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Plans (111) tf 6`'2 a 6 Go . /7-t-a-ya 0`- ,� 131-/1E20-:0010-0 3-10-00 SPAN '1 D.R. HORTON PLAN 3710 "B" A/S G/E �� GARAGE LEFT -7, � 3- I --- o / I CD 8 ? IV / REC IVII-1., I 03 _ _ —4 _ L A' i10' GI — —21-10-00 — NH! ' )(ill, C2 SPAN CI - AY a?N AR ) 1F .. 8111L' N i 111 1,ilioy3' 2 ID a _ cy 1 � .43I 1_ 5L J 2 7/12 PITCH C3 . 251 LOAD 1-0 O.H. 65 6a DF' 6 TRUSS 30001 7 DRAG TRUSS -- -/ 8 C 3 9 ARIEL TRUSS 10 574-7333 GCn o 10' pAi . ti— — DRA—II I I8' m CHUCKWN HOLT o �� • '� `'; , _"SD D)co NO I .H. 4-0 L.G.T.S.B. ►— -- .� I_. �. �� o.H. F� VENTS 46 •_-..___,L.--pl.- a,� o I BLOCKS 46_ 0 IJAskG ° o JACKS Fi 28 H-CLIPS 90_ Crij zli s HANGERS y y ` y4-07-00 y n9 11-01-08 SPAN `''✓ SPAN 0 O 3 D C -I C C to N 3 n 13-10-00 D.R. HORTON SPAN PLAN 3710 "B" G/E .4 R/S GARAGE RIGHT _ o 8 IP 1 ' A '' 0 51 131)Po CD I , I$ / 21-10-00 e 10' / SPAN C2- i r — —I1 - _ I. - - 12 I3 _ -1 . to _ _ _ _ _ L �5 7/12 PITCH 2 25# LOAD C3 4 1-0 O.H. 65' 6 /- - _..-- a DRAG TRUSS 7 3000# DRAG TRUSS CS 8 9 ARIEL TRUSS o i0 574-7333 CD 10' M — — .L 7 — _ _ _ _, DRAWN BY: °D 8' I I I I I I CHUCK HOLT I o NO �i H., 00 / „ rro o. , i 1111 4-0 L.G.T.S.B. � I'4 � -.sp VENTS 46__ y �l y JACKS o BLOCKS 46_ 4-07-00 H-CLIPS 90_ 40 SPAN y 11-01-08 y HANGERS Fi SPAN n 0 9 a c c 0 0 N C, n MiTek$ MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: DR HORTON PLAN 3710-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: K2487309 thru K2487327 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. c;<<VG IPNREZS 9/0 <4. `:t 89200PE 9r' CC 7' M�4,OREGONtx O 14 2-°1410- Y October 19,2016 Baxter,David IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s)identified and that the designs comply with ANSI/TPI 1.These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek.Any project specific information included is for MiTek's customer's file reference purpose only,and was not taken into account in the preparation of these designs.MiTek has not independently verified the applicability of the design parameters or the designs for any particular building.Before use,the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 13-10-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cg=1.00 TC: 2x4 DF 41&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=) 0) 57 2- 6=7-35) 1432 6- 3=) 0) 253 BC: 2x9 DF(11&BTR 2- 3=1-1636) 99 6- 7=7-40) 1939 6- 9-(-63) 65 WEBS: 2x4 DF STAND LOADING 3- 4=)-1432) 102 7- 5=(-35) 1442 4- 7=) 0) 246 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9- 5=(-1835) 91 TC LATERAL SUPPORT <= 12^OC. LION. Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' BC LATERAL SUPPORT <= 12"OC. DON. TC UNIF LL( 25.0)+DL( 7.0)- 32.0 PSF 0•- 0.0" TO 13'- 10.0" 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 13'- 10.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC DON. FOR TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 6•- 0.0" TO 7•- 10.0" V 0•- 0.0^ -99/ 1497V -50/ 55H 5.50" 2.31 DF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 0.0)+DL( 20.01= 20.0 PLF 0'- 0.0" TO 13•- 10.0" V 13'- 10.0" -20/ 1319V 0/ OH 5.50" 2.11 DF ( 625) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" OVERHANGS: 12.0" 0.0" TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 7'- 10.0" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" JT 5: Heel to plate corner = 4.25" MAX LL DEFL= -0.037^ @ 7•- 10.0" Allowed = 0.646^ BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL= -0.076" @ 7•- 10.0" Allowed = 0.861" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL= 0.015" @ 13'- 4.5" MAX HORIZ. TL DEFL= 0.024" @ 13•- 4.5" Wind: 120 mph, h=17.9ft, 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 1-10 6-00 1. +3209 $3206 '( 12 12 7.00 M-4x6 M-6x6 Q 7.00 3 4 eago N N o -- o - 6 - I I 1 M-2.5x6 M-2.5x4 M-1.5x4 M-3x6 k l 1 b 5-09 2-05-12 5-07-04 �Ep PROF4 b y y ��\�' -NG�NEFq`S/o�9 1-00 13-10 Q 89200PE 1- /tee JOB NAME: DR HORTON PLAN 3710-B -Al Scale: 0.4107 v� 1.Bulkier GENERALThedesign unleroMarMwnotee: 7/ "y OREGON �<z, I.BUAder and erection contractor should be advised of all OeneM Notes I.TN.deNSe h based only upon me peremet.R shown and T for an Indhimol A� Truss: Al and Wanargs before construction commene.s. building compnenn.Apptneb4 y of design parameter end proper AA N 22.4 oempnssion Rist bratlnp must be m.fabdwbeosbewn+. Incoryonton of component k the nsponsibgdy of the bulingdesigror. < "7Y 2P 3.Adtlgoal temporary Racing to inane debility during construction 2.Design assumes me top and bottom dards b be Merely braced Cl O 1•t p. s ox.and d 1p e.0.nspedNsy unless brad throughout their.IOS by le the rogwnaleBry of the soda.Additional permanent boring el cox Ambling Rich Ib ptywaod sheathogolm ardrynall(BC). MFR R 1L\-- DATE: 10/19/2016 me 07GIGI ab.du. o le the spomlb6y elthe bolding tllng designer. 3. hoped bddgog or latent bodrg required whew,.shown++ SEQ.: K2487309 4.No load ahead be applied to eny component odS.net at bleetng and 4,Instetfatbn of tun l to responwny alta respective contractor. feelens,ere complete and at no 6m should eny Inds greater than 5.Design mimes bosses are to be used to s neneonoahe environment, desk.beds b.embed b any ampemnL and are for'dry condition.of use. TRANS ID: LINK e. 5.Comp.Tndtaneocomawarendeaum.sroro.pewbdtybrme D•agnassumes full be.rogatMRippaNeshown.BNm01.4111.3 EXPIRES: 12/31/2017 fabrication,bending.ebpment and Instaatbn of components. Design cesn as .Ihsishell h,p le ate one oalage Is provided.an October 19,2016 g.ThbdealgntsNmlebed aub)sdbgta lmAettoa mi NM by B.PlefaaehaAa!meted on Gem bees elms,and placed se Mak unlet 7PAMTCA M SCSI,copies of which wit be MnIsh.d upon newest. Eos 000dde with joint anlerines. 9.Orb otn ekeofo inches. MRk USA•IncJCanptTon Software 7.6.6 1L}E no.For bask connector pit. design values see ESR•7371,ESR-19811(MCTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TC: 2x9 DF BTR TRUSS SPAN 13'- 10.0" LOAD DURATION INCREASE = 1.15 INC2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 BC: 2x9 DF MISBTR 1-2=( 0) 57 2-5=(0} 470 5-3=(0) 326 WEBS: 2x9 DF STAND SPACED 24.0" O.C. 2-3=(-667)0) 0 5-9=(0) 470 LOADING 3-9=(-661) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF VERT MAX BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0^ -37/ 715V -63/ 67H 5.50" 1.14 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 13'- 10.0" -6/ 569V 0/ OH 2.50" 0.91 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1•- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAXTL CREEP DEFL -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. - MAX TL CREEP DEFL = -0.064" @ 6'- 11.0" Allowed = 0.878" MAX TC PANEL LL DEFL= -0.055^ @ 10'- 3.2" Allowed = 0.485^ MAX HORIZ. LL DEFL= 0.004" @ 13'- 7.5" MAX HORIZ. TL DEFL = 0.008^ @ 13'- 7.5" Wind: 120 mph, h=18.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-11 6-11 load duration factor=1.6, ,� Truss designed for wind loads T 12 in the plane of the truss only. 7.00 IIM-4x4 12 3 4.0" Q 7.00 p� N O N•.• N I ' I 1 O 5 SS oI 0 M-2.5x9 M-1.5x9 M-2.5x4 b 6-11 y 6-11 y .D PROF y 1-00 13-10 l <C. v.\G1NE Fs�� 4S� N F,4 p� Q .49200P �< JOB NAME: DP. NORTON PLAN 3710-9 -A2 j Scale: 0.9107 WARNINGS: SC � t• craw erection contractor should M advised of al,meal Note. GENERAL NOTES, unless otherwise noted: 0 Truss: A2 a� t.7NatleYSnkbeNawdyupon mepremiers eMWnend khrenlnaMtluel yG OREGON ��, Warnings before construction commences. buntling component.AppINGAIT of 4.4,liweicews and Roper 2.Zs4 compression web bracing mw be installed vista shown.. incorporation of°emporent h The reepor shINy of Me building designer. ' 4. 2°\ �4 3.Additional temporary bracing to Iriwrre debility during omhuelbn 2.Design'sawn*Me top and bosom chords to be laterally braced at O 14 DATE: 10/19/2016 la theravens**,Spore yof bre smear.AddebnN pemunemb acing of 2 EAand et tOo.c.raepedNey mien braced throughout Men length by Ins overall*adore k the responsibility of the bidding designer. continuous sheathing retch as Grimed used lime s angor drywati(Bc). MER R10- DATE: LL Qj SEQ.: 1(2487310 4.Nnbad.Maxtbseppledhnyoom w,,ea,nM.ner.ea.a 3'�hnPad°�nBorhhralbadgrpaaewherae own.. intends are ng end 4.Installation of Inns le Me responebeey of the respective connector. TRANS I D LINK rear Mco ate end at no time entad em loafs grainer men 5.Design mums buries are he.used M e noncorrosive environment Design ppMah any component. and are for Wry conation'of use. 5.Computnrahnne control over and Saloonnnereepembgly bio Me e.Design assumes hill bearing at all supports shown.SNIT Of wedge fabrication,handling,shipment and Ineheamn aaumPonenk. "°°'n'" EXPIRES: 12/31/2017 E This design k Iunhhed subject to the Imitations set ane by 7.Design assume extenuate Gainey=h provided. TPemTCA In BDSt.copies of GOA will be furnished upon request. °i mates indde,Ith boatedGTO be °«both n.of trine end w n their rimer October 19,2016 Wee USA,In°JCompuTrus Software 7.6.6(IL}E 10.For Digits conneecctorpphtte Wires design nhxs See ESR4311.ESR-1 BSB(MITek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 8-0D-00 GIRDER SUPPORTING 13-10-00 FROM 5-00-12 TO 8-00-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 TC: 2x4 DF#163TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1502) 85 1-5=(-118) 1189 2-5=( -310) 77 BC: 2x8 DF SS 2-3=(-1379) 127 5-6=( -34) 358 5-3=) -200) 2063 WEBS: 2x4 DF STAND LOADING 3-4=( 0) 2 3-6=(-1408) 136 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 6-4=) -73) 9 TC LATERAL SUPPORT <= 12"OC. UON. Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL) 25.0)+DL( 7.0)- 32.0 PSF 0'- 0.0" TO 8'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) -- -- -- -------- - --- BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 8'- 0.0" V 0'- 0.0" -46/ 1049V -29/ 79H 5.50" 1.68 DF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 147.9)+DL( 100.6)= 248.5 PLF 5'- 0.8" TO 8'- 0.0" V 8'- 0.0" -182/ 1899V 0/ OH 2.50" 3.04 DF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED ===g=.........__ _________...______= ADDL: BC CONC LL+DL= 1319.0 LBS @ 5'- 0.8" 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 = -0.010" @ 4'- 11.9" Allowed = 0.367" Single member as shown. MAX TL CREEP DEFL = -0.051" @ 4'- 11.9" Allowed = 0.489" Hangers attached to the bottom chord BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP will have 1.5" max. nail penetration. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL= -0.001" @ 7'- 8.5" MAX HORIZ. TL DEFL = 0.004" @ 7'- 8.5" Wind: 120 mph, h=18.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-00 1-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1' 1' '( load duration factor=1.6, 5-00-12 1-08-09 1-03 Truss designed for wind loads ''r I 1' ,r in the plane of the truss only. 12 7.00 17' M-7x8 3, M-1.5x4 'CA 4 M-1.5x4 I fri 0 o ot I M-5x16 ....401,..A1111111111 imN I I I 1►� 5 6 ala M-7x12 M-4x9 + 319# y 5-02-08 2-09-08 Ry y c,<(.-,yGNEA `c>8-00 w\ 2 Q .1°_,..89200PE JOB NAME: DR HORTON PLAN 3710-B - B1 Scale: 0.4315 /e mm-- WARNINGS: WARMWOt: GENERAL NOTES, Mess otherwise noted: • OREGON Q 4.1 Truss: B 1 1.Builder and meson contractor Mould be advised all General Notes 1.This design le belied only upon Be parameters shown and is ler an IrkNkual f7 and Warnings before eeneWctbn commer ea budding component.Applicability of design parameters and proper 2.254 compression web bracing must be InsisMtl when album+. Incorporation of component Is iM roePorwdRY of the building designer. Al P.Additional temporary bracing to Mute steNRy doing construction 2 Design aespma the hep and bottom dohs to be Iatenly bead« �� "/ '�4 2O AIN A, Is the rsepanbiflty of the erector.Additional palmamM bracing of 7 ox.end N 117 cc.nepadN*unless Meted throughout their length by s?'/I'' DATE: 10/19/2016 the overall structure is the Repemekly of the bullmng Weimer. w^miw«kroathmp suchibade romanod where shownmbynaA(BC), p``j 3.In Impact Dntlpog or ester)bracing required when tea non a R 1�+`^ SEQ.: K2487311 •Nofoaeawaglee.ete n at no ponent.Be.M^Ra«r«endrg than 4.Design tmeshu .tte retobeaa used of nesorrnisenvi,sn tebnen an complete and at M lime should any beds greater than 5.end Sr.•...dry onesee are toe.u«e In a non-corrosive environment. TRANS ID: LINK design loads be appAed to any mmpensnt amab'ary condition"ewe. 5.CompuTrua Ms no control over end assumes no responebday Sr me 8.Design.seams hill Miming at"A supports shown.Shim or wedge H mar«.ry. EXPIRES. 12/31/2017 fabrication,handing,shipment andtent,on of components. T.Design assumes adequate drainage is prevked. October 19,2016 A This design Is furnished subject to B. e AMANbne set forth by B.Plates rind be baled on both bars MMus.and plead so their center TPNNTCA In SCSI,males of which will be furnished upon request. lines coincide all,NM center Anes. 9.Digits indicate see of plate In inches. MTek USA,InclCompuTlus Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311,ESR•1988(MIT«) This design prepared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 21'- 10.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/C GREG ARIEL TRUSS TC: 2x9 DF SPECIFICATIONS BC: 2x9 DF#14BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) =1.00 WEBS: 2x9 DF STAND: SPACED 24.0" O.C. 1- 2=1 0) 56 2- 9-1-136) 9 2x8 OF SS A 2- 3=(-3036) 222 g_ 2482 3- 9=( -36) 100 LOADING 3- 4=(-2922) 220 10-17=(-262) 3590 4-30=(-169) 1612 TC LATERAL SUPPORT <= 12^OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 5=(-3826) 342 BC LATERAL SUPPORT <= DL ON BOTTOM CHORD= 5- 6=(- 3 ) 372 10- 5=( -98) 1170 12"OC. DON. 10.0 PSF10- 6=1 -29) 252 _________:________ TOTAL LOAD= 42.0 PSF 6- 7=(-9437676) 372 7- 8=( 0) 56 NOTE: 2x4 BRACING AT 29"0CiUON FOR LL- 25 PSF Ground Snow (Pg) ALL=FLAT=TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 30.0 PLF 13'- 10.9" TO 21'- 10.0" V ____________________��'_= BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA IES) ADDL: TC CONC LL( 355.9)+DL( 291.6)= 597.0 LBS @ 13'- 10.0" LOCATIONS OVERHANGS: 12.0" 12.0" ADDL: BC CONC LL( 1130,9)+DL( 768.6)= 1899.0 LBS @ 13'- 10.8" 0'- 0.0 -139/ 1965V _76/TIONS ACTI7ON 5.50" 314 DFPEC625) 21'- 10.0" -231/ 2831V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0/ OH 5.50" 4.53 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. J ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP CHORD LIVE LOADS ACT NON-CONCURRENTLY. Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM TLY, nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 �/�� 9" oc in i row(s) throughout 2x4 top chords, MAX LL DEFL- -0.001" @ -1'- 0.0" Allowed = 0.100" /x\/X\ 9" oc in 1 row(s) throughout 2x9 bottom chords, MRX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 9^ oc in 1 row(s) throughout 2x9 webs, "HANGER BY OTHERS TO APPLY MAX LL DEFL = -0.067" @ 13'- 10.0" Allowed = 1.096" 9" oc in 2 row(s) throughout 2x8 webs. CONC.LOADS)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.155" @ 13'- 10.0" Allowed = 1.394" MAX LL DEFL = -0.001" @ 22'- 10.0" Allowed = 0.100" MAX TL CREEP DEFL- -0.001^ 0 22'- 10.0" Allowed = 0.133" MAX HORIZ. LL DEFL= 0.022" @ 21'- 4.5" MAX HORIZ. TL DEFL - 0.038" @ 21'- 4.5" Wind: 120 mph, h=18.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8-00 5-10 8-00 9-02-15 3-09-01 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f f5-10 9-00-05I T load duration factor=1.6, 597# 3-11-11 Truss designed for wind loads 12 f in the plane of the truss only. 7.00 M-7x8 12 M-9x9 41 Q 7.00 M-1.5x4 3 M-1.5x9 A 0111111110.,-, 04 o mi V 1 cr_( 2 S 1_-_I NI-3x4 M-2,5x4 M-3x6(ST M-5x12 _ o 10 M-3x6 1 0 0 y i• ♦1899# 7-05-08 6-OS-09 7 y y 7-11-09 1, b y 11-11 9-11 y �Q,ED PROFFIS 1-00 21-10 y 1-00 Lb.(...L �NG{N�Fq �'j�2 89200PE r JOB NAME: DR HORTON PLAN 3710-B -Cl Scale: 0.2829 ,/ j� WARNINGS: Truss: Cl 7.sous and ereetlenaemneroreheuWbeaaa..eetMGen.nlNote. GENERAL NOTES, ude.someweemnd: ' and Warnings before construction eemmances. 1.This design k based only open me parameters shown and k bean inas:a.t 2.Z4 cam bolding component.Applicability the ofaeapn parameters end proper -y ,�OREGON �Q preasbn Mab bracing moa be alsialed wMroshorm., hkorpentlen o/co^Wonem tint roepomlMly alma bugding designer. S.Additional temporary bracing to Insure stability during construction 2. easumed the by and bottom dards to be latent'bread at r. DATE: 10/19/2016 latlN rospemibly aims erocror.Addllbndl permanent Wooing e/ 2'o.e,ends 1V c.c.rospedNay unless breed throughout prow length by / 4P. 1LF L.O� (�+� tn.overall stuck.la the responsibility of the building designer. 3.continuous hnp Impactridaambr Mora l b plywood aired a em sewn 0 dryrwR(S(�. I p,`_ SEQ.: K2487312 4.NoMadahouldbeappliedtanycomponentuniatnralbreangana bridging or latenlmaangngmrodwhenahewn++ '�'/ �Rtl�� v hsien.rs en complete and at no lime should any beds Installation of inns k me r.to nss'alma respective contactor. TRANS ID: LINK deafen toddebesppledro. greater 5.Design assumes nsae.dnroben..dm.nor<on,eNe.We em. ^7 component. and aro for"dry condition'of use. 5.CompuTtus tees no conte'over and assume.no reeporolb for tine e.De.gn scum..bOba IIY awry rip at el supports shown.Salm or wedge g fabrication. .ehlpm.ect andMabttneatmmponert. EXPIRES: 12131/2017 S.Ark design h nanhh.d subject to the lanlMbm set forth by 7.Design aeeknea adequate drainage Is tro.,provien. TM/MCA in BCSI,copes of width will be furnished S.le o brd be lodged on tem faces oMrws,end WacaO w met center October 19,2016 wen roawaL mn cabade with aha canner m esu Mffek USA,Mc✓CompuTrus Software 7,8.6(7 L}E 9. indicate Ste of plate In Inches. 10.For bask connector plate design values see ESR-1311,ESR-7885(MRek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 21'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cpl=1.00 TC: 2x4 DF k1SBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-12=)-54) 1514 3-12=(-229) 65 BC: 2x4 DF k16BTR SPACED 24.0" O.C. 2- 3=(-1928) 124 12-13-(-37) 1416 12- 4=( 0) 420 WEBS: 2x4 DF STAND 3- 4=(-1613) 115 13-10=(-54) 1514 12- 6=(-240) 61 LOADING 4- 5=( 0) 0 6-13=1-240) 61 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 6=(-1313) 113 8-13=1 0) 420 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 8=(-1313) 113 13- 9=(-229) 65 TOTAL LOAD- 42.0 PSF 7- 8=( 0) 0 8- 9=(-1613) 115 NOTE: 2x4 BRACING AT 24"OC UON. FOR Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=1-1928) 124 ALL FLAT TOP CHORD AREAS NOT SHEATHED Cs=1, Ce=1, Ct=1.1, I-1, Lu=50' 10-11=) 0) 57 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -84/ 1431V -77/ 77H 5.50" 2.29 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 21'- 10.0" -84/ 1431V 0/ OH 5.50" 2.29 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- -0.058^ @ 10'- 11.0" Allowed = 1.046" MAX TL CREEP DEFL= -0.105^ 9 10'- 11.0" Allowed = 1.394" 0-11MAX LL DEFL = -0.002" @ 22'- 10.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 22'- 10.0" Allowed = 0.133" 10-00 10 10-00 MAX HORIZ. LL DEFL= 0.028^ @ 21'- 4.5" f '( 1' '1 MAX HORIZ. TL DEFL = 0.039" @ 21'- 4.5" 4-02-15 3-06-01 2-03 0-11 2-03 3-06-01 4-02-15 1' 4 1' T 4 T 4 T 4 Wind: 120 mph, h=19.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8-00 8-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f duration f 5 7 Truss designed for o 6 wind loads 12 12 in the plane of the truss only. 7.00 M-4x6 M-4x6 ' J7.00 4 M-2.5x4 6 ein M-1.5x4 M-1.5x4 3 .01 N N OF �� CM v /1`.- - 12 133 M-4x4 M-3x6 M-3x6(S) M-3x8 -M-9x9 t o y 7-07-04 y 6-07-08 y 7-07-04 y �c.Q`�Q PR Op J., 11-11 y 9-11 y �� ,NG1NE- ..15) s/O� y Y 1-00y 21-10 1-00 Q� 89200PE7 -57___ JOB NAME: DR HORTON PLAN 3710-B - Cl Scale: 0.2566 L //?tea WARNINGS; GENERAL NOTES, unless oesrvdse noted: • `GI' Cr 1.Balder and erection contractor should be advised old General Notes 1.This de.g.,Ie bead ony upon tee parameters shown and is for an IndtWuel "7, OREGON w �to Truss: C2 and warnings before cnMbuetlon Gammas. building armament.Applicability of design parameters and paper -(-7 V` 2.2a4 compression web bracing mW he healed where shovel•. Incorponden Si componentand la the responsibility of the building designer. �O '7 4 7-Q41 -Q��4 3.Addkkal temporary bracing to insure ability clang constructor 2.T a...and.t1assumes the by bottom dards b be os,4lars bread at v to Is reapeaA9Iy of the erecter.Additional permanent bathing Si 7 ex. at 1 O o.a rsapective,unless braced Imeughnut their length by continuous sheathing such es plywood sheathing(7C)and/or drywall(BC). iliFR R 1 L k^ DATE: 10/19/2016 the cyst atratur•is the n•pan•blly alive building designer. 3.2a Impact bridging or karat bracing requad where shown•• SEQ.: K2487313 4.Na sad.80,44 be applied to any wnOsnant until after a brawrgand 4.Inanition nDesthn eame atria is mbwblanaetthin a especcMwacontractor. Redeem aro complete and atm time Nana any b.aegreaterthen and ere for'dty condition'or use. TRANS ID: LINKdesign ban ads be applied to y component O.Design assunessN bearing at al supports sham.Shim or wedge if 5.CompuTnrsheanoconbdover end.seum.norsepona iiyMhe rummy. lam^ EXPIRES: 12/31/2017 hbdafen.handling, m h ng,shipment end of components. 7.Osagea asmas await*drainage is provided. October 19,2016 8.Th.design N Mnbhed.ub(wt to is limitations set torn by 8.Plates sal be loafed on bate has of ass.and plead as meir anter TPIANTCA in ECM.copies data we be furnished upon request Ines whale with Joint anter Tins. 9.Dias Indicate ala o/plate in fishes. NBTek USA,Ino./CompuTnn Software 7.8.6(1 L)-E 10.For basic connector plate design vetoes sea 058-1311.ESR-1958 IM05h) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TC: 2x9 DF#1&BTR TRUSS SPAN 21'- 10.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 BC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 57 2- 8=(0) 1093 3- 8=(-313) 109 WEBS: 2x9 DF STAND SPACED 29..0^ S.C. 2- 3=(-1373) 44 8- 9=(0) 711 8- 4=1 -4) 553 LOADING 3- 9=(-1209) 71 9- 6=10) 1093 9- 9=1 -4) 553 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 5=(-1209) 71 9- 5=(-313) 109 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF 5- 6=(-1373) 44 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PSF 6- 7'( 0) 57 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 IES) 0'- 0.0" -43/ 1031V -107/ 1078 5.50" 1.65N DFP( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 21'- 10.0" -43/ 1031V 0/ OH 5.50" 1.65 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= -0.034" @ 14'- 4.7" Allowed = 1.096" MAX TL CREEP DEFL = -0.082" @ 14'- 4.7" Allowed = 1.394" MAX LL DEFL= -0.002" @ 22'- 10.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 22'- 10.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.015" @ 21'- 4.5" MAX HORIZ. TL DEFL = 0.025" @ 21'- 4.5" 10-11 10-11 5-08-07 5-02-09 T 5-02-09 T ,� 5-08-07 Wind: 120 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), M-4X6 12 load duration factor=l.6, 7.00 Truss designed for wind loads Q 7.00 in the plane of the truss only. 4.0" 9 ,f-T M-1.5x9 M-1.5x4 3 N 0 aillillillibb," N Cr '1? T 9 11 I M- 3x4 M-2.8 0I M-3x6(5) M-2.5x4 M-3x4 0l I k y l y 7-05-05 6-11-06 y y 7-05-05 y CEO PRO, J, y 11-11 9 11 �` G`Nk,�/0 1-00 21=10 1-00 Z., 2j1 89200PE 1.-- JOB NAME: DR HORTON PLAN 3710-B - C3 . �� / Scale: 0.2566 WARNINGS: GENERAL NOTES, Wm otherwise noted: '' /y., Truss C3 1.Wilder and emotion contrsner should b..dvWd oras General Notes 1.This design le based only upon me perimeters shorn and Is foe en individual 7, OREGON Pr' and Warnings before eeMrucfbn commons buWing oemponent.Applicability of desOn p.nmaters and proper 2.td4 oomprcssbn Web bna'ng must be Metalled when shown�. IX Incorporation of component 18 the respenslNNy efthe bulaing designer. 1 3.Additional temporary bracing to Insure stability during combueYon 2.Deapn assumes the by aria Dollen chords to be etxary braced et P.0 ,7 - O " 14 2-C''‘ ")O .�},. DATE: 10/19/2016 isg'ar ryerMeewaor.aad0snSt an.mbraargei 2'aaendatInco.reap.a elydnlessbluedg,mapwroMetlenpnby !� Al the owns stridors IS Me roapensbSly of the DJkling designer. centmwus ahaslhIng such as plyeooa ehsemag(Tc)end/or drywaS(8C). SEQ.: K2487314 4.No load should be spelled a any component until.iter.a bras 3.Dc llatb�9Ing bIs 18.roDndrgnAWree whereaosWe.e R�",,^ bracing 4.DeInssign umef s trusses eto be In n pectIve corrosre environment,foaensb are complete end n m time Mould any loads greeter men 5.Daspn aasumsa tmsass ere b be used in a nerl.eorroslva emlronmard, TRANS ID: LINK aetlgnb.dabe.ASeate.rymmpo ant. and arefor'deycorwNon•oraas. 5.CemWTnaMsn000rarnlowr.naeasumssnereepdrm6MyforMe B. ' ^a '^•«*�a�re•t•g-pPed.shown.gNmx,�agag EXPIRES: 12J31/2017 hbricegon,handling,shipment end ImtsMlen encampments. rrcwaasry. 4.This deter is Wished.16"01 to Me bmaebne set form by T.%tee°ROM shag be adequate og,la e is INvlee n October 19,2016 TPIMTCA In BEG,copies C.PIe.0 dl01 a bated on Goth seas MINS,end placed se Meg ander of wr be furnished upon rcyu.aL Else coincide with join adder linea MiTek USA,McJCornpuTrus Software 7.6.6(1L}E 9.Dips Indians sire of ante In Inches 10.For beak connector plate design values sae EMI 311,ESR•1968(MOTek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 21'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF B16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-12=(0) 1232 3-12=) -324) 71 BC: 2x4 DF 416BTR SPACED 24.0" O.C. 2- 3=(-1530) 20 12-14=(0) 976 12- 4=( 0) 415 WEBS: 2x4 DF STAND 3- 4=(-1275) 0 14-10=(0) 1232 5-13=(-1123) 29 LOADING 4- 5=( -940) 47 13- 6=( -4) 189 TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -58) 119 13- 7=(-1123) 29 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( -58) 119 8-14=( 0) 415 TOTAL LOAD= 42.0 PSF 7- 8=( -940) 47 14- 9=( -324) 71 OVERHANGS: 12.0" 12.0" 8- 9=(-1275) 0 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=(-1530) 20 Cs=1, Ce=1, Ct=1.1, I=1 10-11=( 0) 57 Unbalanced live loads have been considered for this design. ADDL: BC CONC LL+DL= 50.0 LBS @ 10'- 11.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x9 or equal at LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -28/ 1075V -107/ 107H 5.50" 1.72 DF ( 625) non-structural verticals. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 21'- 10.0" -28/ 1075V 0/ OH 5.50" 1.72 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" 8 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.259" @ 14'- 1.6" Allowed = 1.046" MAX TL CREEP DEFL= -0.413" @ 14'- 2.5" Allowed = 1.394" MAX LL DEFL = -0.002" @ 22'- 10.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 22'- 10.0" Allowed = 0.133" 10-11 10-11 4' MAX HORIZ. LL DEFL = 0.018" @ 21'- 4.5" 4-00-11 3-08-09 1-06-081-07-041-07-041f-06-08 3-08-09 4-00-11 MAX HORIZ. TL DEFL = 0.029" @ 21'- 4.5" 1211/4-4x412 7.00 � -4x4 'S7.00 Wind: 120 mph, h=19.4ft, TCDL=4.2,BCDL=6.0, ASCE 7=10, (All Heights), Enclosed, Cat.2, Erp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 6 •I-,( ins Truss designed for wind loads M-3x4 'i` M-3x4 in the plane of the truss only. M-1.5x4 ` M-1.5x4 13 M-2.5X4 AT EACH END OF 2X4 HORIZONTAL INLET. i M-2.5x4 n 0 M-1.5x4 ,y M-1.5x4 0 c 6-00 i N N O d Ir O -3x4 M-4x6 MSHS-3x10(5) M-4x6 M-3x4 1 0 0 l y +s0# y y �i c PROFes 7-07-08 6-07 7-07-08 y �\c�- tJGINE". �'i0 1 y 9-11 11-11 R 2 l J. 1 b �� 89200PE 91' 1-00 21-10 1-00 _ • JOB NAME: DR HORTON PLAN 3710-B - C4 Scale: 0.2449 1. �' WARNINGS: GENERNOTES, aeuetlrorwlaenstad: yL , OREGON Dr �VI 1,Builder and erection contractor eh•ad be advised of al Gement Notes 1.TTN design M bawd only upon the perameen shown and N br an individualTruss: C4 and Warnings before construction commence {, (� s, bedding Incorporation of component is the responebity of aomponet.ApptiabNly of daeigtin building detgner. 1 n parameters end proper <O 4( -e,1 Y ZV��+' 2.Dna compreubn web bntlrg mut be installed Mime shown e, h 5.Adddonr temporary bracing a insure tablNy during construction z Deign.st�nes90 top and bottom chords b be Wendy braced at DATE: 10/19/2016 the overall of the erector.Additional pemnnsnt bracing of coMinuMteMhin TO o&mob as pluoods betted t(TC)mawdryheir lengmby �'�R'�,.� nespemBaly of the boldmg designer, cofeaa eheaBer sect,.as plywood required emhg(TO)maw drywell(BC). 9.Drstmpact Mn fhingor teenspowingnaul�he respective SEQ.: K2987315 No load a•PWe b my end ntil aftelewd etibnarg than 4.Seel,bsumessB.sere tthe o lity used f•non-crroe comviron fasteners are complete and t no time should any bade greater than 5.Dsalgn assumes Wade an a be used In•non-corrosive environment. end an for condition. design bads a apapplied a any componcondition.of use. TRANS I D: LINK 8.CcmpuTns Iwo no control over and mums no nWnn.ENy for the 6,neoism sewan.a SI bearing t NI supports mown.Shun or wedge 8 October 19,2016 EXPIRES: 12/3 V20'l7 fabrication,handling,shipment and Insebtion f components. neuaeery. 7.Design &The designlafuntshed babied the A tselb lns sat forth by 8.Plates 0.1 be located mes an batdrainage of Miss,and placed se their center TPOWfCA S SCSI,copes of MOM will be fumNhed upon request Ines eeindW with Joint center lines 9.Digits Indicate sire ofpNte ininches. Wok USA,InciCenpuTrua Software 7.6.7SP2(11-)-E 10.For bask connector plate design Valdes sae 855-1311,ESR-1988(MITek) ' ' This design prepared from computer input by LUMBER SPECIFICATIONS GREG ARIEL TRUSS TC: 2x4 DF H16BTR TRUSS SPAN 21'- 10.0" BC: 2x4 DF S16BTR LOAD DURATION INCREASE = 1.15 INC 2012 .MAX MEMBER FORCES 9WA/GDF8-(-5400 WEBS: 2x4 DF STAND SPACED 29.0" O.C. 1- 2=( 0) 57 2- 8= 2- 3=(-1785) 550 8_ (-l623) 2331 3- 8=(-597) 365 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3- 9=(-1709) 71 8- 9=(-1327) 1785 8- 4=(-260) 769 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 4- 5=(-1209) 71 6=(-1623) 2332 4- 9=(-260) 770 DL ON BOTTOM CHORD= 10,0 PSF 9- S=(-547) 365 OVERHANGS: 12.0^ 5- 6=(-1786) 550 12.0" TOTAL LOAD = 92.0 PSF 6- 7=( 0) 57 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 0'- 0.0" REACTIONS SIZE SQ.IN. (SPECIES) -227/ 1178V -3000/ 3000H 5.50" 1.88 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY INC 2012. 21'- 10.0" -227/ 1178V -3000/ 3000H 5.50^ 1.88 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002^ @ -1•- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0,003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL- -0.098" @ 14'- 4.7" Allowed = 1.046" MAX TL CREEP DEFL- -0.096" @ 14'- 4.7" Allowed = 1,394" MAX LL DEFL = -0.002^ @ 22'- 10.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003^ @ 22'- 10.0" Allowed = 0.133" MAX HORIZ. LL DEFL= -0.041^ @ 0'- 5,5" 10-11 MAX HORIZ. TL DEFL = -0.051" @ 0'- 5.5" 10-11 5-08-07 5-02-09 5-02-09 5-08-07 OND. 2: 3000.00 LBS SEISMIC LOAD. 12 Wind: 120 mph, h=19,4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, IG6FRS(Dir), load duration factor=1.6, 4.0" Q7'00 Truss designed for wind loads 4 in the plane of the truss only. 1l\ t M-1,5x9 3 M-1,5x4 all1111111116../ MI O a � r •_ _ KNingt -� N O M-4x9 M-28509 M-3x6(S 9 M-2.5x9 =M-4x9 c. 0 7-05-05 6-11-06 7-05-05 11-11 9-11 ,,Qi. PROFFs 1-00 4L �.tGINERc 610. zl-10 2 1-0o ,_41../ JOB NAME: DR HORTON PLAN 3710-B -C5 89200P E �'t' WARNINGS: Scale: 0.2449 ��i• Truss: C5 I.Balder and erection contractor should be WNW Orn General Notes GENERAL NOTES, treees otherwise noted' - and Warnings before«nstructlon asthma^sea 1 TNe design la based my upon the panmefen Worm and la for en individual VO 2.7x1«mtxaesbn Nab bracing must he installed where shown., huldIng component.App3ub 8,ter Weir p.nmaten and onager "T' ,�OREGON lAN ,V� 3.Addlonal temporary basing b AwureW 2, Incorporation a/eempep kthe responsibility In of the eIybng dealpnar, G/ DATE: 10/19/2016 bGy during Conihua"°^ sign assumes 9e top and bottom chores be Wordy braced at lam"m yola/ erector.Additional permanent bracing of 7ec,andat I0 o.0.me:Nay Wens bread throughout their length by O �� 14R x.- �" Me ovenl responalaSll'of the building designer. enntlnueua sMtlhlag such as*wood°he°th �. • SEQ,: K2487316 4.Nolo.danoid80.pp,dro.nr«mron.m dg.Mram.ango d 3 belayed g.568, responsibility �Rc)°d° h nkBc). raeleMra are« 04.Design a. n.ew la the rc be seod'in.n,n s mets alien ^•o MFR R I Lk- TRANS ID: LINK rnpkte toan no&AeshoedaroMdewaatorBrn s.Instwobeuseormenal»dweconnvam, design&els be.ogled any component. and it assumes busses an to M used m e rrort-eormsNe environment, 5.Cempd7nra Man°«ntlolororaM and an for'dry oorWNon"of use. labrl«tlan,handling.M assumes no naporelaBy Mthe S,Design names NS hearing gag supports shown.Shiro or wedge6 rap, IWrlem and of components. r. S.This design la harlWed subtest to B.Relations set bbl by 7.Design assumes adequate drainage*provided. EXPIRES:___12/31/21112._. TPtMTCA In BOW,copies of which Nis M tulnlaMd again request. 8.Plates shell be laenad on both laces of truss,and plowed so their weer MRek USA,Ire Rea«laeN"Mth,eln center linen October 19,2016 JGorryuTnfa Software 7.6.8(11)5 9.Digo IMI«te site Opiate in Inches, W.For basic connector plats design values see ESR-1311,MAWS WS(Miran) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 21'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF II10BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-12=1-54) 1514 3-12=(-229) 65 BC: 2x4 DF k16BTR SPACED 24.0" O.C. 2- 3=1-1928) 124 12-13=(-37) 1416 12- 4=( 0) 420 WEBS: 2x4 DF STAND 3- 4=1-1613) 115 13-10=1-54) 1514 12- 6=(-240) 61 LOADING 4- 5=( 0) 0 6-13=(-240) 61 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.01+01,( 7.0) ON TOP CHORD= 32.0 PSF 4- 6=(-1313) 113 8-13=( 0) 420 BC LATERAL SUPPORT <= 12^OC. VON. DL ON BOTTOM CHORD= 10.0 PSF 6- 8=(-1313) 113 13- 9=(-229) 65 TOTAL LOAD= 42.0 PSF 7- 8=( 0) 0 8- 9=(-1613) 115 NOTE: 2x4 BRACING AT 24"OC UON. FOR Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=1-1928) 124 ALL FLAT TOP CHORD AREAS NOT SHEATHED Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' 10-11=( 0) 57 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 12.0" 12.0^ REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -84/ 1431V -77/ 77H 5.50" 2.29 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 21'- 10.0" -84/ 1431V 0/ OH 5.50" 2.29 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = -D.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= -0.058" @ 10'- 11.0" Allowed = 1.046" MAX TL CREEP DEFL= -0.105" @ 10'- 11.0" Allowed = 1.394" MAX LL DEFL = -0.002" @ 22'- 10.0" Allowed = 0.100" 0-11 MAX TL CREEP DEFL= -0.003" @ 22'- 10.0^ Allowed = 0.133" 10-DO 1-10 10-00 MAX HORIZ. LL DEFL= 0.028" @ 21'- 4.5" f ' '1' f MAX HORIZ. TL DEFL = 0.039" @ 21'- 4.5" 4-02-15 3-06-01 2-03 0-11 2-03 3-06-01 4-02-15 T f T T T T f T T Wind: 120 mph, h=19.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8-00 8-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, '( 5 7 Truss designed for wind loads 1212 in the plane of the truss only. 7.00 F77 M-4x6 M-4x6 Q 7.00 4 M-2.5x4 6 9. elle M-1.5x4 M-1.5x4 3 N CV o Cr riAldikil - 01: PIN nom, i rn o 12 13 I =M-4x4 M-3x8 M-3x6(S) M-3x8 =M-4x4 1 0 0 y 7-07-04 l y y 6-07-08 7-07-04 .",,,<(.\\. 13 4O P R OFE. y y y cG s 11-11 9-11 sc., VNE / yy �� OA'9' 1-00 21-10 1-00 Q 89200PE T • JOB NAME: DR HORTON PLAN 3710-8 -C6 Scale: 0.2566 � / / WARNINGS: GENERALNG1E8, oNeunthepe noted. -jj, "7 OREGONi� L4,,, CC I.Builder and erection contractor should be advised of a8 Goners!Notes 1.This design*bawd only upon the pstamemn.hewn end It for an Indmlduet ` ^', Truss: C6 end Warnings before consbudlon eommenue. building component.Applicabeity of design parameters and proper • 2.2e4 compression web bracing must be instated Were shown•. Incorporation of component*the responsibility of Me building designer. /O 4 Y 14 20„AZ- 2. Addition.'temporary bracing m insure stability during construction L Design assumes the mit and bottom chords to W MereN bre=ed et *the responsibility of erector.Additional ye/maned Orachig of Y oc.and et 19 etc respectively unless braced throughout Meir length by reepenecoN(nusue.'wethmg odd,..plywood Mtahhp(1C)and/or drywelHBC). 4R R I LV. DATE: 10/19/2016 the ovet.'i*whim*h.nrepembly Ott*building designer. 3.2e impact bridging or lateral liming required where shown•• SEQ.: K2 4 8 7 317 4.No load should be applied to any component wt.der WI biasing end 5 tnnteDesir bin of *the es busses�eespsn*WYre to be o Ma en envspeotife ironment hatenera ere complete end et no time should eny lads greater than TRANS ID: LINK design bads beapptedto.mcomponent Design assumes ssumesA db..dngelon.of tai 5.Corned'se On no control over end assumes no mpeMtity for the MMOSS8.DaYgnaewmesN bearing at all supports drown.Shim or wedgeg EXPIRES: i?131/2017 v.065.855.hendbng,shipment Mots/Wonet end Mots/Won of components. 7.D.80e fomes adequate drainage*provided. October 19,2016 8.This design*furnished**Oct to the lbn8atbne set form by b.Platesehol be located on both faces of trues,end placedso heir center TPUWICA in SCSI.copies of which cel be mmhhed upon request liner cobwde with joint center tines. 9.Diggs Indicate coke of piste in inches. MITek USA,InciCompuTnss Software 7.6.6(1L).E 10.For beak connector pine deign values we 808.1311.ESR-1986 IMRek) ` This design prepared from computer input by LUMBER SPECIFICATIONS GREG ARIEL TRUSS LU: 2x4 EF gICATR 21-10-00 HIP SETBACK 8-00-00 FROM END WALL BC: 2x4 DF#1BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) I- 2012 6X MEMBERFORCES2NR/3-10-9=-.20 WEBS:: 2x9 OF STAND 1- 2-) 0) 56 2-11=(-264) 2932 0-10-) -40) 226 LOADING 2- 3-(-3630) 316 11-18=(-264) 3106 10- 5=( 0) 199 TC LATERAL SUPPORT <= 12•'OC. UON. Snow: ASCE 7-10, 25 ?SF Roof Snow(Ps) 3- 5=(-2872) 316 11- 8=(-219) 2932 10- 5=(-572) 194 BC LATERAL SUPPORT <= 12"OC. UON. Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' 4- 6=(-2872) 294 6-11=(-570) 704 . ....w..,...-.-.--......... .- ---=-=--_ TC UNIF IL( 25.0)+DL( 7.0)- 32.0 PSF 0'- 0.0" TO 21'- 10.0" V 5- 6=(-2872) 314 6-11=( 0) 709 BC UNIT LL( 0.0)+DL) 10.0)= 10.0 PSF 0'- 0.0" TO 21'- 10.0" V 6- 9=('3390) 316 11- 7=1 -92) 226 NOTE: 2x4 BRACING AT 24OC UON FOR7- 8=(-3630) 316 ALL=FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL) 75.0)+DL( 30.0)= 96.0 PLF 8'- 0.0" TO 13'- 10.0"V 9- 9=( 0) 56 __ ________________________�______= BC UNIF LL( 0.0)+DLI 30.0)= 30.0 PLF 0'- 0.0" TO 21'- 10.0^V OVERHANGS: 12.0" 12 0" TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0,0" BEARING MAX VERT MAX HORS BIG REQUIRED BRG AREA TC CONC LL( 466.7)+DL( 130.7)- 597.3 LBS @ 13'- 10.0" LOCATIONS 0/AC2I7ONS8V 6/ACTI6/ 76H 5I5E 36H 5.50" .97 (FP( 6 21'- 10.0^ -130/ 2978VCIDF 25) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL -70/ OOH 5.50" 3.97 OF ( 625) ( 2 ) complete trusses re pairedREQOIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. . Join together 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP nails staggered at: 9^ oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x9 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 9" oc in 1 row(s) throughout 2x9 webs. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100^ MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.053" @ 10'- 11.0^ Allowed - 1.096" MAX TL CREEP DEFL= -0.119" @ 10'- 11.0" Allowed = 1.394" MAX LL DEFL = -0.001" @ 22'- 10.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.001^ @ 22'- 10.0" Allowed = 0.133^ MAX HORIZ. LL DEFL = 0.025" @ 21'- 4.5" MAX HORIZ. TL DEFL - 0.040" @ 21'- 4.5" 8-00 T 5-10 8-00 9-02-15 3-09-01 T 2-11 f (Wind: 120 mph, h=18.Sft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 597.30# f2-11 �5'57.30# 30h 3-09-01 9-02-15 load Heights),fEnclosed, Cat.2 , Exp.B, MWFRS(Dir), 12 T Truss designed for wind loads M-4x6 M-9x6 7.00 12 in the plane of the truss only. 4 M-2.5x9 ''''Q 7.00 • sA, M-1.5x4 3 M-1.5x9 Cu ..... N,N. 400.0"..Aiiiiiiiii„.....0 o Cr. 1 _ N I 10 11 _by -+(i -,La M-3x8 M-3x6(S) M-3x8 M-2.5x6 0 I M-2.5x6 11 J• y y 7-07-09 6-07-08 y 7-07-04 y l y 11-11 9-11 y ``� D PROF��S' 1-00 21-10 11-00 cS? �NG1N�fi9 `3'/�2 89200P p{' JOB NAME: OR NORTON PLAN 3710-B - C7 / WAWpNOg: Scale: 0.2816 t' __ Truss: C 7 1, ?4055 ands emotion contractor edea"be awhae Mail General Nola: GENERAL NOTES, unlese oenrwbe noted: I. andtor am,baton toratruabn wmmenoe.. 1.This design ro Wand Dory upon gra Penmetem shown and Is for on indbmual Z 2e4opropro,abnweb bracing must beMetaledwhen.own•. 'orpgeamponoof ,npsnoMisthnt Applicebety o/designwnmal.Malang per =9 ,OREGON �(j S.Additional a incorporation.sthe top and b the re.pond.Is elnw bugdirp de,lgne,. G temporary bracing to kwon,tsbaW during construction 2.Design ae.mna.the by and bottom atoms to be lateral bated at /Q P. ^Q\ 1 DATE: 10/19/2016 Is°'°n.pomlbNgy of the erector.Additional pemnnom bracing of 7 o.o.old at 10 o.c.respectively unless braced throughout Moir length by r y 4 .(� �T fM oveag ebuawa h me respanabMy°NM balding designer. 5 Impost such ptyng remind amieheathlog(fC)shown a dryweg(BC). SEQ.: K2487318 4.NobadsoddbeaPpbadtoanysompon.muntg.mraebred4.2atnrpsa otos mistral bracing ityOfthemaretihewn++ ��R RILL rosbNn an tom end 4.Imtsgalbn or true Is the steno be so Mille respective contractor. TRANS I D• LINK prow sod n no go.sMdd ary bade°regi°,men 5.Design assumes tomes ste to W mod in a non-corrosive amkonment dealpt bads W MEM b.try tmnpmwrd. and en for-dry candman•of use. 5.ComPUTrua M no control over end assumes no npomRAgy for the 6.Design ee sign,aavms h1 basing at all supports shown.Shim or wedge g abt.signis aaishedaub''""�"�'""°n„"m„e,"N. �"`"" EXPIRES: 12/31/2017 S.This".sign I.Wished subject to me limitations est bat by T.0salgn Psalms adequate damage ts grew,.. TPPWrCA b BCSI,copes of whit,wM be furnished upon request 8.Plate incl be*,loc(o on ter'race.of truss,,M placed so gait center October 19,2016 lines coincide with Wfp.1.9, b. MiTek USA,MPJConpltTrus Software 7.6.6(1L)-E g Dots kngcsn alta of pet In inches. 10.For bast connector Mite Mont votes sea ESR-1]11.ESR-1989(Wok) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 11-01-08 HIP SETBACK 3-09-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF 111OBTR 11-01-08 GIRDER SUPPORTING 8-00-00 1- 2=1 0) 56 2- 7-(-78) 1622 7- 1=( 0) 640 BC: 2x9 DF#16BTR LOAD DURATION INCREASE= 1.15 (Non-Rep) 2- 3=(-1958) 148 7- 8=(-80) 1592 7- 9=(-16) 82 WEBS: 2x9 DF STAND 3- 9-(-1622) 136 8- 5=(-78) 1638 4- 8=) 0) 618 LOADING 4- 5=(-1978) 148 TC LATERAL SUPPORT <= 12"0C. UON. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 5- 6=( 0) 56 BC LATERAL SUPPORT <= 12"OC. UON. Cs=1, Ce=1, Ct=1.1, I-1, Lu=50'. ___________________________________= TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 11'- 1.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 24"OC UON. FOR BC UNIF LL( 0.0)+01.) 10.01= 10.0 PSF 0'- 0.0" TO 11'- 1.5" V LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC UNIF LL( 21.9)+131) 6.1)- 28.0 PLF 3'- 9.0" TO 7'- 4.5" V 0'- 0.0" -128/ 1586V -37/ 371i 5.50" 2.54 DF ( 625) BC UNIF LL( 0.0)+DL) 8.8)- 8.8 PLF 0'- 0.0" TO 11'- 1.5" V 11'- 1.5" -128/ 1586V 0/ 011 5.50" 2.59 DF ( 625) BC UNIF LL( 75.0)+DL( 51.0)= 126.0 PLF 0'- 0.0" TO 11'- 1.5" V OVERHANGS: 12.0" 12.0" TC CONC LL( 85.9)+DL( 29.1)= 110.D LBS @ 3'- 9.0" TC CONC LL( B5.9)+DL( 24.1)= 110.0 LBS @ 7`- 9.5" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed= 0.100" -',-- ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX TL CREEP DEFL- -0.001" @ -1'- 0.0" Allowed = 0.133" Join together 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = -0.021" @ 7'- 4.5" Allowed = 0.510" nails staggered at: MAX TL CREEP DEFL = -0.041" @ 7'- 4.5" Allowed - 0.681" XX9" oc in 1 row(s) throughout 2x9 top chords, BOTTOM CHORD CHECKED FOR 100SF LIVE LOAD. TOP MAX LL DEFL- -0.001" @ 12'- 1.5" Allowed = 0.100" 9" oc in 1 row(s) throughout 2x4 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL= -0.001" @ 12'- 1.5" Allowed = 0.133" 9" oc in 1 row(s) throughout 2x9 webs. MAX HORIZ. LL DEFL= 0.006^ 9 10'- 8.0" MAX HORIZ. TL DEFL = 0.010" @ 10'- 8.0" 3-09710# 3-07-08 ��DB 3-09 Wind: 120 mph, h=17.3ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 7.00 Q 7 0o Truss designed for wind loads in the plane of the truss only. M-4x6 -M-6x6 3 0 k Cu N II__I II 1 a o 1 1 7 g 5 6 I 0 M-2.5x4 M-2.5x4 M-1.5x9 M-2.5x9 y b 1 1 3-06 9-03-09 3-04-04 J, l b ), ��ED P R OFex, 1-00 11-01-08 1-00 ��` �NGINEFR Co <2 Q 89200PE < JOB NAME: DR HORTON PLAN 3710-B - D1 Scale: 0.9891 ''el 411,41m • • � • • WARNINGS: GENERAL NOTES, mans Mew"ssnoted: v OREGON cr 1.BAAder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters ahem and Is for an individual s._ Al .,0 Truss: D 1 and Warnbga before construction commences. bWAig comment.Applicability of design parameters end proper 2 20 comprenbn wale bracing must be Installed Matte shown•.mmIncorporation of component lathe nsponlbalty of the**ding designer. <O " Y 1 If GN #3.Additional porary bracing toInsure stable*during combustion Gestin asaumasme row end bosom chords",be latently Maori atP 7ex.and ateegAngrod**M unless braced throughout their length by la the napanaMtiy of the ander,AGSMs'pemansMbudng of L`'R 1 continuous aheathbg such as plywood aheelhing(TC)enc..drywnO(BC). "q` R 10- DATE: 10/19/2016 the mud ebudun Is the nsponelDlly of the building dmgmr. 3.2s Inspect Mdging or lateral bracing nqulred where shown+• SEQ.: K2487319 4.No load should be applied to any component until seer all bracing and 4.l conassumes ion of ee.he nrowusyability ofther spacere nosN�ctor. rat. fasteners an complete end at no time should any loads greater man design loads*,.ppllad to any oomponenL and ate for Miy condition'of use. TRANS ID: LINK 5CompeenRMameontroloverandassumesmneponaalkyforth. 5.DedpneuumesMbeedngatelauppodseMx Stan or wedge EXPIRES: 12/31/2017 fabrication,hong,shipment 50 •isnt and ln. tn of De ms. 7. , ee mi ...mesoderm*drain...I.padded. October 19,2016 8.This design le fumbhed subpd to the lineations set form by B.Plates shell ba bested on both faces of truss.and placed so?Mr center TP9 W TCA In SCSI,copies of which will be furnished upon request lima coincide with laid cents,Ones. 9.Disks indicate site of plate in inches. Welt USA.InciCompuTnm Software 7.6.8(1 L).E t9.For best connector plate design values see EBR•131 t,ESR-1988(NTek) This design prepared from computer input by LUMBER SPECIFICATIONS GREG ARIEL TRUSS LC: 2x9 EF FICATR TRUSS SPAN 1'- 6.0" BC: 2x9 DF N1OBTR LOAD DURATION INCREASE= 1.15 IBC 2012 MAX MEMBER FO 02-4= 0G0g=1.00 SPACED 29.0" O.C. 2-3=( 0)) 5 52 2-4=((0)) 0 TC LATERAL SUPPORT 0- 12"OC. UON. 2-3=(-60) 2 BC LATERAL SUPPORT G= 12^OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF IES) OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX BRG REQUIRED BRG AREA TOTAL LOAD= 92.0 PSF LOCATIONS REACTIONS REACTION S SIZE SQ.IN. 0'- 0.0" -51/ 320V -7/ 33H 5.50^ 0.51 DFPE(C625) 1'- 5.0" -55/ 22V 0/ OH 2.00" 0.03 DF ( 625) 12 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 1'- 6.0" -45/ 26V 0/ OH 1.50" 0.04 OF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 7.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 BOTTOM CHORD CHECKED FOR lOpSF LIVE LOAD. TOP MAX LL DEFL = -0.002" 0 -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX PA CREEP DEFL = -0.003" @ -0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL= 0.001" @ 0'- 10.4" Allowed = 0.067" MAX TC PANEL TL DEFL = 0.001" @ 0'- 10.4" Allowed - 0.100^ MAX HORIZ. LL DEFL = -0.000" @ 1'- 5.2" MAX HORIZ. TL DEFL= -0.000" @ 1'- 5.2" Wind: 120 mph, h=16.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), -+' load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o co O N y O v O O 1'''. "q 1 .01a 14-2.5x4 l1-00 l 1-06 <c�,,ED PROp 'PROVIDE FULL BEARING;Jts:2,9,3 4,c 89200PE 9r JOB NAME: DR HORTON PLAN 3710-8 - El Scale: 1.0511 AZ- WARNINGS: DEIIERAI.NOTES, osis -I" Truss: El ,.Builder dnre*4 ncobactorMsuwMedvaesefe9Dama Not.. unless eco Warnings before constipation commences. 1.ThN design a bend only upon the parameters shown and is for en individual �� 4ff OREGON 2.911 bidding component Applicability of design parameters end [/ compression web hnalrp mud be Installed oAo,n Mann•. noorpeneen of component i the s chord. dew doper v 3.Additional ampere y bracing to Mauro debflky dumg conahugien 2.Design assumes me top end bottom chords N be Plenty braand at designer. �O qY 253� 1IX � DATE: 10/19/2016 Nth•mepomasyo/me ender.Addltlomipermenem bracing of Toe.anderrs...nepectNsy unhes braced throughout met anom by �T me wane ebuctwe*the roeponaroMy of the continuous eneaMNg soon es plywood ehn M SEQ.: K2487320 4.Ne load ensue be applied to mycomponent u h 43..In P,,,,,,1 map,truss rpwM enOMMwm+°j WeMBC)' /��Cy'�1 NaNMRen compNNaM atm tab e,bup. lees .n I.Inahtttelbn of trues NMe respobe u.y in.respecths eo near. Fl 1•+ TRANS ID: LINK deeigna.dabe. wNan "1 gee'«mm s.D..gn..sum.e6w.ee.nN6ewwm.non�enaw.wpom.m. ppg ycomponem. end en bray condition'of use. 5.Compo .drus Ms m Soa to over end assumes m responsibility bane d.Design.ee me full beanng at MI supports shown.Shim or wedge k Mrloobuo .oiNrg.ehpmaMeconbNNlbnofmmpomme, ry. EXPIRES: 12/31/2017 6.Thi.dsegn a Oen8hed sub(ect to ms S.W.,.est romr by 7.NAPA aeswnas ted en drainage a prevNetl. TPbWICA in SCSI.copies of whin sill be furnished upon requey. B.Plates coeirdbe Wonted both apsoftrees,end dined so their center October 19,2016 Imes adde with)et p ranter knee. MiTek USA,IncJComp.Trus Software 7.6.6(ILK 9.D For bask sire of pale h inches. 10. bask connector pats design rakes see ESR-1311.ESR.19,38(WOO This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 4'- 7.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x9 DF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-6=(-34) 95 6-3=(0) 85 BC: 2x9 DF 410855 SPACED 24.0" O-C. 2-3=(-158) 14 6-4=(-34) 95 WEBS: 2x4 DF STAND 3-4=1-158) 19 LOADING 9-5=( 0) 57 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)401,( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0•- 0.0" -28/ 307V -26/ 26H 5.50" 0.99 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 4'- 7.0" -28/ 306V 0/ OH 5.50" 0.99 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX 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 = -0.002" @ 5•- 7.0^ Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ 5'- 7.0^ Allowed = 0.133" MAX TC PANEL LL DEFL= 0.006" @ 1'- 2.7" Allowed = 0.127" 2-03-08 2-03-08 MAX TC PANEL TL DEFL- 0.006" @ 1'- 2.7" Allowed = 0.190" f f ' MAX HORIZ. LL DEFL= -0.000" @ 9'- 1.5" 12 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 1.5" 7.00 1;7' Q 7.00 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, HM-4x4 Truss designed for wind loads in the plane of the truss only. 3 4 I" Pildiltill111% 2.0 0.1 0511- 1 1•17 as ill' 7i /- w 6 I 0 O M-2.5x4 M-1.5x4 M-2.5x4 L 3 Y 2-03-08 2-03-08 b k b 3' 1-00 4-07 1-00 c. :`;\`. iNG PEFq `SAO Q4r29 =9200PE 1- JOB NAME: DR HORTON PLAN 3710-B - Fl Scale: 0.6308 CZ- WARNINGS: GENERALNOTFS, unb.e otherwise noted: 1.Bids aid erection contractor should be addeed step General Nates 1.DIM design is Med only upon the parameter shown and b for an hMWlMeI 7OREGON W Truss: F 1 and Warnings before cendnrdien commences bottling component Applcebby of design parameters end proper L N Ix 2.204 cempre.ebn web er.dn mud be ardaba where shown•. inoerporatfon et component h the reepon.bIRy of the balding designer. <0 4)- 14 2� 3.Addelend to poem brachg be beim eleamy during oonstrueaen i Design assumes the b0 end bottom chards a be latently forecast St 4J Q. is the reepesethlly of the erector.Additional permanent brdng of T eA.and N 10 mist repedlvely unless braced tiseugMN Iota length by �`' 1 t DATE: 10/19/2016 the overall structure le me re.ponebIty Dern' continuous aMdhing such se plywood shaathag(TG)ander Jywal(BC). �""R R eiaemod..igner. 3.arImpact bridging orbleb bracing required where shown„ SEQ.: K2487321 4.Ne bad should beeppbdbenycomponent until after elbracing end 4.bebibtbnofbuas*the responsibility efthe reepe.eoemnbedor. 5. fastener are compete end at no lime:Staid any beds greater ben Maim assumes trusses.r b be used m.non.neesve environment, TRANS ID: LINK design loads be tippled to tiny eompnnen s.and an:Naeu'".s AS betides g.et r.t shown.Shire lir d 5.CompnTnJMsno control over and assumsnorepondNRytor the ne�,,, "^� "pP°"` wedge EXPIRES: 12/31/2017 fabrication,Sending,shipment end installation orcomponents. 7.Design names ed.goete drainage*provided. October 19,2016 8.Thio design is furnished sublect to the limitations set forth by 8.Plates dw1 be baled on both tacos otr ws,and pieced se their center TPNMCA In 17031,eosin of Mddr di be furnished upon request Ills coincide with joint center Ines. 9.Diggs indicate she dilate In triches. MITek USA,IncJCompuTrua Software 7.6.6(1L)-E 10.For bads connecter pate design Wass see ESR-1311,ESR-7988(MRek) This design prepared from computer input by LUMBER SPECIFICATIONS GREG ARIEL TRUSS TRUSS SPAN 4•- 7.0 TC: 2x9 DF#166TR •, BC: 2x4 DF#1ABTR LOAD DURATION INCREASE - 1.15 1-2=(-160) 0 1-5= IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 ( 5-2=(0) 85 WEBS: 2x4 SF STAND SPACED 24.0•• O.C. 2-3=1-369) 0 5-3=(0) 100 TC LATERAL SUPPORT <= 12^OC. UON. LOADING 3-9=1 0) 57 LL( 25.0)-,DL( 7,D) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 0.0" 12.0" TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" 0/ 189V -24/ 2OH 5.50" 0.30 D R ( 825 Cs=1, Ce=1, Ct=1.1, I=1 q•_ 7.0^ -37/ 340V 0/ OH 5.50" 0.54 D£ 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ 5'- 7.0" 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" @ 5'- 7.0" Allowed = MAX TC PANEL LL DEFL = 0,006^ 0.133" MAX TC PANEL TL DEFL = 0.006" @ 3'- 4.3" Allowed = 0.127" @ 3'- 4.3" Allowed = 0.190^ 2-03-OB 2-03-08 HORIZ. LL DEFL = 0.000" @ 4•_ 1.s^ 4 T . MAX 12 fMAX HORIZ. TL DEFL - 0.000^ @ 4'- 1.5" 7.00 12 Q 7.00 Wind: 120 mph, h=16.8ft, TCDL=9.2,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. IIM-4x9 2 9.,"" ilgiig0ffi.....digigirILIIIN IIIIIIN4t N I -AIIIIMIIXIIIIb O ArglaIIIIIIIIBLIIIIIIIIIIIIIIIr 0 1 c M-2.5x4 M-1.5x4 M-2,5x4tp l l l 2-03-08 2-03-08 l 9-07 y k 1-DD � 0 PROF6 ,, S' � �yGINFj tc � � % ev 89200PE• r- JOB NAME: DR, HORTON PLAN 3710-B - F2 WARNINGS: Scale: 0.6040 Truss: F2 i.Bolder and erection GENERAL NGTEb, unless etberwlae noted: O t�IC.. contra Mould be advised of all General Notes 1.TNa design la based only upon me /Y� and Warnings before onstm fon oemmeneN, parameters Hewn and Is for M individual O ON 2,2x4 compression balding eomponeM.Applicability sign panmet.n ane 9.AddXbMlp h�n xM bradrp mush M mahMd wMn shown.. incorporation of component b the of of the ��r 'monolog/1yrory hnebg b bauro sbbllly during construction 2 Design manes the top and bottom chords b he laterally braced at designer. {' DATE: 10/19/2016 Isms efthe arsdor.AddGernlpermanent aradng of Yo.e.end at 1p e.o.re.Pect7✓aiy rmlass erased / 4/ 14 rZo1444 it, � }� the overall structure Is the responsibility of the building designer, contbcous sheathing such as plywood MealMn ssoC a d inek Neem by 3.2e Impact bridging or hderal srsd 9(T) dryweI(BC). SEQ.: K2487322 4.Noload.hewd be applied banyoengmnnt unlI WRmral bntlngend 4.In.toMbo of buss b me egrsgMM.whensiewn.. Iii -RR 10- DATE: TRANS ID: LINK fasteners are complete and at no Ma should any bads greater than 5.D ere to be nein aeo.p.posi contractor.eviron design beds be applied to any component. .elfin assumes trams ora b h used in a non-corrosive environment, 5.CompsTrue has no control over and aseum.a no and aro br'dry eonctlbn-oluse. Mn responsibility for me S.Dealn assumes all bearing at ell supports shorn.Shim or wedge B dnv.M4m.nt.neh�aninoretforth oto e.�.ry. EXPIRES: 12/31/2017 8,Thn design n furnished subject to the Imitations set forth by 8 Design assumes,deduon dnhege Is provided. TPWA'CA in BCSI,oople.of which edit be henlfod upon request S.PlescMei. Mjit cebothhasof inns,and plaeetlwihelr center October 19,2016 MRek USA,IncJCompuTrua Software 7.6,6(1 L}Enter Ines. Ones coincide �plate It Inches 9. gits MGM,sae of 10.For bask connector plate design values m ESR-7311,ESR-7988(MIT.k) This design prepared from computer input by ARIEL-KEITH LUMBER SPECIFICATIONS TRUSS SPAN 6•- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cg=1.00 TC: 2x9 DF#16BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 57 2-4=(5) 0 BC: 2x9 DF#l6BTR SPACED 29.0" O.C. 2-3=(-73) 55 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= 92.0 PSF 0'- 0.0" -13/ 397V -19/ 69H 5.50" 0.56 DF ( 625) 3'- 11.2" -66/ 115V 0/ OH 1.50" 0.18 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 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 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000^ @ 0'- 0.0" Allowed = 0.077" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0^ Allowed = 0.103" MAX BC PANEL LL DEFL= 0.011^ @ 2•- 8.6" Allowed = 0.253" MAX BC PANEL TL DEFL= -0.093" @ 3•- 1.9" Allowed = 0.337" 4-00 MAX HORIZ. LL DEFL- -0.000" @ 3'- 11.2" q '( MAX HORIZ. TL DEFL- -0.000" @ 3'- 11.2" 12 7.00 p Wind: 120 mph, h=17.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 -/ Truss designed for wind loads in the plane of the truss only. N O co O N O 1 c Offil O 1 M-2.5x4 l k k 1-00 (PROVIDE FULL BEARING;Jts:2,3,9 16-00 eco R OF8 �NGINEF1 /�2 9 989200PE r JOB NAME: DR HORTON PLAN 3710-B - 31 Scale: 0.6152 / , , WARNINGS: GENERAL NOTES, unless agarvn.noted: pG ,�ORE.GON �<G� 1.Builder and erectioneontredW orabobe*rivetedWailveteWailGeneral Neth Tee e design is bated only upon the parameters shear and islet an Individual Truss: Jl end Yearnings bolero mnAnNtlon commences. bel hg eomponeM.AppeaNby afdesign parameters and proper h 2.2e4 comgessbnw,wbradre mustt»Iwislad miens Grown 4. Incorporation of component lame responsibility otthe building designer. /O -9Y 14 2� 4 J.Addklood temporary bracing to Imre eeMby during conabudbn 2.Oeagn end at IS the tap and bottom k.echobaro be laterally braced at ie . k ghe napembMy alga erecter.Additional permanent bracing of 2'e.0. at IV o.c.respedNey unless braoedtMoughoul their length by �"J aonmm�usWeembg such as plywood shaethmg(TC)andtor drywaMBC). C fl R �-l^ DATE: 10/19/2016 the overall Mmdure la the tespensblNy of the building,designer. 3.2v Impact bridging or labral bradng required whom shown s o 4.No load should be welled to any component oil after al bedng and 4.Instelatbn of truss Is Mra a sponablty of the tepedco ha ntractor. SEQ.: K2487323fawmraeroornpteteandetneloneshouldernbedsgreaterthee 5.Design assumes ussaserabbeused leeno senoavesmtronment, TRANS I D: LINK design leach be appbed to any component and ane assumr Wry es full beefin'ofg use. 5.CompaTma nes no motel over and oosomes no responsibility for the 8.Design aeumaa leg beamg i N supports shown.Beim or wedge g EXPIRES: 1x/31/2017 mawry. + fabmeaon,handing.shipment and lmMa@on of component+. T.Design assumes adequate aslrage Is provided. October 19,2016 e.This deegn W NMemd aubad to Ina(Memns set form by B.Plates shall be bested on both faces of Inns,and placed so their center TPIWTCA In SCSI,melee of which eN be furnished open request. Isis cotmlde with ldnt center Ines. 9.Digits indicate sae et plate in inches. Mack USA,Inc/CompuTNe Software 7.8.6(1 L)}E 10,For basic connector plata design whew see ERR•t31 t,ESR-7988(Mask) This design prepared from computer input by LUMBER SPECIFICATIONS 2x4 LOAD DURATION INCREASE = 1.15 2-4= TRUSS SPAN 8'- 0.0^ BC: 2x4 DF R16BTR IBC 2012 MAX MEMBER FORCES GDF/Cq=1.00 SPACED 24.0" O.C. 1-2=( 0) 57 2-4=(0) 0 TC LATERAL SUPPORT <= 12^OC, UON. 2-3=(-90) 75 BC LATERAL SUPPORT <= 12"O0. UON, LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX BRG REQUIRED BAG AREA 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0"LOCATIONS REACTIONS REACT/ONS S SIZE SQ.IN. (SPECIES) -4/ 399V -25/ 80H 5.50" 0.64 DF ( 625) 5' 2.2" -92/ 159V 0/ OH 1.50" 0.25 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Cs-1, Ce=1, Ct=1.1, I=1 8'- 0.0" 0/ 77V 0/ OH 5.50" 0.12 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0^ Allowed - 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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'- 0.0" Allowed = 0.115" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.153" MAX TC PANEL LL DEFL = -0.041" @ 3'- 0.1" Allowed = 0.357" MAX BC PANEL TL DEFL= -0.169" @ 4'- 1.4" Allowed = 0.470" 5-03 fMAX HORIZ. LL DEFL = -0.000" @ 5'- 2.2" MAX HORIZ. TL DEFL= -0.000" @ 5'- 2.2" 12 7.00 3 Wind: 120 mph, h=17.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), load duration factor=1.6, Truss designed for wind loads 1 in the plane of the truss only. v rh N I c MA o 1 �4 -, i M-2.5x4 1 y 1-00 )PROVIDE FULL BEARING;Jts:2,3,4 1 8-00 y 89200PE 9f JOB NAME: DR HORTON PLAN 3710-B - J2 Scale: 0.5762 � ` •• WARNINGS: GENERAL NOTES, unless amain Truss. J2 I.e9tideranda�.anenconreder.neudwaddendslapGenerxNae. nelad� Q and Warningsandorbaneoolwbuorshction ad be advt. 1.TNs design b based only Upon the parameters shown and h tor an IncGanl 2.264 compression web building component.Applicability Maar parameters am proper '9L ,�OREGON lr✓ brsdrg must Metaled where Sloan.. Geo GCMG n of6066im M*the nsponsiblllty eta MAMA designer. 3.aadtbMl*mpanry bracing*Mian snpNty dgmnp eemtnletbn Z Design assumes m.rap and bottom dada to be lateral braced at //� -q}. 14 24� P}IA � DATE: 10/19/2016 * rsspa^"�4'eftM erecter.Additional permanent bracing of 7on.andatIDo.e.rosputival,nkss broad throughout Meg length by �/ Q Ina evanti amldurs*the napensloAtiy of IM betiding daNgner, ....tm oss=Mammp such..planed sheaMkgap safer dtypsigg0). ` V SEQ.: K2487324 4.No load should a applied to any component maa er al brewing end e:IntMmiwmionalm At he ropellaley of Mdging or banal bracing V»resapuo8ve,m.. R R'�`= ve oontractor. As hMn are complete and at no time amid my loads Goldman 5.Design names busses are to be and In a non-comsat imam/lent. TRANS ID: LINK design loads be spelled to any component. and an for•a"condition"or use. 5.CempuTroe Ins no contra over and anima no roapenabily Mme 6.Design assumes M be.rbg at N supports shown,Shin or wedge 6 fabrication,handling,shipment and lrw*Mlon of components. mammy. EXPIRES: 12/31/2017 6.Th*design*9aehhtie subject to the Nmgamone p/(om,by 7.Design chump adequate Manage*provided. TP8WTCA In SCSI,copies Mich MAN be fumbled 8.Platesint ids*MO on both faces Minns,and placed tie gni amen October 19,2016 ,Son request. lines aMytinlcanter Ines. MiTek USA,hw./CompuTrua Software 7.6.6(1 L}E s. timate.0.of plate In inches. to.For bask connector p**design alas see ESR-1311.ESR-1966(MITeeq This design prepared from computer input by ARIEL-KEITH LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 61600R LOAD DURATION INCREASE = 1.15 1-2=(-98) 84 1-3=(0) 0 BC: 2x4 DF H16BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" 0/ 289V -26/ 70H 5.50" 0.46 DF ( 625) TOTAL LOAD= 42.0 PSF 5'- 11.2" -88/ 173V 0/ OH 1.50" 0.28 OF ( 625) 8'- 0.0" 0/ 83V 0/ OH 5.50^ 0.13 OF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Cs-1, Ce=1, Ct=1.1, I=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= 0.000^ @ 0'- 0.0" Allowed = 0.077^ MAX TL CREEP DEFL - 0.000" @ 0'- 0.0" Allowed = 0.103" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = -0.076" @ 3'- 4.9" Allowed = 0.415" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL TL DEFL = -0.186" @ 4'- 1.4" Allowed = 0.470" MAX HORIZ. LL DEFL = -0.000" @ 5'- 11.2" 6-00 MAX HORIZ. TL DEFL= -0.000^ @ 5'- 11.2" 12 Wind: 120 mph, h=17.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 load duration factor=l.6, -/ Truss designed for wind loads in the plane of the truss only. (N O O r9 N O CEli O 1 0.-=.0.11 ►�3 f O M-2.5x4 k 8-00 y �SkEp PROFFAS (PROVIDE FULL BEARING;Jts:l,2,3 I 'f_sC♦ 0AGINE$), (51zo Q 89200PE 9r • JOB NAME: DR NORTON PLAN 3710-B - J3 Scale: 0.5620 ._ '411°111111r. - WARNINGS: GENERAL NOTES, unless otMWNhenoted: SO 4).OREGON <G/� 1.Stader and median contredof Mold be advised of all Oenenl Notes 1.This design Abased only upon the peremeten Wpm and k for an Individual Truss: J3 and Warnings beton eoMruesen commences. building component Appleablltyefdesign perimeters and proper 2.24 cempmebn web bracing must be Instilled where shown 4. Incorporation of component late response:41y of Me building d&Saner. I �r 4 F1Q� �} 3.AdGlbnal temporary bracing to Insure Nobility during eensMwtbn 2 Design assumes the top and bottom chords b be latar•p braced at O 4 Q, Is the respond:4W of the ender.Additional permanent b,aa g of Y ntkO.0and at 7C e.c.reach en ply unties braced tlaoeg rad/their length by V DATE: 10/19/2016 the overall structure Is the responsibility of the coMncoue sheathing such es plywood sheathing(TC)ander dryrwA(BC). R R 1 L� beidyg designer. 3.Mlmpact bridging or latest bndrg required where shown.• SEQ.: K2487325 it No load should aapplied toenycomponent unlit after albr.argand 4.Installation of tussle MerespenslbRAyefthe nspecgvewnbedor. tManen are complete and at no time Motel any bads greater than 5.Design assumes Wows en to be used In a noncorrosive environment TRANS ID: LINK design b.aba•ppX•db any component. 5.andan assume dMIbeesrbq nen support shown.shim or wedge 5.Ca Trashesne�MoloverandassumesnoresponsibiNyfortheEXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. 's'a"ry. '.Design hal5scale oneaalnag.e°npd, October 19,2016 8.This design is(=lolled wq.anfid limitations set forth by B.Plates Melba located en both faces of Inns,and Owed so MM seder TPU W TGA In SCSI,copies of whin will be furnished upon request Anes aindde with Je1M center lines. 8.DgIn kkkate We of plate b inches. MITek USA.Ind./CampuTnn Software 7.6.6(11)-E to.For bask connector plan design vides see ESR•131 I.ESR-1W8S(MITek) LUMBER SPECIFICATIONS This design prepared from computer input by TC: 2x9 DF M1aBTR ARIEL-KEITH BC: 2x9 EC 8ICATR TRUSS SPAN 3•- 9.0^ LOAD DURATION INCREASE 1.15 IBC 2012 MAX MEM-ER FORCES 9WR/GDF/Cq=1.00 TC LATERAL SUPPORT <= SPACED D NG O.C. 12"OC. UON. 1-2=( 0) 57 2-9=(0) 0 BC LATERAL <= 12"OC. UON. LOADING 2-3=(-69) 18 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF OVERHANGS: SUPPORT < 0 0" DL ON BOTTOM CHORD= 10.0 PSF OCATIOG MAX VERT MAX THORZ/ON TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS BRG REQUIRED BRG AREA 0'- 0.0" -24/ 320VREACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 3'- 5.4" -17/ 58H 5.50" 0.51 OF ( 625) Cs=1, Ce=1, Ct= 1 -28/ 89V 0/ OH 1.50" 0.14 OF ( 625) 1.1, I= 3'- 9.0" 0/ 92V 0/ OH 5.50" 0.07 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR !BASF LIVE LOAD. TOP MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.223" - MAX TC PANEL LL DEFL = 0.005" @ 1•- 8.9" Allowed 0.223" MAX TC PANEL TL DEFL = -0.008" @ 2'- 0.7" Allowed = 0.334" 3-06-02 MAX HORIZ. LL DEFL= -0.000" @ 3'- 5.4" MAX HORIZ. TL DEFL = -0.000" @ 3'- 5.4" 12 7.00 Wind: 120 mph, h=17.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 .-I i nrO N CV O I erOMil O '=' 4 1 �� -'. M-2.5x4 1-00 3-09 ROVIDE FULL BEARING;Jts:2 4 3 �t.0 PRO,c, (CS*NGINFF 9O uS'/C. " JOB NAME: DR HORTON PLAN 3710-8 - Jq ' 89200P E WARNINGS: GENERAL 0.6356 TYllSS: J9 I.Budder end erection contractor should baaevieee Wad General Notes °ENERAt N°3Es, unless e8wrwlse noted: aud 1'J midge coon conector sh and be ad a. 1.TMS design h based only upon the parameters shown end M for an IndWHusi 2 2s9 commroukn web bradng must be Metaled where shown e, building component Applicability of design p4rometen end proper Zj/ OREGON 3.AddgbrW temporary bracing to insure stebNy during 2. 01W radon of component eine raspomlbHAy oltlms bugdhp designer. fes. //�� DATE: 10/19/2016 la the nwoml r'g w"atru`tlon Design assumes the top and bottom chord.to be Shinty braced at W bib/of weds.Additional .nee bracing of zos.aMer1°sc.nsWdNsy punlesslywood braced mro0 n1 14 2 Vil�� tlme overatl seuefies h me raponegdRy of IM Making dealgner. C0"IkuoveenWllig each as plywood eMsM vOhotd Mei, by S EQ. K2487326 4,teleM eheuk be applied to myoempanit bd elbragbndr. and 3.2x Impact bridging allele.* �(TC) s drywall(BC). Aeranera...mkt.endermtlme mould any bpd. 1.irwMMbn el Inns is the required errown.. �FRR1L1"- TRANS ID: LINK ePFSed 5.Desyn„su eco- .,0,0lo°aN�d noflsnsorrosive w contractor. environment, tlee1g11tom*,.bamkt.to pf ogoy,Compoo and are 'drykr 5.CseWrTraa Ma no control over end assumes no corkPoen"of use, nemorobgtly for the 8.Design scans fug barringr el supports shown.Shin or wedge If fabrication,handing.shipment and installation of cammeneMa. euewry• B.MN design i.hardened subject to A.ietlerkn.Mt tee by T."Design swum„,adequate drainage NproskeLL EXPIRES: _ 1'��:;1/ 017 TPUWTGA In Bd91,oodles of which will be fumlermatl upon request. D'Plane coincide be bested en both feces of truss and placed so their mho. L9lrweusA,np,cp ""seee1nC°.well 0)0.n^^d"tertl00. October 19,2016 Inpu7rus Software 7.8.8(1 L}E B.Fplh indices Sof of plate In inches. 9.For bask connector pieta deaf verses see ESR-1311.ESR-1938 NITA) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 4'- 3.2" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 111&3TR LOAD DURATION INCREASE= 1.15 1-2=( 0) 57 2-4=(0) 0 BC: 2x4 DF 816BTR SPACED 24.0" O.C. 2-3=(-82) 20 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD- 42.0 PSF 0'- 0.0" -32/ 323V -20/ 67H 5.50" 0.52 DF ( 625) 1'- 9.2" -33/ 71V 0/ OH 5.50" 0.11 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4'- 3.2" -32/ 101V 0/ OH 1.50" 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" 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX Ti CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.053" 7.00 MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.070" MAX HORIZ. LL DEFL = -0.000" @ 4'- 2.4" 3 -1 MAX HORIZ. Ti DEFL = -0.000" @ 4'- 2.4" Wind: 120 mph, h=17.4ft, 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. 0 N N ,_ �� 4 ti, �' 0 1 M-2.5x4 y y 1 b 1-00 2-00 2-03-03 'PROVIDE FULL BEARING:Jts:2,4,3 I �EP R Ore, S� N3N / \� ,s � 04. Q 89200PE JOB NAME: DR HORTON PLAN 3710-B - JD2 Scale: 0.7213 __ WARNINGS: GENERAL HMS, uneeeemerwiseeaten 1.1. OREGON <v� 1.Sutlerection Sutler and embalm should be edwsed of all Genet.Notes 1.This design MWomen erdy upon Bethe penmetem Nn end M for an Individual Truss: JD2 and Warnings beton construction commences. building component.Applicability of design parameters and proper `' 2.9r4 compression web bracing muni he Willed when shown�. Ineerpontbn of component is the napeflshWy of the building designer. /1 All r 14 2-C3 �4 3.Additional temporary timing te Man debility during construction 2.Design assumes the top and bottom chorda to be laterally bread at �/ Q le the npeaDNy.fthe erector.Additional p.eeareM bracing of 7 o.e.and x110 e.n respectively unlemod n braved throughout tlwk length by MFR 14` V continuous sheathing such as plywood eheathing(TC)soda drywell(BCI. DATE: 10/19/2016 the Samestructure is the msponnG ty of the building designer. 3.9,Impact bridging or MMnd bracing required where*hewn o" 4.No bad Wield be applied to any component rare d alter el br. g and 4.bnalMaen dawn Mme regwnrbwq etas respective conbadel. SEQ.: K2487327 Wen..areconpleteendatnotheerwuMallbeadsgreeterthen 5.Deapnassumes k eanetcroseusedMeeon.eo non-corrosive content. deter lads a apples a any amponent. end ere for'dry condition'of use. TRANS ID: LINK e.Design mums gbeamgatatsupper's snenw.SNmorwedge if EXPIRES: 12/31/2017 5.Cempunushn a control over and SWAMI no reopen/Ally the , ysery. fellation.hammng.aNpm.Mend Mr.letien el components. 7.Design assumes adequate drainage is prorated. October 19,2016 5.This design leeunahed aubledrothe llmbtOne.rlem,37 S.Plies shall be bated on beth faces.buss,end placed so their canter TPwWTCA M SCSI,eopin...eh colih.furnished open request. 9.Ines oNkde sheofOdelint center line. MiTek USA.Inc/ComplTnie Software 7.6.6(1L)E 10.F.bask arnedor plate design voles see ESR-1311,ESR-1955(MITak) . Symbols Numbering System ,1> General Safety Notes 3i4 Center plate on joint unless x,y 16-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Dimensions are in ft-in-sixteenths. Damage or Personal Injury 1111464„ Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. MOMEESMININIMIIIMINIONI TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0-/1fi r 2. Truss bracing must be designed by an engineer.For _ LYO 4 wide truss spacing,individual lateral braces themselves 1....., _ bracing should be cmay require o side alternative or d. Tor I U 3. Never exceed the design loading shown and never O D iiiiii.26,1 2 O U stack materials on inadequately braced trusses. For 4 x 2 orientation,locate ~ a O 4. Provide copies of this truss design to the building plates 0- 'HA'from outside BOTTOM CHORDS designer,erection supervisor,property owner and edge of truss. all other interested parties. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each �� required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO o�ons ares regulated Knots and wane at joint connector plates. THE LEFT. by ANSI/TPI 1. *Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 7. Design assumes trusses will be suitably protected from software or upon request NUMBERS/LETTERS. the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted,moisture content of lumber PLATE SIZE shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: The first dimension is the plate use with fire retardant,preservative treated,or green lumber. 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 10.Camber is anon-structural considerationnerl and is the to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camberebsiorid dead load deflection.fabricator.General the length parallel to slots. for dead load deflection. practice is to LATERAL BRACING LOCATION 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: / Indicated by symbol shown and/or SYP represents values as published in all respects,equal to or better than that by text in the bracing section of the by AWC in the 2005/2012 NDS specified. SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing if indicated. with effective date of June 1,2013 spacing indicated on design. BEARING 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. II Indicates location where bearings 15.Connections not shown are the responsibility of others. (supports)occur. Icons vary but 16.Do not cut or after truss member or plate without prior #111111111111P IIIIIIIMII reaction section indicates joint ©2012 MiTeke All Rights Reserved approval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. M_ 8 18.Use of green or treated lumber may Industry Standards: project engineery pose unacceptable environmental,health or ANSITTPI1: National Design Specification for Metalertormance risks.Consult with before use. Plate Connected Wood Truss Construction. 19.Review all port (fro , , or DSB-89: Design Standard for Bracing. �d pictures)beforeof use.this Reviewineesign BCSI: Building Component Safety Information, Te is not sufficient.ions g Pictuntrebacks awlone ds miiiii 1( Guide to Good Practice for Handling, ■ a 20.Design assumes manufacture in accordance with Installing&Bracing of Metal Plate ANSINPI 1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet MII-7473 rev.01/29/2013