng gush as pywood ene.mmg(TC)enaar dry»,g(BC), �[' t SEQ.: K2483895 4,No Rod should be applied t ern component defy alter all Musing end 4,befaaet�bnufhusss bridging is Mend o resppon.eNrequired of thheroep;dp,corin;d«. C����-' fasteners ere complete end at no time should any bads greeter than S.Design assumes trusses are to be used ins eon-arrodve environment, dg ladex,ppg.dle.yampen.nt. and are for of use. TRANS ID: LINK aa S.ComgRnshesnocoMWoverAndassumesnonggmbSyfortln 6.Dee�naawmenNllbearing tlelwppodsshown.SMmorv,Mgel( EXPIRES: 12/31/2017 febdee50.,handing,ahpmwd and installation of components, necessary. This design is M1BntahW anbket to the limitations set beth by 7.Deign assumes adequefe drainage le provided. 1 TPIW000In SCSI,copies of which wra furnished upon request. B Anes coites ncide with joint center linei be located on both s.ofiMa,and pNcad so mak caner October 19,2016 Welt USA,Ino/GO 9.Digits indicate she of plate in netts. RIpUTWS Software 7.6.6(1L)E to.Fe,beak connector plate design values see ESR-1311,ES R-1968(MRM) 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 9WR/GDF/Cq-1.00 TC: 2x4 DF S1aBTR LOAD DURATION INCREASE= 1.15 (Non-Rep) 1-2=(-96) 71 1-3=(-26) 23 2-3=(-161) 40 BC: 2x6 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. UON. Cs=1, Ce-1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <- 12"OC. UON. 0'- 0.0" -88/ 1078V -29/ 7311 5.50" 1.72 OF ( 625) TC UNIF LL( 25.0)+DL( 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 UNIF 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" @ 3'- 1.5" Allowed = 0.504" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX BORIS. 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 fin the plane of the truss only. 12 6.00 M-1.5x4 t 0 M-5x16 m 111111 o1 1 EE01 337. M-3x4 M-3x10 y ♦785# 6-00 l ���E13 PR©Fess X35 �NGiNEe61 /0 <v 2 e 89200PE 9r JOB NAME: DR HORTON 3709-B - C3 Scale: 0.5335lir r411 i MOEN Wim' GENERAL NOTES, unless otherwise noted: 1/ Q Truss: C3 1.Builder and ersctoncontractorshoWdbeedvkedofaAGeneral Notes 1.This dsdgnibased only upon the baremetersshown and ie for anIndhkival yG OREGON �lV end Winnings before conabudbn commenwa buldbg component.Applicability of design parameter*and proper 2 2s9 compression web bradng must be!Waged when shown o. Incopontlen of component lithe reapondbNty of the buitNng designer. 3.Additional temporary bracing b Insure atebAgy during conetnw8en 2.Dngn.wann the top and boson dwlds to be laterally brnsd at �� '9 1,4 20 P-}- h *Me roponbMy of the erector.Additional psmrnem bracing of 7 o.e.and at II 0.4 ropedNey wins braced throughd!their length by ^/��. DATE: 10/18/2016 the overall structure tithe responsibility of the building designer. continuous duathmr laud,a.plywood re aired Si,.,. owner drywoS(Bc). +✓/ 'R�'1NJ 3.I,Impart bridging or lateral bracing required wwro shown+. ell - SEQ.: K2483896 4.Noload should beapplied toanycomponent unNa11erailbracigand ♦InstalMfonalma bthe responsibility ofthe reped'.connector. seinen are complete end eine time should any beds greeter then 5.Design assumes busses we to be used In a noncorrosive environment. TRANS I D: LINK design loads be applied to any component. and are for dry condition'of use. 5.GompuTrushes nocontrol over and assumes noraeponntdlyfor the 6.Dsegn.num.sMbeormgeteAwpportsahonn.SNmorwedgek EXPIRES: 12/31/2017 necessfabrication,funding,shipment and Installation of components. 8.5gm Y. 8.This design is banished aub)ed to the limitations mit forth by g.Ppyt�e.n54.s1 be p ron booihfacese joss,and October 19,2016 TFIMRCA mSCSI,a not which edEb.a.nlenee placed so!heir p upon request lines coincide with)amt anter maps. Milk USA,MclCofnpuTruo SolMerce 7.8.8(1 L}E S.Digits indicate see of plate m knows. 10.For bade connector pole design rakes see ESR-1311,ESR-1988 Amk) 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 9WR/GDF/Cq=1.00 TC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 BC: 2x9 DF 1I156TR SPACED 24.0^ O.C. 2-3=(-100) 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/ 910V -16/ 7814 5.50" 0.66 DF ( 625) 5'- 11.0" 0/ 105V 0/ OH 2.00" 0.17 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 6'- 3.0" -43/ 170V 0/ OH 3.00" 0.27 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 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 = -0.073" 0 3'- 6.1" Allowed = 0.404" MAX TC PANEL TL DEFL = -0.123" @ 3'- 6.2" Allowed = 0.606" MAX HORIZ. LL DEFL= -0.000" 0 6'- 1.5" 6-03 MAX HOR1Z. TL DEFL = -0.000" @ 6'- 1.5" 1 1' 12 Wind: 120 mph, h=17.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. d, co 0 to o m C f o O f 1 2►' 04 M-2.5x9 1 y J' 5-11 0-04 b b y ���E� P OF�ss 1-lOVIDE FULL BEARING;Jts:2,4,3 1 6-03 ��5 �NGiN4.R /0 `r 89200P E• -9r • JOB NAME: DR HORTON 3709-B - D1 • Scale: 0.5424 .•• WARNINGS: GENERAL NOTES. unless omerwbe noted: O • 4� 4 Truss: D 1 1.Baader and erection contractor Mould be advised of all General Nobs 1.This design b based only me upon the parameters On and Is Wren Individual /.. and Wartime begone construction eemmenn.e• building component,Applicability of doeign parameters end proper �' - ON K/ 2.Dt4 continuation web bracing mat be Installed wore Mess a. incorporation of component b the respordbiltDim y s bolding desig er. 3.Additional temporary bracing to Mum Middy during construction2 Design.saunas me tap and bottom nerds to M Mandy Enact N �'' •/ 1 4 �0'� 4 lathe msg./middy of the areata./deemed pennant Med.()of 7 e.e.and at os.respectively bawd throughout their length by (],P DATE: 10/18/2016 m.Ova el sine aM IS the erthe buadtrg designer. 3.22n Ie act sheathing such as plywood aeaming(TC)and/or drywell(BC). ('� �J Impact bridging orttenl breeds required when Mown ss MfiF��• '�,� SEQ.: K2483897 4.No Iced should be applied b any component until a ger al bracing end A metehmn or taros is me remondbNhy of the nspeave coMmeler. reelen°n ere comped and et no time should any lads greeter then 5.Design lemmas t11.1.101.Jr.to be used In a sonsoonodve environment, TRANS ID: LINK ded lads be appaw to arty componentand for co WNa of use. ag 5.CompoTnshea,wcentre/mar and assumes noresponsibility for the B.nunnerDesign ssunasNBbeanngatatsupports e11own.BNmorwedge g EXPIRES: 12/31/2017 fabrke/on,handing.ahgment and Irstahson dampened. neaaary. 7.Design assumes ailed one drainage farm ie provided. October 19,2016 d.Thee FCA In BOB!,e d subject to the Snideness furnished forth by 8.Pbba sol M bated on both bees of truss.end plead coo their center TPIMTDA In CSI,copies of which well be henished upon request Ines coincide with joint anter Ones. Weft USA,Mc1COmpUTNs Software 7.8.8(il B.Dish indicate are of plate m inches. )-E 10.For bend connecter plate design values see ESR-131 I,ESR-1988(MITea) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 9'- 1.5" TC: 2x9 DF t!1&BTR IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 BC: 2x4 DF 4143TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 SPACED 24.0" O-C- 2-3=(-70) 16 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 HORZBRG 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" -25/ 337V -10/ 55H 5.50" 0.54 DF ( 625) 3'- 11.0" 0/ 66V 0/ OH 2.00" 0.11 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4'- 1.5" -25/ 106V 0/ ON 1.50" 0.17 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=i LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL= -0.010" @ 2'- 4.7" Allowed = 0.255" MAX TC PANEL TL DEFL= -0.017" 0 2'- 4.7" Allowed = 0.383" MAX HORIZ. LL DEFL = -0.000" @ 4'- 0,8" 4-01-08 MAX HORIZ. TL DEFL= -0.000" @ 4'- 0.8' f T 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 -/ N I C 0 N V 0 0 M-2.5x4 b 11 3-11 0-02-08 J' J' y 'PROVIDE FdTiDSEARING:Jts:2,4,3 I 4-01-08 -c;Ct�EO PR©FFss �,5 tNGINE& /� <c. 2 ...c. 89200PE yr JOB NAME: DR HORTON 3709-B - D2 Scale: 0.5891 Or WARNINGS: GENBAL ROTES, unless otherwise noted: /?. Truss• D2 1.Badder and endbncontraciershould Maade.aofagGeneral Notes 1.Ito.dealw Is rasesonyupon mapanmeteroNsuntand teteranIndividual 7% ,g OREGON �4ra. and Warnings before construction commences. budding component.AppApabIllly of design parameters and proper L at4 compression web brordng moat M InsiaNd where shown., trnrorpangon of component%the responsibility of the budding designer. A(- 9.Additional temporary%ming to Insure stabDy during construction 2.Design assumes the top and bottom dards to M laterally braced et /O • -!A ZQ� �} Is the responsibility of the erector.Additional permanent bracing o/ T e.e,and al 10.ex.respectively unless braced tteoughIO tech area by "4 \ ,� DATE: 10/18/2016 tit onnq ebudun Is An rasponsbllyofths buildha designer. continuous sheathing Moraaspyngre required and+grywaq(BC). SFRRILv 3.In Impact brldging or Moral bracing nq ttO.ashen shown++ SEQ.: 1<2483898 4.No bad should M applied to any component until alter all bracing and e.Inetenetion of truss ht the responsibility al the nepectNe contractor. fasteners are complete and al no time should soy Mads greater than 5.Design mourns*busses an to be used in a noneonoeive environment, design to and ere for condition-of use. TRANS ID: LINK ea 5.Compulnn hes no control over and assumes no rsapsn SAAy for me e.Deign assumes fug bearing al ell supports shown.Shim or wedge A EXPIRES: 12/31/2017 abrbtblanding.nding.shipment and halation of commendneeesf°ry' S.This design I.furnished T.dates esign be%Medo.te athesnagee a truss, s ss,providsn d. October 19,201 6 subject to the ArrNalbm Mi by Q PaasMd M Iocoted on both aces oftn,ea,one paced leo their tamer TPIMIfCA M SCSI,copies of rah%h all be furnished upon requeY area mind&Mt palm center Anes. MTek USA,McJCompuTnn Software 7.6.6(11-}E9.Deis Indicate Me of piste h Rohs, 70.For Male connector pate design values sae ESR-1371,E3R-1986(MITek) 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/Cq=1.00 TC: 2x9 DF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 OF R1&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 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= 92.0 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 DF ( 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" 1' 1' 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. ioorag,00 0 0 en ICIo 11 1 04 M-2.5x4 J. bb 5-06 0-01 y y I@ROaDE FULL BEARING;Jts:2,3,4 ] 5-07 O PR O ��c�` v... EER /o 2 Q� 89200PE vw' • JOB NAME: DP, NORTON 3709-B - D3 Scale: 0.5567 L-" WARNINGS: GENERAL NOTES, unless other.*noted: ta. Truss: D3 1.Bidder and erec,.contradgl.A.4dbeadvlaedofenGeneral Nobs 1.TnbdesignIsbased only upon the panmetenshown and l.for anindividual -y OREGON r�� iia and Wsminge before construction smneeesan. building component.App&ablty of design lenmet.,s and proper G Ve I�, Z 2 4 tomprsaskn web booing must be installed when shown.. incorporation of component h the raapgnNDlly of the bulldog designer. '© .4 " 1 4 I�O� 3.AddRbnat temporary Geeing to Inane GWEN dodos construction 2.Design caw..s the top and bottom church t.be laterally braced et 7 (. ,jy' hint n•sponeBBty of the*rector.Addltienelp.nnineMbr Arg of lob.and N10'o.aed,C.py unless braced throughout their length by 1 4�C_ DATE: 10/18/2016 the morel abnd..telt.responsibly oftho bundkg designer. 3.OrImpact!°^"in or°td'esowing,,uintda,n,ssheathing(Tnwnc drywaMBC). MFR R'sem\" Impact bodging o!there prating sequin,whin Noon.. SEQ.: x2483899 4.Nelead Mould Stenseappy.dbenv finnse Selden..er el edngrs dngane 5.DethMNon of sumesnisihstobeue In•norf the pedwaee.n iron !admen are compete and at no tide should any bads greater than s.Design assumes truasss Cr.to be used In•norm...environment, dssIgn loads be.polled t.any component. d=m for"dry condition'of use.TRANS ID: LINK 6.Design assures ha bearing at sl suppods shown.Shim or wedged 5.CenquTnnhanec,r*Wover andaseumssneeapomlbplyfor the mdse.. EXPIRES: 19!31/2017 fabrication,handling,shipment and Oda..of components. 7. esign mums sites..drainage*provided. October 19,2016 S.TMs design is furnished sub.,to the lhdatlons set forth by S.Plates seal be bested on both faces ottmss,end pissed so their center TPIWfCA In SCSI.Copies of which SN b.Wished upon rem. Is..coincide with joint cent.rinea 9.Digits ctoeppiste siia MiTek SA.Ie.ICompuTrus Software 7.8.6(1L)-E 10.For beak ssmepb Agn values see ESR-1311,ESR-1988(MR.) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 3•- 7.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x9 DF B1&BTR LOAD DURATION INCREASE = 1.151_ BC: 2x9 DF#1&BTR SPACED 29.0" O.C. 2-3=(-63) 19 2-9=10) 0 TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 POE BEARING MAX VERT MAX HORZ BEG 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" -27/ 321V -9/ 4914 5.50" 0.51 DF i 6251 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 lOPSF LIVE LOAD. TOP MAX TL CREEP DEFT,= -0.003" @ -1•- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFT,= -0.005" @ 2•- 1.1" Allowed = 0.212" MAX TC PANEL TL DEFL= -0.000" @ 2•- 1.1" Allowed = 0.317" MAX HORIZ. LL DEFT, = -0.000" @ 3'- 6.0" 3-07 MAX HORIZ. TL DEFL = -0.000" @ 3'- 6.D" 12 Wind: 120 mph, h=17.1ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.E, Truss designed for wind loads in the plane of the truss only. 3 Ate' m 0 0 I F N..,- vii0 1 PAW O f " -/ y 9 M-2.5x4 1' ll 3-06 0-01 J' l y (PROVIDE FUtKr-S)ARING:Jts:2,3,9 I 3-07 ��G��O PR Open 0.0 c�5 ciN- F9 /02 89200PE -9 Q� r JOB NAME: DR HORTON 3709-B - D9 Scale: 0.6038 - P/1� .- WARNINGS: GENERAL NOTES, unless otherwise noted: 1IP Truss: D4 1.Builder and erection conbaeter should be edeteed of ail General Notes 1.TMsis based o upon the Q • end Warnings before construction commences. N designponerF N of par mews and h or m lntlNhUel •yG OREGON bt �"- 2 5,4amcsryoneon ofcom component th/ assignpityold nendproper compression web bracing must be Installed where shown a. topent h the raapomhM)'olds laterally brag designer. 3.Additional temporary bracing to Mus stability during oanetruotian 2 Design n,end at the respectively bottom a,ora te bra htMp beced al /O '9 Y 14 2�Q,P} h the reepomhRly of the erector.Addsbnet permanent bracing of 2 o e.sod al 10 Ove,So.,en unless hood throughout,oy length by DATE: 10/18/2016 the averse mudure*the ro oml continuous aheemhs such as Synod sheelhing(TO)nam ay«elfin). •k'/�`p�'1 rap blRy elite building designer. 3.2s lewd bridging or Mani bracing squired where shown.. �l l� SEQ.: K2483900 A No load should be appded to wry component until seer ell bndng and 4.InalaYtbn of truss I the reyron.eRly Otis nspedNe contents. fasteners ere complete end at no One should any keds greater than 5.Design assures treses an to be used In a nonsono.Ne amlronment, TRANS ID: LINK design loads beapgedto sly component. enaC.hr^enc w'onus.. 5.CompsTns hes no control ever end assumes no responsbAly for me N.Deign onuses tit baemg al H supports.mown.Salm or wedge N EXPIRES: 12/31/2017 fabrication,handing.ahpment end MNaht(on of components. necessary. fool, 7.Design hedhoHosmes ed"e°'hI"°'te"°".,en October 19,2016 S.This design h COt,furnished subject 6 the limitations eat ape by 6.Plates chill be located on both.,faces of lona,and placed se their venter TPIWfCA In BCS(,copies Or which heti be aamehedupon request. Anes colndde wilts Joint center Ones. 9.Digits Indicate etre or pale in Indus. MWTek USA.Inc/CompuTnss Software 7.6.6(1 L).E 10.For bask:connector pale design veeuas sae ESR-1311.ESR-19e9(SITS) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-579-7333 LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 OF k1&BTR LOAD DURATION INCREASE- 1.151_ BC: 2x4 OF 01&BTR SPACED 29.0" O.C. 2-3=(-50) 560 2-9=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+01( 7.0) ON TOP CHORD= 32.0 PST 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" -40/ 298V -5/ 33H 5.50" 0.98 OF ( 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" @ 1'- 11.0" MAX HORIZ. IL DEFL = -0.000" @ 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=l.6, Truss designed for wind loads in the plane of the truss only. 0 f .IIdlIl o Isi II ter. M-2.5x4 J• 1 l PROVIDE FUlk- ARING)Jts:2,3,4 1 2-00 9,EO PR OF,�tiss6GiN / cOi. Q 89200PE �r JOB NAME: DR HORTON 3709-B - OS Scale: 0.9946 � �' / lit WARNINGS: GENERAL NOTES, untessBuilderothorwla noted: �' SC Truss•• D5 1.Builder and erection contractor should be advised Os,Oenem ho)Notes &This design Is based**upon the nonmetals shown end tate.mama ; -9G 4 OREGON 41414141 and Wandnge before construction commences. buIdm9 component Appgabgky of design penmetare and proper 2.2e4 cempreakm web bradng must be installed where shown.. 2. eincorporation esign K the � is % designer. 'aON 1 3.AadRenel temporary bracing b insure stability during consbucbonlatentlyend �� q 7 4 �P is the responsibility of bre erecter,insure a dei permanent bracing of 7 o.e,and at 10 e.e.respectively ratios breed throughout met length by DATE: 10/18/2016 the ovens,s structure is the continuous sheathrg such as plywood sheathing(TC)and/or drywepee). /11 "Ly p`+ rep y eeonp*Mho building designer. 3.2s Impact bridging or Rind bracing regdred where chew"•. ori rl 1 l� SEQ.• K2483901 4.No load sholcd be applied b any component until after all leveeing end A nstamionof eeeet is the responsibilitybesee Who respective contractor. fasteners are wmpfate and at no lima aMdd any bads greater then 5.Design assumes trusses are to used In a noncorrosive environment, TRANS ID: LINK design baa be applied teeeyeemponem. and are ar•ey wnexlon el e. epode crown.shim or wedge 5.CompuTeus has ne control ever end aswmr.s no responsibility forms S.Design assumes full ba m ala EXPIRES: 12131/2017 febrbtlon, y. handling,shipment subject end Iestahibn a/compon.me. 7.Design assumes adequate drainage is provided. October 19,2016 N.This design is furnished subject to Se SmbMes vet forth by A Plates shad be betted on both facts of Inns,and placed so Meir center TPI NTCA in SCSI,copies of MOM edt be furnished upon request. Anes confide with joint anter lines. 9.Digits innate dee of plate in inches, MITek USA,IeniCompuTrus Software 7.6.6(10-E 10.Por basic connector plate design values ore 855.1311,ESR-19e11(Wok) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" TC: 2x4 DF#1613T12LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 BC: 2x9 DF N16BTR 1-2=1 0) 50 2-4=(-8) 8 3-4=(-43) 68 SPACED 29.0^ O.C. 2-3=(-73) 12 WEBS: 2x9 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. 00W. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 42.0 PSF 0'- 0.0^ -97/ 300V -9/ 28H 5.50" 0.48 DF ( 625) OVERHANGS: 12.0" 0.0" 2'- 0.0" -52/ 61V 0/ OH 2.00" 0.10 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 12 Cs=1, Ce=1, Ct=1.1, I=1 6.00 1;.. 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" @ -1'- 0.0" Allowed = 0.133" BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.003" @ 1•- 0.2^ Allowed = 0.084" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.003" @ 1•- 0.2" Allowed = 0.126" MAX 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, M-1.5x4 (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. 0 a . /- O I o -f ��� �' M-2.5x9 14-1.5x4 dilli b ). y 1-00 2-00 ��c3,EO PROFF�s c� ENG1NE$�4 >0 2 Q 89200PE �1"-- JOB NAME: DR HORTON 3709-e - D6 Scale: 0.9938 �:` / wV✓ �" - Cr WARNINGS: GENERAL NOTES, unless otherwlee noted: Truss: D6 1.WilderWarnings and erection conbador should be advised Wall General Notes I.MNdasgn is based only upon the parameters shown and is for an Individual L OREGON �L'' end bofore construction commences. building comment.Apptrabitynldesign parameters and proper '�/ Incorporation 2.2e4 compression web bracing must be Metaled where sIncorporation of component Ss the responsibility ofms baling designer. .Q{, 3.Addebnat temporary burns to insure shbilly during construction2 Design•Hones Me top and bottom chords to co laterally Mimed at �O r •� 9.53'‘ .4* la ms roeponebiy of the erector.M9tbnel permsmnt bracing o/ I e.c,and at 10 e.0.each as ey unless braced throughout Bob length by A- 'R R ��QQ` DATE: 10/18/2016 the oversll aWdrre is Ale rs.ponrbiEy of me OuMhg designer. continuo's sheathing such as Plywood eheatling(TC)•anor drywan(BC). •V, V 4.No baa arose be many component nbll after end 4,Im1.IMb bridging bine lateral bracing required Mere shown.. SEQ.: K2 4 8 3 9 0 2responsibility respective conlrsdor. MieMien/ftare complete end at no thine should any bads greater than 5.Design aeellmes Mama are to In.be used In In.non-con«Ne environment. TRANS ID: LINK desgnlcad•beappedtoenycommonest. Do gare easr ncah tern Druce. 5.Casparuahas nocontrol over end assumaenonepeneblltyfor Me B °•"i^•e•G^•'^+b^a^^gnt•Awpped.dawn.3nlmerweageA EXPIRES: 12/31/2017 tebrkoWn,handing,shipment end Metsletien of components. «••••°ry' 8.Thfa design is furnished NA)sct to the Amtnlem set forth by 8.Design hell b assumes adequate tonbotdrah No la trussed. October 19,2016 TFYWTCA In BCSI.copes of whit,MI be furnished upon B.ph�saMAh baled on ten Nom of truss,and placedsstheir«Mer request Imes coincide wth)ott«merInes MITek USA,IncfCom(xlTrue Software 7.6.6(iL).E 9.Opts Indicate Me of pine In Inches. 10.For bask connector plate design values see E3R-1311,ESR-1988 B U M This design prepared from computer input by AR/EL 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 4115BTR LOAD DURATION INCREASE = 1.15 _ _ BC: 2x4 DF g1OBTR SPACED 24.0" O.C. 2-3=(-69) 14 2-4 (0) 0 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 BAG 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/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 = 0.063" MAX TC PANEL TL DEFL = 0.003" @ 1'- 8.2" Allowed = 0.364" MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.0" 4-00 MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.0" 1' 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=l.6, Truss designed for wind loads in the plane of the truss only. 3 -/ /C/ 0 N 1 -I M-2.5x4 ; l b 1-11 2-01 k b y 'PROVIDE L1311DOBEARING:Jts:2,4,3 I 4-00 • <tiR�D PR OFFss So I? oAGINEFR /0� � =9200PE �I- Q JOB NAME: DR NORTON 3709-B - D7 Scale: 0.5973 A WARNINGS: GENERAL NOTES. unless otherwise noted. Ill 72 'ifOREGON ,./Z.f.Builder and erection comnshould ould be advised of NI General Notes 1.This designb Is based only upon the parameters shown end bran Indivbuel 44.1 Truss: D7 and Warnings before construction commences. bolding component.Apploablsy of design parameters and 2214 compression web bracing mut be heeled where shown.. incorporation of component iodic responsibility bold tried 2.Design assumes the top and boSom chords s to be Merely braced at q(' �e\oper pi A, 3.Additional temporary bndng to Imre stability during con.truction /O / '4 V 4 Is the m smalbilby often oration.Aedgbnal permanent bracing of 7 AA aM at to eA regedoply unless bread imo)ghmitthei length by .e:'' DATE: 10/18/2016 the overall Mudore le me rosponsblty of the building designer. continuous Impact sheathing or stent Miming reaped where)om,,verywd(BC). V be3.ntm tionstgugorMernnpvnhp gnthewhpnMecontester. ote FRRIL�- SEQ. K2483903 A fagroadshould rec m appllet. ntoany component any aftloa agerterthaM 4.Design mufee trusses are are to be in respective menviron fasteners an oompbb end at no time should any batle greater than 5. ore assumes onion an ron.used In a rrontonoaNa environment, TRANS ID: LINK design bed.be applied to aMeomponem. and aro fordry condition*of use. 5.CompuTres hes no control over and assumes no rohwpab/ey forth. S.Design aawmes fufl baring at al supports shown.Shim or wedge if EXPIRES: 12/31/2017 neceImbrication,bridling,ampment andmeteMbn ofromponnnls. Design 64 redo d.Tib desgn b furnished subject to me gmhatona tet bmf 7.Design resumes adequan drainage b provbee. w e.Plates oM./be boated veboth rSnee. fmya.and wa.edapmehcenter October 19,2016 TPIANTCA In SCSI.moles of each will be bmhhed upon requital. lines anhclde with)one center lines. p Digitsbask oto reges. MiTek USA,Mc./CompuTrue Software 7.6.6(lLE asn connector plate values see ESR-1311,E3144gSe(MRak) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 13/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. 1111111*h. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. ineer.For d-1116" 111 2 wide truss Truss spgacingt ndividube �al laterned yan al brims themselves allt 4 ma re uire brad y q ng,or aftemative Tor i Mirre _ _ bracing should be considered. rp 3. Never exceed the design loading shown and never a0 stack materials on inadequately braced trusses. NlibilliMIIIIPAIor 4 x 2 orientation,IOcate 4. Provide copies of this truss desgn to the building designer,erection supervisor,property owner and pates 0- r,d'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/1'P!1. NUMBERSILETTERS.software or upon request. 6. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expresslynoted,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 in all respects,equal to or better than that SYP represents values as published specified. ii Indicated by symbol shown and/or by text in the bracing section of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. II Indicates location where bearings 16.Do not cut or alter truss member orplate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. *IMO reaction section indicates joint number where bearings occur. 17.Install and load verticallyunless indicated otherwise. _ Min size shown is for crushing only. MEM green111. .11 may pose unacceptable 18.Use of health orperformancerisks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal MI 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. is not sufficient. BCSI: Building Component Safety Information, MiTel(i' 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSUTPI 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 \i/1-1 j— II J I Typical_x4 L-Brace Nailed To J 2x Verticals W/10d Nails,6"o.c. Vertical Stud- ,<'\ \ __ car4 I r—, \ Vertical Stud Wi-16d Common Wire Nails \ DIACONAL L ( i t ,\ispor--A.777 --^,--, • MiTek USA,Inc. __— 16d Common SECTION B-B - Wire Nails I DIAGONAL BRACE ,--._i.rum Si Spaced 6"O.C. 4'-0"O.C.MAX ------ - ' _ - (2)-10d Common 1l6 -"� 2x6 Stud or TRUSS GEOMETRY AND CONDITIONS Wire Nails Into 2x6 '4,'48,--- 2x4 Not of better I/ 12�\� SHOWN ARE FOR ILLUSTRATION ONLY. �, Typical Horizontal Brace =� \ Nailed To 2x_Verticals _ SECTION A-A w/(4)-10d Common Nails ` 12 — 2x4 Stud `'� Varies to Common Truss A Iti * ` PROVIDE 2x4 BLOCKING BETWEEN THE FIRST �.tryW.P.T iu2ii„%...W4./Eite�Jr49„;- SEE INDIVIDUAL MITEK ENGINEERING TWO TRUSSES O NOTED. TOENAIL BLOCKING / '--- DRAWINGS FOR DESIGN CRITERIA TO TRUSSES WITH(2)-10d NAILS AT EACH END. /r p **1. `� ATTACH DIAGONAL BRACE TO BLOCKING WITH • {� (5)-10d COMMON WIRE NAILS. / L B 9 �-\x4- / (4)-8d NAILS MINIMUM,PLYWOOD / �/ - ,__/_/ /-- - , 7 _c - \ SHEATHING TO 2x4 STD SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer � \\ Refer to Section A-A to Section 13-B \ / -24”Max. Roof Sheathing--- \ NOTE: 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. MEM ___ r' " G401: 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND 14 WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1 3 (2)-10f1' ,2 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max .♦ (2)-1 od NAILS ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. // 4 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. ' / / 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF /Trus s @ 24" O.C. DIAPHRAM AT 4'-0"O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A �J,f / 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. 2"x6 DIAGONAL BRACE SPACED 48"O.C. (REFER TO SECTION A-A) Diag. Brace /ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS 0240. at 1/3 point COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. '/ TO BLOCKING WITH(5)-10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed "' \ TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE I ' 06-01-12 BY SPIB/ALSC. End WailHORIZONTAL BRACE _ --- (SEE SECTION A-A) 12 DIAGONAL \� Minimum Stud Without 1x4 2x4 BRACE DIAGONAL BRACES AT , Stud Size Spacing Brace L-Brace L-Brace 1/3 POINTS Species ---.--and Grade Maximum Stud Length 2x4 SP No.3/Stud 12"O.C. 4-3-2 4-9-13 6-9-138-6-4 12-9-5 2x4 SP No.3/Stud 16"O.C. 3-10-7 4-2-1 _ 5-10-13 I7-8-14 11-7-5 2x4 SP No.3/Stud 24"O.C. 3-3-11 3-4-14 4-9-13 f 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 8in o.c.,with 31n minimum end distant. 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. I DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. _—_ i