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1-2-8 JACKS ()if` Mil G.E. 0 D.R. HORTON PLAN 3724 'A' i _, . ___.-- _ _ GARAGE RIGHT 2 30-00-00 3 SPAN 4 6/12 PITCH 5 25# SNOW LOAD 16/121 61-0 O.H. ___ .. , g ARIEL TRUSS 574-7333 10 ff---- - DRAWN BY: 41 ---jam - -- , KEVIN LENDE `--- -- -11 _ A - - ----- 1 I .7-, /2 'I ' ' - F l3 0_ _-_ , . .,=.1 ,14 . ,....,,, gi .6; rz_.) L_ _ 5 Ai . co --- h -------- - - 13 r 14 GARAGE -\lif t<� k2 � � 14 16 a Abt 1)-1- It N 47`" JACKS o f...-- 3.E, -i. 3RD CAR OPTION 0 1 1-0 JACK W O.H. lir J! 19-05-08 SPAN :„.... Ti -r .7ii p.4 4:, .., . , �12 12� I -1- R MANSARDS J i DROPPED GARAGE -, ('''----n4-4. L U c.f N ry MiI MiTek( MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: DR HORTON PLAN 3724-A 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: K2490525 thru K2490538 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. ��tiNGNEF9 s% � 89200PE CC 2�r 72. 40 OREGON ix 4, <O 9 " 14 20\ 4 A1.4" FRR� 1 LL 0Q' October 20,2016 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 30'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF 816BTR LOAD DURATION INCREASE = 1.15 1- 2-) 0) 50 2- 8-)-3) 1801 3- 8=(-959) 198 BC: 2x9 DF 416BTR SPACED 29.0" O.C. 2- 3=(-2127) 75 B- 9=) 0) 1171 8- 9=1 0) 759 3- 4=(-1866) 89 9- 6=(-3) 1801 4- 9=) 0) 759 WEBS: 2x9 DF STAND LOADING 4- 5=(-1866) 89 9- 5=)-959) 148 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2127) 75 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=) 0) 50 TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0" 12.0" LL= 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LBEARINGS MAXCVIRTS MAACTIRNS SIZEASQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -50/ 1374V -118/ 118H 5.50" 2.20 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 30'- 0.0" -50/ 1379V 0/ OH 5.50" 2.20 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX IL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133^ MAX LL DEFL = -0.087" @ 19'- 9.7" Allowed = 1.959" MAX TL CREEP DEFL= -0.205" @ 19'- 9.7" Allowed = 1.939" MAX LL DEFL = -0.002" @ 31'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 31'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL= 0.036" @ 29'- 6.5" MAX HORIZ. TL DEFL= 0.059" @ 29'- 6.5" • 15-00 Wind: 120 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 15-00 4 f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 7-09-07 7-02-09 7-02-09 7-09-07 Truss designed for wind loads 4' 4' 1' 1' 4' in the plane of the truss only. 12 12 M-4x6 'n 6.00 6.00 2' 4.0" 4 ..f-9' 1L M-1.5x9 M-1.5x4 3 ® sig 6 1 g o M-2.5x4 M-295x9 M-3x6 O M-3x6 M-3x6(5) pn l 10 o2-os l 9-07-07 1 l 10-02-05 1 „pa NAG N 4- s/O ), 18-00 12-00 1 ..c.- :920 29< y y 30-00 1-00 / 1-00 // Scale: 0.2022 `� JOB NAME: DR HORTON PLAN 3724-A -A2 WARNINGS: GENERAL NOTES, unlessAw„a.sated: -y, OREGON A. 1.Buller and creche"contractor o ould Na Waked of ell Gen°M Notes I.This design k bsaed anti'upon the parameters shown and is for an Individual /r- Truss: A2 end Wamings before corrbuoBon commence.. building component.Applicability of design perimeters and proper 1•16,4)"‘74 2224 compression web bndng must ba instated where shown.. kootpontlon etcetnpohentkite re.pamlbRpy of the building designer. LIQ 14 2 „Q' 3.Mnd6lost temporary braceg to Mews Mobility during mn4udbn 2.Gas.Desigand me repandvelyu chordate d thoersNbracedei letitnww 10910 afire erecter.Addtlon4),armenentbrsekgof Tee..test,De.e.rt.pedN.lyurkrbracethrswghoNlhetlangurby MERR11..�- continuous 4oabing such as plywood ahmMlrg(TC)end/or drywalNBC). DATE: 10/20/2016 the sowed Ouch.is the t..pombIy olIM balding deigner. 3.2,Wpm(bddgkg or latent booing g required where shown.+ SEQ.: K2490525 4.No bed should beappBsdbany competentuntil after elMooing end 4.InstBstbnof bowls the responsibility ofthe rse9Gbecontractor, fasteners we complete and at no Rn.Mould any bode gmkr MM 5.Design assumes Woe.arotehoused nanoncono4w..r*onnwu, daWon bads be appibd a any component arsatebrume ndi ban-°fur. TRANS ID: LINK e.D.sgn.ae.n.afanbmmgw.Bwppads4awn.sNmarwedge B EXPIRES: 12/31/2017 5.CempuTnas has no control over .rurhesM naPorRbBeY forte mammy. 4 l,, Q fabrication,handling.Wowed and*Whlbn of components. 7.Design assumes adequate*oblige is M.Nsd. October 20,2016 B.This design Is Wished.iged*the limitations set forth by 8.Mee WWI loc)tentanonAtes album.and placed r Bair anter TPB W fCA In SCSI,copies of w4wNh Mg b furnished upon rtqusst. Ines coincide 9.Dive India*she of plate in kilos. Wee USA,Inc/Comer/Ines Software 7.6.600-E IS.For bask connector pine design values see 5S16-1311,506-1988(MRek) 4 This design prepared from computer input by LUMBER ARIEL TRUSS VANCOUVER, WASHINGTON TC: 2X9 DF SPECIFICATIONSTR TRUSS SPAN 30'- 0.0" BC: 2x44 DF k1OBTR LOAD DURATION INCREASE = 1.15 Wind: 120 mph, h=19.9ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, SPACED 29.0" O.C. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TC LATERAL SUPPORT <= 12.0C. UON. load duration factor=1.6, BC LATERAL SUPPORT <= 12"OC UON LOADING Truss designed for wind loads 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. LL 25 PSF Ground Snow (Pg) M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL complete specifications. 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. 15-00 12 T 15-00 6.00 IIM-4x4 '( 12 3 Q 6.00 .,... ,IH,Hiihii 2 0 1 o q -� M-2.5x4 M-3x6(S) o' M-2.5x4 18-00 . t71 cPR OFa J. 12-00 s 1-00 30-00 ANG{NEF cS'j i� :9200PE-0 JOB NAME: DR HORTON PLAN 3724-A-Al Scale: 0.2787 40,9°4 WARNNfie: _f - Truss: A 1 1•Builder and erection coMador should be advised deg General Notes GENERAL NOTES, ceders nits w es noted. 4111111P . and Nfanimg.before consirudie^commences. 1.Thb design la beets only open tlro panmelan yawn and is ler mom,,,' "7.1 OREGON L 2.2t4 oompreayen web bracing must be inyaled where shown•, bulling component.Applicability of drain panmetan and1i 3.AddUorW h meerporalon aoompenant is the responafaNy of the he5WG deign. '` temporary bracing to inane Reality during codon 2.Design awan.e the top and bottom enema to be Manly Mead at O -9�" 14 FLO,\De '�' DATE: 10/20/2016 is the napomfally oohs angor.Additional permanent bracing of 2'es.and at 10 e.e.reiteraey Niles.braced throughout their length by {y, the anal amnia leen reaponafaay of the bulling designer. S.oo aactrs sheet, sus,a.*mod ywat^mg(re)and/or dryreain/C). `_ SEQ.: K24 9 052 6 A No bad should be applied to ary component WIaMral bracing and a bMaiggen olbusag or is the cal bracing equine reser.muco, SFR R I L� interiors an complete end at no tkna.hood any loads greater than 5.D ere toAf1 d In a no epodes comrades. TRANS ID: LINK deign loads be applied to any component. and Design co^eusasebo,r ere to used Ina none°n°eH°°mlr°^^'°^t' 5.CompuTM Imo no control descend assumes no naPembUYfor the e.Design mimes fag bearing N al mistrals shown.Stem or wedged fabrication,handling.mipmant and Instant..of components. Design necessary. EXPIRES: 12131/2017 H.This design Is furnished abject to gra Ilnitstbm sst fats by 7.Design t,. located adequate drainage Is padded. 7PtW CAbBesl,copleeo/wnbnwsanemyhWopenregweL 8.Matessinlbe.ratedanbethfacesattruss,andplacedaotheircenter October 20,2016 Inas coincide with joint ceras/Inde. Wee USA,McJCompuTyua Software 7.6.6(1LK g.age.I Indicate are Opiate In inches. 10.For bays connecter pbte design values we ESR-1311,ESR-tell Wain This design prepared from computer input by ARIEL TRUSS VANCOUVER, WASHINGTON LUMBER SPECIFICATIONS TRUSS SPAN 30'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 2x4 DF 416BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(0) 1868 3- 8=(-457) 150 BC: 284 DF 816BTR SPACED 24.0" O.C. 2- 3=(-2202) 30 8- 9=(0) 1217 8- 4=( 0) 777 WEBS: 2x4 DF STAND 3- 4=(-1942) 43 9- 6=(0) 1868 4- 9=( 0) 777 LOADING 4- 5=(-1942) 43 9- 5=(-457) 150 TC LATERAL SUPPORT <= 12^OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2202) 30 BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0^ 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQOIRED ERG AREA ADDL: BC CONC LL+DL= 62.5 LBS @ 15'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -31/ 1405V -118/ 118H 5.50" 2.25 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 30'- 0.0^ -31/ 1405V 0/ OH 5.50" 2.25 DF ( 625) M-1.5x4 or equal at LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. non-structural verticals. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133^ MAX LL DEFL = -0.087" @ 19'- 9.7" Allowed = 1.454" MAX TL CREEP DEFL = -0.217^ @ 19'- 9.7" Allowed = 1.939" MAX LL DEFL = -0.002" @ 31'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 31'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.036" @ 29'- 6.5" MAX HORIZ. IL DEFL = 0.061" @ 29'- 6.5" 15-00 15-00 7-02-09 7-02-09 7-09-07 Wind: 120 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-09-07 .C' 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 1 1 12 load duration factor=1.6, 12 M-4x6 Q 6.00 Truss designed for wind loads 6.00 in the plane of the truss only. 4.0" 4 L 1\/ M-1.5x4 M-1.5x4 M-2.5X4 AT EACH END OF 2X4 HORIZONTAL INLET. O ^ 9 e.`e6 C> M-2.5x4 M-2.5x4 M-3x6 o M-3x6 y ♦62.50# -3x6(5) 1, y �"\, EC" N E F�r�,s/ y 10-02-05 9-07-07 10-02-05 �� �` E9 e,L 1 b 18-00 l 12-00 ,. ,. Q 89200PE ^9r 1-00 y 30-00 1-00 JOB NAME: DR HORTON PLAN 3724-A -A3 Scale: 0.2037 91 ,_OREGON �<trr WARNINGS: GENERAL NOTES, unties otherwise noted: v 1.Builder and erodiencontractor should beaddendofelGeneral Nolan I.77dedradgn*based 0.yupon the parameters shown and leSoanlndwiduel /O qY 14 `z° Q� Truss: A3 and Warnings before cotlnrdbn comment.. buldbg component.Appi..4 of design parameters and proper 2.2s4 commission web bracing mud be Installed Mien shown•. k,esig naso of the toroth is the reapondbflay a Me*builbrag designer. ��� �� to hours shiny during construction 2 Design assumes me top and bottom chords m be letaroH bread at 3.Addllbnsl Nmpomy Meting7 on.and et 10 e.o.r•epedtvey unless brswdtha ghoul8letr lengh by Is the reponsMey of the erecter.Malone!permanentbracbnp of continuous sheathing such as plywood shanthmg(7C)and'or dryna8(BC). DATE: 10/20/2016 8w overall structure is the responsibility of the buWbg designer. 3.34 impart bridging or Intend brad%requited anent shown•• • SEQ.: K2490527 4.No load should be applied to any component the aleratlbracing end 4.k�.11etloneftn.sl.meresponsibiity of the^apadvecontr.cn. EXPIRES: 12/31/2017 fasteners m complete and et no Moe should a 8'bads greater than 5.Design assumes busts aro to be used In a mnconeslw environment, and era for..dry°audition of use. TRANS I D: LINK design beds be applied to any component. 6.Design assumes M bearing et all supports shown.Shim or wedge 8 October 20,2016 S.CompuTfue has no control over and amines no responsibility for ,wpssay. fabrication.handing shipment and Instalafbn of components. 7.Dasa"assumes adequate dwinege is prodded. 6.7hle design lahudshsd subject to the Imeetbt sat foi8l by 8.Maesanaa be located on beth fits albums,end Mimed so 16eh center 7P9NRCA In BCSI.copies of whish will be furnished upon rpueaLInes coincide with toird 9.Diggs Indic.size plata in etches. MiTek USA.)ncJCompuTnm Software 7.6.6(11)-E 1 O.Fm bask connector pie design values sae ESR-1311,ESR-7988(MITek) This design prepared from computer input by LUMBER SPECIFICATIONS ARIEL TRUSS VANCOUVER, WASHINGTON TRUSS SPAN 30•_ 0.0 TC: 2x4 DF N16BTR •. INC012 MAX MEMBER FORCES 9WGDF/C BC: 2x4 OF g16BTR LOAD DURATION INCREASE - 1.15 =1.00 WEBS: 2x4 OF STAND 1801 4- 9=( 0) 711 =(-1866) 89 9- 6= _3 SPACED 24.0^ O.C. 1- 2=( 0) 50 2- @_ _ 3- 9 2- 3=)-2127) 75 8- 9=( 3) 1801 3- 8=(-459) 148 TC LATERAL SUPPORT <= 12"OC. VON. LOADING 3- 6 ( 1 BC LATERAL SUPPORT <= 12^OC. UON. LL( 25.0)aDL( 7.0) ON TOP CHORD= 32.0 PSF 9- 5=(-1866) 89 9- 5'('959) 148 DL ON BOTTOM CHORD= 5- 6=(-2127) 75 OVERHANGS: 12,0^ 12 0" TOTAL LOAD 10.0 PSF 42.0 PSF 6- 7=( 0) 50 LL= 25 PSF Ground Snow (Pg) M-1.559 or equal at non-structural BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -50/ 1374V -118/ 11 5.50" 2.20 DF ( 625) 30'- 0.0" -50/ 1374VSN 0/ OH 5.50^ 2.20 OF ( 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= -0.087" @ 19'- 9.7^ Allowed = 1.454" MAX TL CREEP DEFL = -0.205^ @ 19'- 9.7" Allowed = 1.939" MAX LL DEFL = -0.002^ @ 31'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003^ @ 31'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.036^ @ 29'- 6.5" MAX HORIZ. TL DEFL= 0.059" @ 29'- 6.5^ 15-00 7-09-07 15-00 Wind: 120 mph, h=19.9f t, TCDL=9.2,BCDL=6.0, ASCE 7-10, f7-02-09 7-02-09 T (All Heights), Enclosed,= . Cat.2, Exp.B, MWFRS(Dir), '� f7-09-07 load durationnfactor 1 6, 12 T f Truss designed for wind loads 6.00 M-4x6 12 in the plane of the truss only. 4.0" Q 6.00 4 M-2.5x4 or equal at non-structural diagonal inlets. M-1.5x4 3 ` M-1.5x9 P O -3x6 B M-2.5x4 9 w`' 7 M-2.5x9 M-3x6 M-3x6(5) 1 10-02-05 k y 1,' 9-07-07 y 10-02-05 1 �rt0 PROF 1-00 18-00 30-00 12-00 y ,9•iS1 NGfN�� �j�� 1-0o Q 89200PE �'r JOB NAME: DR NORTON PLAN 3724-A -A4 WARNINGS: Scale: 0.2037411 41.11111"' ''''''. .' rr Truss: A4 +-aBu x and a adbn eon6aetor.houy be eMyd of all General Nohe GENERAL ENERA.y h=see only otherwise noted, mhpa before oonebucr should uld commences 1.TN. ny upon the parameters Mown and later an individual Z 2,4compre.ebntab buo,po c"mparm.Appgca6SMweeerg„p.ram.tSMgoper '� OREGON R �fJ bracing mus be Inatfty where Mow"., incorporation of component N IM reeponelbely of the bulking dee... 3.Additional temporary bracing to tours sabfliy WWII conelrue6en 2.Design aeaumes me top and bottom chords to be Wendy braced at %'1.:.:1)' 14 2�'` + DATE: 10/20/2016 is 31s reapeMMily.i he erector.AaamorlpemarmbraMgof zo-,.and et tly o.w respectively unto.Neaelhreupsdtiwtr length by he overall Oudure h he moons My of the So impact Mem plywood Meehhg(yc)efwlor rtrywai(Bc). SEQ.: K2490528 a No bed.Mad be applied to rreernpen.mu ell bracing 3.2r impact MNlgbp a such as required whereshown.. e'/�pp'�L V TRANS ID: LINK heNnets ere complete and at no oma should any Nae greeter Ow 5.ImNMMneltree.x.is .e.pone used In nn.osnvecomviron sign loads be*palled to copra assume tuxes an to be uses In.nonanosw environment, S.CompuTrua Ms no contra over.nd assumes no n aedea br'dry coedmon",fur. febrleatbn,twang,spasm andmwreon ofd for 8.Design manes full atMwpppds.hews.Shim or resign' EXPIRES: 12/31/2017 6.Thisdesgn N furnished rbRd to the limitations rt faith by 0.Design'wanes adequate hsn.ga is provided. and 7PIMTCA hr BM.oodles of which v4ti be banished upon request 8.MePloecMeiee with OMted on t.,hoes of true,and pieced so their center October 20,2016 Mee coincide Wih)ot p comer hose. MITek USA,krciCompuTnla Software 7.6.6(0L}E D.Dlgia indicate age m ache w b awe. 10.For best connector page design sobs.see E3R-1311,ESR-1968(Web) This design prepared from computer input by ARIEL TRUSS VANCOUVER, WASHINGTON TRUSS SPAN 19'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LUMBER 4PDCIFICATIONS 1) 1- 2=) 0) 50 2- 8-(-4) 1063 3- 8-(-326) 104 TC: 2x4 DF 1&BTR LOAD DURATION INCREASE - 1.15 2- 3=)-1273) 58 8- 6-(-4) 1063 8- 4=) 0) 544 WE: 2x4 DF STANTR SPACED 24.0" O.C. 3- 4=( -950) 18 8- 5=(-326) 104 WEBS: 2x4 DF STAND LOADING 4- 5=( -950) 18 VLL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1273) 58 TC LATERAL SUPPORT <= 12"OC. ON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=) 0) 50 BC LATERAL SUPPORT <= 12"OC. ON. TOTAL LOAD 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -38/ 931V -68/ 68H 5.50" 1.49 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 19'- 5.5" -38/ 931V 0/ OH 5.50" 1.49 DF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF 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" 0 -1'- 0.0" Allowed - 0.100^ MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.033" @ 9'- 8.7" Allowed = 0.927^ MAX TL CREEP DEFL = -0.077" @ 9'- 8.7" Allowed = 1.236" MAX LL DEFL = -0.002" @ 20'- 5.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 20'- 5.5" Allowed = 0.133" MAX HORIZ. LL DEFL= 0.016" @ 19'- 0.0" MAX HORIZ. TL DEFL= 0.025" @ 19'- 0.0" 9-08-12 Wind: 120 mph, h-18.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-08-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 'f load duration factor=1.6, 5-01-13 4-06-15 9-06-15 5-01-13 Truss designed for wind loads 1' in the plane of the truss only. 12 12 IIM-4x4 Q 6.Oo 6.00 p 4.0" 9 2.0 M-1.5x9 M-1,5x4 3 Z f J� _. M-2.5x9 M-3x8 M-2.5x4 J, CEO P R OFFS y 9-08-12 y 9-08-12 y y �`c3 �GIN4-if? cS/0 y1-00 y 19-Os-08 1-00 Q� :9200PE 9c Scale: 0.3088 8 1°P,... , JOB NAME: DR NORTON PLAN 3724-A- 82 WARNINGS: GENERAL NOIRE. unless otherwlee noted: + OREGON tx ��Q 1.Budder and erection conga/Rion oag/Ron co bences. cid General Nobs I.boldin C is dA f only upon the dello parameters pn 00t.and n andlfor proper Individual F� Truss: B2 and vansnpa ben conatn°Mon commences. Incorporation of component is the respnnstbeRy of the building designer. LSO�� 14 GO P� 2.914 compression web bracing must be msteMd when shown+. 2.Design assumes me top and bottom dorms to be Mersey braced et 3.Additional temporary bradrg to Insure stability during coradruction Y o.0.and rt 1U e.e,,. ool6etO onlep nacod eeooghost Nair tength by •✓//.. p 1 to responebbey°Mho erector.Addltlenptpems0m bracing of orml s sheathing wwh as plywood stssthmg(7C)endlor drywsA(BC). ` R l•• DATE: 10/20/2016 theoverall Endure is Me responelWRy of the building designer. 3.2oImpact tekgingmisters'bredng required Moss shown++ 4.No load should be applied to any component until Beer WI bracing end 4.Design lei suomet bruesusses responsibility ya f the respective COMMON. SES•: K2990529 fasteners are complete and n no time should any bads greater than end are ler^der0005800'eta... TRANS I D: LINK design bads be sppOed to eny compound. 8. dor oscine full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 5.Compolnenesno control over end eaeumesroresporWMMfor the tee October 20,2016 coswry. tebpntb".henseng,ahpmed end bsleb050 of components. 7.Design mimes adequate drainage Is provided. 8.This design Is fumlehed subject to the Ambetbns set forth by e.Metes shall be bested on both faces or buss,end placed so their center 7P1AwTCA in 8081,poples of which wig be Mnished upon request. Ines coincide with joint center hes. 9.Dyna Indicate size of plete In inches. MITek USA,Inc.ICortpUTrus Software 7.8.6(IL)•E 10.For bash connector piste design vales we URA 311,ESR•15085dETek) This design prepared from computer input by ARIEL TRUSS VANCOUVER, WASHINGTON LUMBER SPECIFICATIONS TC: 2x4 DF NIS BTR 19-05-0B DUTCH SETBACK 1-00-00 FROM END WALL BC: 2x9 DF H148TR LOAD DURATION INCREASE = 1.15 (Non-Rep) INC 2012 MAX MEMBER FORCES q WEBS: 2X4 OF STAND 1- 2= WR/GDF/Cq=1.00 LOADING 2- 3=(- 0) 50 2- B=(-100) 1209 3- B=(-396) 124 TC LATERAL SUPPORT <_ __ (-1440) 168 8- 6=(-100) 1209 8- 4=( -16) 559 12"OC. UON. TC UNIF LL( 50.0)�DL(L 14.0)= 50POP Ground PLF w 0?9) 0.0" TO 19'- 5.5" V 3- 4={-1044) 106 BC LATERAL SUPPORT <= 12"OC, SON. 4- 5=(_1049) 106 8- 5=(-396) 124 TC UNIF LL( 12.5)501( 3.5)= 16.0 PLF 1'- 0.0" TO 18'- 5.5" L 5- 6=(-1440) 168 BC SNIP'LL( 0.0)5DL( 15.0)= 15.0 PLF 0'- 0.0" TO 19'- 5.5" V OVERHANGS: 12.0^ 12,0" 6- 7=j 0) 50 LIMITED STORAGE DOES NOT AND /RCTO THE SPATIAL NOT BEING MET. M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9'- 0.0" -113/ 1052)1 -68/ (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 19�- 5.5" -113/ 3022V 68H 5.50" 1.64 DF ( 625) Si0OH 5.50^ 1.64 DF ( 625) 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 = -0.091" @ 9'- 8.7" Allowed = 0.927" MAX TL CREEP DEFL = -0.083" 8 9'- 8.7" Allowed = 1.236" MAX LL DEFL = -0.002^ @ 20'- 5.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 20'- 5.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.019^ @ 19'- 0.0" MAX HORIZ. TL DEFL = 0.028^ @ 19'- 0.0" 9-08-12 9-08-12 9-11-19 Wind: 120 mph, h=18.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-08-19 9-08-19 4-11-19 load duration f f 1 (All Heights), uratis), Enclosed, cat.2, Exp.B, MWFRS(Dir), 12 f Truss designed for wind loads 6.00 ISM-9x9 12 in the plane of the truss only. 4.0" Q 6.00 4 �' N� M-2.5X4 AT EACH END OF 2X4 HORIZONTAL INLET. M-1,5x4 3 M-1.5x9 IMIMI 0 2 Bra - 6 ca M-3x4 M-3x8 M-3x9 y i••• €O PROF l l 9-08-12 9-08-12 y C?� r1GWEFR�% 1-00 19-05-08 y y O� 1-0o Q 89200PE 9t' JOB NAME: DR HORTON PLAN 3724-A- B1 / r� - Cr WIIIBlINfi6: Scale: 0.3088 r Truss• $1 ,.BrINGs:rM eradbnaMsderaheule be aMleed of all O.wro Notes GENERAL NOTES, unless athahvda.holed: �i OREGON �r and Vndrrrirhga baton construction commences. 1.This design k bawd eray Wen the parameters Mean and Is ter an Individual Ls 2.a4anhproWon web bracing must be WOW when building component.MPIn(no lltyy,of design gSy sl.rbsJa Preps A, 3.Addltlonel temporary bracing to mwa. 0008il• 2.Ds Incorporation otoarWawmke5 responel.to IM building ds.gn.r. /� '�Y 79, 20'� P-� sieBSty Wring oanMuctlon sign assumes to top and beam dames be Mare braced at /�� �i DATE: 10/20/2016 brae napes.Ryalied erector.Additional permanent bracing et ro.e.and at 10 o.e.rowdiest/nlese braced throughout mer length by -% pp't V SE thee overall structure le the moons/AB of the building designer. continuous sheathing won ere plywood ehwthi g(TC)wrarar dn'weNBC). /l 1l L. Q.: K2490530 4.No beeaneulewappMdkany oamPwwm rantaNrdbradg and 3.2s ImpactbridgYgorlateralbracingreguiredwhenshown.. hsieners aro complete and W110 time should arty beds greater man 5.D rr es busses trues is Ma s b pe uwtl n sblity ofe respective contactor. nconmNa environment TRANS ID: LINK deeignbedsbeapplied to any component. 5.Dan,p'Tmah C,,ssomrdoverendnamesnora w"a"`"°'�"d"°"er"" EXPIRES: 12/31/2Q17 hbrketlon,haMfl Mn Sons B1e B. �ssumes hm bearing et N supports shown,Shiro or wedge 8 re. rom.maotne et..components. y. October 20,2016 e.Thk dselgn k M1rnkhed wne}d to IM wet...tame,bed lid 7,Design assumes oMquate*sinew k provided. Irw*Weide TPl4h/1CA In SCSI,copied Maiden sill be hmkhad upon rogwd, 8•P..esbd be boated on both has ohm.,and se their amen MITek USA,Inc./Co9. a"la ith hint ankh Ince. D mpul,us Software 7.6.6(IL}EDrabinflate ate of plate ea inches t0.For bssb aMedor pleb dear veluea see ESR-1311.ESR-7988(MfTek) This design prepared from computer input by ARIEL TRUSS VANCOUVER, WASHINGTON LUMBER SPECIFICATIONS TRUSS SPAN 1•- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GD£/Cq-1.00 4LOAD DURATION INCREASE= 1.15 1-2=) 0) 50 2-4=(0) 0 TC: 2x9 DF 16BTR SPACED 24.0" O.C. 2-3=(-112) 20 BC: 2x9 DF 18BTR 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" -98/ 988V -2/ 2211 5.50" 0.78 DF ( 625) 0'- 9.2" -167/ 45V 0/ OH 5.50" 0.07 DF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -123/ 25V 0/ 011 1.50" 0.09 DF ( 625) 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/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= 0.000" @ 0'- 5.5" Allowed = 0.004" MAX BC PANEL TL DEFL = 0.000^ @ 0•- 6.3" Allowed = 0.019" MAX HORIZ. LL DEFL= -0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 0'- 11.2" Wind: 120 mph, h=16.4ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 3 -1 0 I 0 f o 00/ of- -2.5x4 R y 1-00 y 1-00 b �`�`4�G,�EF�S`S/O 'PROVIDE FULL BEARING;Jts:2,4,4 I �` V '7 I�, e r9200PE �r Scale: 1.1267 tt JOB NAME: DR HORTON PLAN 3729-A - J1 :1111!!!!!14415 -VP WARNINGS: GENERAL NOTES, unless chane noted: -fs OREGON LLv 1.Builder and erection contractor should im mined of a8 General Notes 1.This design Is based only upon the panniers shown and Is for an Individual Truss• J1 aai Waning.before cunabudbn commences. bwAng�•ponenl.Momma of design pennants ani pew Z '� (� • 2.Zr.comprsabn web bracing must be Metaled where shown t.. 2.Design incorporation lmes to fop d bon f,ohsndss too bnbility dine 11.1.8/1 branbuilding d tl r• /� Y '�4 9.Additional temporary basing to Insure atab/ly during conabudbn 7 5.5.and N 10 oA respedlaly unless braced throughout tisk length by le the reaponalbgM of the men.Attrition.'permanent bcadrg of coalaunus shealhinp such ss plywood sheathing(TC)andror drynelkBC). MER R to, DATE: 10/20/2016 the over.B structure le the tsponabIly of the building dastgnar. 3.2s Impact bddging or Weni bndng reWdred+Mara Mown.. No bb should be appaed b any component tali.Mr d Wong end faun N Sur 4.hatailatbn of rospoMMMdor Ry of the mspsslts con . SEQ.: K2490S31 4.fasteners in complete anstrarim.MouldanyIndsgreaterMen 5.Desgnassumes truaNsanab.wwa•noncortasmeamlronmem, end esastr'u'e` I•o/� EXPIRES: 17/31/2017 TRANS ID: LINK da.'pulsls a sopbdbany eoinpensu B,neagsary.assumes full bearing supports 9Nm ory wedge 5.cempuTrua Ms no coccal*remind aM11nN no responsibility for the necessary. 4, t,� fabrication.handling,shipmate and lnsleMlbn of components. 7.Des .d Design assumes asuate drainage h provided. October 20,2016 Q ml design Is furnished subject to the imitations set forth by 8.WM.NaI 5e located oce�both line.Minn,and pined so their center TPUWfCA in BCBI,copes or vdaM van be furnished upon request. Ines coind6e with joint 9.Digits Indian site of plata In Inches. MuTek USA,IneiConpuTnis Software 7.6.8(IL)-E 10.For beak connector plate design values see ESR-1311.ESR-1988(Mlrab) This design prepared from computer input by LUMBER SPECIFICATIONS AR/EL TRUSS VANCOUVER, WASHINGTON TC: 2x9 DF SPECIFICATIONS TRUSS SPAN 2'- 6.0" LOAD DURATION INCREASE= 1.15 IBC 2012 MAX MEMBER FORCES 2-4=GDF/Cq=1.00 BC: 2x9 DF#1&BTR 1-2=( 0) 50 2-9=(0) 0 SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12^OC. UON. 2-3=(-51) 8 BC LATERAL SUPPORT <= 12^OC. UON. LOADING LL( 25.0)001.) 7.0) ON TOP CHORD= 32.0 PSF BEARING OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD 10.0 PSF MAX VERT MAX BOG REQUIRED BRG AREA TOTAL LOAD= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 2'- 3.2" - -8/ 38H 26V 0/ OH 5.50" 0.09 DF ( 625) 12 LL = 25 PSF Ground Snow (Po) 2'- 6.0" -11/ SBV 0/ OH 1.50" 0.09 DF ( 625) 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 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL= 0.002" @ 1'- 2.6" Allowed = 0.073" MAX TC PANEL TL DEFL = -0.003^ @ 1'- 6.4" Allowed 0.201" MAX HORIZ. LL DEFL = -0.000" @ 2'- 5.2" MAX HORIZ. TL DEFL = -0.000" @ 2'- 5.2" 3 -1 Wind: 120 mph, h=16.8ft, 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 if in the plane of the truss only. I r 0 c f- 0 _ o 1 q _, M-2.5x4 y 5 l 1-00 2-06 ���ED PR()FF, s(PROVIDE FULL BEARING;Jts:2,9,3 NGINEk %� 6) ‘'.'1,,T "Q89200PE c JOB NAME: DR HORTON PLAN 3724-A- J2 Scale: 0.99691,41.111.1e:- .9969 / WARNINGS:. GENERAL NOTES. unless otherwise noted: Q �• Truss: J2 1.Bulderand ereetlonsonhasbrahsUdb.merged ofaaGenereNotes 1.ThiedesignItaeedq/yupon the penmeter.shownerkkkranIndMdual yG OREGON and Warnings beton ssMlrusaon commences. building^a"poneK Applssbwr� eregme mg IMP.' /e 2.Bte compression web bracing mug be kntaled when shown incorporation of cempeMm is the,..po sur efl ebNWi de �/ 3.Additional temporary ^ter to longs, O ill . ?4 2� ,�,'}� mporary bracing to Mute stabgly during combustion 2.Design assumes me top end bottom chords to be wan Wooed et / k Me reapena6Yy of the ender.Additional Mating of NW 7e.c,am at IS e...rwishmay Mss braced throughout aetrle DATE: 10/20/2016 20mhuoue shaggilyor Such es plywood nNh bV tM wxal.dd be.k M reepemBBly of the bulgrig designer. 3. of the to so)and/or drywsl(SC). ����'�� SEQ.: K2490532 4.Nobed*Asad be applied to any component ung alter al hnP bridpbg to Mend whensiewn.. hebnM an Dee elm a.05.4,enoftrusste Se rsyrons ass mrne napedke contractor. TRANS ID: LINK mwtebandatnotimshouldanymadsgreaterthen 5.Designassmestrussesanrob.usedkanontormrveempmnnent damp^leads be spphdte any component and are ler`dry sonNRon'of use. 5.Compu7na has no sur to over and snoet nspomiblly for m. e.Dagen assumes M beefing at al supports shown.Shim or wedge If kbtoigen,h.eerieg,�mentandI""'"me^°`componenk. EXPIRES: 12/31/2017 d.The MAFIA is furnished aubpcibS.lmMlem sat loran by 7.Design assumes adequate drainage k provided. TP6WrCA In SCSI,cope.of which will be furnished u S.plebe coincide be boated on born hese Ohms.and erns b Mroir comer October 20,2016 upon lines coMlde wtihpint ender lines. Wok USA,Ine./CompuTrus Software 7.6.8(1 L}E a.Digits Indicate site st plea a1 Inches. 10.For Meg connector pigs design values see ESR-1311,ESR-)986(MRek) This design prepared from computer input by ARIEL TRUSS VANCOUVER, WASHINGTON LUMBER SPECIFICATIONS TRUSS SPAN 2'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cg=1.00 TC: 2x9 DF$16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(-11) 10 3-4=(-62) 19 BC: 2x4 OF 91613TR SPACED 24.0" O.C. 2-3=(-67) 12 WEBS: 2x9 DF STAND LOADING TC LATERAL SUPPORT<= 12"OC. VON. 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 PSF 0'- 0.0" -41/ 297V -12/ 35H 5.50" 0.98 DF ( 625) OVERHANGS: 12.0" 0.0" 2'- 6.0^ 0/ 89V 0/ OH 5.50" 0.19 DF ( 625) LL= 25 PSF Ground Snow (Pg) 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= 0.004" @ 1'- 1.7" Allowed = 0.121" MAX TC PANEL TL DEFL = 0.004" @ 1'- 1.7" Allowed = 0.182" MAX HORIZ. LL DEFL = -0.000^ @ 2'- 4.3" 2-04-09 0-01-12 MAX HORIZ. TL DEFL= -0.000" @ 2'- 4.3" f f 12 Wind: 120 mph, h=16.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (A11 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. M-1.5x4 3 i r 0 fIIIIIIIIIIA i M-2.5x4 M-1.5x9 l y l 1-00 2-06 �w c� 2-7 =9200PE 10111 JOB NAME: DR HORTON PLAN 3724-A- J3 Scale: 0.6921 1. -- WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Rdlder and erx8oncontrad°rtaW be advised of al General Notes 1.Tho design 4 based only upon the Aerometers shown and is for an individual lir, ,_OREGON Dl �oQ Truss: J3 and warnings before construction oommenea. bolding component.Appiablely of design pannwtern and proper a ^ ].Dn4 compnssbn web bearing must be mdaMd wham shown o. Incoryoralbn et component h the responsibility of the building designer. I '7 ' 4O } 3.Additional temporary bn°bg to mune Rabat),during eonslnmtlon L Design names the fop and borons awns to be laterally Orad at O 1 Y P 0-DATItmarwpen.t, yoflid grader.Additional permanent f 7 c.c.and d 100.°.reepaa sty unless bnmd hetugh NMea lengm by reeing° continuous eheamag such as plywood sheathing(TC)andfor drywell(BC). MER R 10- DATE: E: 10/20/2016 the overall structure is the responsibility of the boiling ORG., 3.M Implicit bridging or Intent bradng required Mon Mown.. SEQ.: K2490533 4.No bad should be bashed to any component until alter all bracing and 4.4 I tattnassumerm,seis sarins bu�din,.areaped*. as os environment.contractor. fasteners an complete and H no One ahauN any loads greater than and an hr^dry kosaas"or use. TRANS ID: LINK OOP 6sdsbeapplMteNil'co0Pn"end 6.Design assumes full bearing dell supports shown.Shim orwedge n EXPIRES: 12/31/2017 5.Compulrus hart no control over and assures no responsibility form! wry_ • l,� .y Iv tabriaton,h.edog.shipment end lndald4a m n components. 7.Design assumes adequate drainage 4 provided. October 20,2016 8.This design is fu fished subject to be Ilmlatlons set foal by e.Plates ahal be hated on both has of bus,and placed as their comer TPVWTCA In SCSI,copies of Mdch 04 be fum4hed upon request. ons coincide vitt feint caner Mos. 9.Digits indicate she of Able In Inches. MiTek USA,IncJCompuTNo Software 7.6.6(11)-E 10.For bask connector plate dodge values see ESR-1311.ESR•1sea(Mock) This design prepared from computer input by LUMBER SPECITIONS ARIEL TRUSS VANCOUVER WASH 360-579-7333 FICA TC: 2x4 DF FICATR TRUSS SPAN 1'- 2.5" BC: 2x4 DF #14BTR LOAD DURATION INCREASE= 1.15 IBC 2012 MAX MEMBER FORCES 2-R/GDF/0q=1.00 TC LATERAL SUPPORT G= SPACED DI.0^ O.C. 1-2=( 0) 50 2-9=(0) 0 12"OC. VON. 2-3=(-71) 8 BC LATERAL SUPPORT G= 12"0C UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF OVERHANGS: 12,0^ 0.0" DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. 0'- 0.0" -65/ 362V -3/ 25H 5.50" 0.58 DFPE(CIES) 625) 12 LL= 25 PSF Ground Snow (Pg) 1'- 1.5" -86/ 26V 0/ OH 2.00" 0.04 DF ( 625) 6.00 1'- 2.5" -61/ 15V 0/ OH 1.50" 0.02 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 l 8 AND BOTTOM CHORD KIDE LOADSACT NVLOAD. TOPTLY. MAX LL DEFL = -0.002" MAX TL CREEP DEFL = -0.003" @ -1'_ 0.0" Allowed= 0.100" 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.000" @ 0'- MAX TC PANEL TL DEFL= 0.000" @ 0'- 8.9" Allowed = 0.039" 8.9" Allowed = 0.059^ MAX HORIZ. LL DEFL = -0.000" @ 1'- 1.7^ MAX HORIZ. TL DEFL = -0.000" @ 1'- 1.7" Wind: 120 mph, h=16.5ft, 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 3 -, in the plane of the truss only. 0 '�* I Oo o M-2.5x9 y 1-00 y 1-02-08 y �ED PROFF le•AOVIDE FULL BEARING;Jts:2,4,4 I t•`\`.\..�GiN s•tYiO Q 89200PE vr" JOB NAME: DR NORTON PLAN 3724-A - J9 WARNINGS: Scale: 1.0965 ~�/:� Truss: J9 1. NING end Creationcontractor.hs, waae.se Ord Genets Nehe GENERAL NOtEs, tnlessotherwhe rated: aM VNrand a before coneWplon temmeadde 1.Thh design h baud only upon me peremehm shown end b ler an Indwkbal ~ Q 2.ar/c•m re.ebn web bred bum^9 comWnem.top ders,d.to tetra ark proper 9 ,OREGON r,� 3.244lbnel le •g mat be metaled where shown.. incnrpor.Bon of eempeus N to r.psrWbuy°UUM buts deet t temporary bracing to insure stability during construction 2.Design assumes the and bosom dude to be Merely braced atter v. `` DATE: 10/20/2016 btS.ne.P°"•°Ah' the erector.Additionalpene.nam br.ahgm 7cc.and at Iv co.mepedpary unless braced mm /Q �±'' �4 20� �-�• the oesnll*vett.h the responsibility M designer. cerdinua sheathing such n plywood throughout melt lengm by DATE: K2 4 0/20/2 16 4 Na bedahoW ue applied component er.�Wachs.ne seaMhe(TC)awebrdrywel(SC). ppl 3.2e Impact bridging or lateral bracing Mum Ne cot. 'V/�'('�r..e'�` V TRANS ID: LINK hetsrlero em wmptete and et not,,.swine.,badegmtar man 8.DehMBsson ureseshes rrs to ho o., in on.ssesi contractor. 7l�-•f 4 d n bee be appl try pp Design assumes trusses are h be uud in a ranconoNu environment. ••4 sella• am nen. end Cr.rota 5. .he no control over end assumes no rseponsiblly for the B.Design saserrcschlaA�ba�ng at al supports sham.Shim or wedge H handling,Mimed endlnethlana�mPenen B.Des`,Cs EXPIRES: 12/31/2017 B.SN.design leBemsed sub)eot to the limitations set forth by T.Ott..he.b eeated en oth faces hproes,u. /� ♦ llam�_� TPVWTCA In SCSI,copies°NAhbh will be SLnlehed upon request B.P scoincieebabel en both head/foes,ere shade their center October 20,2016 hes aWs.t wilr)okwcenbrnnes. G Wee USA,ncJGompuTru.Software 7.6.6(1 L}E 9.Digits 01.soh Nze Opiate in Inches. f0.For basic connector plan design values sec ESR-1311,ESR-1988 Wok) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 16'— 9.5^ Wind: 120 mph, h=18.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x9 DF 614BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), SPACED 24.0" O.C. load duration factor=1.6, BC: 2x9 DF B1kBTR Truss designed for wind loads TC LATERAL SUPPORT <= 12"OC. UON. LOADING in the plane of the truss only. BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.01 ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF Gable end truss on continuous bearing wall UON. TOTAL LOAD = 92.0 PSF M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for LL= 25 PSF Ground Snow (Pg) 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. 9-09-12 9-09-12 ' T 1' 12 12 I IM-9x9 Q 6.00 6.00 p 3 4 2 v. O t 1 7i o O 1�7-- 5x4 M-2.5x9 ��E) PR2%FE [�s y 1-00 y 18-09-08 C„Fs?� oAGIN -Aide /O2 'c 89200PE -9f JOB NAME: DR HORTON PLAN 3729—A — 3COC1 Scale: 0.4337 ,7111114. .C9;."........ .,.., mr WARNINGS: GENERAL NOTES, unless emenwisenoted. "y OREGON �P.. 1.Rader end steam contactor. tis be e6drd of ab Gears!Notes 1.This design N based eM/upon the parameters Mown and N for an Individual 41 be Truss: 3C0C 1 and Walesa before boabutaan commences. buddhg component.Applicability of design parameter and proper '� 2.944 ampradon web bracing must be Metaled wan sheen s. incorparatlon ottampen.n kms roepoaNl ly of the building designer. 'O -7 14 2P �4" 3.Additions;temporary Meting b Moue ideally during construction 2.Oran ansed et 10 sine by and vettem Menbo fo d throughout o bread et ^- zo.c.eMmeahin.spade plywNe bread serol length by ,I/� N the responsibility of the erasion.Atldldanaipamanantbndnp of continuous sheathing such es plywood sivamag(TC)arW«dryweS(BC). C�R'�l.= DATE: 10/20/2016 ted sventl rude.NV.resp*.gbatY ofthe b,6ding dsaigar. 3.24 Impact bridging«NteM bndng requited where Mown o 0 SEQ.: K2490535 4.No lead shoulbeeppMd to any oomptnem untg attercog bredng end 4.InsialhAbe ofb15e N the neepanNaNyef the respsdoe contractor. fastenersare aempNN end at no Erne should any beds greater then 5.Design assumes theses ate to be used in•non—concave emlronment, ds beds a s b a component. and ares r'dry condition.olues. TRANS ID: LINK 'gn mad " 6.Design ssuesb/bamgatagrppensshsse.Shimorwedgeif EXPIRES: 12/31/2017 5.CompuTrus as no control over and assumes no naponekdi*y for the coasrrry, ..� S� fabrication.handling,sidpment and Inebriation of oomN ponenls. 7.Design assumes adequate drainage provided. October 20,2016 6.This design is Mashed subject to as gmkM°ns set feed by 6.Plates awl be loafed on boa has of trues and plead sothek arta TPVWfCA in BCSI,apes Meath will be Washed Won request lines 0.Dais lndkde sloe of 661with joint .In Nies. MTTek USA,IncJGampuTnn Software 1.6.6(1 L)-E 10.For bale canasta piste design values sue ESR-1311•ESR-1066(MRek) ` This design prepared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 18'- 9.5^ IBC 2012 MAX MEMBER FORCES 9WGDF/C =GREG ARIEL TRUSS TC: 2x9 DF TR BC: 2x4 DF S16BTR LOAD DURATION INCREASE = 1.15 WEBS: 2x4 DF STAND SPACED 24.0" O.C, 1- 2=( 0) 50 2- 8=(-2) 1020 3-3- 8=(-311)0000 2- 3=(-1223) 55 8- 6=(-2) 1020 8- 4=( 0) 522 TC LATERAL SUPPORT <= 12"OC. DON. LOADING 3- 9=( -913) 17 BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 5=( -913) 17 8- 5=(-311) 100 DL ON BOTTOM CHORD= 10.0 PSF 5- 6=(-1223) 55 OVERHANGS: 12.0" 12.0" TOTAL LOAD= 42.0 PSF 6- 7=( 0) 50 LL= 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" REACTIONS SIZE SQ.IN. (SPECIES) -37/ 903V -65/ 655 5.50" 1.45 DF ( 625) 18•- 9.5" -37/ 903V 0/ OH 5.50" 1.45 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- -0.031" @ 9'- 4.9" Allowed = 0.894" MAX TL CREEP DEFL = -0.072" @ 9'- 4.8" Allowed = 1.192" MAX LL DEFL= -0.002" @ 19'- 9.5" Allowed - 0.100" MAX TL CREEP DEFL= -0.003" @ 19'- 9.5" Allowed = 0.133" MAX HORIE. LL DEFL = 0.015" @ 18'- 4.0" MAX HORIZ. TL DEFL - 0.023" @ 18'- 4.0" 9-09-12 9-04-12 4-11-13 4-04-15 4 ,Wind: 120 mph, h=18.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f9-09-15 9-11-13 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, 6.00 J f Truss designed for wind loads IIsi-9x9 12 in the plane of the truss only. 4 9 �^ Q 6.00 i 2.0' M-1.5x4 3 M-1.5x4 01 O o r MIN -2.5x4 9 'do M-3x8 T I M-2,5x9 O l l l \5•� �D PREOFF9-04-12 9-04 lz GIIVF s,ll ll �� VNCZ, 18-09-08 1-00 vQ :g200P c JOB NAME: DR HORTON PLAN 3724-A- 3COC2 I°, WARNINGS: Scale: 0.3212 Truss: 3C0C2 1.Builder and erection contractoraMUM be decked of el General Notes GENERALNGTES, unk,.ahenwse noted: '� and Warnings before construction commences. 1.N.design k bawd only upon me pnmebn storm and k for individual building mmPaneeper rd I. ya/deelg Wnmele and -� , OREGON <G/� 3 Ad4tlNboomPreesk nal ��bracing must be MOAsd where shown s. Incorppntlon ofamgorankme rosponsib4ry of me bupArg designet L 6WurigbAwse siebiply Ming anstroaSen Z.Design neon.me by and bottom dards to be MOWN bnaed Cl /O '9Y �4 ZOO 4'` DATE: 10/20/2016 khe responsibility of the ander.Additional ,ansM bracing or Tec.and M10'o c.n ct,..pp cno sheathing(TC) Throughout makMngm by ) {� the aceto Outdo*Mme responsibility oldie designer. 3.continuous sheathing obi,es*mod ehnmaig(TC)and/or dywaA(BC [' SEQ.: K2490536 0.No bad aMuM Mappgeabany cemPann until after booingentlbridging Mood kh eleroggnW etl wrnro slaw,,. )' ���'�� �J TRANS ID: LINK fasteners are 1Omplete and°'"o time should any bade 4.Design bnofWesisms rre otou y in n.cnnos eoeecbem design bade be appAnte any oomPoneM. nY wester than 5.Design awanas Massae aro b M used M s rwrvconosroa environment, 8.CompuTms Ms no control over end manes no re endanbr-dry condition.'Mum. fabrication,handl) responsibility for 8.Design assumes Ng bearing et N supporta shorn.Shim or we S M.shipment end hMalatlon of components. eceeny. wedge B.This design caR k furnished awMdto me limitationsc set forth eby e 7 Design assumes edequete*Mime k prov,aed. EXPIRES: 12/31/2017 TPUWTCA In BCSI.eepkeafwhich wf be Nmkhed upon request 8.Pietas aMAl»badsd center Mos.hen atoms,and placed so Voir center October 20,2016 e of pieta in Inches. MiTek USA,McJCompuTrus SoMvere 7.6.6(11-}E linesDigits Indicate coincide withleloin abler Anes 10. connector Mete design values sus ESR-7317,ESR-1988(MITek) This design TRUSSprepared from computer input by GREG ARIEL LUMBER SPECIFICATIONS 1-2=( 0) 80 2-4=(0) 0 8 TRUSS SPAN 3•- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 BC: 2x9 OF 1&BTR LOAD DUSPAIED INCR0ASE C 1.15 2-3=(-98) 70 BC: 2x9 DF 168TR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.D) ON TOP CHORD= 32.0 POP BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" 0/ 325V -40/ 107H 5.50" 0.52 DF ( 625) OVERHANGS: 12.0" 0.0" 3'- 8.0" 0/ 64V 0/ OH 2.00" 0.10 DF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.0" -51/ 98V 0/ OH 2.00" 0.16 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 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 TC PANEL LL DEFL = -0.012" @ 2'- 2.2" Allowed - 0.310" MAX TC PANEL TL DEFL = -0.016" @ 2•- 2.2" Allowed = 0.465" 3-09 ,� MAX HORIZ. LL DEFL -0.000" @ 3'- 8.0" 12 3 MAX HORIZ. TL DEFL= -0.000" @ 3'- 8.0" 12.00 7 Wind: 120 mph, h=18.1ft, 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. 04 0 f en 0I�� 1 - 1 ��9 O F �� M-2.5x4 y yy 3-0g 0-01 y 1, k �QE0 PRQFF�, (PROVIDE ET/73,- hAING;Jts:2.3,4 I 3-09 ��\co.� �NGANE- tS/0 c` . :9200PE r'' Scale: 0.5605 �40P,, • JOB NAME: DR HORTON PLAN 3724-A- DGOJS r WARNINGS: GENERAL NOM. Mess Mnelasnoted: OREGON ��[/ 1.BdIderand 5,558enis*551ershaidMadMedofalGeneral Notes 1.Tht design mpoMeadonnent A Applicability nnlI fMainMrneters moown n.n Is tor 8�eIdue1 yd. �? Truss: DGOJ5 ane mining.e.ron commotion am manna incoryombbn of component 1 the responsibility of the budding de.gnm, <O 14 2eQ�P} 2.2x4 compresalen web bndng mud be Iodated where shown.. 2.Design assumes the lop end bottom chorda to be latently braced.1 v 3.Additional Nmpomy bracing b Mon PIMP during menstruate. Y o,0.end et 10 e.0.respectively unless Webbed throughout their length by 'w/ *�. l V lathe re ponebIty(tithe erector.or.Additional p.mnn. bracing of conibcous sheathing such as plywood.hseming(TG)anwor d,yaali(BpC). fl L• DATE: 10/20/2016 b.overall ewdvs left reporebty elft building designer. 3.2d Impact bridging or Metal bracing required amen shown.• SEQ.: K2490537 4.No load should b•applied toany°emp oweongalter elbracing and 4.Installation oftruss nthe npenebNyofthe respective contractor. 5.O.. Intoner*ere complete and sine Bin.ehoua any bad.greater then Design mums trusses en to be used b a non-corrosive arrvimnment, and an for"dry condition"of use. EXPIRES: 12/31/2017 TRANS ID: LINK dsagnbadsb.apPMedloamcompen.M. B.Design mom.Ail MOM AteI,5 Mow.Stemorw.dlee 5.CompuTnn Ms no conbot over end assumes no respon ebNly for the mmmry. fabrkalem,Melding,sh4m.M endbsoitbn of components. 7.Design mourn..adequate drainage le provided. October 20,2016 5.This design Is furnished subject to the lelsisee.et bon by 8.Motes sal be located on coincide coMeh feces ace dhow and pond so their center TPNMCA b 111551,copies of which PI be furnished request.ished upon nat. lines 5.Digits Waste sIs of plate in inches. MITA USA,InnJCompuTtus Software 7.8.6(11}E Is Fm bask connector pMo design values see 895-1311,E5R-1088(MITek) ` This design prepared from computer input by LUMBER SPECIFICATIONS GREG ARIEL TRUSS TC: 2x4 DF#ICATR TRUSS SPAN 3'- 9.0^ BC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX 0ER FORCES 9W3-5")-113) 61 WEBS: 2x4 DF STAND SPACED 24.0" O,C. 1-2-) 0) 80 2-5=(-1) 3 3-5=(-113) 61 TC LATERAL SUPPORT <= 2-3=(-105) 68 12"OC. UON. LOADING 3-9=( -16) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 3 DL ON BOTTOM CHORD= 32.0 PSF OVERHANGS: 12.0" 10.0 PSF BEARING 0.0" TOTAL LOAD = 42.0 PSF MAX VERT MAX HORZ BRG SQQUIRED BRG AREA LOCATIONS' R/ACTI19S REACTIONS SIZE 0.51 (SPECIES) LL = 25 PSF Ground Snow )Pg) 0'- 0.0" 0/ 149V -41/ 109HO5.50" 0.51 DF ( 625) M-1.5x4 or equal at non-structural 3'- 9.0" -90/ 199V 0/ OH 2.00" 0.29 DF ( 6251 vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOT OM BOTTOMTCHORDHCHECKED EDE FOR R lOPIF LIVE LOADVE-LOAD. TOPTLY. VERTICAL DEFLECTION LIMITS: -L=0.0"0, llowed80 MAXTOP LL DEFL = -0.003" @ -1•- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1•- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL= -0.012" @ 1•- 11.0" Allowed = 0.286" 3-05-12 MAX TC PANEL TL DEFL- -0.014" @ 1'- 11.0" Allowed - 0.429^ 0-03-09 MAX HORIZ. LL DEFL= 0.000" 0 3•- 5.8^ 12 M-1MAX HORIZ. TL DEFL= 0.000" @ 3'- 12.00V .5x4 45.8^ 3 Wind: 120 mph, h=18.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, All (All Heights), Enclosed, Cat.2, Exp.B, MWS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 0o I A- .1111111111110111111.1.1! 11 Y 5 �� M-2.5x4 M-1,5x4 1 J, l 1 3-05-12 0-03-04 1-00 y 3-09 y k, 2 89200PE of JOB NAME: DR HORTON PLAN 3724-A - DGOJSGE CC WARNINGS: Scale: 0.5291 ii� TruSS: DGOJSGE 1.I1Wld«and.rectl GENERAL NOTES, hrdyapom•^aiesnoted: I ,_. «ntredef should G Welted doll General Nets) 1,Thh 0 1.2t4 compression awes� ...poet,.should be Wes. bolding uld�n Is based only upon Me parameters shown and is for an lMNyus1 4, web bracing must be MWAed where shown+. bwo portant,Appti«i theooepslpb*tyn of eSoldlpmper ...:0 --7 2.0 w �/ 3.Additional temporary bredng b Mean els 2 De rpontlon of component b IM res.braced of Me butitllrq designer. -VJA' , L stabil):Aping construe/ton sign eseumes the by and bottom chords to be laterally brad at , _i Y0� DATE: 10/20/2016 hthe responsibility of the erecter.AddpbMlp•mvMmbndng of rAA and at iP As respectively unless braced throughout their length by I 1L�_ (. a��' tiwwro.p overall straw.tetiro responsibility arm.building aespmr. continuous sheathing such as plywood eMemng)TC)armor r REQ,: K2490538 a NebW should b•evFtlsdro my eemponent until alter el bracingdna S.2s Impact bridging or lateral bradng required Mbar*shown a• �) TRANS ID: LINK hehnereere complete end atnotime should cryInds greeter man s. eignsee.IndelletIon unaemWee nesenrobeused ot as respective contractor. � �R1L` spectre comncter. tl.elgn bin b.epgaa to only component. and are ter^d 5.ConpuTrue has no control over reqry condition'�'r°. fabrication:M1 assumes no nepo«�bRy ler Me 6.Design assumes NI beednp et el supports shown.Shim or wedge g handling, ne,.ti„bna,«mp�nma. EXPIRES: 12/3112Q17 6.This design b brnhhW subject to the Rmtatbns eel forth by 7.Design assumes edequste oo,tendrainage b provided. 7P8W7CA In SCSI,copies of*blob wN be furnished upon request S•Ates a.lwl be located an beth he..*Muss,and placed m linin center October 20,2016 MITek USA,InclComgtTrus Software 7.8.8(1 L}E Ines indicate with Pim Cont.,nche. 9.Farb Mdl«te eher pl to M Inches. 10.For basic connector gbh design values see ESR•1311,ESR-7988(MI7eA0 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x,y -8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3/4" I I (Drawings not to scale) offsets are indicated. Damage or Personal Injury I" Dimensions are in ft-in-sixteenths. 1114016, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0-I/16" 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I ILIplixili „ ! bracing should be considered. _ 3. Never exceed the design loading shown and never _� nU stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building 6 C74 C. 5 1_ For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0- 'hs'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/*P'1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in an respects,equal to or better than that SYP represents values as published specified. if Indicated by symbol shown and/or by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. 111 A. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. AM reaction section indicates joint 17.Install and load vertically unless indicated otherwise. IIIII number where bearings occur. Min size shown is for crushing only. MNNM18.Use of green or treated lumber may pose unacceptable .. environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words g p and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. SDesign Standard for Bracing. hMis d�� e BCSI: Building Component Safety Information, 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 I ST-GE120-SP i 77=J -- _ MiTek USA,Inc. Page 1 of 2 Typical_x4 L-Brace Nailed To ___ . J7 if--7 _- �� 2x_Verticals W/10d Nails,6"o.c. Vertical Stud i "I`=` Vertical Stud (4)-16d Common i1 j 1 I I Wire Nails ``\ ,� \;\\\ DIAGONAL MiTek USA,Inc. r(1 _16d Common DIAGONAL BRACE SECTION B-B ,/— Wire Nails JIB 4'-0O.C.MAX r---- w>. Spaced 6'o.c. I 2 -10d Common Wire Nails into 2x6 �,` `�`�Stud or �� TRUSS GEOMETRY AND CONDITIONS 2x4 Not of better \�.,\ SHOWN ARE FOR ILLUSTRATION ONLY. yr \ Z. �, -- Typical Horizontal Brace \�'� 12 Nailed To 2x_Verticals SECTION A-A w/(4)-10d Common Nails -A� � \.,�� �J Varies to Common Truss _ - 2x4 stud (d a u#MerMA!!oW„. wiioreasriiSIaw ' -- PROVIDE 2x4 BLOCKING BETWEEN THE FIRST SEE INDIVIDUAL ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING / DRAWINGS FOR DESIGN CRITERIA A � DESIGN TO TRUSSES WITH(2)-10d NAILS AT EACH END. / i **' --.,,,_ ATTACH DIAGONAL BRACE TO BLOCKING WITH —a 0Ij j �'�• 3x4= (5)-10d COMMON WIRE NAILS. B " B �� (4)-8d NAILS MINIMUM,PLYWOOD �� l —/-- % �. SHEATHING TO 2x4 STD SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer \ i %/ \ 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. r4 A 'l►—J IOCA / 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. " ill 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. N Max. (2)-.1. 1, ..,/ J ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / �(2) 10d NAILS BRACING OF ROOF SYSTEM. / ,r 4."L°BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. / 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0"O.C. iTrus s O' 24" o.c. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 4 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL / i�' / BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. °'k ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. (REFER TO SECTION A-A) Diag. Brace \/` ACHED T L BRACE SPACED 48"O.C. 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. ATTACHED TO VERTICAL WITH(4)-16d 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. at 1/3 point COMMON WIRE NAILS AND ATTACHED 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed , TO BLOCKING WITH(5)-10d COMMONS. TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. End Wall rdi ----HORIZONTAL BRACE ) — '\,' (SEE SECTION A-A) Minimum 2 DIAGONAL Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace L-Brace Ii BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SP No.3/Stud - _-- 12"O.C. 4-3-2 4-9-13 6-9-13 I 8-6-4 12-9-5 2x4 SP No.3/Stud 16"O.C. 3-10-7 4-2-1 5-10-13 7-8-14 11-7-5 2x4 SP No.3/Stud 24"O.C. 3-3-11 3-4-14 4-9-13 6-7-7 9-11-12 X Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-traces 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 8 BUILDING EXPOSURE B or C ASCE 7-98,ASCE 7-02,ASCE 7-05 120 MPH ASCE 7-10 150 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING.' DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS.