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Plans iii(5rSZK 5to l` L? o 4 I 5 I L4 8-00-00_ DR HORTON L l (-I5 PLAN 3725 "B' L4 �. R; R4 R2 JR2�• � � I JL2 GARAGE RIGHT JR4 , JR6 �r 1 („1,, Jlb : - ,* JAB — , I r JL8 -- . ' 6111111\. "' - - - '- ' Ai • go, JRi2 ow F A IN 14 or i 110 �l112 � lAiLJL8 or, iI ........ E., ! ��,,� 0 7/12 PITCH 1-0 O.H. I m JL6 � • i 7/ ii_ 5/12 PITCH 1-0 O.H. (REAR P�'CH) o �J 4. �! ��i :�� 4 T 3/12 PITCH MATCH IV UP I ` �/lii 5 8-00-00 i 11� 1, 1I t ' - . , S.B. I� �i � iir Z 9-10-00 - — LOWEF � 1 ' �I a 7�12 ARIEL TRUSS L . LL, S.B ,� Ii' _ --- _ --■ Il ! /I 1574-7333 ig* „ ,,,„ M 12 DRAWN BY: ---- 6 5 1 ._' IF ° C/ KEVIN LENDE o 0 `— r f--g R1 ( I� -17 �IA/V Ii o I I 0- - 5 ROP �`-'” G/E rC( ,I�II o "' G G/E ; 21-01-00 y I 10-11-00 SPAN i r TOP OF BEAM AT y 10-06-08 y SPAN -!4 642.1 2. Inc. Lv5Z�-� C7ok( mit MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: DR HORTON PLAN 3725-B ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Ariel Truss Co.. Pages or sheets covered by this seal: K2266820 thru K2266843 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. B RED Opt. 4.4 0NGINtFR �'>O 89200PE -9r. 4. 4OREGON Ix 4f <O -9y 14 2� *" FRR ILA- P • August 11,2016 Baxter,David IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s)identified and that the designs comply with ANSI/TPI 1.These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek.Any project specific information included is for MiTek's customer's file reference purpose only,and was not taken into account in the preparation of these designs.MiTek has not independently verified the applicability of the design parameters or the designs for any particular building.Before use,the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 41&BTR LOAD DURATION INCREASE= 1.15 1-2=( 0) 43 2-5-(-25) 23 3-5=(-216) 90 BC: 2x4 OF 81&BTR SPACED 24.0" O.C. 2-3=(-98) 71 3-9=( -8) 0 WEBS: 2x9 DF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BOG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -25/ 435V -25/ 76H 5.50" 0.70 DF ( 625) OVERHANGS: 12.0" 0.0" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 7'- 0.0" 0/ 284V 0/ OH 2.00" 0.45 DF ( 625) Cs-1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DDEFLO-0.002" @ TION LIMITS: LLL/240,ATL L/180wed 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL=-0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL=-0.153" @ 3'- 6.9" Allowed - 0.426" MAX TC PANEL TL DEFL- -0.219" @ 3'- 6.9" Allowed = 0.638" MAX HORIZ. LL DEFL=-0.000" @ 6'- 8.8" MAX HORIZ. TL DEFL--0.000" @ 6'- 8.8" 6-08-12 0-03-04 Wind: 120 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5.00 D M-1.5X4 load duration factor.1.6, 4 Truss designed fox wind loads 3 in the plane of the truss only. - / .+ N � 5_, O Parann 0 M-2.5x9 M-1.5x9 1 6-08-12 0-03-04 y PROFF 1-00 7-00 '�`�- G,INEER`S'/, 89200PE JOB NAME: DR NORTON PLAN 3725-B -Al Scale: 0.5406 •�< wARfw1o6: GENERAL NOTES, mime ohendtenoted. OREGON 1.sued=end eredbn antnctor.nixed be advised oleo General Noes I.This nr s design is based only upon the pe,e .ao shown end is toren individual Truss: Al end wpm,.beton consnudwrr oomnaneas. boldine component.ApPeab6H of deep"peremeten end proper 2-°-% �.aro ampmekn web bndne eat be retailed sdan.ewn.. nee po don of ampeent bine n.ponab Ry of the wgang designer LIQ :Y 14 `s> 3.AdtlaenlPmpnO00 bracing b Mon e1e661,1 during construction 2.Design awl ort 1 names the re •a ctd bo1am es,beto be tease bread at teNsasponmiByerns.ndc,.AadNon.lpermanent bednget cornentlaeathin such.cpNw 8eb<eNNBTC)0ndIroughout tn.bbrqu,br "k-F y--1�4."~ eento.,ou.>I»wdnp.ran»pM1n+ood.n..e�v(Tctenm«ayweoc6cl. El DATE: 8/10/2 016 the vise structure is the reapenently of the building dmi9nef. 3.2r impact bridging mineral bruins required when shown 2+ 4.No bad should be applied to Im:comnt until after dbndng end 4.Indention of buss nWanalblidden =M em. SEQ.: K2266820fasteners ere compete end at no Rn..odd soy beds greeter nen S.Doan mamas ton...entohoused lite"onto:sM ask:morel, tledge bade a eppMdb any arrpon.M. end are lordry ones"•01 use. TRANS ID: LINK 6.Despnm mesMIbearingatdwpportsshown.Shimorwedgeit EXPIRES: 121/2017 5.Campu7Nehes ewntrolover andma moereepon bRlyforthe ea„e,y, nbrt doe.h.ndi g.dipm.madmwntionofcomponents. 7.Design assumes Menet*drainage bprovided. August 11,2016 6.mb design TOBOnTOPad.uhj.dbn the 1004014000 0.4 00,0,b C.Pan.web.located efl boll,TOO.,004,005.end rioted so llndr 0.04., TPwvrCAto SCSI,apes ofwinchnill be punned upon naaest Ino onade with lordoenbrMax 0.Dgn iekeb ace of pas le MM..- WPM USA,ncJOompaTrus Smears 7.6.6(1 LK 10.For bask corvette,Pete design values dee ESR-1311.ESR-1988(Wen 1 This design prepared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 7•- 0.0•• BC: 2X9 DF R166TR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cid=1.00 SPACED 24.0" O.C. 1-2=( 0) 43 2-9=(0) 0 TC LATERAL SUPPORT <= 12"OC, UON. 2-3=(-53) 50 BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.D) ON TOP CHORD= 32.0 PSF OVERHANGS: 12.0" 0.0^ DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) O'- 0.0" -11/ 353V -3/ 4311 5,50^ 0.50 DF ( 625) 3•- 11.0" -72/ 122V 0/ OH 2.00" 0.20 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Cs=1, Ce=1, Ct=1.1, I=1 7•- 0.0" 0/ 114V 0/ OH 2.00" 0.18 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL= -0.002^ @ -1'- 0.0^ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL=-0.003" @ _1r_ Allowed= 0.100" MAX LL DEFL= 0.000" @ 0'- 0.0" Allowed = 0.133" 2.3^ Allowed = 0.307" MAX BC PANEL LL DEFL= 0.015" @ 3'- 8.3" Allowed = 0.307" MAX BC PANEL TL DEFL=-0.085" @ 4'- 2.2" Allowed 0.410" MAX BC PANEL TL DEFL --0.046^ @ q'_ 2,2" Allowed - 0.410" 7-00 MAX HOAR. LL DEFL=-0.000" @ 3'- 11.0" MAX HORIZ. IL DEFL = 0.000" @ 3'- 11.0" 12 5.00 Wind: 120 mph, h=15ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 y g'' '+ I O' 1 m 0 1 M. i�9 M-2.5x4 l ,1 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 7-00 y �(9,ED PROFFS �G.. ,NGVNE�R cSj0,s, 89200PE vv JOB NAME: DR HORTON PLAN 3725-B -A2 Scale: 0,6211 / e ......_ WARNINGS: GENERAL NOTES, Truss: A2 ,.eiNs.tt erection contractor should be anted of as General Notes ales omarwbe noted .naw.mq..f...nn•aud.nn.mm.w... ,.Tore„y�re„.a«arw•nawP•nme.n.rom,ne. an Individual �G OREGON 2.244 compression web brabuatrp component.Applkebily of design pammetsn sod prayer �L/ bracing mut be Retailed Hen non.. IMorp•ntlen of component 4 the r•sponnally of the bulking designer. 3.MdRkmitengonrybraWgtohsurateblpytluringconshuctkn 1 Design asannesthetopandb,eoe,dordsrobehtenaybr cede 41..0" DATE: 8/10/2016 'me1Nae^.axMdaearemer.Adawn.lpam.nembr.angor poreatat10o.e.respem�elymantes.dtteeupwmm•alengthby /� �r 14 Z�� AT IM overall shudvs Gthsngpns,Jly of the building donne',, hoped bridging such bplywood sireagware 8son,mynaa(6C). (^p ` `_ SEQ•: 1(2266821 a No lead should b•nulledh soy component unq eller sl Meng 3.ax aadb mems arhroralbracingngtnd Hon anon.. M£41 R'L*' 4.beroatkn nof wnss M the reapnnsaany of the mannmannmanor.er. TRANS ID: LINK Inners are compend d at no lane shoum Ions s grt•rtinn 5.Design mums beers em to be used In a non-donne environment, dna ken W applied to arty component. and are for roman- use. S.CampuTrw ManecontmlowraM assumes no napensibWyfm Me 6.Design.wanes til bearing st•a support shown.Shim or wedged fabrication,hang,shipment end Retention sn components. n�°�" EXPIRES: 12/31/2017 e'Thk assign k fumhMd whin to the knarllbM vet fort by 7.Design assumssoa egate rMnge Is provided. TPFWTCA In BCS(,copies ankh a al be Mniehed upon B.be in beboatedoe ter hoes afimr,end*we so Bralr«tet August 11,2016 rarplet. lines minds wmt(dnt center ems. Wok USA,IneJCompuTnla Software 7,6.6(1 L}E a Digits(nine see d plan In Ines. IS.For bask connector phh deelgn vane see EBR•171 t,ESR4I6s Mtn This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 27-01-08 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF#1:81K LOAD DURATION INCREASE= 1.15 (Non-Rep) 1- 2=( 0) 56 2-10=1-282) 3852 2- 3=(-4546) 406 BC: 2x4 DF ll&BTR 2- 3=(-4546) 406 10-11=(-420) 5032 4-10=( 0) 1310 WEBS: 2x4 DF STAND LOADING 3- 4=(-4510) 426 11- 8=1-282) 3852 10- 5=(-1084) 252 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4- 5=(-4266) 360 5-11=(-1084) 252 TC LATERAL SUPPORT <= 12"0C. DON. Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' 5- 6=(-4266) 360 11- 6=( 0) 1310 BC LATERAL SUPPORT <= 12"0C. DON. 6- 7=(-4510) 426 7- 8=(-4546) 406 TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 27'- 1.5" V 7- 8=1-4546) 406 BC UNIF IL( 0,0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 27'- 1.5"V 8- 9=( 0) 56 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC UNIF LL( 75.0)+01,( 21.0)= 96.0 PLF 8'- 0.0" TO 19'- 1.5"V AIS FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 0.0)+UL( 30.D)= 30.0 PLF 0'- 0.0" TO 27'- 1.5" V BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TC CONC LL( 466.7)+OL( 130.7)= 597.3 LBS @ 8'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-11-00 2-11-00 TC CONC LL( 466.7)+D1,1 130.7)= 597.3 LBS @ 19'- 1.5" 0'- 0.0" -180/ 2941V -79/ 79H 5.50" 4.71 DF ( 625) 27'- 1.5" -180/ 2941V 0/ OH 5.50" 4.71 DF ( 625) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DOE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -�'- ( 2 ) complete trusses required. MAX LL DEFL=-0.001" @ -1'- 0.0" Allowed = 0.100" Join together 2 ply with 3^x.131 DIA GUN MAX TL CREEP DEFL= -0.001" @ -1'- 0.0" Allowed= 0.133" nails staggered at: MAX LL DEFT.= 0.171" @ 24'- 2.3" Allowed = 1.310" n) 9" oar in 1 row(s) throughout 2x4 top chords, MAX IL CREEP DEFT.= 0.343" @ 24'- 2.3" Allowed = 1.747" /X\/x` 9" oc in 1 row(s) throughout 2x9 bottom chords, MAX LL DEFT.= -0.001" @ 28'- 1.5" Allowed = 0.100" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL= -0.001" @ 28'- 1.5" Allowed = 0.133" MAX HORIZ. LL DEFL= 0.045" @ 26'- 8.0" MAX HORIZ. TL DEFL= 0.071" @ 26'- 8.0" Wind: 120 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.E, Truss designed for wind loads 8-00 11-01-08 8-00 in the plane of the truss only. 1 4 T T 3-01 4-11 5-06-12 5-06-12 4-11 3-01 T 1. +597.308 1 +597.308 1 1' 12 12 7.00 M-5x6 M-2.5x4 M-5x6 Q 7.00 40 6 444 M-2.5x9 \/\\/ M-2.5x9 0 " �(N 04. J 10 11 'l • 0 O 1 M-3x6 M-2.5x4 1714-4x4 M-3x8 00 MSHS-3x10(5) y y y (Gc`VD PRafic9-02-07 8-08-09 9-02-07 s Sy y 1 �� NGiNE / 9-11 17-02-08 r::!, t. � 9a # 0 91-0 27-01-08 1-00 Q 89200PE t-- JOB NAME: DR HORTON PLAN 3725-B -B1 Scale: 0.2178 � e^" WARWNOI: GENERALNOTEN, unbasomecNse noted: VP I.Bolder and areceon rmwnctor timid he advised of all General Netes 1.The design a based any upon the pararier&shown and is for an mlvldual yL ,,OREGON �Lti Truss: B1 and WaMrgs Wore construction commences. bolding component.Applraedey of design poromaem and proper !t� 2 tissemprsubnweb brso gmustMMdaled***shown+. eroo,oneonofcomponent tattle responsDByofaroClangdesigner. , 4 14 2P 4 3.AddRond temporary bracingte Mare nobility rang con uetion 1 Design saaumes me by dna bottom chords to M Mandy booed et �� N ms neponebtiel'a/1M stetter.AedAanst permanent liming of 7 on.and*IV e..respedspy unless bread throughout their length by continuum Metalling such es pyvroel mesming(TC)e000r dyvnl(BC). ,�RIO, '��. DATE: 8/10/2016 the email abudun rine responsibility else Cldeg designer. 3.2s ImMct bridging a lateral boning ra9uned where eMwn++ SEQ.: K2266822 4.No hod mould be appMd to any component lnilalsr el Bradeg sow 5 Installation ethos,I menesponslbNy aftne..6.cev.mmlmotr. fannersgm am eemlieto sod st no .should any rads groaner men 0plgn moms Moms are to be used In a nonconesl.snvbanmcnt TRANS ID: LINK Ossgn loads Mweed to any component 0.Crdsorcroreesumesay ring at M supports shown.sown or 5.Complannis m gondol own and swarm no tssoestRly rt me mammy. EX.PIRES: 12/31/2017 MCkeeon,Minding,mlpnarm and mstaNmn of components. 7.Design assume:sdamn%drained*is provided. August 11,2 16 B.Thisdsslgn b furnished subject r the enatebns est rem by e.peas she M bested on bath farms of huss,end pissed so mer center T 580054 In BC51.eoples of whim will M furnished upon repose'. Ines**CdO aMt fond cent.Mss. Digits9. Indicate sive fhIn ia PAW(USA.InnfCatpTnn Software 7.6.6 1L E o.For bun connector Pre design vines sea ES-1371,ESR1889(Mc) This design prepared from computer input by LUMBER SPECIFICATIONS GREG ARIEL TRUSS TC: 2x4 DF#16BTR TRUSS SPAN 27'- 1.5^ BC: 2x9 DF 6loRelrBTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 9WR/GDF/)-20040 WEBS: 2x9 DF STAND SPACED 24.0" D.C. 1- 2=( 0) 57 2-12-(-28) 1520 2-3=(-2004) 2- 3=1-2004) 111 12-13=(-75) 1789 4-12=) 2000) 557 TC LATERAL SUPPORT 0- 12"OC. UON. LOADING 3- 9>(-1891) 131 13-10=(-28) 1520 12- 6=( -477) 90 BC LATERAL SUPPORT <= 12^OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD= 32.0 PSF 4- 5=( 0) 0 6-13= DL ON BOTTOM CHORD= 4- 6= ( -477) 90 _______________ _ _ _ _ 10.0 PSF (-1635) 127 13- 8=( 0) 557 ____ ___ _ _= TOTAL LOAD= 42.0 PSF 6- 8=(-1635) 127 9-10=(-2009) 111 NOTE: 2x4 BRACING AT 24"OC UON. FOR 7- 8=( 0) 0 ALLFLATCHORD AREAS NOT SHEATHED Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9- 9=(-1891) 131 Cs=1, Ce=i, Ct=1.1, I=i, Lu=50' 9-10=(_2009) 111 10-11=( 0) 57 LET INS: 2-11-00 2-11-00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENT3 OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS' 12.0^ 12.0" BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR 10900 LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. - 0.0•' -99/ 1561V -79/ 79H 5.50" 2.50 OF 277,'- 1.5" -99/ 1561V 0/ OH 5.50" 2.50 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TI,CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= -0.345" @ 2'- 11.2" Allowed - 1.310" MAX TL CREEP DEFL= -0.313" @ 2'- 11.2" Allowed - 1.747" MAX LL DEFL=-0.002" @ 28'- 1.5" Allowed - 0.100" MAX TL CREEP°EFL= -0.003" @ 28'- 1.5" Allowed - 0.133" MAX HORIZ. LL DEFL= 0.034" P 26'- 8.0" MAX HORIZ. TL DEFL= 0.054" P 26'- 8.0" 10-00 1. 7-01-08 10-00 3-01 4-08 2-03 3-06-12 3-06-12 2-03 f- f9-08 3-01 Wind: 120 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ff (All Heights), Enclosed, Cat.2, EXP.B, NWFRS(Dir), T load duration factor=1.6, .( 8-00 Truss designed for wind loads { 8-00 in the plane of the truss only. 12 5 7 f 7.00 17 M-4x6 12 4M-4x6 M-4x6 Q 7.00 6 M-2.5x4 3V\11/ .M-2.5x4 N O cv t 1 J O 12 Rb �, o o M-3x8 M-2.5x4 :=M-4x4 13 1 0 M-3xB MSHS-3x10(S) o l y y y9-02-07 8-08-09 9-02-07 I � c1'y l l GEFSi9-11 17-02-0e omCA NQ.0.. 9y yi-oo 27-01-08 1-00 cc"-' 89200P rJOB NAME: DR NORTON PLAN 3725-B -82 j Scale: 0.2053 WARNINGS: •;. Truss• B2 1.Builder emotion contractor.now be.e advised OW General Notes GENERAL NOTE`. unless *.noted: Q *w Yerende baaroeon•buerbneommeadvis 1.This design is based only Kron the parameter.shown esu is for an lmMvlduel 2.2s4 cempmaMm web biasing ,v component.eesef 155 Men*par.mabr.aMpmpar �j A OREGON 3.Addnbnalh dnO muN be where Mown+, Incorporation of component is to reepon•IbiRy of the building designer. f� (? lathe mponry bracing b Mee stability tlutlng construction Z Design assumes the by and boom chorda b be latent/braced et +/ 1 DATE: 8/10/2016 r.aPonakllly of the meter.AddBbMl permanent Dndeg of 2.o.e.endat IP ea.r.epecnSh unless braced throughout their length by O �� 14 GO A{' the overall structure lathe r.epec*Ny of the bu*d1g*signer. continuous eh•ethbq such s*plywood sheathing/7C)shearand/or T_ SEQ.: K2266823 4.Nobad should be appaed to any component inti ager an bhang and 4 InsiapZs nbn u/owa eging is the lateral lrep enier.y;fn,�e whore rweedly W,ryniGtri, ��RRIL�^� TRANS ID: LINK listeners ere complete end el no time slndd ray bade Rester than 5.DesIgn ammo.busses.,.tow clap louts be applied a any amponeft .w em rorneed In•nencarr.ahe enrirommem. 5.cempuTsm Ips no control over and mums no responsibility ferthe 'drymrr9tlen of e1 womb show. ofve G Design AM touring dge6 kms• furnished 0n,dM.Nlbna,etfooe eee5O EXPIRES: ivsi/2017 e.This design k 0milshw sulgada the mlaaaone sal forth by 7.Deem.*saran at.d on drainage is preview. TPWVICA In BOB,,copes of Mach M,be banished upon r.dll.ot. 6.kwMalcoincide be bolded cebom mesa ofiM*,and lNecedsu their center August 11,2016 kgs eokdtl•Miro johd centerlines. Welt USA,IneIConpuTnm Software 7.6.8(tL}E 9. 10.For Fon b indicate s¢.or pieta m bents. bleb connector pleb design yobs*sae ESR-1111,ES16-0966 MOW) This design TRUpreparedSS from computer input by GREG ARIES, LUMBER SPECIFICATIONS TRUSS SPAN 27'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 416BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-12"(-188) 1550 2- 3=1-2006) 291 BC: 2x4 DO 916RTR SPACED 24.0" O.C. 2- 3=(-2006) 291 12-13=(-167) 1596 4-12=( 0) 414 WEBS: 2x4 DF STAND 3- 4=(-1847) 313 13-10=(-188) 1734 12- 6=) -261) 211 LOADING 4- 5=1 -579) 236 6-13-) -261) 205 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 6=(-1298) 123 13- 8=1 0) 414 BC LATERAL SUPPORT <= 12"01. VON. DL ON BOTTOM CHORD= 10.0 PSF 5- 7=( -496) 243 9-10=1-2165) 291 TOTAL LOAD= 42.0 PSF 6- 8=(-1245) 123 7- 8=) -710) 236 NOTE: 2x4 BRACING AT 24"OC UON. FOR Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 8- 9=(-2069) 313 ALL FLAT TOP CHORD AREAS NOT SHEATHED Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' 9-10=(-2165) 291 ----- -=---"__ _-__,_________= 10-11=( 0) 57 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LETINS: 2-11-00 2-11-00 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0^ BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -185/ 1460V -116/ 116H 5.50" 2.34 DF ( 625) 27'- 1.5" -185/ 1422V 0/ OH 5.50" 2.28 DF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). Unbalanced live loads have been VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 considered for this design. MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100^ MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= -0.178" @ 2'- 11.2" Allowed = 1.310" MAX TL CREEP DEFL= -0.155" @ 2'- 11.2" Allowed = 1.747" MAX LL DEFL =-0.002" @ 28'- 1.5" Allowed = 0.100" 12-00 3-01-08 12-00 MAX TL CREEP DEFL= -0.003" @ 28'- 1.5" Allowed = 0.133" T f f MAX HORIZ. LL DEFL 0.033" @ 26'- 8.0" 3-01 4-08 9-00 1-09-12-06-12 9-03 4-08 3-01 T f f A f / f MAX HORIZ. TL DEFL= 0.051" @ 26'- 8.0" 8-00 8-00 Wind: 120 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '( T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12M-4x6 M-4x6 12 load duration factor=1.6, 7.00 5I `7 ,c17.00 Trinuss thedplaneed offor thewind trussoods nly. M-4x6 M-9x6 M-2.5x9 \\./ M-2.5x4 M-2.5x9 3 N O of � � T►e••l = �'�r v 1 12 13 M-3x8 M-2.5x4 M-2.5x4 M-3x8 MSHS-3x10(5) l 9-02-07 * 8-08-09 9-02-07 c:_8 .O OFE`S'cP ca 9-11 17-02-08 tvCo ti�G�N�EI9 /0 I, 1-00 27-01-08 1-00 4C' 89200PE JOB NAME: DR HORTON PLAN 3725-B -B3 Scale: 0.2034 .111011°,46. wARNNGS: GENERAL NOTES, tole.omenta.noted: OREGON 1.Builder end eree8on contraatar should be advised of alt General Notes ITHea ignk Weed onM only upon parameters shown and I.ban rIndkldue1 Truss: B3 enc%%mmw bot«.eenm nen e.mm<ww budding aempeeem.AppAeeHRy efdedge psemelem end proper z braced throughout 2t4ampmabn web bracing mud be Yodel.Mem shown•. barpmsbse of component k the rsearusialty oleo building designer. c." Y '�(� 17• 45 3.Addkionsl temporary bracing to insure debility duringooeWudbn 2 2.Design assumes 8w by end bachords to W Weak braced al �� is the,.penabeey o18w med.Adenoma!l psmwmm brewing of we.and at ISe.oh.respectivelyg mkt.braced langur by DATE: 8/10/2016 eon...dtealingsucha.plywood.heemmgO'e)angorarywNIGIC). SRR 0- Ibe mond Wu..le me mpemblNy crew NOGG Msiguwr. 3.2,hoped bridging m We.bracing required Mune%how,i. SEQ.: K2266829 e.rmload should Wapplied te.ywmpen.ntweree.repa.degend 4. tin arbuss Dnign +awe.a.pen rm to be esponsibility perosih. mve i , Relaters Sr.complete andel no lee should Ery loa0s geealer than antero tor'dry an...s reOuse. TRANS ID: LINK "Sr bed.W WRNS le ant uheMment. 6.0eeign..eumos RA beating at eA supports shown.Shin or wedge it EXPIRES: 12/31/2017 5.Constar.bee no control over and seam.no resppt Rty/Gateneasxry. febdaaee,handling,,Npment and Installation of components. 7.Design assumeseaquete Malmge ispmWled. August 11,2016 6.Thkaeeignk furnished sub)ect totWImitations set font by 8.Phtes shat be leaded on bath faces of truss.end placed so their anter TPW,'TCA In BCSI,copies of Muth wR Ne handed upon request. lines alndde with)Ant oentm knee. e.Digits indicate she o1 plate In Inches. MITek USA.IneJGompuTnm Software 7.6.6(10-E la.For code connector plate design values tee E512•1911,008.7915(MRai) This design prepared from computer input by LUMBER SPECIFICATIONS GREG ARIEL TRUSS TC: 2x4 DF k16BTR 27-01-08 MONO HIP SETBACK 8-00-00 FROM END WALL 318 BC: 2x4 DF AI FBTA LOAD DURATION INCREASE= 1.15 (Non-Rep) IBC 2012 MAX MEMBER FORCES 4WR/GDF/C= WEBS: 2x4 OF STAND 1-2=( 0) 56 2- 8=(-292) 3910 2- q 1.00 LOADING 2- 3=(-4612) 318 8- 9=(-422) 5012 8- 9=`_96120) 1194 TC LATERAL SUPPORT <= 12^OC. UON. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 3- 4=(-4576) 340 9-10=(_;19) 3496 8- 5=_ ) BC LATERAL SUPPORT <= 12"OC. DON. Cs=1, Ce=1, Ct=1.1, I=1, Lu=50• 54-- S-(-3910) 322 ( 1332) 184 _ 5- 6=(-9454) 288 5- 9=( -940) 296 TC UNIF LL) 25.0)+DL( 7.0)= 32.0 PSE 0'- 6- 7=( -44) 34 9- 6O( 0) 1616 NOTE: 2x4 BRACING AT 29^OC=UONaFOR BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0 0" TO 27 - 1.5"V 6-10=(-9304) 390 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC UNIF LL( 75.0)+DL( 21.0)= 96.0 PLF B'- 0.0" TO 27'- 1.5"V 10- 7=( -432) 122 RAC/NG ====R=ROTOS-_FORE= BC UNIF LL( 0.0)+DL( 30.0)® 30.0 PLF 0'- 0.0" TO 27'- 1.5"V BEARING MAXTO 27'- 1.5"V LOCATIONS VERT MAX HORZ BEG REQUIRED BRG AREA REACTIONS REACTIONS SIZE 5 LET/NS: 3-00-00 0-00-00 TC CONC LL( 966.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" 0'- 0.0" -156/ 2808V -62/ 127H 5.50" 4.49N OFP) 625) 27'- 1.5" -230/ 3117V 0/ OH 5.50" 4.99 ( 625) OVERHANGS: 12.0^ 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240,AllowedTL.L80 ( 2 ) complete trusses required. MAX LL DEFL =-0.001" @ -1'- 0.0" = 0.100" Join together 2 ply with 3"x.131 DIA GUN MAX TL MAXIL DEFL- -0.001" nails staggered at: @ -1'- 0.0" Allowed = 0.133" / AX LL DEFL= 0.177^ @ 3'- 0.1" Allowed = 1.310" '/y\v/y\` 9^ oc in 1 tow(s) throughout 2x9 top chortle, MAX IL CREEP DEFL= 0.365" @ 3•- 0.1" Allowed = 1.797^ 9" oc in 1 rows) throughout 2x4 bottom chords, 9" o< in 1 row(s) throughout 2x9 webs. MAX HORIZ. LL DEFL= 0.045" @ 26'_ MAX HORIZ. TL DEFL= 0.070" @ 26'- 10.0" Wind: 12D mph, h=20.70t, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 8-00 in the plane of the truss only. ,� 19-01-08 3-01-14 4-10-02 T 6-02-08 12 4597.30# 6-05-08 6-05-08 7.00 p M-9x6 f T M-2.5x4 M-3x10 7 11.° 5 6 M-1,5x9 w N0 : M-2,5x9O 08 O NO ''�-o M-3x8 M-25x9M-3x9 MSHS-3x10(S) M-3x6 y y J.. 7-09 9-08-04 y 9-11 y 9-08-09 y \ c�ND PR�F i-oa 17-02-08 Cj GiN ti' 27-01-08 `�` 89200PE.44 9' JOB NAME: DR HORTON PLAN 3725-B-B4 WARNINGS: Scale: 0.2481 44, Truss: B4 1.Bulbar eaeanaroneecent,should B..mb.eoralG.nsatNe,. Ga108d desigNOTESn unl.r.throw«noted: w•• end W 1.This deapn la bowl psremelas shown and Is bran b'dW P06#allIP I �" Warnings before oenawaeen..roman.. only y 40.OREGON z.Zed cameras:Wm pee bracing must be installed whew ahem.. In 5 1100 or oont.Applicability5r of design pegmaan and proper 9.Additional temporary g. Incorporation of commieo A the responsibility Abe building designer. L Worry bacinp to debility during ae,.I000 n Design lemmas the top.rhe bottom drools m ba Mew braceda ,O qy �� 1 DATE: 8/10/2016 lemensWnabWm5,.soder.Adddon.l g zo.aaneattveaw,p.dmelyrlarMaeeem IN 142- Z �r perm/rent or throughout Spy length by the smog structure le the respensbiM'or be building designer. continuous sheathing such s*mod a and where ,seer erywa5(BC). SEQ.: K2266825 A No bed should be spgB.db em•surl,von.a waster N brad and AZa'meed bridging or lateral inning required where aovm.5 ��RR��-�^' fwenersare conmbte andst no min should wry beds greats Man Ir lgs lon.o a/hub bllro raspon.m ofthe waP YNs oorXoader. TRANS ID: LINK deagnle.a.be.pgledlo.nveompenee. anna'iggnwar*y trusses ewwbsusedinanoreconoawerwlwnment, A CwnpuTwahas no coral over and assumes no vapor 'dry condition- ugdvbrths 6.Design fabrication,handling.BfHmg,eh gbbM.ndirmbdon of cempthby r rya EXPIRES: 12!31!2017 S.This designBaealenee gibbet to the lnr11Mlene rtmm,lin 7.Design mumesargusb drainage b provided. TPIWTCA b BOB:,copies of which will be furnished upon request - 8.plate lndde located center muse oftww,and placed so Marpntw August 11,2016 lines CothMb with)c9'[aider Ir& MRek USA,Inc./ComputersSoftware 7,8.8(1 L)-E 9.Digits indicate size of pleb In laches. 1o.For bask connector plats design eabea sea ESR-1311.ESR-1988(MRM) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 27'- 1.5" INC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 2x4 DF 81&BTR LOAD DURATION INCREASE= 1.15 (Non-Rep) 1- 2=( 0) 57 2- 9=(-63) 1468 2- 3=(-1807) 65 BC: 2x4 DF 816BTR SPACED 24.0" O.C. 2- 3=(-1807) 65 9-10=(-83) 2149 9- 4=( 0) 643 WEBS: 2x4 OF STAND 3- 4=7-1728) 85 10-11=(-63) 1577 9- 6=( -823) 61 LOADING 4- 5=( 0) 0 6-10=( -347) 108 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 6=7-1468) 104 10- 7=( 0) 616 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=7-1943) 77 7-11=7-1941) 87 TOTAL LOAD= 42.0 PSF 7- 8=( -42) 38 11- 8=( -172) 39 = NOTE: 2x4 BRACING AT 24"OC UON. FOR Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) ALL FLAT TOP CHORD AREAS NOT SHEATHED Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -84/ 1434V -62/ 128H 5.50" 2.29 DF ( 625) LETINS: 3-00-00 0-00-00 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 27'- 1.5" -41/ 1367V 0/ OH 5.50" 2.19 DF ( 625) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL=-0.400" @ 3'- 0.1" Allowed= 1.310" MAX TL CREEP DEFL=-0.355" @ 3'- 0.1" Allowed = 1.747" MAX HORIZ. LL DEFL= 0.040" @ 26'- 10.0" MAX HORIZ. TL DEFL- 0.059" @ 26'- 10.0" Wind: 120 mph, h-21.2ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Tr or 10-00 f 17-01-08 f inuthe planeeoff thetruss wind loads only. 3-01-14 9-07-02 2-03 4-02-08 6-05-08 6-05-08 T T T T f T T 8-00 f f 5 12 7.00 17' M-9x6 M-2.5x4 M-3x8 M-1.5x4 4 6 7 5 -/ no NM M-2.5x9 :°71 3 f N 4F1 O ® 4A i � v g 10 11 to ,M-3x8 M-2.5x4 M-3x6(5) M-2.5x4 M-3x8 �r^ o 7-09 1 9-08-04 J. 9-08-04 "S"`" GI PROF4-0 y y y \5"� rNGINE� `v,, 9-11 17-02-08 CO' y 1-00 27-01-08 b ..0 :9200P '91-- -,41110.1, JOB NAME: DR NORTON PLAN 3725-B - B5 Scale: 0.2275 : /J • 41, CC NARMNreS: GENERAL NOTES, unlessethensbe noted: I.Bugderand endlonconnote,Ovoid beadWxdetNo-nsntNotes 1.7Nsdesign Is need ore,upon g paremetanehnSnand hbranlndrviMtl OREGON <v Truss: 85 end~Mtge before ceestmdlon ednmenas. buadRg component.Applicability of design parameters and proper A 2 ga4ampressbn Web Ondnp must be Metaled whom shown+. Inatpenibn of component t the reepensIbRRy of Ma bulking designer. LSO�e4}- 14 20�P-��• 3.Additions,lampony bang b Insure nanny during oemtnwSon 2.Neigh assumes the top and bottom thodaroblamely bread at is The resonantly eltbs manor.AdtMN45 pennont Inning of continuod atus eathIn respectively ootidnless easingraud Cl endthout Meblanglhby ill RR10- DATE: tt..ewnlsbudwe la9le respwrsOMy erne bulding designer. SerdMuoweMnMy etebsspcng resirredste noneo Qyuep(BC). 1. DATE: 8/10/2016 3.Se ImpM bridging or latent bracing required when shown++ 4.No ba ed shodd be sppled to any eempont until sMr al bnong and 4.RelNlon of buss b the nspondb8ly nth*respective contractor. SEQ.: K2266826 fade,wnamcompl.I.ndnnotimeshowamldeagreaterMan s.aegn.s.m..Ms.s.nrownswb.nen<enoa..mhunmem. TRANS ID: LINK deign bads be applied to any component sedgnrortlryandbbn'gotel 5.CampuTnw has no cor4ralomanassumes nonsponsiMM/mr the e.ne.sesry. ant beeMtpd Nerpporls ehewn.9hlm or wedgeY EXPIRES: 12/31/2017 nanny. fabrication,bonding,sidpment ardbsisbSee of components. 7.Design asomas annals drainage hprm'ded. August 11,2016 6.inns design Fs furnialmel sonnet to the limitations set rorth by B.Mateo shat be boded on both faces Mini's,and pieced so MN center TP/NIDA In 88,31,copes of which eA be Unbind upon request. Ines wind.win joint anter Ines. 9.Digits i dkets era of plate In Inerts. MITek USA,k.eJCo puTrus Software 7.6.8(1 L)-E 10.Far bask connector plats design values oat ESR•1577,608.1983(Wee) This design prepared from computer input by LUMBER SPECIFICATIONS GREG AAIEL TRUSS TC: 2x9 DF ql&BTR TRUSS SPAN 27'- 1.5" BC: 2x9 DF ql&8TR LOAD DURATION INCREASE 1.15 IBC 2012 MAX MEMBER D1O)FORCES1 4WR/GDF/C 1.00 WEBS: 2X9 DF STAND SPACED 29.0^O.C. 0) 57 _ 2- 3=(_2006) 293 11-12=(_210) 1551 2- 3=(-2006)263 293 TC LATERAL SUPPORT <= 12"OC. DON. LOADING 3- 9=(-1899) 315 12-10=(-217) 1791 11-192) 1599 18=) -263) 210 BC LATERAL SUPPORT <= 12^OC. SON. LI.( 25,0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 5=( -578) 235 DL ON BOTTOM CHORD 4- 6-(-1300) 127 6-12=( -258) 208 TOTAL LOAD= 42.0 PSF 12- 8=( 0) 413 5- 7=( -995) 292 NOTE: 2x4 BRACING AT 24^0C SON. FOR 6- 6=(-1251) 131 9-10=(-2171) 296 ALL FLAT CHORD AREAS NOT SHEATHED Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 7- 8=( -709) 235 Cs=1, Ce=l, Ct=1.1, I-1, Lu=50• 8- 9=(_2075) 320 9-10=(-2171) 296 LET INS: 2-11-00 2-11-00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT OVERHANGS: 12.0" 0.0.. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS MAXHOAZ BRG REQUIRED BRG AREA REACTIONS REACTIONS SIZE SQ./N. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. = 0'- 0.0" -186/ 1V -109/ 11H 5.50" 2.34 27,_ 1.5" -157/ 1407V 0/ OH 5.50" 2.25 DF ( 625) 14-1.5x9 or equal at non-structural vertical members (eon). Unbalanced live loads have been considered for this design. VERTICAL DEFLECTION LIMITS: LL=L/290, T1=1,/180MAX LL DEM= -0.002^ 0 -1'- 0,0" Allowed = 0.100" MAX TL CREEP DEFL =-0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= -0.178" @ 2'- 11.2" Allowed = 1.310" MAX TL CREEP DEFL=-0.159" @ 2'- 11.2^ Allowed = 1.797" 12-00 3-01-08 12-00 MAX HORIZ. LL DEFL= 0.033" @ 26'- 8.0" 3-01 9_pa MAX HORIZ. TL DEFL= 0.051" @ 26'- 8.D•• 9-00 1-09-12-06-12 4-03 T f f f '( 9-08 3-01 f f f Wind: 120 mph, h=21.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 8-00 (All Heights), Enclosed, Cat,2, Exp.B, MFRS Mir/, 9-00 load duration factor=1.6, 12 Truss designed for wind loads 7.00 M-9x6 M-4x6 12 in the plane of the truss only. 6� \7 Q 7,00 "IIIN7 M-4x6 q M-9x6 11\4,••••••• h\i M-2.5x4 3 M-2.5x4 N O C .. oO pKM 4 11 12 �_ M=2,5x9 M-2.5x9 M-3x8 MSHS-3x10(S) M-3x8 0 I l y o J• 9-02-07 y 8-08-09 y 9-02-07 l Q PR i-oo 9 11 17-02-09 i• ��NGIN E. ',9, F`�u y �� /�2 z7-ol-c9 Q JOB NAME: DR HORTON PLAN 3725-B -86 89200PE 9I- WARNINGS: Scale: 0,2039 /, ,/� Truss: B 6 7.Bulkier and maroon contractor atwub be as sa of all Gement Notes ..._ c,- GENERAL NOTES, unless omendse met and er WarningsbeforeMn.dn,.huld eneea I.This design h bead eoly won me promoters shown and 1,M an mdNMual ,. to 2.244 compression web brae balding component Aycod bsy nd,e,df design In be latently proper •�j , ,OREGON bracing moat.Mailed where Mown a. Incorpragon or component IMe responsibility erne auua d f� at J.AedNbrol hngwrory bacbp b Mora ahbmmy during m,Rbuclbn 2.Design sawmee M beats bollen dare baa letere ecgner. /O ^A t DATE: 8/10/2016 in,."sneeAb yoMh.'OOer.Adaaomlpnrun,Maraa„gen lop.s 10...,.areapeNsNunhwaregdMrougnoy�yieklengmby 14 �V` -r•\ 8roveragoaodw•her.,espn,pAly o/ma buildingd•Ygrrr. 2x plywood rowing taxmen }rte P SEQ.: K2266827 A No bed.hoidd be applied to tiny component unlit ear d bracing end 4.2xangeneto.,g Ior BM*respect ly of the wfiH•aaeNn,actor. `)' � RRIL`'- TRANS ID: LINK hrem...n 84.Prorogation a•,penmen 40the.flsw.dN.m ea,r• oompNn.rw tit no any lads greeter then 6.Design aswmes busses are btie wed ma noncertoWe•maomueM, design bees b.applhd b any component Indere for Troy melon.alum. s.Cs Gros hesm coning over and enema no responsibility for me 8.Design amines full bearing NeNw rahlaatlen.funding.shipment andhptsgaan or components. n•ewry. pPods Mown.Shen erwedge M m.Thh tlesgn ananhna Re.nI tem.■nmatba tip awn.n 7.Design assume.adequate draige le provMed. EXPIRES: 1 213 1/2 01 7 7FVNTCA in B051•copes or Wdd,will be henished u m.whn wl a bated ce am hpa elaua,and phmd ss mgr eenhr August 11,2016 Pon nquM. flea minaka with pint center lines. 6Mek USA,mc.ICompu7rus SoRwae 7.6.00114-E1.Digits indicate size apo n.5t tmcfu•. 10.For sat000mroder plats deign valuessa 055.1311•ESR•19199.11.1,) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 27'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 1116BTR LOAD DURATION INCREASE= 1.15 1- 2-( 0) 57 2-7=(-19) 1448 3-7=(-410) 198 BC: 2x4 DF A168TR SPACED 24.0^ O.C. 2- 3=(-1799) 79 '7- 8=( 0) 909 7- 4=( -16) 790 WEBS: 2x4 DF STAND 3- 4=(-1594) 113 8- 6=1-25) 1978 4- 8=( -22) 760 LOADING 4- 5=1-1622) 117 8- 5-(-430) 154 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1827) 83 BC LATERAL SUPPORT<= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSI' TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Cs=1, Ce=1, Ct=1.1, I=1 0'- 0.0" -61/ 1258V -130/ 135H 5.50" 2.01 DF ( 625) 27'- 1.5" -32/ 1178V 0/ OH 5.50" 1.89 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL=-0.002" @ -1'- 0.0" Allowed = 0.100" MAX Ti CREEP DEFL= -0.003" 8 -1'- 0.0^ Allowed = 0.133" MAX LL DEFL=-0.059" @ 17'- 11.0" Allowed= 1.310" MAX TL CREEP DEFL= -0.136" @ 17'- 11.0" Allowed= 1.747" MAX HORIZ. LL DEFL= 0.025^ @ 26'- 8.0" MAX HORIZ. TL DEFL= 0.041" @ 26'- 8.0" 13-06-12 13-06-12 T T Wind: 120 mph, h-22.30t, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-00-05 6-06-07 6-06-07 7-00-05 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, '( 1Truss designed fox wind loads 12 12 in the plane of the truss only. 7.00 M-9x6 .S:17.00 4.0" 4 4'-.( JL\ M-1.5x4 M-1.5x4 3 5 N N O O t r I _r"irMYI _6 0 0liAllk 1 7 8 I M-2.5x6 M-2.5x9 M-3x9 M-2.5x6 M-3x6(5) Y l )' ��0 P R 0FFss 9-02-07 8-08-09 9-02-07 Y 9-11 1 17-02-08 1 ��5 �NGi1NEe." QO2 1-00 27-01-08 y Q 89200PE -9. 1-001- JOB NAME: DR HORTON PLAN 3725-B - 87 Scale: 0.2266 -Pa / " WARNINGS: GENERALNOTE6. Mem otha,wl*a noted: 1.BuMarand erecBencontndorNw5ldbee eodel.lGeneralN°tea I.7NedemeNbsaeedodyvomit»w'e'Aetersshown and isfor ankMNMutl '7 A�J�,,OREGON �w� Truss: B7 and Waning*berere eon bueNon commences. bolding component Applicability of deelgn parameters and proper -+�J I.7x4 compression vnb bradg mud be Yrs4Md colon ehovm a. incorporation ofoemponed la the responsibility of the building designer. <Q D' 14 9-() �- 3 Additional temporary Iambs bp Mum ebbthy dung combustion 2.Design*stenos the top end bottom unlessively biods be eorgSeMerely broad N F ``__..yP is me respensiity of the erector.AddakrMpefmanstWooing of i°rdmaeoI dnd oing sash as plywood braced throughout MER R'l^t\' v DATE: 8/10/2016 the meta atmdure la the nepeo.Nµy of the building&ell er. 6.9r impact bridging or lateral bracing required Mere shown v v SEQ. K2266828 4.raload anpwa.spelled m any eemwn•dud an..lbradreand s.) :Design fbs°o .responsibility an:noae� coenvntester. • Manan are complete and at no the should ors beet*greater man and.n for''en,condition'.of tree. TRANS ID: LINK design Pads bemad tamrycomponent. 6.Design ammo Wabearing etalsupports Mown.519morwedge I EXPIRES: 12/31/2017 5.CompuTrus has to control ow led assumes no reapmttity for the necosssry. febdcaeon,treoIg,.Mpment end inebriation of components. 7.Design matures adequate drainage is provided. August 11,2016 6.This design immished subject to the MateMns set ism by 5.Plates shall be loaded on both Maces of truss,and placed so their tenter TPWRTCA in SCSI,copies or 516th wW be furnished upon sweat. Wes coincide with joint cooler lines. 9.Digits indicate aha of plate In hetes. MIek USA,IneiCwttpuTnto Software 7.6.6(1Q-E 10.For beak connector piste design values see ESR-1311.ESR-1986(MiTek) This design prepared from computer input by LUMBER SPECIFICATIONS GREG ARIEL TRUSS TC: 2x4 DF#1aBTR TRUSS SPAN 27'- 1.5" BC: 2X9 DF#1&BTR LOAD DURATION INCREASE= 1.15 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1,00 WEBS: 2X9 OF STAND SPACED 24.0" O.C. 1- 2=1 0) 57 2- 9=(0) 1493 3- 9=1 -393) 126 2- 3=(-1857) 36 9-10=10) 1068 9- 4=1 0 708 TC LATERAL SUPPORT <= 12^OC. UON. LOADING 3- 4=1_1670) 69 10- 8= ) BC LATERAL SUPPORT <= 12"OC. U . LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 6=( -126) 58 (0) 1522 4- 7=(-1396) 97 DL ON BOTTOM CHORD 5- 6= 6-10=( 0) 729 OVERHANGS: 12,0•• 10.0 PSF ( -121) 58 10- 7=( -396) 135 0.0" TOTAL LOAD= 42.0 PSF 6- 8-1-1884) 74 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 7- 8=(-1884) 41 Unbalanced live loads have been ADDL: BC CONC LL+DL= 50.0 LBS @ 13'- 6.8"Cs=1, Ce=1, Ct=1.1, I=1 considered for this design. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS 0'- 0 0„ 0/ACTI525E 2IFPI25) -46/ 1263V -130/ 135H35H 5.50" 2..0505 )DF 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 27'- 1.5" -17/ 1211V LIVE LOAD AT LOCATIONIS) SPECIFIED BY IBC 2012. 0/ OH 5.50" 1.94 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL--0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL =-0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL=-0.206" @ 15'- 2.8" Allowed = 1,310" MAX TL CREEP DEFL = -0.285" 0 15'- 2.8" Allowed = 1.747" MAX HORIZ. LL DEFL= 0.025" @ 26'- 8.0" MAX HORIZ. TL DEFL= 0.043" @ 26'- 8.0" 13-06-12 13-06-12 7-00-OS 4-11-09 1-07-0d-07 ,Wind: 120 mph, h-22,3ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, -02 9-11-09 7-00-05 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 12 load duration factor=l.6, 7.00 IIM-9X9 12 Truss designed for wind loads 9 in the plane of the truss only. Q 7.00 M-2,5x6 a_i ,M-2.5x6 M-1.5x4 M-1.5x9 7 N O r 1 a�AI I 0 IL. N o T O M-2.5x6 9 w.v, t M-4x6 M-3x6(S) 40 -_ M-9x6 8 0 J. M-2.5x6 o + f y 50# 8-11-04 9-03 1 1 1 8-11-04 1 1 11-02-08 1 15-11 1 ',i .0 PROFFcS' 1-00 _1 „1GlNiF9 KP/6 27-01-08 1 9200PE r JOB NAME: DR HORTON PLAN 3725-8 -BSA Scale: 0.2284 Truss: BSA 7.Builder mdar.dfommntreaorelpuWpaadvised ofel0enanlNoka GENERAL H LNOSEB' "*°60m°AN°°noka: . ---- erwVVem(ryabebnoombuWbncemmeaa4 I.Tie desigr,h bend only upon the parameters Mow and h for an mdNMuel p G .�` F 4oeepmaebn web Meting must be Installed when shown 4. buildinp�nPoneid.APPIkaS etity or design parameters end properL. ON /" 3.Addeoehl knperary bncmgto Inure eh 2 Bee* Incorporation orcwe,ponea R tln rnpehede b ar the bmgnp ed at r. G A �G/ I*the roe CRp during anamesthe top and bottom chords b be letenFe bracedde �Q qr ,Zy1`� '` DATE: 8/10/2016 responsibility afiM angor.AedbbrolpermaehMbraang a/ 7 go.and at 1Su.e,reepea p7 union braced throughout they length by ! A VV -t.• IM overall structure RiM resPaneroMy of the beAft,g deelpwf. Continuous sheathing moll as plywoedoh.d Mere shown �`'p '4 ` P SE4•: K2266829 4.We bedawaebeepphdrosnycemPonamudReBerelbndngeros 3'a k"p°abaRnAorleknlbnchgngaedwhenmown tlY"aR18C). �"Rl RILE- TRANS ID: LINK W.eeee ere complete sod throe tine should eery bads greater men S.Inehltlon aee,bams Ren areoIs 03.0.respective contractor. eeebn bads be.egged b sny opmpeneat Design asaann busses to be used m a an<emoalve environments S.Canpu7rus has no amionowentl..oaths.no 9. and an for'dry condYlon...Nue.. 'esPeandRr for Design assumes NI bearing at all supports show,.Shim or ewdgeIf Reneged.handling,shipment owlinstallation weempe M,. n.a.e y. EXP I RES: i 2/31/2Q1? E.mbeeslgns aanhned aub)aa to the Rndhtlone eatbM by 7.Design mums ted one both taoah 7PVW7CA In SCSI.copes W which webs furnished upon request 9.lie.se denil be nkd oahens of truss.and placed ntharaasr August 11,2016 Imescomca wire.1.danin Rehm MITek USA.InoJCompuTnn Software 7.B.B(1L}E 9.Dbhhmekenewerge de maws 10.For beak connector plate.nein volas see E515.1311,ESR•19860.117e10 This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 27'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 244 DO 81613TR LOAD DURATION INCREASE= 1.15 1- 2=( 0) 57 2-10=(0) 1503 3-10=( -393) 127 SPACED 24.0" O.C. 2- 3=(-1870) 34 10-11=(0) 1063 10- 4=) 0) 712 WE: 2x4 DF STANDR 3- 4=(-1682) 67 11- 8-(0) 1503 4- 6=(-1038) 96 WEBS: 2X4 DF STAND LOADING 4- 5=( -121) 58 6-11=( 0) 712 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( -121) 58 11- 7=( -393) 127 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1682) 67 TOTAL LOAD= 42.0 PSF 7- 8=(-1870) 34 8- 9=( 0) 57 OVERHANGS: 12.0" 12.0" Snow: ASCE 7-30, 25 PSF Roof Snow(Ps) Cs=1, Ce=1, Ct=1.1, I=1 BEARING MAX VERT MAX HORS BRG REQUIRED BOG AREA Unbalanced live loads have been ADDL: BC CONC LL+DL= 50.0 LBS @ 13'- 6.8" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) considered for this design. 0th- 0.0" -45/ 1278V -137/ 137H 5.50" 2.05 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 27'- 1.5" -45/ 1278V 0/ OH 5.50^ 2.05 DF ( 625) N-1.554 or equal at LIVE LOAD AT LOCATIONS) 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= -0.205" @ 15'- 2.8" Allowed= 1.310^ MAX TL CREEP DEFL - -0.284" @ 15'- 2.8" Allowed = 1.747^ MAX LL DEFL>-0.002" @ 28'- 1.5" Allowed= 0.100" MAX TL CREEP DEFL = -0.003^ @ 28'- 1.5" Allowed = 0.133" MAX HORIZ. LL DEFL= 0.025" @ 26'- 8.0" MAX HORIZ. TL DEFL= 0.043" @ 26'- 8.0" 13-06-12 13-06-12 T 1 1' Wind: 120 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-00-05 9-11-04 2-07-02-07-02 4-11-04 7-00-05 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D1r), load duration factor=1-6, fTruss designed for wind loads 1272 in the plane of the truss only. IIM-9x4 " 7.00 7.00 [;7' M-2.556 4_1' M-2.5x6 M-1.5x9 M-1.5x9 iirip M-1.5x9+ m-1 Sx4+ N ."II ,- N o 1i 11 8 0 to M-9x6 M-2.5x6 mo 2 -2.5x6 M-4x6, M-3x6(S) y 1 ��EQ PR�FF6,s/ 0 y SON 8-1.1-09 8-03 8-11-09 �� , G FR O.1 J. y y 11-02-08 . 15-11y 1 89200PE r 1- 1-00 27-01-08 1-00 W CC JOB NAME: DR NORTON PLAN 3725-B - BOB _ Scale: 0.2053 OREGON DI � endd WARNWOS: GENERALNO1EB *PM., unles*PM.*PM.noted: I.Bolder d aeeen contractor a r.embe advleed deb Genets Pete. I.Th.design le bawd on*upon its peomebnelwwn and n ler ae IMNIdnM Lid�"1}- 14 2,0'` P+' Truss: B8B and Warnings before,en.budbncommences. bddig cemponeM.App8eeblM of design pennaten end prayer 2244 compreasbneab bracing must be eWNd when shown•, Design ass eet thelop competenthe ch ist°eWaal,/tte building designer. perry bracing to Imun snaggy during construction 2.I3..gn assume. by and bottom d elate be Waal,/braced at ER R I IX, B.Addlbrnitem 7oc.and at 10o.o.repedNely unless braced llroughaMelair length by I the feponeSSly of the erecter.Additional permanent bredng of confrms's sheathing atoll as plywood aheetIng(TC)and/or dryw Atte). DATE: 8/11/2016 tM coast eWWM.N the reponeblty Drib.buldkg defi.r. 3.2x impact bridging.leteml braeng raids ober.shown•• SEQ.: K2266830 4.No load should be epp$Cdte any component untialter dbracing ond 4.Inehation of gnasumes b ism.are to o albIllty beweofdw respective a environ EXPIRES: 1/1J11L�11 fade..an complete asst no time mould any beds greeter man 5.Design sesames buassnsnbbu.ed lea nencenceM environment deep"k.d.be eppkdte enycempeneM. and en assumer Mg es War of use. TRANS ID: LINK B.Dewasary. aMbaadgatdwppMashown.OW.orwedgag August 11,2016 B.CompuTrs ha ne cenbel ewr end assumes ne nponemNly forme esa,y, NNbssen,handing,shipment and AStelalbn of components. 7.Design sesames adequate&sltnge is provided. e.ml.WWI.*bunleh W.ub)ad Ie tin Ilndeibe ane fodh by 8.Pietas shag be loomed on both rooes of buss,and 0..w their center TP(WTCA in SCSI,oppose Whig,MI b.Welshed upon 113q100. Ines oobdde with joint center hoes. g.DIO N Irdbeb elle Ogles in Inches. MITee USA,InoJCompuTrue Software 7.6.6(IL}E W.for basic connecter plate design values see EBR-1511,EBR-1584 0A7.1) This design prepared from computer input by LUMBER SPECIFICATIONS GREG ARIEL TRUSS TC: 2x9 EF f1ICATR TRUSS SPAN 10'- 11.0^ BC: 2x4 DF 814BTR LOAD DURATION INCREASE= 1.15 INC 2012 MAX MEMBER) 7FORCES 39R/6-3-)o) 97 WEBS: 2x4 DF STAND SPACED 24.0^O.C. 2-4-) 0) 57 2-6=(0) 339 6-3=(0) 297 TC LATERAL SUPPORT <_ - LOADING (-991)- 0 6-q=(0) 339 BC LATERAL SUPPORT<= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 4-1`(-490) 0 32.0 PSF 9-51 0) 57 DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 12.0^ 12.0" TOTAL LOAD 42.0 POE BEARINGCMAX VERT MAX BORE SIG REQUIRED SPE AREA Snow: ASCE 7-10, 25 PSF Roof snow(Ps) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Cs=1, Ce=1, Ct=1,1, 2=1 0'- 1.0" -26/ 573V -53/ 53HO5.50" 0.92 10'- 11.0" -26/ 573V 0/ H 5.50" DF ( 025) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0.92 DF ( 625) REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL=-0.002" 0 -1'- 0.0" Allowed= 0.100" MAX T1,CREEP DEFL = -0.003" 0 -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL=-0,035" @ 5'- 5.5" Allowed = 0.667" MAX LL DEFL= -0.002" 0 11'- 11.0" Allowed - 0.100" MAX TL CREEP SEEL= -0.003^ 0 11'- 11,0^ Allowed = 0.133" MAX TC PANEL LL DEFL= 0.033" @ 2'- 6.9" Allowed = 0.372" MAX HORIZ. LL DEFL= 0.002" @ 10'- 5.5^ S-OS-OB MAX HORIZ. TL DEFL = 0.004^ @ 10'. 5.5" T 5-05-08 12 '' Rind: 120 mph, h= 7,00 IIM-9X9 12 P 15ft, TCDL=9.2,BCDL=6.0, ASCE 7-15, (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), 3 4 0„ �f 7.00 load duration factor=1.6, Truss designed for wind loads nn in the plane of the truss only, • ills 2.0 Co ,(- 7 Jo- i � _...1,1111#111511111 = N O 6 II 0 M-2.5x4 "`= -+''0 M-1.5x4 M-2,5x4 y l C 5-05-08 y 1 y s-os-oe 1-00 10-11 l' 1-00 J' ` RED PR�FFs 4 89200PE. 9r- JOB NAME: DR NORTON PLAN 3725-R -C2 WARNINGS: Scale: 0.9598 , Truss: C2 BteMerend eredbn ao traobr should e edvbes dal General Nets GenemAL NOS' unless aw«w..noted: y'y.. .,,d Warning*e heron.00nadorsh uld e&trenees. 1.This deepn b based only upon the wonders shown and b for en individual v • �� • "•" 2.2Meompree4en webbratlrp must be balled Wine shown 4. bolding component.Applybpk of tleslpn Parameters.braced p 4,.....,Th •N /,, 3.Additional bmporery bracing to haunt sbbNly dud 2. noatpore3en of component tribe responsibility of 1M beetling dsstpner. ♦V� `K/ ng oanstmWon Peskin ed altomes me top and bottom EU baste M Mealy breed at by �Q �}rt. 14 �O` �,` DATE: 8/10/2016 lathe responsibility of the erector.Addtlonst pmwnObroabg el les.and N to a.e..Impe.slyveese bracedthroughoutenutnAys P Me mere structure Is the r.eeonebaaty of the building designee z,hp. l e ong e,se bley000d ed.5 mewed .re ehmo,. SEQ.: K2266831 4.No bed stated be I.bbnpmtbof bun NB.eh bed dere itto, ��RR IL�-� applied any component urmlaMrM bhang.rid 4.mehastbw o/trmebaia responsibility°g rwteroe vA.re wnxn., TRANS ID: LINK Mtenersate romp.bend ate.tm.shoudany beds meter than S.Deeynneeam.w„.,amtbbedina en.000Ille `noaivemein:mo n( destgn bade be ap{aW m My oompaMnl, and are for-dry°menet.'al use. 3.eanpuTnua Ms no west over ant Mamas m rsepoMbllry Thr Me e.Design manes IA baring et el supports shorn.3Hm or wedge If hm puTrus es no control nd end enamels mnof components. .....°'r• e.This design b ermbhed'object to the lmMSwb set forth by T.ate.ehell eewme.dsd ebed,Noes abuse,an EXPIRES: 1?/31/2Q17 TPWdrCA,n SCSI,copies olwtid,eN be Metalled won request. lin3.Pe. weostM en both bae.o/WM,and craned so Met ceder August 11,2016 MRekU coincide wM joint lek,toee. SA,ktoJCempuTrus Software 7.B.8(1L)-E 0 Forth bnllmb sireofOtte in banes. 10,For haste connector Pbb dahgn vents sea E3R-1311,E3R493/(MITah) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.0" Wird: 120 mph, h=15ft, TCDL-4.2,BCDIr6.0, ASCE 7-10, TC: 2x9 OF 1#1CBTR 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#168TA Truss designed for wind loads TC LATERAL SUPPORT <= 12"OC. UON. LOADING in the plane of the truss only. BC LATERAL SUPPORT <= 12"OC. ION. LL( 25.0)+51( 7.0) ON TOP CHORD= 32.0 PIP DL ON BOTTOM CHORD= 10.0 PSF [',able end truss on continuous bearing wall VON. TOTAL LOAD= 42.0 YSF M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for Snow: ASCE 10, Snow(Ps) complete specification..s. Cs=1, Ce=1, Ct-1=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-05-08 5-05-08 T 12 12 IIM-9x9 ©7.00 7.00 a a N 9 2 -10 1 C V O o /1!//1l//1////////!////////////////////1////////// -1' 0 1 O M-2.5x4 M-2.5x9 P Opt- y 1-00 y10-11 y l-oo �cb��NGIN F,9 `S%O 0. 89200PE 44, 9r or JOB NAME: DR HORTON PLAN 3725-B -Cl Scale: 0.5490 . ��.• e/AB1M66: GENERAL NOTES. unlesssB,aeate noted. , OREGON t�t/- 1.Builder and semen contractor Yount be Wished of sl General Notes 1.Thhaesign labesed Dear upon A.!ammeters shown end 1.toren Individual 1 Truss: Cl ale went*.before...p.moe.emmances. bulling component ApplcebbM of deage psrametes and proper /� 2.Sdeempre.Yonweb bmdngmust beM.Mrlwhere show,. 2 Design' eewanration lneepees the psnatolnent et .,e.poNaMbehbn brdam dM designer. �/V �Y 14 Q Q"'� L AdtlRH,d Nmporay Pacing to eon.debility during oonaNcpon rcc.aM al la o.o.re.p.dwYylnbse brae.8xaulhnw Bnlr Nnplh by R R1LN-� Is As responsibility*Mho.rector.Additional pamanem bracing el continuous.MYhbg ouch se pN.aod sh.YergRc)ender drywel(ec). DATE: 8/10/2016 the aur m6.a Ee.lBn,.Wen.Mty el the Mildamd°.frar. 3.2s 1mped bridging or lateral bracing required where shown.+ SEQ.: K2266832 4.No lead could be applied to any eempen.M nab alter dbndng sed 4.Irolelbtion often here re,penwfMy of the r.opeebse conbecer. fasteners are complete and N no time should any bads wester than 5.Dosgn ammo trusses me to be used In a nencorroele environment. Qtgn bead be spilled to anycampennt and We anedry hi .r'of us e. TRANS ID: LINK a aoYonae°ane•wbb..^wal°'ww°n••h°w^ m°r Wedge if IXPIRES: 12/31/2017 S.cpryuTrrn Mara control over end nop°ns6My for me necacaary. ebaeaeen.howling,shipment ars mgaMllo^of components. 7.Deeignasslmes adequate drainage i.provided. August 11,2016 9.That design at fumbhedsubad to the limitations lit forth by 8. Plates a located on fces or tnteu,end blamedstheircantor TPpyrCA in BGSI,copies owhldr vtl be banished upon teemed. stelth joint ant. s. B.Digits Indicate atm of pine in helms MITek USA,XmiCompuTeah Software 7.6.13(11..)-B to.For barb connector plse design values see RBR•1311.ESR•106a Wet) LUMBER SPECIFICATIONS This design prepared from computer input by TC: 2X4 DF H1&BTR GREG ARIEL TRUSS TRUSS SPAN 10'- 11.0^ BC: 2x4 DF Al&BTR LOAD DURATION INCREASE = 1.15 BC2x9 OF STAND IBC 2012 M_4 t4) 0R 5-3-(O 4WR/GDF/Cq=1.00 SPACED 29.0^ O.C. 1-2=(-492) 0 1-5-(0) 341 5-2=(0) 297 TC LATERAL SUPPORT <= 12"OC, DON. LOADING 2-3=(-494) 0 5-3=(0) 341 BC LATERAL SUPPORT <: LL( 25.07+DL( 7.0) ON TOP CHORD= 32.0 PSF 3-9=( 0) 57 12"OC. DON. BCELAAEGA: DL ON BOTTOM CHORD= 10.0 PSF 0.0" 12.0" TOTAL LOAD 42.0 PSF BEARING MAX VERT LOCATIONS REACTIONS MAX TIOZ SIG REQUIRED SPG AREA 625) Snow: ASCE 7-10, 0'- 0.0" REACTIONS SIZE 0.73 DF )(SPECIES) 25 PSF Roof Snow(Ps) 0/ 957V -50/ 46HO5.50" 0.73 Cs=1, Ce=1, Ct-1.1, I-1 10'- 11.0" -29/ 585V 0/ OH 5,50" 0.99 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL AEOVIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL= -0.036" @ 5'- 5.5^ Allowed = 0.667" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL= -0.002^ @ 11`- 11.0" Allowed = 0.100" MAX TL CREEP DEFL- -0.003" @ 11'- 11.0" Allowed - 0.133" MAX TC PANEL LL DEFL = 0.033^ @ B'- 4.1" Allowed = 0.372^ S-OS-OB MAX HORIZ. LL DEFL= 0.002" @ 10'- 5.5" 5_05_08 MAX HORIZ. TL DEFL= 0.004" @ 10'- 5.5" 12 7.00 IIM-4x9 12 Wind: 120 mph, h=15ft, TCDL-9.2,BCDL=6.0, ASCE 7-10, Q 7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 4,0" load duration factor=1.6, Truss designed for wind loads I0 in the plane of the truss only. e' eu O I I l P IT. O 5 all C Ciii M-2.5x4 ►-�.e M-1.5x4 M-2.5x9 5-05-08 S-OS-08 10-11 1-00 ��.ik FR pFco 2 L' 89200PE f JOB NAME: DR HORTON PLAN 3725-B -C3 � ]� /I • WARNINGS: Scale: 0.5090 `�/T Truss: C3 Bidder and emotion cenbedor.neula 6e whited of al General Naha GENERAL NOTES, unless Whet***noted: •re"/r and Winnings before eaMbudbn commences I.bolding co pbaud only upon the cenmepo shown and htor panIM»laud WO cc Z SHoonprseYon web bndng must ba installed Wm*shawl e. I00 rp bolding component.ApgIt 6th.r.dedon p.,a,nelan end d PAM. /� OREGON w �� 3.Atldebnalwmpenrybndrgb Name e4 2. ryorotlon of eamponen loth rcecenWgpy of me bidding tled9ner, µ IS Me a a°n9 ea.eblcibn D.55Sn assumes the by and bottom cholas to be Wendy braced et DATE: 8/10/2016 weendit T Is lh ancbr.A9tlNeoe.aatingd.w.fof rea and at lva.o.nepacWel�unlass braueiereu9l.utisslrla �Y 14 2�� A'�� IM awnp atnctve Is me rseponewbSY etiM bWtllns deel9t.p. ceMnua d sheathingTLAre.,a9 W n.wood eh length M O [_ SEQ.: K2266833 4.No load should be eppeed b.,mmpamnum9eMre9 bred ens 3.2a(moor b'es9 or Won!bracing req whewben Woww,°1yNa�ec). ` TRANSaahnen.re cemplet.end of ee Be.ybuu re 4.Dossumas m.reet 9. ed In a n.ceds.oontnts,s SFR R I L�-� S ID: LINK deagnloadsbea avbw.9..t«m.e 5.Doom.wm»amw.mU... an. W eanen..n anm.m pW.a n any component. no an Iced e.Compute,hos no wow over and softies no n onsI Rlr bre. e.D..gn.asum a*b..•0fun. hbWaon,bonding,shipment and lnWYeon et components. neessssry. Tag etN"P"I' d'"" Stem orwWdgpe '.red°".q"»b"»"Wdptnsamm.'enanm-..tam., 7.Deannem...d.a,.h .»pn.N.a. EXPIRES: 1?/311?L)17 TPNWrCA In SCSI.oopbs o7WNoh WA be honhhed upon mons 5.P..eoiotes .tteet.,(sU on both faces o/Tress,and placed so leo anter August 11,2016 Ines coincide with OW t oantx press, MiTek USA,IncJCottpuTrus Software 7.6.6(1L}E 9 Disse Indicate eta of plan n Indus. to.Forbade connector plow clomp woos sae ESR-7117,EMI Ede OMeq ThisGREG ARdesigIEL TRUSSn prepared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 10'- 6.5" Wind: 120 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x4 DF 61613TR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWPRS(Dir), SPACED 29.0" O.C. load duration factor=1,6, BC: 204 DF g16BTR Truss designed fox wind loads TC LATERAL SUPPORT <= 12"OC. UON. LOADING in the plane of the truss only. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF Gable end truss on continuous bearing wall CON. TOTAL LOAD= 42.0 PSF H-102 or equal typical at stud verticals. Refer to CompuTrus gable end detail for Snow: ASCE 7-Ce, 25 PSF Roof Snow(Ps) complete specifications. 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. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-03-09 5-03-04 T 12 12 1114-4x4 '. :/7.00 7.00 3 N N O _ o f 1 ✓ -"TO 0 1 7 / ///////////////////////////////////////////////////////////////////////////////// s o I M-2.5x4 M-2.5x4 J' 1-00 y 10-06-08 y 1-00 l \kt'QPROF'F�, �c..1 0NGINEF'9 sie�9 cc 89200PE v" JOB NAME: DR HORTON PLAN 3725-B - El Scale: 0.5660 :,1� � ,..-010 WARNINGS: GENERAL NOTES, tmte.•*manse nnlea: i OREGON �iCC ,.Tata design Is based only*en els perimeters shown and I.10..Individual 9 1.and Waning.before coimdorenodebences. of et General Nom •b design Truss: El and Waning.eaten mnanuclen commences. boldereompof component Appkabt ofeponegnmatMereproper /4,..) n m<ap•naonorceetoperer to rm chodbSlyof Merely ydira designer. '�}' 14 4O A� 2.h4 com.1.,,, web*Icing notbe Insisted*me atresm". 2.Deeps semnroametep end bottom dwn•h be MenH6needIt //� °' A Addilbnat hmperry bracing h Mure ehbltiy during amabucibn Y o o.and at10 oat respects*N union braced throughout mek Ing*by ��'^p�'( v eme r•aponelbbly ante erector.Additions:pennons bracing of coateuous gheemlrg much as plywood aheamlng(TC)endtordrywal(WG). fl ‘,...- DATE: 8/10/2016 Be wont*Mom le to reepembSly atm bddW,g d*4ge.r. 3.2r Impact brei*or herd br.dng ngrNed when stems•. SEQ.: K2266834 a.No Wad Nadd be appbd b any component until after al bracing end 4.Inahbron of toms Is the meson**of the n°pead*contactor. eaten*en complete and et no eme epode any baa greater men 5.Dselgn exum•.e ee•eero bee used eemmcortcetaa nweorc.Bt dedgn bWs be**ad to any mom.e.et. Deme wary condbe**en'of we. EXPIRES: 12/31/201 7 TRANS ID: LINK e.Daebnemmens al be**at aauppoM*own.Sift or wedge if L/J ! 1 S.tamper*Mslp corbel arm and nem*no reasonability for sepp..ry. febrbalon,hendhg,shipment and Instated*oleentmente. 7.Design mum*aamrel.drainage le presided. August 11,2016 3.We design hfuatshe subject to be limitations eV tote by B.Plates** located center In*. of truss,one 91.4.d el, me on both taws 0Nr cor cohorts TPNNfCA In S *PmCSI, lse of whiter w111 be flenlehW open rtdueat. 9.Nits Indicate ate of plate In Ind*. Mock USA,InoiCompuTrua Software 7.6.6(1L)-E It.For beele connector*le design sabres see ESR.1311,ESR•t905 wire) This design prepared from computer input by LUMBER SPECIFICATIONS GREG ARIEL TRUSS TRUSS SPAN 21'- 1.0" IBC 2012 MAX MEMBER FORCES 9WGDF00 TC: 2x9 DF g16BTR BC: 2x9 DF 1BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2- 8=(0) 1091 3-3- 8= -29 ) 9) 97 WEBS: 2x9 DF STAND SPACED 29.0" O.C. 2- 3=(-1311) 22 8- 9-(0) 689 8- 4-(-290) 525 TC LATERAL SUPPORT <= 12^OC. SON. LOADING 3- 9=(-1153) 49 9- 6=(0) 1041 4- 9=1 0) 525 BC LATERAL SUPPORT<= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 5=(-1153) 49 9- 5=(-299) 91 DL ON BOTTOM CHORD= 10.0 PSF 5- 6=(-1311) 22 OVERHANGS: 12.0" 12.0^ TOTAL LOAD= 42.0 PSF 6- 7=( 0) 57 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Cs=1, Ce=1, Ct=1.1, I=1 BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 21'- 1.0"0'- 0.0" -26/ 1000V LIVE LOAD Al LOCATION(S) SPECIFIED BY IBC 2012. -97/ 97H 5.50" 1.60 DF ( 625) -26/ 999V 0/ OH 5.50" 1.60 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/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 = -0.032" 9 13'- 10.7" Allowed = 1.008" MAX IL CREEP DEFL- -0.076" 9 13'- 10.7" Allowed = 1.394" MAX LL DEFL= -0.002" @ 22'- 1.0" Allowed = 0.100" MAX TL CREEP DEFL=-0.003" @ 22'- 1.0" Allowed = 0.133" MAX HORIZ. LL DEFL= 0.014^ @ 20'- 7.5" 10-06-08 MAX HORIZ. TL DEFL= 0.024" @ 20'- 7.5. 1 10-06-08 5-06-03 5-00-05 5-00-05 4 5-06-03 Wind: 120 mph, h= 12 '� ,( p 15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 'r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dlr), 7.00 IIM-4x9 12 load duration factor=1.6, Q 7.00 Truss designed for wind loatls 4 4.0" in the plane of the truss only. Y M-1.5x4 3 M-1.5x9 • N O Z. N O - T WIN ;:, 0 -3x4 8 9 +" M-2.5x4 M-3x6(5) M-2.5x4 0 y M-3x9 0 J, J, 7-02-05 6-06-06 y 7-02-05 y 11-11 y l 51y0 PROF S i-ooy 21-01 9-02 1 ooy ��NGfNEF��'ja2 89200PE 9r JOB NAME: DR HORTON PLAN 3725-B - F2 ►J L.--.�. Scale: 0.2556 / -LT n•.!`' WARNINGS: Truss: em F2 1.Bulkier nee.abne,mae,rsnewa6aadNamenvoaneroiNotes GENERALNOSES: um.aamna.,an,be: and Nbml' before conlbn:@on 1.•ets8oe5n.r 001upon Hltlthe e dsnmabnameen.�kfm an yyNynl "�� iti OREGON mahw., Applicability ereee 2 71d wmpreaabn erob bndnp moat M Irnnhd aMen ahem a, sant' yn p+r ofthe am proper 3.Aedebai bmperory broebp b hewn 2 rponan..component p end bothe roepealbley ol6 Mpding designer. apab�yoLrinp oenabuetlsn Design assumes the by and bottom chorda b be Menti braced at • 4� f„� DATE: 8/10/2016 hnnra.p^nabvp'enneer.aor.,waeonrp.nnanemInedeg r zo.c•annes.. respectively �bracyBiCupno�rmekbrpm6y 1412VV AT SE, me oret5 structure Pr me nepeneb6t1'o/IM bufltlbv designer. cnrmnueusgmeth much as g(T) ) `_ Q.: K2266835 4.Noload Mould be applied b any comppnent GINeMr M bracing and 4.InteNe5oeef 2x Impact hies er MerepenoprogWroe wherasMwontmcb en(BC. 4,_ -1 0. roslarnn ars wmplero cart a Nes should aM bad! 4.Inenllaeon oltron N Ins responsibility of the rnpecffiy sontrocter, TRANS ID: LINK 6.*loadsbeappliedbWtycompoart. greater 5.Resign seeNwmae6�a e.nro6.weab.n,n<„row,a a„e em. 5.Compulms heene control over and assumes ent for'dry condition.',use. mpoalbAly for me S.Design saaumes ai besting I a1 support shoran.Shim or ledge e t n.hen*ns.ehipmentendheIlmbionseeof mp„,e n��ry. EXPIRES: 12/31/2017 e.This easignManehb subject to e,.Ibnlrtbm art bM by 7.Design ameneaedequate*Wage le provided. 7PbWrCA In SCSI,sepias of aha.e be I04 ed a.Pe.noeolMbolae on both es.el6w,sa plead so malt writer August 11,2016 spat me sends cab joint center Wes. M1Tek USA,IncJComparua Software7.6.6(11.1-E 9.OI/Ia indicate etre 019.1.In rocas. 10.For Mab connector pleb design values see ESR-1311,658.1598(Mire.) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 21'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 01513TR LOAD DURATION INCREASE = 1.15 1-2=) 0) 57 2- 8=) 0) 542 3- 8=1-326) 96 BC: 2x4 DF 015BTR SPACED 24.0" O.C. 2- 3=(-718) 28 8- 9-) 0) 165 8- 4=) 0) 465 WEBS: 2x4 DF STAND 3-4=1-561) 54 9-10-) 0) 165 4-10=1-575) 2 LOADING 4- 5=( 0) 205 10- 6-(-42) 85 10- 5=1-368) 100 TC LATERAL SUPPORT <= 12"OC. UON. LI) 25.0)101( 7.0) ON TOP CHORD= 32.0 PSF 5- 6-(-169) 73 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD= 10.0 PSI 6- 7=( 0) 57 TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0" 12.0" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -28/ 679V -97/ 970 5.50" 1.09 DF ( 625) M-1.584 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 1.0" 0/ 79V 0/ OH 132.00" 0.13 DF ( 625) vertical members (ion). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 10.7" -24/ 919V 0/ OH 132.00" 1.47 DF ( 625) 21'- 1.0" -18/ 377V 0/ DH 132.00" 0.60 DF 1 625) Unbalanced live loads have been BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP considered for this design. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= -0.002" @ 22'- 1.0" Allowed= 0.100" MAX TL CREEP DEFL - -0.003" @ 22'- 1.0" Allowed= 0.133" MAX TC PANEL LL DEFL- 0.026" @ 2'- 4.5" Allowed = 0.378" MAX BC PANEL TL DEFL= -0.049" @ 3'- 6.8" Allowed= 0.435" 10-06-08 10-06-08 '( 1' MAX HORIZ. LL DEFL= 0.004" @ 20'- 10.1" 5-06-03 5-00-05 5-00-05 5-06-03 MAX HORIZ. IL DEFL = 0.006" @ 20'- 10.1" 1 '1 1 A, T 12 12 7.00 M-4x6 .S.17.00 Wind: 120 mph, h=15ft, TCDL-4.2,BCDL-6.I, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), O 4 load duration factor-1.6, Truss designed for wind loads ja\ in the plane of the truss only. M-2.504 or equal at non-structural diagonal inlets. M-1.5x9 M-1.5x9 3 N O O MAp ��-1OA 9 � 10 o M-2.5x4 M-4x6 M-3x6(S) M-4x6 o M-2.5x4 1 l l l l 7-02-05 3-01-13 3-06-10 7-02-05 � cp P R OFk- ), y ). GINE '" 11-11 9-02 Co Ce Eq p� 1 l 1-00 21-01 1-00 " 89200PE 9r JOB NAME: DR HORTON PLAN 3725-B - Fl Scale: 0.2556 WARNINGS: GENERAL NOTES, Settee sPerM..noted OREGON 1,Builder end ereaa antradorehould Be Mcleod of di Detest Nete. 1.Tbtdmign t based only span Me perimeters shown end ISM en Md9000A 9G Truss: F1 .ed MAmMpa esters aaauennn..mince. buldMg component.Applicability of design parameters end proper 2.7k4 compression verb bracing mat a Metaled Mors fhown e. inarperslon of component h the re.ponelbAXy erM.MARRS designer. ,O�� 14 j 2O) tr 3.AOtlBbn4 temponsy having b Mum stability during construction 2De.gn.rum..Me by end bottom ehordeb be literary bussed at I.the of erector.MCRbnel permenenl bracing of T e.e.and at 16 o.e.respectively whim Marred throughout Mei tench by responsibility ro arlMaus saaMag wch se plywood ehmmMg(TC)and/or drms11(13C). c R I L,^ DATE: 6/10/2016 the ovine emclwe Mme responsibility of tlro balding designer. 3.2t lmpect bridging er raters)brsdng regutr.d wtrsm shown"• SEQ.: K2266836 4.Nobad should beawned romycomponent until after.lWooing end 4. Mnof Design mees,Is ssesarePoobe used in m nment, hbners we complete end et ne tine Amid any bade greeter than damper beds be spelledla am/sent 6. and are tetany centime Ouse. ID: LINK d.D.. 5.Germano*m.aanvwew..m.,wm..ners.penemnlyfe M. Design assumes nebesting aal supports eham.Slim or..dg.6 EXPIRES: 17/31/2017 neceeeary. febncela.handing.shipment end instaltetlanetampohxys. 7.D.tsn moumesadegate*sine Is provided. August 11,2(116 6.m+sdesgnwhmNhedsubpatothelimleliene set rodhby 8.PlatesOWbeboated anbomr a.album and Merl so their center TPPWTCA M 8051,copies M ete%WIN furnished upon regime. Bros aMdde Wim)ant anter lines. 9.Digits Indicate ate of plate M Adore MTek USA,Ina./CompuTM Software 7.6.6(11)-E 1o.Fer bask connecter plate design Values see E5R-1311,55R-1968(Wick) This design prepared from computer input by LUMBER SPECIFICATIONS GREG AR/EL TRUSS TC: 2x6 EF 21-01-00 GIRDER SUPPORTING 27-01-08 FROM 8-03-00 TO 21-01-00 BC: 2x6 DF 81 LOAD DURATION INCREASE= 1.15 (Non-Rep) INC (2012 MAX MEMBER (FORCES 6-R 2-) -11210 WEBS: 2x4 OF STAND; 1- 3=(-7114) 832 1- 7.(-676) 7626 6- 7=( -112) 1800 2x4 DF STAND; A LOADING 2- 4=(-7114) 714 6- 8=(_776) 7610 2- 7..(-1902) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 3- 5=(-9732) 916 7- 5=(-758 8304 7- 202 TC LATERAL SUPPORT <- 10=1, Ce=1, Ct=1.1, I=1 9- 5=(-9734) 916 8- 5=_ 3=( -665) 6786 12^OC. UON. ( 750) 8304 7- 4=)_-208) 290 BC LATERAL SUPPORT C. 12"OC. UON. 4- B. TC ONIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- ( E20I1 2636 BR BC UNIF LL( O.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 21'- 1.0" V DEARING 0.0" TO 21'- 1.0" V MAX VERTIMAX HORZISIG REQUIRED./N. SPE AREA BC UNIF LL( 319.1)+DL( 213.6)- 527.6 PLE 8•- 3.0" TO 21'- 1.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ./N. (SPECIES) ( 2 1 complete trusses required. O•- 0,0" -408/ 4685V Join together 2 ply with 3"x.131 DIA GUN ADDL: BC CONC LL+OL= 2898.0 LBS @ 8'- 21'- 1.0" -87/ 878 5.50" 7.50 DF ( 625) nails staggered at: ),g" -630/ 6755V 0/ OH 5.50" 10.81 DF ( 625) )(/ 9" oc in 2 row(s) throughout 2x6 top chords, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL �x`x` 9" oc in 2 row(s) throughout 2x8 bottom chords, REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/290, 80 MAX LL DEFL=-0.064" @ 15'- 1.4" Allowed - 1.008" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL -0.228" @ 10'- 6.5" Allowed 2 1.399" "`HANGER BY OTHERS TO APPLY CONC,LOAD(S)EQUALLY TO ALL MEMBERS. MAX Hoa1z. LL DEFL= 0.019" @ ze'- 7.5" MAX HORIZ. TL DEFL- 0.047" @ 2C'- 7.5" 10-06-08 10-06-OB I 6-01-06 wind: 120 mph, h=15ft, TCDL.4.2,BCDL=6.0, ASCE 7-10, I4-OS-02 9-05-02 (All Heights), Enclosed, Cat.2, Exp,B, MNFRS(Dir), 12 '( ,� 6-01-06 load duration factor=1.6, Truss designed for wind loads 7.00 M-9x9 12 in the plane of the truss only. 4.0" Q 7.00 ,fes M-5x10+ 2 M-3x8 M-7x19 M-7x19 coo I ® V I 6 M-3x6 7 s M-3x8 M-8x10 -5 0 M-3x10 M-3x5 MHS-7x10(S) y ♦2030$ y 5-11-10 4-0 -19 4-06-14 y 5-11-10fclik_ 9-01 12-00 'N. PROFFtS' 21-01 y �5 ��GtN�FR �'i�?/ 89200PE JOB NAME: DR MORTON PLAN 3725-B - F3 Scale: 0.2960 WARNINGS: Truss: F3 f.Bona.r and erection contractor should be advised else General Notes GENERAL NOTES, unless otherwise noted: . CC and Wananss before construction comb ensea, f.building �di design 4 hosed poi open me promoters deter and b bran IndbldiR) �.cemTssa bob,. gcomeonent,App sbIByefdeslsn paraBMen and pope, OREGON S.AdClroml b testlo hawf pe "NI s rown+, 2.mror esialMn f sempopant*the responsibility chreOtte Wendy broad at moon"breem fe mwro NI conebugbn T er,and at la fop and bottom tyunless eh kneed g band e�� 'O }e 14 `Z°�� DATE: 8/10/2016 IsthefespossbeNyoftheerector.Addiionalpemunenbracingof 7o.o.end h.thIn.rsuchas*wobpbaeed8xmpnNordryout their fs 1 SE up ovwal ebudure I the re pons yellheb .d&Mpg,. pp...PoeneemFpateao,dog,.fired Pim arn*Nae). AA {�f_ Q.: K2266837 4.No should be applied ro.ay component until oder MI Mooing era 4.2xPontbridging Is therelprodngngathe Men Mewn++ "=I LC'R �� mstenan oro cemptete ma sera dart ppm S.Design assumes ofposeeme rrefe be useof ltlwnapeorosiaenbecmr. TRANS ID: LINK destgnfosdabeappladm. am bs0e9eM'rdren s.Dsepnmro...anmauewmenm non-corrosiveenvironment, nY portent. and aro M'd"condition'of oils. S.CempuNnn be rte eodM over ora assumes no ntpenWnly for S.dagn names M beeMq M al supports shown.SNm or weds`If fabrication,sending,Moment tact „"°n ofe.,ponente. .'a". EXPIRES: 12/31/2017 8 TVs Wagnb mmlehed dub}dl505 limitations est mise by I.moan s.isdon trMmse mprovtled. TPNNTCA8068),cope ofwtaen MI be 1mMed upon request. S.Ptetes llet&PP be h pieced their leIrd Wok USA,IsnJCompo3,.a Software 7.6.6(1 L)-E fo Far s ete Peofin inches. plats design vales see ESR•1311,ESR•19811 @seek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 14'- 5.8" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF 81613TR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 20 2- 7=(-37) 219 3- 7=( -34) 53 BC: 2x4 DF 81613TR SPACED 24.0" O.C. 2- 3=1-251) 8 7- 8=1-40) 236 3- 8=(-336) 40 WEBS: 2x4 DF STAND • 3- 4=) -30) 115 8-9-(-97) 430 8- 4=(-545) 111 LOADING 4- 5=( -61) 42 4- 9=(-464) 127 TC LATERAL SUPPORT <= 12"OC. 00N. LL( 25.0)+DLI 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( -5) 0 9- 5=(-157) 35 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD- 42.0 PSF OVERHANGS: 9.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Cs=1, Ce=1, Ct=1.1, I=1 0'- 0.0" -25/ 323V -30/ 90H 5.50" 0.52 DF ( 625) 4'- 11.0" -18/ 583V 0/ OH 5.50" 0.93 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14'- 5.8" -19/ 418V 0/ OH 2.50" 0.67 OF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL= -0.001" @ 0'--9.0" Allowed = 0.075" 12 MAX TL CREEP DEFL= =0.001" @ 0'- -9.0" Allowed = 0.100" MAX TC PANEL LL DEFL 0.006" @ 1'- 11.1" Allowed = 0.170" MAX BC PANEL TL DEFL- -0.009" 8 2'- 3.7" Allowed = 0.165" MAX BC PANEL LL DEFL- -0.260" @ 9'= 5.6" Allowed = 0.404" MAX BC PANEL TL DEFL" -0.314" @ 9'- 5.6" Allowed = 0.538" MAX HORI2. LL DEFL = 0.004" @ 14'- 0.2" MAX NORIZ. TL DEFL- 0.005" @ 14'- 0.2" Wind: 120 mph, h=15ft, TCDL=4.2,BCOL=6.0, ASCE 1-10, 3-11 5-00-10 5-02-06 0-03-12 (All Heights), Enclosed, Cet.2, Exp.B, MRFRS(Dir(, 1 1' 1' 12 3.00 load duration factor=1.6, Truss designed for wind loads M-1.5X4 in the plane of the truss only. A i M-2.5x4 N nr I 0 M-2.5x4 - ��l g f M-2.5x4 M-5x6 ee M-5x6 M-2.5x4 o M-1.5x9+ ..5214.37 1 Y 3. 1 y ��ED P R OFFss 0-09 3-11 1-00 9-06-12 NGINEe,r,, SQA/ y0-09y OV D FOTT BEABING•Tts'2 B 9 I 14-05-12 �` te 92�OP E -1101' Asp JOB NAME: DR HORTON PLAN 3725-8 - G1 Scale: 0.3738 +� OREGON tt wrnN was: GENERAL NOTES. uldew otherwise nand: J1 1. Builder adv erection cnMreator shroud be advised of Tl General Notes 1.TNM deagn n bawd only upon the perame16n shown and n bran Individual /..0 }- 14 24 ��"` Truss: GI enavemn9s»fw.aoaawcnenwmnenc.a. bnlarpoeonetcotAppnoRIMresility of eeynpayottenanapreper a.woe companion cow b,.d g want be aw.5.a where shown•. mageraaM erewaporronl 61m responsibility time endwise esgner. 3.Am56nNnmvonnaaeagteIsunenbNtydumpeMMrudlon 2.pedgn..warem.ropanebo5emomnisnbaNnroybraaeet �RRI_\- 2 ore-end O 1O 5.0.napad6ap oohs brand throughout tMe length by b lM nspona8Wly mtM rncbl.AddOon.l p.rmenenlb�n0 of oo tenuous sheathing such s plywood Mealtang(TC)anNardnwe801G). DATE: 8/11/2016 m.000055*adore n the reePonerony m ore bul4ing deagn.c 3.216 tnpM bddgInS or 61604 bradng ngww when Mown"• SEK2266838 No Ned e^0M b..pai°roany oanoenenl re lager al emle9°''deg end 4-DR*"'ebb hus68.Impae" beyafthe 05.9.000e a e"Iren. 4- r.eon..0.eamp6l..ro.wmn..hawd.ro a.dagr...rth.n 6.Dndan.ewmaebn.eeoaofuse. edIn.nonoona>H..minnmam, EXPIRES: 12/31/2017 TRANS ID: LINK a0gnbedab.ePg6°nanyo5m5bbbet, Dmennrdnaonamen'mete. 5.CempuTn»Inene wnbot son end eesms no reepons@Nry!n to e-Deemn STama..alae.dng et el wvvor6 etrolwn.SNIT 5rw•agal sera. August 11,2016 fabrlatbn.handling,ah6ment and Inete5s8M of components. 7.Design asumesadwua6 Milne•is provided. 8.This design IhrnNhed eub)em to the lmtetbs set bah by 8.Pates Mal be loaded on both acs Maass,and pieced somelr center TPIANf0A in 8031,copies of whaah v4 be furnished upon request. 16s 00614°s with joint center Ines. 9.Digits Moats dee of pate In 1.102.. METek USA,Inn.IConpuTrba Software 7.6.6(11)-E 10.For barb connector pate design slues se 588-1311.ESR-1908(MITek) This design prepared from computer input by LUMBER SPECIFICATIONS GREG ARIEL TRUSS TC: 2X9 DF TR 9-06-12 GIRDER SUPPORTING 10-11-00 BC: 204 OF S3 LOAD DURATION INCREASE= 1.15 (Non-Rep) IBC 2012 MAX MEMBER FORCES GDF/Cq=1.00 WEBS: 204 OF STAND; 1-2=(-1363) 23735 5_ ( -733) 134 7- 2x8 DF S3 A6=( -98) 225 5-1= LOADING 2-3=1 -53) 35 6-7=(-222) 1280 1-6=( -181) 1110 3=(-132) 29 Snow: ASCE 7-11, 25 PSF Roof Snow(Ps) 3-4=( -5) 0 TC LATERAL SUPPORT <= Cs=1, Ce=1, Ct= 6-2=( -107) 625 BC LATERAL SUPPORT <= 12^0C. DON. BEARING 1.1, I=1 2-7=(-1922) 269 OC. UON. TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0^ TO 9'- IES) BC UNIF LL 0, 6.8"V LOCATIONS MAX VERT MAX TIOZ SIG REQUIRED SPG AREA ( 0)+DL( 5.0)- 5.0 PSF 0'- 0.0" TO 9'- 6.8" V REACTIONS BC UNIF IL( 111.5)+DL( 53.5)= 165.0 PLF 0'- 0.0'• TO 9'- 9'- 1.0" -195/ 1123V -33/ 78H 5NS .50" 1.80ZE N DFP)625) 6.8" V 9'- 6.8" -211/ 1162V 0/ OH 2.50" 1.86 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL= 0.000" @ 0'- 0.0" Allowed = 0.008" MAX TL CREEP DEFL= 0.000" @ 0'- 0.0" Allowed - 0.011" MAX LL DEFL=-0.024" 8 4'- 10.4" Allowed = 0.441" MAX TL CREEP DEFL= -0.047" @ 4'_ 10,4" Allowed = 0.588" 5-00-02 9-02-19 0-03-12 MAX HORIZ. LL DEFL= 0.003" @ 9'- 1.2" MAX HORIZ. TL DEFL= 0.004^ @ 9'- 1.2" 12 3.00 v Wind: 120 mph, h=15ft, TCDL=4.2,BCDL=3.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), M-1.509 load duration factor=1.6, Truss designed for wind loads 3 4 in the plane of the truss only. I .....- ....440401111-84-4X420 illrli. M-2.5x6 M' 11. i 1 r,p .4- o `110 , 4 co 0 7 I 9 /L 5 N.-3x8 6 7 =a "� =M-9x9 M-5x8 l l 4-09-19 9-10-02k 11 0 0 9-05-12 y l 9-06-12 1. .�,RtD PROFFs c�5 ,eNGtNEF9 s/("44/ v JOB NAME: DR HORTON PLAN 3725-B -G2 89200P E �' WARNING/I: 0.4686 A Truss: G2 1.Baader and erection com am,.jar be advised of all General Notes D12wmtaL NOTES. wine a1herMse"Died, O sena Brand rMorn cormntor should benoa. 1.This design b based may upon Me psnmebra shown and Is ler an Individual 2.DMoe ng bulleIng009OO conllOfoon.ADgkabA6y of 6.111n D..mmen,na Proper '�j , OREGON w �" mpsesbn web mud WHIN Nduring Mown+. Mcorperagen o/.emDonambthe responsibility of Me MRanp designs, 44' Vr 3.Additional br,gorxybne■gPo Y,wesbNMyadr6 conaMctlen z Design namesfcam leo and bottom t4 DATE: 8/10/2016 bth.respnsWyy Otto arector.Mtlbbnal permenembnel `^caro Mbte,aN tweed at /Q .9( 14 2.6\,4,1Z- 2. �� l r� Mooing 2.on.and at t0o.a rcspeWbey unless braced throughout Mew length by `_ tho swell Mostarsk M,responsible('eros.bulWng a.agmc continuous sMeMing awn as pywVod,r„stl1Mp(1c)■M,or SEQ.: K2266839 4.No lowMewa6.applied le nyson,ppnmt.usera 4.M0. 8onnfno..Mlsbnwaneb yeltheOhenMewn.s ec)' [� bN.nsra a..complete.rho at no Bna Naukany loads rester than 6.D Mtn obese,6N responsibility of Mer epedbe contactor. MFR RILE-� TRANS ID: LINK design badsM,ppged%anycompor»M °b",°r'd,y0�ew•010.. em.11011,-01,0116,11.wronm„t. 5.Cem.uTels Ms no eonnnl over and waives no •m an bean ovation-of use. nspoMbllhy br81e 6.Design assumes MI Seadn8 st seg supports Mown.Shim or wedge 6 fabrication,lahfumg.*Award and MsbbIbnercompon.m,. mummy. EXPIRES: 12J31I2017 Q This desip,bMnbbea subject b the lensalbna setbM by 7.Design assumes adequate drainage le provMW, TP.NgEA In SCSI,copies Wwtish wM M nmMee S.Plaincoincide Wall ba pitled on canterlbas,rtuas,aM placed so Meir comer August 11,2016 upon hies co4gW.w1M)elm canter bee. Wok USA,IncJCompu7nm Software 7.6.8(1 L){ s•000.tdbsro eta or plate in Rohe. 1o.Fun nasic connector pleb design values see ESR4311,008.1998 987.0) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 8'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF#1&BTA LOAD DURATION INCREASE= 1.15 1-2=( 0) 57 2-9=(0) 0 BC: 2x4 DF 81&BTR SPACED 24.0" O.C. 2-3=(-146) 107 TC LATERAL SUPPORT <= 12"OC. UON. LOADING • BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TO? CHORD= 32.0 PSF BEARING MAX VERT MAX MORE 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" 0/ 988V -37/ 11111 5.50^ 0.78 DF ( 625) 7'- 11.0" 0/ 193V 0/ OH 2.00" 0.23 OF ( 625) Snow: ASCE 7-10, 25 PSF Roof SnowPs) 8'- 3.0" -61/ 227V 0/ OH 3.00" 0.36 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: L1=1/240, 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= -0.288" @ 4'- 7.3" Allowed = 0.579" MAX TC PANEL TL DEFL--0.465" @ 4'- 7.3" Allowed = 0.869" MAX HORIZ. LL DEFL=-0.001" @ 8'- 1.5" MAX HORIE. TL DEFL=-0.001^ @ 8'- 1.5" 8-03 12 3 -f Wind: 120 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. I ,-i o in 04 O Ofi Z O ge=sell s.4 1 � M-2.5x9 Y l Y 7-11 0-06 Q`VD PROFFn y y tv�<o AGINE&. s,' 1-00 (PROVIDE FULL BEARING;Jts:2,4,3 8-03 Q 89200PE ...__ JOB NAME: DP.HORTON PLAN 3725-8 - 31 Scale: 0.4580 'S ife 411 • WARNINGS: GENERAL NOTES, unlassetberwMnotd: OREGON �4✓� 1.Builder and erection contractor should be advised slag General Notes 1.Pis deslpe k hued only pan the penmetsn thewn end is lar an lrkivlduN ND,Truss: Jl ..avv.large beton aemtruawneommanaee. building auepeosIt Applicability of design Penmetere end Pnssr 2-°2 2.Ad mepeon ton web brsdng mold 6.GNAW vainer shown�. eworyentlon oteomPossd4Me nspealbily of the bulking dsslpwr. /O •! 1 4 A4 3.Additional temperer/bodes to Mane Nobility during ametrwtlon 2.De Ensign assures Mtop end bottom tlwMabM Mento bread at v y Ie Ma responsibility elthe erecter.AddBersI pemaae bracing of YntinandN1BoreMeeagunhabraced)IC)sou[MbMININ M��R10- DATE: �` v 70.bwss sheathing t0'osnpo sseB ono s br.oed neo hOOI Rob tegthb y DATE: 8/10/2016 M overall Nrudve Who nsponsBrity of the building deelgrwr. 9.20 Inpd bridging or later.braceg required Mere shown•+ SEQ.• K2266840 4.No bed should bo applied to any component urMM • r albradng end 4.IoNSMtbn of truss isM responsibility of the respective connector. • fasteners an compete and N no min shook coy beds greater Mn S.Design sssuastrueeesm to be used 010 nancortotive environment. design bods M espied m 00Y nmpearA and an br•dry condition.01 use. TRANS ID: LINK 5.Dedgnassumes Mbeefing etelwgporbshown.BNmorwedge g EXPIRES: 12/31/2017 5.CamWTrus her era carkN°wand Gnomes no reeponabllay torts MdMeary, nbrlutbn,Mrkrng,ehgMm and lrwloUBon Nnmpunaeh. 7.Design aeumee aoegnb drainage is provided. August 11,2016 6.TIM design I.horrbbed sub4ctto the Imitations set forth by 8.Plates Noel be tented on Mm trees of truss,end placed so Me ceder TPPMCAIn SCSI,spies of Mich oft be furnished upon roiliest B.DINgbindicate oincide with Joint ot to ter Gies. . Inches. MiTek USA,Inc.ICompnTrue Software 7.6.6(11)-E 10.For bask connector plate design values Bee 888-1311,557519158 RATek) This design prepared from computer input by LUMBER SPECIFICATIONS ARIEL TRUSS VANCOUVER NASH 360-574-7333 TC: 2x4 EF XICATR TRUSS SPAN 8'- 3.0" TC: 2x4 DF d1EBTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX 1-2-) FORCES 2-5=GDF/Cq=1.00 SPACED 24.0" O.C. 2-3=( 0) 57 2-5=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. 2-3=(_143) 138 BC LATERAL SUPPORT G= 12"OC. UON. LOADING 3-4=(-128) 0 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF OVERHANGS: 12.0" 26.8" DL ON BOTTOM CHORD 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) o'- 0.0" 0/ 449V -42/ 152H 5.50" 0.72 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 7•- 11.0" 0/ 143V 0/ OH 2.00" 0.23 DF ( 625) Unbalanced live loads have been Cs=1, Ce=1, Ct=1.1, I=1 8'- 3.0" -150/ 525V considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0/ OH 3.00" 0.75 DF ( 625) REQUIREMENTS OF INC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/160 BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD, TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL -0.002^ MAX TL CREEP DELL=-0.003" @ -1'_ 0.0" .09 Allowed = 0.133" MAX LL DEFL=-0.060" @ 10'- 5.0"" Allowed= 0.133" MAX TL CREEP DEFL= -0.076. @ 10'- 5.8" Allowed= 0.223" 0.297" 8-03 MAX TC PANEL LL DEFL=- 0.288" @ 4'- 7.3" Allowed = 0.579" MAX TC PANEL TL DEFL = -0.465" @ 4'- 7.3" Allowed - 0.869" 12 7.00 p 4 MAX HORIZ. LL DEFL= _0.001^ @ B'- 1.5" MAX HORIZ. TL DEFL--0.001^ @ 8'- 1.5" Wind: 120 mph, h-15ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 3 ', (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-i.6, aTruss designed for wind loads in the plane of the truss only. .a o IA N O I ,_ o i 1 j 0 M-2.5x4 y 7-11y y 0 0 k 1 4 4\ei,V) PROpp- l1PWWIDE FULL BEARING;Jts:2,5,3 I 8-03 l b tr 2-02-12 �C\. ..' ..."11:1 .."9 •(22 (X' 89200PE 17t. JOB NAME: DP. HORTON PLAN 3725-B -J2TCM / Scale: 0.3982 .--...,0"40:e wIARNMa6: GENERAL NOTEB, uds.e egmrwse notal: Truss: J2 TCM eldds."d erection contractor.howa w unwed of al General Notes IS CC• aM wwtmhg.bate.a rebsoenn mn,m.rl.... I.7ms le ban on8esBnly nthe penmen*Mown endnlaoper lndwmual '9L, " OREGON R tv 2.3a compression web building component.etsoeArate len of Wats parameters end paper p bracing nut bwtsMd whom shown.. incorporation el component nrepontlbilly of the builangedtner. 3.Add4bmi temporary bhang to awn.bDMy during son budbn 2.Design names We top and bottom dense,be laterally brew at �- 1 w n O� "�� DATE: 8/10/2016 sawtegon.tslly ettM and«.Add tlensl immanent bhang e/ lex.end et 10 o,e.respeaNey unless braced throughout thele length by iY N IM awnasdo,..thereepsn Eael'arm.building designer. continuous Westernossa!Mt y,grddsdesIg(IC)tenor drywaNBC). ^I SEQ.: K2266641 4.Noloadshouldbeeppwdroam°omponenlmu.e°r.go 4'Int^m�wdrMissWdging or U»repeneStrpmnerespntiveco ♦ Y/ -RRIL�- hnbn.rs.1.ms,,mgumaen°Mn.,modem leech pe.l.,eh., s Installation wanes tweet en b be used ility a norm:onoenwhite ner& TRANS ID: LINK ao.w.dabe.lNww.m°ompen.m. .man for ary condition.of use. 5.OcrrlpeTM Mane 8.d to mer.nd.eaumae no n.pomWply f«am 6.Design assumes NI beaMg et el supports shown.Shim ere.dge It tsbrkalbn,hurdling,shipment'n Initiation pyd„tW„"r". mann. EXPIRES: 12/31/2017 Q This dedpr,15Nnhnaa wbpd rode tension betanin 5.D.agn senses Wegame drainage*provenn TFYW7CA*8051.copies otwesn will be!unshed B.Plan windd.tes sin with pin on bothant.!bees dhusa,and pN«d>oIMII«mn August 11,2016 upon request. lines eanele.alth pine order nue. MITek USP,,Ine,lCompuTtua Software 7.8.8(il}E a.Diel.Inane.Re at Mete s Indus. 10.For basic connector pate design values see ESR-131I.ESR•19661MR.k) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF 914BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-4=(0) 0 BC: 2x4 DF 41OBTA SPACED 24.0" O.C. 2-3=(-77) 18 TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HOPE BRG REQUIRED BRG AREA DI, ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -30/ 322V -18/ 61H 5.50" 0.52 DF ( 625) 1'- 11.0" -29/ 54V 0/ OH 2.00" 0.09 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4'- 0.0" -26/ 96V 0/ OH 2.00" 0.15 DF ( 625) Cs=1, Ce=1, Ct=1.i, 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" 9 -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL- -0.003" @ -1'- 0.0" Allowed - 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL m 0.002" @ 1'- 0.8" Allowed= 0.067" MAX TC PANEL TL DEFL= 0.003" @ 1'- 8.2" Allowed= 0.386" MAX HORIZ. LL DEFL=-0.000" @ 3'- 11.0" MAX HORIZ. TL DEFL= -0.000" @ 3'- 11.0" 4-00 T I 12 Wind: 120 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 177 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration tactor=1.6, Truss designed for wind loads in the plane of the truss only. 41 Cl O O N N O I a � o KE M-2.5X4 k 1 ,1 1-11 2-01 - PROF 1-00 y 4-00 c'Sti• GINEq4cS'/O2 !PROVIDE FULL BEARING:Jts:2,4,3 I 89200PE r JOB NAME: DR HORTON PLAN 3725-B - J3 Scale: 0.5715 OREGON NING WANB: GENERAL NOIEA, antes.onerw.e noted: 7, OREGON 1.Budder and erection eonbader shn4d he advised 01.11 General Netes 1.This deign Is based only upon the parameter..hewn end Is for an Individual /40 °9}• 14 Truss: J3 end Warrens before constructionmnw construction eomas. baddsgcomponent.AppteaplAY ofdealgn parameters and proper 4�,l's 22Meomprwebn web bracing nth*be!Waled where shown •. Mcoryontlen el comoet.ra lathe neponsmoty of a.MrgrgdNproL A/(,y. V 3.Additional Mnpolay bracing b*we*I AN damp wn*adlon 2.D.agnaaeumas the by and bosomeer4e to be unless bresed roughout their length h brewed et 't77t�p ti the mpentbiBy of the meter.Additional pwmenent bracing of T rlkuou.the.and alsheathing such*Napywood eheamkq(TCl wngw d 74.093). �'l7 r"t L' DATE: 8/11/2016 thesn.morudww.A ran.850*Ayoithobudd0gWo4ner. S.DtlmpadBdgigorbtanlbndngregmndwtSlSSlOwn•s SEQ.: K2266842 4.No bed shoots be applied b.T compomntunG atlar*bndrg end 4.InobdWbn elms Is to reepwwANAy of the respective wntrsebr. fasbnen are 005591*and.0006,0..1"'Many beds"ft""" 5.Dwgn.""'""wee.nl0800004 lne n0000r h+.mhoeln.eL EXPIRES: 12/31/2017 4.99.bads W aSPd.dfo 6.Deagnas.umesMlbwdga aAeuppo0sanown.BMmorMdpaH end are for.*wndmon•of tole. TRANS ID: LINK 5.Campania has wwww control over August 11,2016 fabrication,8.0455,,6159191 and Installation of Components. 7.Design assumes tide**draln.ge la provided. S.This design Is famished subject to the i aster.set forth by B.Plates**be bested Ori both hese of truth.and placed so Meir center TPBNTCA in Beal,copies of welch Ml be Benbhed upon 05191. Ines coincide icer 7061 center Anes. B.Digits Indicate.lie of plate in Inches. MITek USA,kroiCompoTrua Software 7.6.6(11)-€ 10.For bask°onneder plan 4asign values see EBR-1311,E311-1801(MITeg (0.01v4 000(-as3'I Isl-0s3 an.an•a udlaop•Iad mlawuo>>!•e9 m3'Pt ..001404 a wd/0 0**Mow 009a'e 3-(11)9'9'10...vpS nulndwoy-oly Vsn mum 7 u9 L0Z'L L Lsn6ny mNn,l9p os Mold Poo'a9ulp of dloo'eo o�P NoM WW1.44.WW° '6 'W MU Yodn M4alaN W lay UMW to NHro(BOg W WJJAMdl LLOU/LE/ZL S30Id X3 - 'PaPlo,d al aPwPro a.bN.awYaee YBpp•L 64 WO)W.waO.Wfl Wlo1%.N9^a PWavYY ol((SW a419 '4mww 'awooduwo w uoeNaPa vu.IYauN4o'dupla0'oopoolMW d.ppomJO*NS romogs%modem p to%Weal pO awnn.Asp (MA AllWwodau w sous...Poo mao WO=w aw au,lpda00-0 ompuoo nnlo.0Ufl4Av.,a9.H] 'WwodaooAmmpopd000spool(Amp ?INTI :CI SNVILL Poo daaualwa omoa,owou.a peen W H 9 s.9alnod000 A "VII EWa 'Ammo ap,.aau aato Nipaauodau aw a+aate,Yowpawl Y NmYu6.Pea Atm wogs wn wi.pm 00$011/00 u.mom./ -i�'V C7 'toskwlmmmw(.00.11.O.poaY.U.do.6Ppavaua..moo°o p.HpWY.,NaPY^Wwod000 o.olPNdd..gonoWD.aoN W £6899ZZ)I '(53S Oma/ tj L �O an awa,wa+omieo al Poo.;mom quapw,a,qd ma gw.wa.ut'66 p 'flaw paw^a NW.RraRuoa..,«xa.waeow waAo.a V +.WWI W.W.I*I Al 1.put z to eYw.eaww.uuadlwapvw',aaa,.wNtoµpq.uodaae aaa 9100/01/8 :8SF70 /�y �\ �b1fi. >7 m.gp.00.q.^vwuo a0g7000a9usaurn.edh.O.Z Yop, YmsuvroNwNf.a00 0000 eoauNlwavw 0 1111000.0.9.aa iuwod00o to uop9obo:.^ . .W 9.40,Naeq p noYY N003 O mod Poo9•laa9.d WOW to 411(164ddl'Wwodaoa Pappy •W Seo ollosumo pow v r 101000 u.,aa WauY.Wa9q+aa,ad mil 000n lW.Pne9a 00000 a41't aouew9ro ug oiteO mom u.p.o.NPYa ��...-�,/�'�! �7�' W-'� imp.•awaao noun '8310011i13r90 •aoN lwwaO pa to P•aMa.9 PPwN maw.uopaa,a We,ep1^B-I I�r :SSil. y j+/ 0009'0 :sIu0S >NtNWlanl Of - H-SOLE NV'Id 001200 HO :0909 HOf -a 3d00Z68 3, Sli ad a 00_6 f E'6'Z:s3f:ONI5Y390(11,41 WIA0114 f 1' TO-Z TI-T T 1' 1' 6x5'0-64 IIIIIIIIIIPM T IO 1'10P� � 0 W 0a I r H a iia f- E 'ATuo sona3 ago.;o aueld a43 uT •peoT pup,Io; paubToep ssna/ 9'T-aoOoe; uo T3eanp poor '(ITO)£53MW 'e'dx3 '0'300 'pasoTou3 .1.416pou TT1) '01-0 3011 '0.9-7Q02'Z'6=1031 '3051=4 '4da OZT :PUTM d 00'S y ZT ,.0'II -.E 0 .000.0-=1390 11 'ZI50H XVN l •.0'TT -.E 0 .000.0-=1330 TT 'ZI20H X1(1100-6 ,060'0 = Podu ITS ..Z'8 -.1 0 ,.E00'0 =1330 11 136114 01 )(VW u LSO'0 = pOmuIT1 ,.8'0 -.1 8 „000'0 -1330 TT 1301d JH XYW „EET'O = PanoTTV .•0'O 1- 6 ,.£00'0- -7330 03350 TS X10 'A7/030003000-NON 101 £0100 SAI1 05093 000102 WE .,001'0 - Pumor72000 Y „0.0 _.1_ „200'0-= 1330 11 X10 dOy '0101 3AI1 3SdOT 503 03?]3003 005000 001100 081/1=11 '060/2-12 :SSIWIT NOI0027130 710I153A '1304 00I30 ION ZTOZ 02I INV ZT00 30I 30 S0N0W35I0035 '11I31dS 201 01 300 A1441 SON 1300 3015015 0311921 (S09 ) 30 S1'0 ..00•Z HO /0 006 /ZZ- T=I 'T•T= (SZ9 ) 30 •.0'0 -.7 40 'T-00 'I=s3 (SZ9 ) 300 60'0 ..00'0 HO /0 AES /82- .0'11 -,T (sdln0u5 0000 304 SZ '01-0 2301 :nous ZS'0 •OS'S HE6 /E- A02£ /L£- .0'0 -.0 (53I03d5) •N1'61 33IS 0201131/0ASA 0.06 -0101 11101 1351 958 035I0035 959 2505 X10 090033135 100111001 1530 X10 9025135 304 0.Osd 0E -1 05093 001100 NO 100 ,.0'ZT :190155300 =05093 001 NO (O'L )70+(0'SZ )1T 90I0107 '000 '00,.01 > 1500001 1553111 39 0 (09-)=E-0 '000 '30,.01 -= 15 > 00001 TSd3111 01 0 (0)=6-Z E6 (0 )-Z-T '3'Q ..0'60 Q335as 00'i-b0/(Qg/506 S3J503 -0-1datINX10 ZTOZ J8I ST-T =3113539I NOI15500 0101 502919 30 6x0 :J9 ..0'0 -,6 10141 11051 11531p 34 6x0 :0.1 0£00-90S-09E HS0M H3ANOJNSA 01000 13Io1 SNOI11JI3I03dS 535001 Aq 3nduT segndao0 1004; paxedma4 ubTsap .111 Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths 1 /4 I ( (Drawings not to scale) offsets are indicated. Damage or Personal Injury Mill. Dimensions are in ft-in-sixteenths. �� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For O 1/16.. 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I 31111111E LI E p bracing should be considered. o! O 3. Never exceed the design loading shown and never 1�� U laikl U stack materials on Inadequately braced trusses. a O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate '-- designer,erection supervisor,property owner and plates 0 4i l'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 am ed fully. ull rid ot and wane j e at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO gby 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/1PI 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 appicable for PLATE SIZEuse 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,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that SYP represents values as published specified. �! 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. Indicates location where bearings 16.Do not cut or atter truss member or plate without prior 111\111 (supports)occur. Icons vary but ©2012 MTeklS All Rights Reserved approval of an engineer. M reaction section indicates joint 17.Install and load vertically unless indicated otherwise. 111 III III IM number where bearings occur. Min size shown is for crushing only. 1.1111111111111018 Use ofgreen or treated environmental,health oruperformmber ance pose unacceptable risks.Consult with .....-.11.4project engineer before use. Industry Standards: 19.Review all portions of this design(front,back,words ANSI/TPII: National Design Specification for Metal and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. i1'e e BCSI: Building Component Safety Information, ft4 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quaity Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 x MiTek6 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: DR HORTON PLAN 3725-B The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Ariel Truss Co.. Pages or sheets covered by this seal: K2283901 thru K2283904 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. QED PROFF � NGINEk9 ts>, 89200PE r ct- 40,OREGON 40 <0 �1' 14 20� P+� � RILL FR0 • August 17,2016 Baxter,David IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s)identified and that the designs comply with ANSI/TPI 1.These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek.Any project specific information included is for MiTek's customer's file reference purpose only,and was not taken into account in the preparation of these designs.MiTek has not independently verified the applicability of the design parameters or the designs for any particular building.Before use,the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 20-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF 615350 LOAD DURATION INCREASE= 1.15 (Non-Rep) 1- 2=( 0) 56 2- 9=(-200) 2570 3- 9=(-48) 186 2- 3=(-3178) 298 9-10=(-170) 2520 9- 4=( 0) 408 BC: 2x4 DF#161310 2- 3- 4=1-2980) 294 10- 7=7-198) 2574 9- 5=(-96) 114 WEBS: 2x4 DF STAND 4- 5-7-2526) 278 5-10=1 0) 402 Snow: ASCE 7-10, 25 PSI'Roof Snow(Ps) 10- 6=1-96) 184 Cs=1, Ce=1, Ct=1.1, I=1, Lu=25' 5- 6=(-2986) 292 TC LATERAL SUPPORT <= 12"0C. UON. 6- 7=(-3182) 296 BC LATERAL SUPPORT <= 12"0C. UON. 7- 8=( 0) 56 TC UNIF IL( 25.0)+131,1 7.0)= 32.0 PSF 0'- 0.0" TO 20'- C.0"V == BC UNIF LL( 0.0)+01,1 10.0)= 10.0 POE 0'- 0.0" TO 20'- 0.0" V NOTE: 2x4 BRACING AT=24"OC UON. FORTC UNIF LL( 75.0)+DL( 21.0)= 96.0 PLF 8'- 0.0" TO 12'- 0.0"V VERT BRG ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 0.0)+OL( 30.0)= 30.0 PLF 0'- 0.0" TO 20'- 0.0" V BLBEARINGS ING MAXCVIRTS REACTIONS SIZE REQUIRED((SPECIES) EA _^______________________:_ _____= TC CONC LL( 466.7)+01( 130.7)= 597.3 LBS @ 8'- 0.0" 0'- 0.0" -116/ 2147V -76/ 76H 5.50" 3.43 DF ( 625) OVERHANGS: 12.0" 12.0" TC CONC LL( 466.7)+131,( 130.77= 597.3 LBS @ 12'- 0.0" 20'- 0.0" -116/ 2147V 0/ OH 5.50" 3.43 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. --',. ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Attach 2 ply with 3^x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL=-0.001" @ -1'- 0.0" Allowed= 0.100" nails staggered: MAX TL CREEP DEFL=-0.001" 8 -1'- 0.0" Allowed = 0.133" ^/ 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL -0.053" 8 12'- 0.0" Allowed 0.954" /x\/X` 9" oc in 1 rows) throughout 2x4 bottom chords, MAX TL CREEP DEFL=-0.107" @ 12'- 0.0" Allowed= 1.272" 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL= -0.001" @ 21'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.001" @ 21'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL - 0.020^ @ 19'- 6.5" MAX HORIZ. TL DEFL= 0.031" @ 19'- 6.5" Wind: 120 mph, h=18.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8-00 4-00 8-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 1 ' 1 load duration factor=1.6, 9-00-05 3-11-11 Truss designed for wind loads 3-11-11 4-00-05 4-00 in the plane of the truss only. ( T 4597.308 4597.308 12 12 M-4x6 . M-6x6 ''':17.00 7.00 7.oa # � M M-1.5x4 -1.5x4 3 N IPAE4 (I ,,, Y' �1f y 10 t 0 l IM-2.5x6 M-3x8 M-2.5x4 M-2.5x6 y y ��EO PROF�s y y 4-11-04 7-05-08 � 4�`GINE s/ 7-07-04 )' y c3-''''' `i` dip �� y1-00 y 20-00 1-00 CC'44/' :9200P 9r NAME: DR NORTON PLAN 3725B - GOA1 Scale: 0.3001 • -,- JOB 4010110 Cr aI Builder g &Thsdesgn66 mlerath.eWarr*d: OREGON �</,/ 7.and berm contractor on*a M nes,, o/.g tieroral NOM 1.This draw id bard any open the panmsee Mown and Moran irsNMlus �/ A_ �� Truss' GOA1 and compassion w.wrag mud inompebuilding oompeneomponent Applicability of design pVae1amar0 proper 4 fT hwsryn assn es Meb en la the responsibility mutely hu id at et. �O '9 - f4 d P 2.2t4 compression web Wooing mos but htda4M niers shovel 2.Dsegn assumes the by and bottom chords*be Menti humid s R 9.Addingrl*mper.N bracing to nnr.bbtiN doled construction 7o.c.and a100.0.moped**unless braced throughout thek*n�ubY MR RILE- v b the responsibtyofthe erector.Additions permanent bring of continuous sheathing Goch r plywood sheathng(TO)an&ordryf&ti(BC). DATE: 8/16/2016 the ov0ae roses.1s the raspseb8hyy of ee Wading d.sgner. 5.2a bnp.d bdd4M of aars bracing required whin shown+. SEQ.: K2283901 4.No b.dsoid be epp4.4 m anycemponent unW.Mrsl bracing and 4.Installation o/aasloth.responaetiN of the respective contractor. • fasteners mtomP**aneal no time slow ary Wee greater then 5.Design.rumes burs m b be used n.rontorro.Ne environment, a.dgn lo.d.b..ppl.d to any rmpenent, Desnd ign rosier.conation^y et eOuseEXPIRES: 12/31/7017 TRANS ID: LINK6.w.eseaq. .nae..dngrarppom.nown.Shim ofwedge d 5.comWTroa hes no control over and no nap0leaMy tor the Mcesrry. f.bdr6.n,Mm.ng.Mlpment and acOI000n of components. 7.Design assumes edeab&.lings*provided. August 17,2016 5.This dodge*furnished subbed to 6e enMtbns rt forth by 8.PMs..oeude locatedoith lolni n both face.ofWrrr r ,and gamed their TPcopiesTDA In SCSI,copies of wMeh ell M fum*Md upon rears. 9.Digb ddbahe due of pate in ntim. Welt USA.InoJCompuTNe Software 7.6.7-SP2(IL)E 10.For basic com.eler piste design values sr ESR•1311,E98•1956 swot This design prepared from o LUMBER SPECIFICATIONS GREG ARIEL TRUSS computer input by 1.00 TC: 204 OF TA TRUSS SPAN 20'- 0.0" BC: 2x4 DF#ONBTR LOAD DURATION INCREASE = 1.15 INC 2012 MAX MEMBER FORCES 9WR3=l1=)-2l1) WEBS: 2x4 DF STAND SPACED 24.0" O.C. 1- 2=( 0) 57 2-11=(-51) 1274 3-11=(-211) 67 2- 3=(-1597) 119 11-12=( 0) 1084 11- 4=( 02) 253 TC LATERAL SUPPORT<= 12"OC. OON. LOADING 3-5=(-13402) 106 12- 9=(-50) 1275 11- 7=(-112) 120 BC LATERAL SUPPORT<=- 12^OC. UON. LL( 25.0)1DL( 7.0) ON TOP CHORD= 32.0 PSF 7-12=( 0) 250 DL ON BOTTOM CHORD= 10.0 PSF 4- 7=(-1086) 107 12- 8=(-206) 67 _= TOTAL LOAD= 42.0 PSF 6- 7=f-1348)0) 0 24.0C UON, FOR 7- 6=( 106 ALL FLAT TOP CHORD AREAS NOT SHEATHED Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 8- 9=(-1599) 117 NOTE: 2X4 BRACING AT 24 ====================----=.......... Cs=1, Ce-1, Ct=1.1, I=1, Lu-25' 9-10=( 0) 57 OVERHANGS: 12.0" 12.0^ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ./N. BOTTOM CHORD CHECKED FOR lOFSF LIVE LOAD. TOP 0'- 0.0" -79/ 1132V -77/ 77H 5,50" 1.81 DFP(C 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 20'- 0.0" -79/ 1132V 0/ OH 5.50" 1.81 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/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= -0.052" @ 12'- 0.0" Allowed = 0.954" MAX TL CREEP DEFL= -0.090" @ 12'- 0.0" Allowed = 1.272" MAX LL DEFL- -0.002" @ 21'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL--0.003" @ 21'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL= 0.021" @ 19'- 6.5" T MAX HORIZ. TL DEFL= 0.030" @ 19'- 6.5" 9-10 0-04 9_10 3-11-11 3-09-05 2-01 0-04 2-01 T -� 3-09-05 3-11-11 Wind: 120 mph, h=19ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, f f f (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 8-00 load duration factor=1.6, 8-00 Truss designed for wind loads 12 in the plane of the truss only. I •r 5 6 ,r 7.00 12 M-4x6 ::-11-6x6 Q 7.00 4 �O A M-1,5x4 3 M-1,5x4 e cc CO ot 1 Irid _ N o M-2.5x6 11 12 .- M-3x0 M-2,5x4 ° o M-2.5x6 i o * y 7-07-04 4-11-04 y 7-05-08 b ti4�D PROpee, 1-00 20-00 y y � �NGiNEF9 s0_ 1-0o Qtv 2 89200PE 9' JOB NAME: DR HORTON PLAN 3725-B -GOA2 WARNINGS: Scale: 0.2626 • Truss• GOA2 1•BdaerrderaetlenS ado,NeyyneaOApdnt.II0°Me1NoN. ° A.6w, b, la,a,ee w,,tee. Q and Warningsberore construction eommeneeW. •Thhaeign pOn.M erly open m°penmMan mown end tear en�naFIauN y OREGON tc, z h4 comprewbn.6baarp mut ho lro&Md when Wave.. buldlg componant.Ap.td I. Is of design panmetew aro proper J.Add5brr6 Iarpnomn of component h B.rasponobtlyel me bullring designer. G terrpewry Rooting Own aleb�ly during anenua°n 2De.gn oosome me top and ho5am shorthorn be eo9re bracedslat !j.� Ai 14 nOK 1 DATE: 8/16/2016 I.merapoagply.°ila Radar.AddftbrolpelmaneM bracing et 7ot.andat.C°.a respectively unless bead throughoutbuslength by �./ 4 �T' ms omen sOuaun tete rWapw�11(y of mob antblmss sae plywood NwmMq(7C/wow, Q SEQ.: K2283902 budding d° " sheathing 'a 0.No Ned should be applied N any component until after ss Owing end 4.3.Indollotton Impact bdddny or lateral sredng NewborntY ftho whore sham.d• ,ynWft(ec). •✓/ ��'�� V Wieners ore oomph&and al no Wm Would wry loads greeter then 5.Coos namestrusses arels the to be ubbleed in 4 n t<orsns environment, c v TRANS ID: LINK esogn Naas be spoiled to any component and an forAry.aaNm-°russ. s.CompuTws hos es ooMsi. dna enunre no ny°roblllry brant 5.Design assumes all bss5p at.0 suppods sawn.shim or vw iga 7 /abteasign is frnis.Mlmromand lalranermmp°,by aa.ary. EXPIRES: 12/31/2017 5.has design is furnished subject toftrIbrdetMn sot fern,by &Design assumes odegna&drainage N provided. 7PIN/TCA in SCSI,copra.of Wirth will be tumlahed upon request SPa&.Melabated°nam aces Oboist and plead lee web ants August 17,2016 unamlsidew5hjoint ante nae. MO nk USA,Ma/CempuTws Software 7.8to.For basic WEN design values as ESR-1511,ESR-1955(M AW This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 8•- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF pl&BTR LOAD DURATION INCREASE= 1.15 1-2=( 0) 57 2-4=(0) 0 BC: 2x9 DF 41&BTR SPACED 24.0" O.C. 2-3=(-146) 108 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12^OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 P3F BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 P3F LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0^ TOTAL LOAD- 42.0 PSF 0'- 0.0" -6/ 488V -39/ 11711 5.50" 0.78 D£ ( 625) 7'- 11.0" 0/ 143V 0/ OH 2.00" 0.23 OF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(P5) 8•- 3.0" -66/ 227V 0/ OH 3.00^ 0.36 DF ( 625) Cs=1, Ce=1, Ct=1.1, I-1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING NET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL=-0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL=-0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL= -0.288^ @ 4'- 7.3^ Allowed= 0.579" MAX TC PANEL TL DEFL= -0.465^ @ 4'- 7.3" Allowed = 0.869" MAX HORIZ. LL DEFT,=-0.001" @ 8'- 1.5^ 8-03 MAX HORIZ. TL DEFT,(---0.001" @ 8'- 1.5" 1. 12 3 Wind: 120 mph, h=18.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,A load duration factor=1.6, SiM Truss designed for wind loads in the plane of the truss only. 0 vt N O r_ OIV o ►M 4'21 f O M-2.5x4 7-11 0-09 • OF,- ), 1-00 J' [PROVIDE FULL BEARING;Jts:2,4,3 18-03 y C?�C' et• t%G1 E,4`-.• 'L Q 8920OPE pI-- JOB NAME: DR HORTON PLAN 3725-B - GOJ1 Scale: 0.4580 -Nari I /re Cr1. _ . WASulkier d os: D.mad NOTES, ^M.upontheparated: 7T, OREGON Df .0 1.6dWeraad shook'ba 1.NAMEmnb n451ASased yaponm.p MOPetirrtaten maNtoanoWn and hbrank,ewid,ai Truss: GOJI. a„dM,elnpabafn,ara^m^ctbnoemmmoo bene..moan.MponantbRlyntdaagnpae.Mgr.RaaRohm A 34 wmprsasbn wale breahp mo,,,,,,,hmhd Mnre eho m+. Design of mimes the ton ra blot.M.poedbty erm.nuking d.ngner. /O q�' 1 ZQ -�•• 3.Admbw temporary bracing b Insure stawry MGM o aaaadbn i p.gn.wrma.me by end bottom dwrds b M Manu brad at �yQ. Nibs ra.p.rn. ,of the motor.AddbnY permanent bracing of 7 o e.end at 1 V on.repedbey Went braced throughput tMb length by ^p le DATE: 8/16/2016 to.ev.r.5elr.cureNthe respor.el�Ririe Gaffing dmignet. 3.alegadb^dpHgcontinuous m(3such wpdwoodmeamhg(T.C)sndbrdrywd(6c1. `4lR�L�- brarkg roquked when dplm+ SEQ.: K2283903 4.No load should NGadded to any wmpenn.Manti after 41bracing and 4.IMkt6esfbusIstheassumes Moses nbponbeb 41Nea...O50�non-corroaew"58 wr,neM. Miens ore cwnplete end at no time should soy loads meter than Design TRANS ID: LINK dealp,bad.b.Ppledbm)wrnpcnwR 5.•Deed qn. ma.Ay scone.rmiesuppodame.m.smmorw.dg.n 5.Compo,wants nocpmplw.reroaa.4555nor..pen..Nyfrma memory. EXPIRES: 19/31/2017 fabdunen,Mndnng,mipm.M and Installation ofnempen.M.. 7.Design aemm.asdewsie drmage Is provided. August 17,2016 5.This design is mooted.abed to M 6,1.16s set forth by S.Petesmal be bate4 on both feces Artless.and placed win*cent., TP WWTCA In SCSI.copies of worn MIM!wished upon nearest area calends oN,)dM cen1mInes. 9.DNS,Indlcele sire of plate In hells. MITek USA,InoJCompuTnls Software 7.6.7SP2(1 L}E 10.For Mak comedo,plate design venins tie EMI-1311.E58-1gsn(MIT.k) This design prepared from computer input by LUMBER SPECIFICATIONS GREG ARIEL TRUSS TRUSS SPAN 9'- 0.0" IBC 2012 MAX TC: 2x4 DF 416BTR BC: 2x4 DF 16BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. MEMBER FORCES 9NR/GDF/Cq=1.00 TC LATERAL SUPPORT <- 12"OC. SON. 1-2=( 0) 57 2-q=(0) 0 BC LATERAL SUPPORT <= 12" LOADING 2-3=(-78) 19 OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF OVERHANGS: 12,0" 0 0^ DL ON BOTTOM CHORD= BEARING 10.0 PSF LOCATIONS MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF REACTIONS REACTIONS SIZE 5 0 - 0.0" -32/ 322V -19/ 64H 5.50" SQ.IN. (SPECIES) Snow: ASCE 7-10, 25 POP Roof Snow(Ps) 1'- 11.5" -28/ 54V 0/ OH 1.00" 0.09 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 9'- 0.0" -30/ 95V 0/ OH DF ( 625) 1.00" 0.15 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LI,mL/240, IL=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 lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL= -0.003" 9 -1•- 0.0^ Allowed = 0.133" MAX BC PANEL LL DEFL= 0.002" 0 1'- 1.0" Allowed = 0.071^ MAX TC PANEL TL DEFL= 0.003" @ 1'- 8,3" Allowed = 0.396" 4-00 MAX HORIZ. LL DEFL --0.000^ @ 3'- 11.5^ MAX HORIZ. TL DEFL=.-0.000" @ 3'- 11.5" 12 7.00 2 Nind: 120 mph, h= 3 ft,(All Heights), Enclosed=4CR1 .2, Exp.R,ASMN£RS(Dir), load duration factor=1.6, Truss designed for wind loads 3 -, in the plane of the truss only. S� N O 0 O N N O t P &To1 0 ►�� q 1' -1 M-2.5x4 L � 1-11-08 2-00-08 PROVIDE -LIT, ..D40:315:2,4,3 9-00 f‘,11/4:1/4 ,13._..... ,P ROFe6 \�,� NEF Sjo c.$' x. Q 89200PE 9r J08 NAME: DR.HORTON PLAN 3725-8 -GO./2 I.BdIdw; scale: 0.5715 / Truss: GOJ2 .Bma.r.nd.rt°neneemr.eb„eeuaM.mx.delallG.nenlNen. NOTES, unless Manske noted. and Weminpa below mralm+ctbn comm.nen. 1.This WMpn h band only Wen the panmNan.Mem and b br en Mxlwi3ul us iaammproabnw.ebrodngmwb.a,rsa,ewMro.Mrm., maM1leoomp•ned.ApptlnNwyerd..ignparonwl.roemprop.r 1;',. ,OREGON ., me. 3.Addibnaltebasing mat Teratlen.fe.mpon.nlrom.re.panath*ysf8le buMingdnignar. ,[�G/ "eD1°ry bMy wing contlructbn 2 Deign assumes the leis and bonus chords b M Mtxa DATE: 6/16/2016 lewetel nebay easdn I. AddeenevRodnanl 6,...9.4 Toa.and at is a<, b6r•e.d at �+' the overall strata bd»rt nab continuous shoalingnob as plywood Mwswpm by �• 14 2O A�' DATE: /16/20 04 a No baaMoaleM we albs building3.3airnwctbddoagu Wes.aspywoodgMsmap(.afoo rordrywetl(ee). `_ M1bedawe complete applied K�nom,.aMWa abetter T. and B I anorauas is vie bracing neaarsd where shown.. �FRRILr-6 TRANS ID: LINK °'.io^.seu^.ao-we.sere m'°roonsbag be used emamiw dvearnlmmnsnt dergnbadsMapptl•dbartycomponent and are lonamelba'eluse. S. control w.r and amines noraponoh4y Mtlw O.Design Names full baring at al supports shown,San casette re. abbottoINlimpment and ..setea of an.m.. °°� EXPIRES: 12/31/2Q17 _ 6.This dedsn ro furnished abbot to IN pm8elbn•ael br81 bT 7.Design sawn.,adequate drainage is provided. TPfMTCA b 8851.dales or which con be burnished upon agent. e.Meewad Plates Mingled on both M1ca of tags,and placed so mai.aver August 17.2016 MRek USA,InclCompuTrus Sollwere 7.6.7SP2(7L}E Ana coFiuuae vas joint comer lines. B.Digits Indicate bre ash M Inches. 1Q For boak connector plate debt.values tee ESR•13/1,ESR-1988 BdiTek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 314 Center plate on jointunless x,y I I" 6-`-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property (Drawings not to scale) Personal Damage or Injury offsets are indicated. j ry ljj Dimensions are in ft-in-sixteenths. � ak, 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 SCSI. NIMISEIEMIIIMIIIIMIIIINIMMINESIMMINNII 2. Truss bracing must be designed by an engineer.For Q-1)1 6' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor i p bracing should be considered. PailMIPI, � O3. Never exceed the design loading shown and never �� stack materials on inadequately braced trusses. U 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 6' I— designer,erection supervisor,property owner and plates 0 'nd'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint — required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitabty protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/IPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless not exceed 19%at time ure content .lmber of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-23b2,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that �� Indicated bysymbol shown and/or SYP represents values as published specified. i� Y 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. I Indicates location where bearings (supports)occur. Icons vary but ©2012 M 16.Do not cut or alter truss member or plate without prior ith M111111111 Tek®All Rights Reserved approval of an engineer. reaction section indicates joint 11161111111.01111 number where bearings occur. 17.Install and load vertically unless indicated otherwise. 1.7.-.,11Min size shown is for crushing only. M�0 18.Use of green or treated lumber may pose unacceptable `� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. Pm e BCSI: Building Component Safety Information, ewe a 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ■sir/ ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. Mitek Engineering Reference Sheet:Mil-7473 rev.01/29/2013 Standard Gable End Detail i ST-GE120-SP r— __ _____. MITek USA Inc. Page 1 of.2 _.. v. t (R tl I; Typical_x4 L-Brace Nailed To _- l j(_ 2x Verticals W/i 0d Nails,6"o.c. 1, Vertical Stud --, - -.J`- II Vertical Stud !(4)-16d Common j_ I Wire Nails L ., .. . � ' DMOONA asacE MiTek USA,Inc. i r >� '! yv' I'" . y'._. 16d Common DIAGONAL BRACE SECTION B-B }i' 4..„,,y..,--:„L- f W$pac Sire paced o c. I 4'-0`O.C.MAX ( ___ T n _ i(2)-10d Common _.—. WireNails into 2x6 2x6 Stud or TRUSS GEOMETRY AND CONDITIONS `. 2x4 No.2 of better �SHOWN ARE FOR ILLUSTRATION ONLY. i - �''-- - T cal Horizontal Brace -' ' 12 ; Nailed To 2x Verticals SECTION A-A4 w/(4)-10d Common Nails .q' J Varies to Common Truss :. mak �''- SEE INDIVIDUAL MITEK ENGINEERING PROVIDEO TRU SEB BLOCKING NOTED TOENAIL E FIRST A • I \ DRAWINGS FOR DESIGN CRITERIA TO TRUSSES WITH(2)-10d NAILS AT EACH END. tr j ; ** ATTACH DIAGONAL BRACE TO BLOCKING WITH I i 3x4 (5)-10d COMMON WIRE NAILS. J I ) �- B Pi, t B iI (4)-8d NAILS MINIMUM,PLYWOOD 1 1r, ' -�� .:) SHEATHING TO STD SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B j I \\ 24"Max Roof Sheathing- ,' NOTE: 1j 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. - '- 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND !ji / WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1'-3 (2)_I Od ,,^'>', i i ; � 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. I Max . T �'• ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT 'i, l ,/ ` „:i I.0 42)-10d NAILS BRACING OF ROOF SYSTEM. • 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. !� )('"i x 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF • `, DIAPHRAM AT 4'-0"O.C. hr 3f iTruss s tQ7 24" O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 1,,// �1 d' 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL .` , " BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. / �� ATTACH TO VERTICAL STUDS WITH(4)lad NAILS THROUGH 2x4. / R / v. (REFER TO SECTION A-A) Diag. Brace% % 2k6 DIAGONAL BRACE SPACED 48"O.C. 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L1240. at 1/3 nointS ., �; COMMON WIRE NAILS AND TTz ATTACHED TO VERTICAL WITHACH b 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. '-►. TO BLOCKING WITH(5)-10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed t: \ TYPE TRUSSES. is 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIE/ALSC. End Wall -HORIZONTAL BRACE (SEE SECTION A-A) z I 2 DIAGONAL j Stud I Without 1x4 I 2x4 DIAGONAL BRACES AT ~` Minimum -t Stud Size Species Spacing I-Brace L-Brace L-Braces BRACE 1.___ 1/3 POINTS and Grade Maximum Stud Length 2x4 SP No.3/Stud 12"0.0. ! 4-3.2 I 4-9-13 6-9-13 ' 8-6-4 12-9-6 2x4 SP No.3/Stud 16"O.C. j 3-10-7 14-2-1 5-10-13 7-8-14 11-7-5 2x4 SP No,3/Stud 24"O.C.L 3-3-11 1 3-4-14 4-9-13 6-7-7 9-11-12 Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d common wire nails 81n o.c.,with Sin minimum end distances Brace must cover 90%of diagonal length. MAX MEAN ROOF HEIGHT-30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98,ASCE 7.02,ASCE 7-05 120 MPH----- _ ASCE 7-10 150 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. ��