Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Plans
' �- / se() se / I l f /1 c Fi � � e r � Rsx ,_ a JACKS LOWER ROt : , 16 IIJ!iIiIi!i! j • OCT F 'i t!:,. 1 i i,!!i I MAIN ROOF 11111111116211111 . 111111111mml 1 1 D.R. HORTON I -OO-O0 REI 2..�.�.�..�uric..■� imukipm is SPAN GARAGE RAGE LEFT 117M I ■� :P1\I iiii 1111! cn cn o oo �sonao m ,_ , 1 o 1 UPPER R11 S A D t I o HIMwant �I�ii i o � ' 6/12 PITCH z 101111 25# LOAD - itrivt) ►� caI�' 1-0 0.H. Li_ 1 II 1 _ 1 al 1 I Gli 11111.11111m111 I I22-00-00 '. MAIN ROI 4 %immil ..G DRAWN BY: t SPANAmff , X10-0 S.B KEVIN LENDE �a► '� 8-0 S.B _� , 11-0 ! 1 \ �� �� ;-p g"0 ARIEL TRUSS SP '�I574-7AN� • 333 0 411(..11111.1111111111i1 -, iffileini R 'OOF o LIU �,it � rf-0 i 7 JACKS � -i-77L ©T2.. i-60wc. �e.S L o s Z y COWER ROOF JACKS , --/ O CP c�JL L JL JL A AL N \0(0 (i/L � 22-00-00 MAIN ROOF 1 SPAN 2 D .R . HORTON 3 -c.:C 0 PLAN 3709 "B" 4 . GARAGE RIGHT ,� DI! _ I cn cn D7 -or we 03 Ito II� a PER ROOF O 6/12 PITCH i �' I a 25# LOAD rr 83 Dr c, o JMr, � ;� o z I1-0" .17IR can- --r Q 0 N ROO; 22-00-00 6D, DRAWN BY: 0-0 S .B . 41 dy SPAN KEVIN LENDE -0 S.B . I -d SIB— 0.momilLit-oo ARIEL TRUSS PK DI rarWi..7%;. ' 574-7 IF Ili LISPAIr s ' s .8 . ill:111110 ---r- IUMMO FP a 1 c 4 ���,Ir o 1 .! -=-i Is ER RO!o , ►-_I _SIM.. I ` I -/ JACKS Aui .- S LOS2 ( . N n , mit MiTek MITek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: DR NORTON 3709-B ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Ariel Truss Co.. Pages or sheets covered by this seal: K1513978 thru KI513996 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ,tc5�D PROFS ���5 ,NG I NEER d'j02 89782PE r 5 OREGON kh S45G4RY i5 2<c;c- r—•_ PAUL r1J ,. ,. _ r$ ' November 5,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. TGREGhis design ARIEL preparedTRUSS from computer input by LUMBER SPECIFICATIONS TRUSS SPAN INC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF ST6NTR REAS 0 1" 1- 2=7 0) 55 2- 8=(0) 1267 3- 8-(-336) 102 LOAD DUSPTIED IN40"SE= 1.15 2- 3=(-1509) 44 8- 9=(0) 836 8- 4-( 0) 516 BC: 2x4 DF p1sBTA SPACED 29.0^ O.C. 3- 9=(-1323) 56 9- 6=(0) 1267 4- 9=7 0) 516 LOADING WEBS: 2x9 DF STAND 4- 5=(-1323) 56 9- 5=(-336) 102 5- 6=(-1509) 44 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 6- 6=( 9) 44 TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Snow: ASCE 7-10, 25 PSF Roof Snow( LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Cs=1, Ce=1, Ct=1.1, I=1 0'- 0.0" -41/ 1038V -80/ BOH 5.50" 1.66 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 22'- 0.0^ -41/ 1038V 0/ OH 5.50" 1.66 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LLL/240, TL=L/180 MAX LL DEFL=-0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL--0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL--0.043" @ 14'- 5.7" Allowed = 1.054" MAX TL CREEP DEFL=-0.103" @ 19'- 5.7" Allowed = 1.906" MAX LL DEFL=-0.002" @ 23•- 0.0" Allowed = 0.100^ MAX TL CREEP DEFL=-0.003" @ 23•- 0.0" Allowed = 0.133" MAX HORIZ. IL DEFL= 0.018" @ 21'- 6.5^ MAX HORIZ. TI,DEFL= 0.030" @ 21'- 6.5" 11-00 11-00 Wind: 120 mph, h=18.9f t, TCDL=4.2,BCDL=fi.0, ASCE 7-10, '( (All Heights), Enclosed, Cat.2, Exp.B, Ml7FRS(Dir), 5-09-07 5-02-09 5-02-09 5-09-07 load duration factor=1.6, 'If ,� ( Truss designed for wind loads 12 in the plane of the truss only. 14-4x6 12 Q 6.DD 6.00 p 4.0" 4 f•f it ,i.5.4M-1.5x4 3 \ a, 4 +r i"-T. 7 7 T 1 '5!... ' 8 9 0 M-309 M-2.5x4 M-2.504 M-3x4 M-3x6(9) y 7-06-05 b 7-06-05 ), 6-11-07 ,, ,N-• PROF 14-00 8-00 �NGINEF , X02 } y 1-00 89782PE 444 9r l-oo z2-o0 Scale: 0.2558 JOB NAME: DR NORTON 3709-8-Al V CO DENERALNDIEE, uetnemerwwmete 1 OREGON2o'6 �. 1.Bwaermrgoemotion n...yoyidnns.ebe ss.ober etr oaneM Nnln 1' o fdbMd p"rs mo%n ndaproper Inavklual �j Truss: Al enawan4nga before sensimabn cemmmroaa. Incorporation of component b the napostlty of 05 bulldog daslgner. • dq y �S J 2.244 mmpnWonvreb bracing rood its msiabd where shown�. 2.Design names eu tep andbn5mn 4,5,85 to ho Were/booed et 3.Addtionalt°mpemly bretlq b Insure shbIfty dmme construction To.s.end t10'pc.nepedNelt mhos bead throughout then length by � P �`. le the reeponsidlIY of the erecter.Additional permanent Nubby of senleson.siroalhg sush espynood sheneegro(TC)).n�`e"wal(BC). AUL DATE: 11/5/2015 m..vera endue mine mepon my suite bidkgdeagner. a.Irotat"P°weN°tbridging rlefnnie m."Irea an a"cited nepnelove,•contester. SEQ.: K1513978 4.No load .rnsbe.vpa.dd e"s,,..lsmua.nuelionsgand 5.Duanassumes busses a"tobeusedNanommnnmeenvhomnem. AAAA"°"`""pN"° °t""n"'°uaany bade°.m.then endanfr-d"etedNwt'«nn EXPIRES: 12/31/2016 - TRANS ID: LINK dasignlndebe epplNd m arnsemPonem e.Desgn eeeemnhIbeenn at a mryp.rresirovm.SNE.orvwdgee 5.1edndoe. lro�m°'we"d"an"'nen.Pe'..rd"Be"" 0ed5smmimsa"' _ November 5,2015 tabs....handling. s.B dand ho Nnitlbnofmmorth by 7.Ower Niel be oaedonaoth Noe sProrsad. e.71NWIEpn M fumNMdes of toenhbedNnsset(upon r e.PIMlinesseenaMcolndde�M bObit oated of Inns.and pMddwmelr eeMer 7pNNfCA in Best,copies of Mich will be n.raahed upon request 0.Digits Indicate Nye of piste In Inches. MITek USA lno/CompuTres Software 7.6.6(1 LK in.For basis connector piste design yaws see 5.05-1311,ESR-1858(941Tek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TC: 204 DF#168TR TRUSS SPAN 22'- BC: 2x4 DF#ICATI 0,0" LOAD DURATION INCREASE = 1.15 INC 2012 MAX MEMBER 0)FORCES 93-32-) -421)OD WE85: 2x9 DF STAND SPACED 24.0"O.C. 1- 2-) 0) 50 2-14=(0) 1399 2-14=( -421) 41 TC LATERAL SUPPORT <= 12"OC. UON, 2- 4=(-1346) 0 14-10=(0) 1070 12- 3=( 0) 456 BC LATERAL SUPPORT <= LL( 25.0)+DL( 7.0)LON TOP CHORD= 5- 6=(-1396) 0 14-10= 12"OC. UON. 32.0 PSF ING 4_ 5_ (0) 1399 3-16=(-15701 4 DL ON BOTTOM CHORD= -(-1070) 38 13- 7=( 0) 404 OVERHANGS: 12.0" 10.0 PSF 5- 6=( 0) 356 12,0" TOTAL LOAD= 42.0 PSF 6- 8=( 0) 338 18-14=( 0) 1070 7- 9=(-1346) 38 14- 9=(-1421) 0 Snow: ASCE 7-10, 25 PSF Roof Snow(ps) 9_ 0= 8-19=( 0) 456 Unbalanced live loads have been Cs=1, Ce=1, Ci- (-1346) 0 14- 9=( -421) 41 1.1, I=1 0-11=(-1640) 0 considered for this design. 10-11=( 0) 50 ADDL: BC CONC LL+DL= 62.5 LBS @ 11'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT REQUIREMENTS OF INC 2012 AND /RC 20 TO THE BE/NG MET. LOCATIONSMAX TORS SIG REQUIREDQ./N. SPE AREA REACTIONS REACT/ORS 5I5E 5 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0- 0.0" -22/ 3069V SQ./N. (SPECIES) 22'- 0.0" -22/ 1069V _80/ BOH 5.50" 1.71 OF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON- 0/ ON 5.50^ 1.71 DF ( 625) 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 TL CREEP DEFL=_X LL DEFL= 0.333" @ 15'- 2.5" Allowed = 1.059" 11-00 0.797" @ 15'- 2.5" Allowed= 1.406" 11-00 MAX LL DEFL --0.002" @ 23'- 0.0" Allowed= 0.100" 3-07-11 MAX TL CREEP DEFL= -0.003" 0 23'- 0.0" Allowed = 0.133" 3-02-09 2-11-05 1-02-0302-07 2-11-05 3-02-09 3-07-11 MAX 00021. LL DEFL= 0.017" @ 21'- 6.5" MAX HORIE, TL DEFL= 0,029" @ 21'- 6.5" M-2,5x4 11M-4X4 Wind: 120 mph, h=18.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.D" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di2), M-3x4 6 •/-+i M-3x9 load duration factor=1.6, M-2,5X6 5 ' Truss designede fox wind loons M-2,5x6 �9ve\ M-2.5x6 in the plane of the tris only. ��+• M-2.5x6 M-1.504 l ' 13 M-1.5X4 Truss designed for 4x2 outlockers, 2x4 let-ins 9r of the same size and grade as structural top chord. Insure tight fit at each end of let-in. M-1.5x9 'o Outlookers must be cut with care and are 0 M-1.5x9 Permissible at inlet board areas only. 0 ( 8-00 7:" n.r� 1 =" �e o1111111111111 12 ' MFltae> - M-2.5x6 M-4x9 14 ►c. 1 �" M-1.5x9+ M-4x9 1 M-2,5x6 o M-3x6(S) 62.50# 6-10-09 8-03-08 6-10-04 �_, PRoF 1-00 13-11 8-01 �\���NG{N,FE,�s0/� 22-00 1-00 �� :9782PE tf'" aff JOB NAME; DR NORTON 3709-B-A1FAU Z,' 2,/, .. yaARNEe03: Scale: 0.2439 r - J. GO Truss: A1FAU 1•e.oelkier end erection cone+noreaouy 6o advised of all General Notes GENERAL NOTES, mks*When.. /' / /� arM w.mkge bepro conehucbn commemm�. 1.This design laMndody uasntly parameters shot.and kbr.n*MMus' /f 7 •'EGON z.arommProoewn web bnd,g must be!metaled when down.. b gcomasnent.A0n.M Is Ry oreeaeHb yBill,. proper e�� -V/. n0 3.AaeRbMlbmporary Prostate trreur.stability S incorporof ation MPorndeN*Me tubby dedgNr. A�&ARY ,G V co.‘'. DATE: 11/5/2015 aB»nwon.rolkrot@»an�leer.Aaamor, construction a,,end"mFe.,,°andbokomdordstobe erelyb,Uh /7e 'l J SE maowM P•mynsmbndngo( rso.owmfams.MascarasmawsOtwea,laougaeNRykpngmey V Q.: K1513979 a dobSd580m pmeMasnbRyoro.wmnganyy. �a Minuous�eaming,uchss*eoaaeebhinged erwora4,,. C). l�jq U L �� roan."."ew. pWpdpa component mda.Rer,gtiner.mmg.ro a Inelandpn ert�iuu I.u•nl6r.d,.gwroa down.. TRANS IL): LINK eey„ a p1ils0edatna,11^eha"br')bea me,m.n H.a are to em (H:ne dwe.,nokar. .Pasy p.rp comporynL •4n aee,ees Rennes,"to be genamanen.eenpdye o.d8epaR. 5.CamprrTwh,a no control over end estrum,.no Mp°mbilly for mM...,.dry condition"of `b kation'""' n.�Ma�Rbn'°"°""°°°"""°"".5"n°r"eye" EXPIRES: 12/31/2016 allp,shipment and I'alalNbn ereempene.0 Msign m H.TON design kmmrtr.a subject to Ry RmRdbe.net baits 7.Design mums ea wawa demist*...ego k provided. November 5,2015 TPIMTCA m BCSI.moles of Mich wit be banished upon S.Piss wind*sbcdad.eter pneollMadna D`cotlae Byk mems request. IMA copdde with Joh center Ines. MTek USA,IrrolCompuTrus Software 7.6,7-SP2(1 L}E 9.Digit..'ante eta delete in pays. 10.For bask connector pled design Wu..ee 60R-1311,ESR-idea Da7ek) This design TRUSSprepared from computer input by GREG ARIEL BTR TRUSS SPAN 22'— 0.0" Wind: 120 mph, h=16.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, LUMBER SPEFIFICATIONS (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x9 DF N1LOAD DURATION INCREASE C 1.15 load duration factor=l.6, BC: 2x9 CF 4114 BTR SPACED 24.0" O.C. Truss designed for wind loads in the plane of the truss only. TC LATERAL SUPPORT <= 12"OC. ION. LOADING BC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)*DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 Psi Gable end truss on continuous bearing wall ION. TOTAL LOAD= 92.G PSF 14-102 or equal typical at stud verticals. Refer to CompuTrus gable end detail for Snow: ASCE ,—Ce, 25 PSF Roof Snow(Ps) complete specifications. 15=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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 11-00 11-00 T .f 12 12 IM-4x4 Q 6.00 6.00 3pp 4. 4 2 ....A1111111111111111111111111111111111 O 10 I1114 A o M-3x6(S) M-2.5x4 M-2.5x4 y 14-00 8-00 �` C ► �`S�'f 22-00 44, 1-00 '4 O29 1-00 89782PE Scale: 0.3556 JOB NAME: DR HORTON 3709—B— A2 WARNING GENERAL NOTES, tints.otherwise noted: �a OREGON�O'� �. 1.Bomar aro Sneddon contractor should be advised of all Genal Notes 1.TNe design N Meedarty upon Ow p•temebn shown and N for an Individual %%} 7A_sI Truss: A2 •ndwhmkgabebreone.ie esmrMnerw•. heading mmponem.Appbubddyofdesign paomWnand proper -/-44 V&A c, 1`' ��, ncolpenon of'"pone"N lM nepenaft of d»t5AAM dedgner. Z.2x4 compression web brodng mud o ndaudworo sham�. 2 Designassumes the top aro bottom chords le be laterally braced at ` 9.Addidonal temporary bnabg to insure NON during mmNnitlon Se.e.end at ler ao,naparBvaty union braoadlNerrpl»ultokte by PA UL ! i.e.responsibility tithe erecter.AddSon•I permanent brodng ei continuous Sheathing l bracing da0enadWm��.o hyw•d(BC). !" DATE: 11/5/2015 too vane structure hall»enptndb*ty of the Keung designer. 3.Tr impend bddgbg er ng n9 respective contractor. wn REQ.: K151398O a.Nero.dMroaNa.ppd.dro.m mmpomt»w•d.rae•dng»d s Design i umsInn the rsar•tobemadIablity n.noncorrosive emlronm•m• f emersarecomplete•nd at no lime Moue any loads greater men and ars for"dry td,dlon'duaa. TRANS ID: LINK dedgnbadee MOW ea 0aned. G.Design*sums full beating at ell Nippod•Mom Men orwedge tt EXPIRES: 12/31/2016 a.eempuTrs om s no control over NA mama romorWbaty for to nemseary. fabrication.handlirg.ablpmant and nmrtten of components. 7.Dealpn asinine adequate drainage le provided. November 5,2015 6.This design is NmNhed ab)ad tato lmdalbm sat ferns by a.Plates anal bei d� en Nom elNWs,end placed en mete center RfMIfCAn BC6l,costes of Wien MINN furnished upon mimed. MAO,lines. A Digitslndkate eke of plate In Inches. Welt USA.kw.iC01rp.TrUN Software 7.6.8(1LK 10,For beak connector stela design value.sae ESR-1311,ESR-7966(kick) This design prepared from computer input by LUMBER SPECIFICATIONS GREG ARIEL TRUSS TC: 2x4 DF TR TRUSS SPAN 22'- 0.0" BC: 2x9 DF 811 BTR LOAD DURATION INCREASE= 1.15 (Non-Rep) IBC 2012 WEBS: 2x4 DF STAND; MAX MEMBER FORCES 4WA/GDF/Cq=1.00 SPACED 24.0" O.C. 1- 2=( 0) 50 2- 8=(-302) 2688 B- 3-( 0) 246 2x8 DF SS A 2- 3=(-3109) 402 8- LOADING9=(-306) 2682 3- 9-(-450) 2200 TC LATERAL SUPPORT <= ADDL: TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 3- 4=(-4668) 786 9-10=(-558) 3304 9- 4=(_618) 236 BC LATERAL SUPPORT <= 12^Ic SON. ADDL: TC UNIF LL( 100,0)+DL{ 28.0)= 128.0 PLF 11'- 4.8" TO 16'- 0.0^ V 4- 5=(-4736) 848 10- 6=(-558) 3316 9-5=(-248) 1636 __-- 12"OC. VON. ADDL: TC SNIP LL( 50.0)+DL( 19.D)= 69.0 PLF 16•- 5- 6=(-3810) 690 -==...=.....=,.....m..,......,,,,... 0.0" To 22•- 6- 7=( 0) 50 5-10=( -24) 344 ______ ADDL: BC UNIF LL+DL= 20.0 PLF 0•- 0.0" TO 11'- 0.0"V NOTE: 284 BRACING AT 24"OCUON. FOR ADDL: BC UNIF LL+DL= 40.0 PLF 11'- 4.8" v ALL FLAT TOP CHORD AREAS NOT SHEATHED 4.8" TO ..2•- 0.0"V A RACING AT 24'O==�______= ADDL: TC CONC LL( 190.5)+OL( 129.5)= 320.0 LHS 8 16'- 0.0" BEARING MAX VERT MAX HORZ BRG IES) ADDL: BC CONC LL( 585.1)+DL( 129.5)= 320.0 LBS 8 16'- 0.0" LOC-TIONS REACTIONS REACTIONS 5I5E 21NAED FRG 62AR5) 0'- 0.0" -221/ 1754V -43/ 439 5.50" 2.81 DFP) 625) OVERHANGS: 12.0" 12.0" 22'- 0.0" -394/ 2132V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0/ OH 5.50" 3.41 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ( 2 ) complete trusses re BOTTOM CHORD CHECKED FOR 206SF LIVE LOAD. TOP gaited. ENTLY. MAX LL DEFL=-0.001" @ -1'- 0.0" Allowed = 0.100" VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Join together 2 ply with 3"0.131 DIA GUN XXnails staggered at: MAX TL CREEP DEFL 9" c in 1 row(s) throughout 2x9 top chords, -0.001" @ -1'- 0.0" Allowed = 0.133^ 9" oc in 1 row(s) throughout 2x4 bottom chords, MAXMALL DEFL= -0.087" @ 11'- 9.7" Allowed= 1.054" 9" oc in 1 row(s) throughout 204 webs, MAX TL CREEP DEFL=-0.210" @ 11'- 4,7" Allowed = 1.406" 9" oc in 2 row(s) throughout 208 webs. MAX LL DEFL--0.001" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEF/_-0.001" @ 23'- 0.0" Allowed = 0.133^ MAX HORIZ. LL DEFL - 0.023" @ 21'- 6.5" MAX HORIZ. TL DEFL= 0.040" @ 21'- 6.5" "HANGER TO APPLY CONC. LOAD(S)TO ALL MEMBERS. Wind: 120 mph, 0=17,7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=1.6, 6-00 Truss designed for wind loads 10-00 in the plane of the truss only. 6-00 6-00 5-09-12 4-07-04 6-00 12 6.00 p M-7x8 3209 M-7x8 12 M-3x43.1 ..' :j 6.00 10 4 0 A o r 9 10 M-3x9 M-1.509 (S Ml8HS-3x12 M-3x6 ) M-1.5x9 M-2.5x6 O 9839 5-06-12 5-10 5-00-08 5-06-12 19-00 t0 PRO S i-oo a oo tiQ` Fir s 22-00 ,.c.o. �NGINFER �� 1-00 N., R('� Qp a. JOB NAME: DR HORTON 3709-B -A3 87702 P E IOW WAtMMO3: Scale: 0.2933 • Truss: A3 t.Bulkier end erection contractor hoed.naked els General Notes GENERALMOtE3, uNersmMmwenoted: �. erre Warnings bM"remwmuemnremmwK.e. + Thb design Is based only upon Me pemeterewwwn end is Men mstvWrN A 9,L OREGON O�`' mpenbn web bra locomotion Appendb the of help pane ebro end G�. 2 ZM4 eo dnp must be when shown.. mw proper 3.Addllbnl temporary bracing to Intoe thing z Oes component bme eepo.blgr tma that d•stpnr. �, bRy during mnstnrlbn ed.sed the rap end bottom chards todtine ,braced at „� DATE: 11/5/2015 le the n,,onablbyottlle erector.Add.nst Detma.m bunt of 2'e.c.00d et trr do.respectively unless meted tmoughpre thea length by 411/....q/��r �Gj 2, Q"' m."rMegstedw.biMespprroicgyofine cerdnuauesM Pt/wood+h.smmp(rclekawsSs 'Pt" DATE: SEQ.: El513981 4.No ted.MuMh.epptedbenpoemponemu a eg.nd a 2almpactbridg be.maennmricResepr.era,m+d+""""(Oc). n theme ere complete ended no lice shorn atyb.dsgrerer m. 5.Be89n.netiru..Mho responsibilityb.me el the e8osne oomnster. •-AUL �` TRANS ID: LINK Meg,tots be eron•.um.ebuwembe.uaeam.non<o ePpgsdb.M.rnpomm. Deintor try conddion.of u _ Bosco,environment. 5.CeuymRu.iwen°control over end enure.no reopen**for the B.Daegg.wmeam nett et.*upstate Newco.Sham or we M hbdeelM.handling.shipment end r.t.Mbn of compwwnt0. ^°�""ey d8. B.Ttdea.ge tcA.m.,areyent todw am.stb.ort bnnby 7.D Males shall Muchdebug,s provided. EXPIRES: iG/$�(�o1V TPVWtZA In OOSt,00pbs of which vele b.Mashed upon request. B.p,es nindde located ceharlee.e/lru.,erg Pleced.Ihek.mx November 5,2015 m.oobdd.numlemt.merP.s. k1Tek USA,kipJCotllpuTrua Software 7.6.6(11.)-E 9 Oren indite etre Opts m Coes. 10.For bask eonneetor plan dee9e Muse s.EBR•1311.E3R•1908(Mitek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/C0=1.00 TC: 2x9 DF 816BTR LOAD DURATION INCREASE= 1.15 1- 2=) 0) 50 2-10=(-30) 1441 1D- 3=( 0) 953 STAND SPACED 24.0" O.C. 2- 3=(-1759) 96 10-11=(-84) 1044 10- 5=(-729) 60 BC: 2x4 DF T6NDR 3- 4 )- "( 0) 0 11-12= 84) 1844 11- 5=( 0) 197 WEBS: 2x4 DF LOADING 3- 5=(-1441) 103 12- 8=(-30) 1491 5-12=(-729) 60 TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 7=(-1441) 103 12- 7=( 0) 453 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 P59' 6- 7=( 0) 0 TOTAL LOAD= 92.0 PSF 7- 8"(-1759) 96 8- 9=( 0) 50 NOTE: 2x9 BRACING=AT 24"OC UON. FOR= Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) ALL FLAT TOP CHORD AREAS NOT SHEATHED Cs"1, Ce=1, Ct=1.1, I=1, Lu=50' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ____�_____________________�___ - - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 0'- 0.0" -801 1248V -43/ 4311 5.50" 2.00 DF ( 625) 22'- 0.0" -80/ 1248V 0/ OH 5.50" 2.00 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL=-0.074" 0 11'- 0.0" Allowed - 1.054" MAX TL CREEP DEFL= -0.171" @ 11`- 0.0" Allowed= 1.406" MAX LL DEFL= -0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ 23'- 0.0" Allowed - 0.133" MAX HORIZ. LL DEFL = 0.027" 0 21'- 6.5" MAX HORIZ. TL DEFL = D.044" @ 21'- 6.5" 8-00 Wind: 120 mph, h=18.2ft, TCDL4.2,BCDL=6.0, ASCE 7-10, 8-00 6-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 '( load duration factor=1.6, 5-08-08 2-03-08 3-00 3-00 2-03-08 5-08-08 TrTruss ssedesignedfd foreor windslind oadsy. ds .1' T T T 6-00 6-00 T 'f .f1' 9 6 12 12 Q 6.00 6.00 7" 1,4-4x6 M-4x6 M-3x8 3 5 te Mei 7 1 10 11 12 o M-2.5x6 M-2.5x4 M-1.5x4 M-3x6(S) M-2.5x4 M-2.5x6 1 1 11 l 5-08-08 5-03-08 5-03-08 5-08-08 iEp P R OFF y 14-00 y 8-00 y wCo NGINE6c�`r/p�� J' 1 Y 1-00 22-00 1-00 cc 89782PE r JOB NAME: DR HORTON 3709-B- A4 Scale: 0.2683 41111 WARNINGS: GENERAL NOTES, unison yupondrdKmete 9rjOREGON�Oa••,.. 1.Builder and eraetlen contractor should be adsNad of di General Notes 1.TMededOn)ba.edonyuponbe parameters onwa and is brankdNWue1 Truss: A4 end wen.ng.Dsbrewndradbnwmmensee. buheb9.omvnle'a-Appkwbmypfded4npeee.n.sldpge 0.. 2.2r4w webbndngmudbeInstal.dedwraewwn+. porotlannf�ampomd�m.ro.pn�e.efma d��.bn.. -q '9qy 15 _`tti mlamlen 2.Design assumes*top sad b.ftem words b be laterety broeed d V 3.Additional temporary braokp b Insure debNy during ssns.udba 7 o.c end M 10 0.A raapadb.y d...braced throughout 1Mir length by Is the reepen.bSy of me elector.AedlWnal permanent bracinger continuous sheathing as plywood sb..mrlg(Tc)and/or dgweO(85). r. Pj�,yUL �\ DATE: 11/5/2015 the overall structure ARA napombEy of the bugdbp designer. 3.24 Imped bridging or bbrol bradng required dere shown o. SEQ.: K1513982 4.Nobad should b.apvtiedtoenycomponent de*nor albradng.d 4.Imbadbnofmro.bus.rawansbinof6»reap•dwecord.dar. fasteners are complete end d nod.should any beds prosier than 5.Design assumes...me b M used Ina naremnoolve environment, deagn bedsbs appMd te any wmpomd. and aro br-dy condition.of use. TRANS ID: LINK 8 Design assumes fllbe1"^gdee suppp"°shown.BNmorwedge g EXPIRES: 1 /31/2016 5.CampuTrus has w control over end ae.umN no responsibility mommy. %brke*en,hand*..hOnwnt and installation dwmpomd.. 7.Design mum..ade,prote drainage is prowd.d. November 5,2015 a.TMsdesign lMnishedcAgdtotMtimhetbmeetNM,by B.�=Indlb loaded pio��nfad.eofmraa.andplaceesobdre.der TPNMOAIn BCBI,wpbs of lwlkh di be AnrlNred epee request. 9.Dgae Irdlmteske of Nato in k 5.. - MITek USA.krc.ICompuTnra Software 7.8.6(1L)-E 10.For be.b oonnedor plate dealgn vebues see E3R4311.ESR-1988(141fek) This design prepared from computer input by LUMBER SPECIFICATIONS GREG ARIEL TRUSS LC: 2x4 DF#ICATR TRUSS SPAN 22'- 0.0^ BC: 2x9 DF NI6BTR LOAD DURATION INCREASE= 1.15 INC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 WEBS: 2x9 DF STAND SPACED 29.0" O.C. 1- 3=( 0) 90 0-11=(-237) 1733 10- 5=( 0) 431 2- 3=(-2088) 193 10-11=(-237) 2343 10- 5=(-685) 136 TC LATERAL SUPPORT G= 12"oC. OON. LOADING 3- 9=( 0) 0 11-12=(-237) 2343 11-5=( 0) 197 BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 3- 5-(-1733) 189 12- 8=(-116) 1733 DL ON BOTTOM CHORD= 5- 7= 5-12=1-685) 136 __ 10.0 PSF (-1733) 189 12- 7=( 0) 431 TOTAL LOAD- 42.0 PSF 6- 8=( 0) 0 NOTE: 2x4 BRACING AT 24"OC UON FOR 7- 8=(-2088) 193 ALL FLAT= _______TOP CHORD AREAS NOT SHEATHED Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) _ __________-_____D Cs=l, Cel, Ct=l,l, 2=1, Lu=50' OVERHANGS: 12.0" 12,0.. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT LIMITEDMSTOS OF IBC 2012NAND IRC E0 TO NOT BEING MET. LOCATIONSMAX TIOZ SAG REQUIRED BOG IES) REACTIONS R3/ACTI 43SH 5I5E 5.24 (SPECIES) 625) 0'- 0.0" -125/ 1400V -43/ 93H 5.50" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAp, TOP 22'- 0.0" -125/ 1399V 2.24 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NDN-CONCURRENTLY. 0/ OH 5.50" 2.29 DF ( 625) M-1.5x9 or equal at non-structural vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL=-0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL--0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL=-0.107" @ 11'- 0.0" Allowed = 1.054" MAX TL CREEP DEFL=-0.203" @ 11'- 0.0" Allowed = 1.406" MAX LL DEFL= -0.002" @ 23'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL= -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL= 0.038" @ 21'- 6.5" .( 10-00 2-00 MAX HORIZ. TL DEFL= 0.055" @ 21'- 6.5" f T 10-00 5-08-08 4-03-08 1-00 1-00 T T f 9-03-08 5-08-08 Wind: 120 mph, h-16.7ft, TCDL=9,2,BCDL-6.0, ASCE 7-10, CONNECT WITH M-4X4 TYP.AT HIP SHOULDERS. I All Heights), Enclosed, cat.z, Exp.B, MWFRS(Dit), 6-00 load duration factor-1.6, T 6-00 End verticals) are exposed to wind, 12 q 6 ,� Truss designed for wind loads 12 6.00 �( in the plane of the trues only. .` 6.00 M-9x6 0 M-9x6 i i i i i i i iii ii iii 1 k 4�`1 o 10 K� R d i i ii i i i 11 12 9 Iiii'031111011. M-2.5x9 M-1.5x9 MSHS-3x10(5) M-2.509 M-3x6 0 M-3x6 J. l 5-08-08 5-03-08 Y y y y 5-03-08 5-08-08 vo PR ape. 14-00 1-00 22-00 i 0oy ��� tiNGINEF9 /0L 89782PE 9" JOB NAME: DR HORTON 3709-B -AS Scale: 0.2683 M/ANXMAN': '/, V Truss: AS 1•Bammana erection corihaaor Mould hoaMweol all General Notes DENERAL NOTEe, unless omarwre nolod: mm,,.ed t x,,,commedMould he advised e. I.This Magi k tined only upon the pramman mere and b for an individual (. 2 murween,sienwbba bolding component.AlMlbabIlyofdesign parametersandpmper .17, OREGON S.AeelbMl an8 mwl be ImraNd alroro ahonlr". Fmorporabon of component ts Mt mepmRplgy ofine bulkerg k gran w"w"boM roewra siebllydudri"th*""tin 2.Dngm assumes me lop end bottom chord,b be con r. c DATE: 11/5/2015 ,POMIb9 erne mentor.Additional Perms of 7o.4 and at IS oe.respe.Mey reties*braced tlroupMw their length by iris) 1`A 2_/Q Br ovale!siruaura Is m.responsibility Addit eliha blIe <anti bddg fymood Meallm9(R)""d"" Pty. roA�V\V SEQ.: K1513983 4.Nab,dshowb..ppliedro any component udd.taralbr.argand ;EllailsbonelglegIrlahre bruins sir.dwenanrr..dar. ) r:melon'of use. TRANS ID: LINK mMenenCr.me hteeMarofirmsrow mearnpnoleu.Ne»n.I.b,an H.nncs,noC ow.da. p1gUl e,.*bade be Wiled to any compomM. bete greater tlwn send en a,wm.s buss,.arorobused m,nonwmosiwtmlronmaM, and aro for' S.CompuTM has no coMmloverare aeeunys n0 napon,®Ml'form, 8.Design assume,full bearing el supports Mown.Shim 8 xbtlo.8on,handlgq.shipment and lna,letbn of component/. mroesserY, 8.Txedseinlrrymibludwgsetbg.9eHHIon.ptxMr6y T.POleesOasts hag antes dear,both xi eesela lo,m.d. EXPIRES: 12/31/2016 WINST0A b BCSI,copes oftMO*MOWN MIshed upon request. 8.Plates she/as rib ba beenrape o/tints,ub pkeed so 8ielrcontsr lines cambia rim bbR banter Ines. November 5,2015 MTek USA,McJCompuTrus Software 7.6.7(11.)-Z9.ants lockets see aside In menet to.For bask pmeeaer plats design values see ESR.l3t1,EBR-1388(Wok) This design TRUSSprepared from computer input by GREG ARIEL LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0^ IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF$l&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(0) 907 3-8=(-281) 87 BC: 2x4 DF)ll6BTR SPACED 24.0" O.C. 2- 3=(-1091) 46 8- 6=(0) 907 8- 9=( 0) 957 3- 4=( -817) 13 8- 5=(-281) 87 WEBS: 2X4 OF STAND LOADING 4- 5.( -817) 13 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1091) 46 BC LATERAL SUPPORT 6= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=) 0) 50 TOTAL LOAD= 92.0 PSF OVERHANGS: 12.0" 12.0^ Snow: ASCE 7-10, 25 POE Roof Snow(Pe) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA Cs=1, Ce=1, Ct=1.1, I.I. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -36/ 828V -59/ 59H 5.50" 1.32 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 0.0" -36/ 828V 0/ OH 5.50" 1.32 DF ( 625) REQUIREMENTS 08'IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFT.= -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL=-0.003^ @ -1'- 0.0" Allowed = 0.133" MAX LL DEFT.=-0.024" @ 8'- 6.0" Allowed = 0.809" MAX TI CREEP DEFT,--0.057" @ 8'- 6.0" Allowed = 1.072" MAX LL DEFL= -0.002" @ 18'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ 18'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL- 0.012^ @ 16'- 6.5" MAX HORIZ. TL DEFL= 0.019" @ 16'- 6.5" 8-06 8-06 T T Wind: 120 mph, h=18.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4-05-09 4-00-07 4-00-07 4-05-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ffif1 load duration factor=1.6, 12 Truss designed for wind loads 12 IIM-4x4 Q 6.00 in the plane of the truss only. 6.00 4 4.0" i 2.0 r M-1.5x4 M-1.5x4 3 4 O j, .i :r 6 7 1 0 M-2.5x9 M-3x8 M-2.5x9 y 8-06 8-06 y ,c., GPNE�n�es y y 17-00 y1-00 y t4� 0N F9 ©29 1-00 8.782PE r" JOB NAME: DR HORTON 3709-B - B1 Scale: 0.3452 .// �� MARNWSGR GENERAL NOTES, unless sthe,51ee 08.4. t% OREGON �(0 t.Buller end erection contractereheJd be advised et ell General Notes 1.This design is baudemy upon the paremete,s shown end A for an individual �f �A. �O sT. Truss: B1 and vy aenpa balers conmaeBoa conNeneaa. tlddbgoornpofem.orient istherdael6n peremeereand ng MS ��V/.��� �� �` 7.7x4 compression web bracing rood be Metaled where Mown 4. gaerpenfon of oompnem A Be mpensedllly of the building 65.8805,. V _`/. 3.Additional Ropers"bndag le insure•bbBy Naito construction 20edgn asN.mamele oeI behomehor65e.d ne Oe bncedN V /. le themaponabgyetths erecter.MIAOW pemanent boxing of Zr,b,.. lDo.e.be.Es p,,ely e,,,,..O ,,,,,d,,,,,, SC). /w. comeuow t NYMMg espe as ely Me siRaam8hologl se ee a 9th b 1""A U` ``` DATE: 11/5/2015 the swat structure is Rc re meneb8y athe bidding*Rpm,. 3.7x Mad bridging or Mend bredrp mated Mare shove•+ SEQ.: K1513984 4.No bed should be melted to any oompment coda after al brazing and 4.Installation of buns Is the meponaeANO alio respective mambo, estame ere complete and et no time Mould my beds greets Men 5.Design manes Busses em to be used in s nme00eSNe environment, design bads be appned to any component. 8.1911 0,00".or'dry t dbsse am. TRANS ID: LINK 6.n.esseeawmeaM1dlbe•reg".lsuppoMmewn.3mmerw.dgel EXPIRES: 12/31/2016 5.CampuTM Moro corerelwx end asamesne reepomlbBy brMa nacopNy. mbrblen.handling.ahlpment end Installation of rampments. 7.Design assume adequate drainage Is provided. November 5,2015 e.This design Is furnished NOON to the lnllel150 Net bed by 6.lMates nsecost51 he vlocated M jointw bathnter tamsof tree,and paced so Ree center ter Midi be Meshed In Besl.copies n olened upon,awes 9.Dials 10055105 stn et plate In Rehes. MIFek USA.InWGpmpUTNe Software 7.8.7-SP2(IL)'E 10.For bask connector plate design values see ESR-1311,EBR-7966 IMRek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TC: 204 DF#1°BTR 17-00-00 HIP SETBACK 6-00-00 FROM END WALL BC: 2x4 DF#1&BTR LOAD DURATION INCREASE IBC 2012 MAX MEMBER FORCES 4W8-GDF/Cq=1.00 WEBS: 2x9 DF STAND 1.15 (Non-Rep) 1- 2'( 0) 50 2- 8=(0) 2067 8- 3=( 0) 559 LOADING 2- 3= 8- 9=(0) TC LATERAL SUPPORT <= 12"OC. DON. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 3- q=(-2067) 38 9- 6=(0) 2374 8-2067 4_ 9=(-966) 34 BC LATERAL SUPPORT <= 12"oc. UON. Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' 4- 5=(-2067) 38 9=(-966) 34 .=====..==========.====.=.=.=...===== 5- 6=(-2469) 23 9-5=( OJ 559 TC UNIF LL( 25,01+DL( 7.01= 32.0 PSF 0'- 0.0^TO 17'- 0.0" V 6- T( 0) 50 NOTE: 2x4 BRACING AT 24"OC VON FOR UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 17•- ALL FLAT TOP CHORD AREAS NOT SHEATHED TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 6'- 0.0" V D BC UNIF LL( 0.0)+DLI 20.0). 20.0 PLF 0'_ 0.0" TO 11'- 0.0" V BEARING 0.0" TO 17'- 0.0^V MAX VERT MAX HORS BRG REQUIRED BRE AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12 0" 0'- 0.0" -15/ 1625V -40/ 408 5.50" 2.60 DF ( 625) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 17'- 0.0^ -15/ 1625V TC CONC LL( 250.0)+01( 70.0)= 320.0 LBS @ 11'- 0.0" 0/ OH 5.50" 2.60 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPS£LIVE LOAD, TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. -MAX LL DEFL -0.002" @ -1'- 0.0" Allowed 0.100" MAX TL CREEP DEFL=-0.003" @ -1I'- 0.0" Allowed = 0.133" MAX LL DEFL=-0.068" @ 8'- 6.0" Allowed = 0.804" MAX TI,CREEP DEF,=-0.151" @ 8'- 6.0" Allowed = 1.072" MAX LI,DEFL= -0.002" @ 18'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003^ @ 18'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL= 0.027" 8 16'- 6.5" MAX HORIZ. TL DEFL = 0.044" @ 16'- 6.5" Wind: 120 mph, h=17.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-00 5-00 6-00 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 6-00 2-06 2-06 'f 4320# '1` 6-00 12 4320# ,,, 6.00 1,4-4x6 12 3 M-2.5x4 X16.00 4 o 1 t `._ 1 8''''''//..//''''''' 4111\\\P*****11%*****111*************** %/4 M-3x8 M-2.5x9 9 =El M-2.5x4 M-3x8 J, 5-08-08 J. l J, y 5-07 5-08-08 ). fiGQ PROF 1-00 C� 17-00 J. J,l ��r5 �NGINEFg`S/0� SOB NAME: DR NORTON 3709-B - 82 `� 89782PE c9' WARNINGS: Scale: 0.3952 {'+fie Truss: B2 1•SWderane emotion amender WmmHW advised era General tea. MINERLLNOTE& unless°menthe nok6 , ./`.7L ,_ and bar and a dIes mendoe.n ja b commence*. 1.This design k based only upon me parameters shown and le bran IndvMlwl '_ 2.2x4conpreeabn web adfmri8 gen nleneonent Applicability of design ammeters and proper ,/f s y-OREGON Off'``' '.Additional bracing mat labeledwherestnvar yl Incorporation of component h he raaponsbiby elms bid ate"! v lerrponrybrodrpbmwroebbNy.drip construction 2Design serum.Bre top and bottom derdsb W Ht rgdea NI DATE: 11/5/2015 Ie the rseponebgry aline Broder.AddlBsnelpen.nembradrp el x e.e.end et la os. ahouttad IPP � 6-9,4y n�v 1� R the enroll structure le the l o s.end respectively unless braced throughout their WIPP eY -1 r J`r reNoroNy shah WWI de s.2h Se plywood e man.where s mNM 6.` SEQ.: K1513985 1.Ne badehwdbeappl,dnpryeemmawmumlafire br.sdngend Ppb fI n Srro9pe 'neonatally hWdenpneWNn•8rclor. ) PA UL TRANS ID: LINK %Menenm oanpete end at no lime shod bads 4.DehMbno/es bussess h he e to use b•n.sermn panda. design beds be sorbed b any component. greater Bon 8.endDesargn e saunas nurse°erebWused b•non.conwM erNkenmaM, 6.C"mWTss hone control ever end*mines no endo W'WeemnBten"duae. robrbeibn,Pending,ahpmenteM biaaBstlmn of amenability the 5•Design MI Waring at el wham.Mein SW or wedge If 6.Thkdeeq.is famished n,°°.,"• EXPIRES: 1 saheb%me knllNass eel arm T•Design saunas drainage apn.b.d. `�31/2Q16 TPIWp0A in SCSI.cock.of which will be kmdshed upon request. 8'p.,.,mdlate.Phi be touted an Wmhcosol trues,and pacedcomak center November 5,2015 BMTek USA,Int/Co 9 tiDNA hunch."°'ce+rdde.me bol 8.68s m. rlpuTnls Software 7.6.6(tl}E t4 bans cenneker ofpkro m bones. plate despair values se*ESR-1311.ESR-1986(hank) This design TRUSSprepared from computer input by GREG ARIEL LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GD£/Cg=1.00 TC: 2x9 DF 81913TR LOAD DURATION INCREASE= 1.15 1- 2=) 0) 50 2-10=(-25) 1204 10- 3=7 0) 269 BC: 2x4 DF 8140TR SPACED 24.0" O.C. 2- 3=(-1992) 91 10-11=(-79) 1393 10- 5=(-209) 68 WEBS: 2x9 DF STAND 3- 4=7 0) 0 11- 8=(-25) 1209 5-11=(-209) 68 LOADING 3- 5-(-1204) 98 11- 7=( 0) 264 TC LATERAL SUPPORT <= 12^OC. UON. 6-7=( 0) 0 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 POE 5- 7=1-1209) 98 BC LATERAL SUPPORT <= 12^OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 7- 8=(-1492) 91 TOTAL LOAD= 92.0 ?SF 8- 9=( 0) 50 NOTE:2x4 BRACING AT 24^OC UON. ROB Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) ALL FLAT TOP CHORD AREAS NOT SHEATHED Cs=1, Ce=1, Ct=1.1, I=1, Lu=50• BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -77/ 1126V -40/ 40H 5.50" 1.80 DF ( 625) 17•- 0.0" -77/ 1126V 0/ OH 5.50" 1.80 DF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX 1L DEFL=-0,002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" 0 -1'- 0.0" Allowed " 0.133" MAX LL DEFL= -0.049" @ 8'- 6.0" Allowed = 0.804" MAX TL CREEP DEFL= -0.082" @ 8•- 6.0^ Allowed = 1.072" MAX LL DEFL= -0.002" @ 18•- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" 8 18'- 0.0^ Allowed - 0.133" MAX HORIZ. LL DEFL= 0.018" @ 16'- 6.5" MAX HORIZ. TL DEFL= 0.026" @ 16'- 6.5" 0-06 8-0000 8-00 f ,( ,( 1' Wind: 12D mph, h=18.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 2-03-08 0-06 2-03-08 5-08-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-08-08 load duration factor=l.6, f •{ '( '� T Truss designed for wind loads 6-00 in the plane of the truss only. 6-00 1 12 T f 4 6 f 12 6.00 t7' ''':3 M-4x6 Q 6.00 3 M-2.5x9 7 ® o _ ©0 11 8 o 0 1 M-3x4 M-21 5x9 M-2.5x4 M-3x9 I v y i• ). ��. .0 PROFFs y 5-08-08 5-07 5-08-08 y l �C�'� 'NG'INEE'R `Si0 y1-00 y 17-00 1-00 e 89782PE �9r . '' ',\''' '. . JOB NAME: DR HORTON 3709-B - B3 Scale: 0.3202 �, v .• r IOW WARNINGS: GENERAL NOSES, unless cowry.noted: 40 1.enddmeedendbn mri4aEctropp dha advised of a3 General Notes 1.Shhdgcompband ANyupon ys p=sign parameters isforenboNoltuel I1 -�,�OREGON o'er T. Truss: B3 endw.rdnge teles eondmetl°n°emme,K66. budding oneWfcompopet Applicability panmden aM proper ���� 15 1i 2.2,400mproaebn web bee g must be installed where shown 4. Innrperoeon of component is the responsibility of the WW2 designer. _` I.Addlbnehtemperary bracing b InsundeblRy during eeeeeedlen 2 Dedgnaesat 17es 6=NpaMbelbmdwMsbdeMu out01,hly braced .4 60.respenabgty ofthe eroder.AddtlenA permanent bracing of 7o.°.andeteathin rsW°dH°y unless emnug nwtd,yb poC).gth by Rk PAUL �� wntlnwus sheathing such n pyw°od eMsmmg(Sc)aMbr dryvraNec). DATE: 11/5/2015 ew overall stud.Is the reepondKy of 1M Nauss dadpwr. 3.2,‘impact bridging or NNW booing n4Lnd when shown•• SEQ.: K1513986 4.Ne bad should bestyled Naycomponent until otter albredngand 4.k=Meeseetabus.Nthe ro.panbiye+6w,eep°anecontractor. %storm an eetnplete end at no time ahold any leads greater man 5.Design assumes bones em Hb.used banonanoaM environment, design bads be CPpbd b any oompennt. end aro for"dry eEm,aeon"dun. TRANS ID: LINK Doeign sNm°`w°d°erc EXPIRES: 12/31/2016 s.compu7nn Ins no control over assumes no na,aneihdety for n NMkehee,homing,shipment and hMattbn of components. 7 Design .ore adequate drained*is provided. November 5,2015 9.This design lNmbbed 85501510 B.kntletbun ed ism,by 8.InesPietas shad be nbddb k centerith joint ees enures,end pbade°mdreerter TPV W YCA m SCSI.copies o/whichbq M taNNed upon request. 9.Digits indicate age of piste In inches MTek USA,Inc/CompeTrus Softe=re 7.6.7SP2(1L}E 18.Fm bask connector pistedesign vebes see ESR4311,ESR•tiie(MRek) This design prepared from computer input by LUMBER SPECIFICATIONS GREG ARIEL TRUSS TC: 2x4 DF#ICATI TRUSS SPAN 11•- 9.0^ BC: 2x4 OF#14BTR LOAD DURATION INCREASE = 1.15 INC 2012 MAX MEMBER FORCES 40R/5-3-70) 264 WEBS: 2x4 DF STAND SPACED 24.0^O.C. 2-3=( 0) 50 5-4=(0) 440 5-3=f0) 264 2-3=(-584) 0 5-4=(0) 440 TC LATERAL SUPPORT <- 12"OC. UON. LL( 250)+DL( 7.0) ON TLON TOP 3-4=1-577) 0 BC LATERAL SUPPORT<= 12.0C. UON. . OP CHORD 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING OVERHANGS: 12.0" 0.0^ TOTAL LOAD= 42.0 PSF MAX VERT MAX HORZISIG REQUIRED.IN. SPG AREA LOCATIONS 4R/ACTI19VONS REACTIONS SIZE 0 (SPECIES) 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 1•- 4.0" -33/ 462V -30/ 4OH 5.50" 0.9879 DF ( 625) Cs=i, Ce=1, Ct=1.1, 1=1 13'- 4.0" -3/ 462V 0/ OH 2.00" 0.79 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TIrL/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL=-0.002" @ -1'- 0.0" Allowed = 0.100^ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL=-0.041^ @ 5'- 8.0" Allowed = 0.719" MAX TC PANEL LL DEFL- 0.033" @ 2'- 8.0" Allowed = 0.369^ MAX HORIZ. LL DEFL- 0.003" @ 11'- 2.0" 5-08 MAX HORI2. TL DEFL= 0.006" @ 11'- 2.0" 5-08 12 f 6.00 12 Wind: 120 mph, h=17.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Q 6.D0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), IIM-9X9 load duration factor=1.6, Truss designed for wind loads 9.0" in the plane of the truss only. 2.0" c f- o �' 4 1 5 e M-2.5x4 el M-1.5x9 M-2.5x4 1 l 5-08 y y 5-08 1-00 y ��Q,Ep PR OFFS, 11-09 �c�g 1GlNEER 1'jO2 `t 8.782PE p• ' JOB NAME: DR HORTON 3709-B - Cl / Scale: 0.5240 , ,/` 1.• WARNINGS: GENERAL N04l8, unless omenwas noted: .� Truss: Cl 1.Builder and erection centrtor eheuMhs advised elan Gens(Notes 1.Thy design N based and Warnings More construction commences. •p9 b0oe el design pnesheer.end la M0WI4u1 ` r. ZbacemgeasbmMb "gin«mA, eitherespo0 WyoMmsMPre�s 9,y OREGON o� Q, bndnp must be Sniped where show+. incorporation or component Is Me mapontlb�%y of S.Additional temporary bracing to Maud ambWn Awing construction 2.Design assumes me top and bottom awns to be lateral!braldindced at 9,(, 5./A G. (� DATE: 11/5/2015 la@1ere �Netmeer<aer.nednenoig.me.mamaa<wg5) ze.e.and wlae.e.respeabelyunla.abraced geoughmdnrbt<,gmby .7 RY 1t ` me overrt asn<.la the respeneibitl a s.assns d.sim er. 2n Mese sheathing en se plywood aired Were show owor drywanfge SEQ.: K1513987 4,Nebadshould heappldt,any,smpon.aimNabr.nbre 4.a'4. b^`on of gunge erab'a`�m "�re�emit• ' PAUL �\v teepee gm oemmsla ani atnspep sheldd any bads greeter mangy 5.Design rhe trusses ere the bMue.d M.nem.<m0405•n0renmwc TRANS ID: LINK design Modelle tippled to arty component end are Nasus condition.ohms 5.CompuTme Monoceala over and assumes no responsibility for me 9.Mala so.,...ton beating of sImopoM enewn.SNnor wedge f asw. ..hpm.maasas�,Mnef�"ps"""' ry. EXPIRES: 12/31/2016 8.Thladeagnla brnlanas aub).aa me RnnotbnseN bot by 7.Deegn.seance asegaslsA r..n laW<vabd. 7PIWYCA In BCSt,ma.e deed:will be furnished tpsn request e.So.b.M.gybmdy,nnterl ne..etnasa end placed as Smit center November 5,2015 aceInddtlmNtenter MITA,USA,INBJCompuTw Software 7.8.8(11)-E MphIndi••te.la.of piste In Maros. to.For Mee tonometer plate design values sae ESR-1311,ESR41885(WW1 This desIiELgn TRUprSeparedS from computer input by GREG AR LUMBER SPECIFICATIONS 11-04-00 HIP SETBACK 4-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 204 DF#1&BTR LOAD DURATION INCREASE 1.15 (Non-Rep) 1- 2=1 0) 50 2- 6=(-33) 1027 6- 3=( 0) 207 BC: 2x4 OF 016BTR 2- 3=1-1255) 69 6- 7=(-44) 1092 6- 4=(-112) 18 WEBS: 2x4 DF STAND LOADING 3- 4-1-1027) 70 7- 5=(-37) 1102 4- 7=( 0) 204 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4- 5=1-1305) 69 TC LATERAL SUPPORT <= 12"OC. DON. Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' BC LATERAL SUPPORT <= 12"OC. DON. TC UNIF LL( 25.0)+01) 7.D)= 32.0 PST 0'- 0.0" TO 11'- 4.0"V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA __ -- __ __________________=_=== BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 11'- 4.0"V LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC DON. FOR TC UNIF LL( 25.0)+DLI 7.0)= 32.0 PLF 4'- 0.0" TO 7'- 4.0"V 0'- 0.0" -58/ 955V -22/ 27H 5.50" 1.53 DF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 0.0)+01) 10.0)= 10.0 PLF 0'- 0.0" TO il'- 4.0"V 11'- 4.0" -26/ 785V 0/ OH 2.0D" 1.26 OF ( 625) TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 4'- 0.0" OVERHANGS: 12.0" 0.0" TC CONC LL( 100.0)+01,( 28.0)= 128.0 LBS @ 7'- 4.0" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL=-0.002" @ -1'- 0.0" Allowed = 0.100" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL=-0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= -0.039" @ 7'- 4.0" Allowed = 0.535" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL=-0.072" @ 7'- 4.0" Allowed = 0.714" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL= 0.009" @ 11'- 2.0" MAX HORIZ. TL DEFL= 0.015" @ 11'- 2.0" Wind: 120 mph, h=17.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4-00 3-04 4-00 Truss designed for wind loads 1' ir128ff +12811 . in the plane of the truss only. 12 12 6.00 Q 6.00 M-4x6 M-6x6 10 -:1 J o 1 4� 6 7 M-2.5x4 M-2.5x4 M-1.5x4 M-3x4 y y l 3. 1 l 3-08-08 4-00-12 3-06-12 ), l EO PROF 1-00 11-09 �`NN G, �FA siO2 ,� 89782PE JOB NAME: DR HORTON 3709-B-C2 Scale: 0.4740 , v�r .. �, 1Mmlwg:: GENERAL NGTab .nye.nm.n.Ne noted. , -yam OREGON 1.Bulldog end.mdenoodmubraow be sdvlsed of all General Notes 1.TNsdesign kbnoed only a onto Po'Brnelemalwwnand lalarm individual Truss: C2 end warnings belie ooWmelen eemm.nnw building opnponotAWiostaly ldmignperometemana P.M' P 2.244 congenbn web bracing mW b.Metaled when clown+, h.aoryemibn ill..."..41.15.moion10bNNYeflM"di"deslgnor. a � Ry 3.Additional temporary Imam to Insets Nobility during Cane0Wlon 2Dasigri ammo.the top end bottom chordate be Mondry braced at -\ Is the responsibility of the.radar.Additional pemammtlnacag en 2'(Ae A. p d sill e.C.neSCMell unless Wooedgeoughad their length by V continuous sheathing such as plywood shnthing(TC)amger drywol(BC). fr 'AUL - DATE: 11/5/2015 the conal structure lathe reepmnsingty of the building designer. 3.26 impact Wiping or lateral bmdng required Wore shown++ 4.No bed sow booappled to any component until alar Y bracing and le 4.Instable.,of teas la AN,.epocahiRY alto respective contractor. SEQ.: K1513988 Ent.n.narecompleteand.1notm.anowanyloadsgreewthen s.D.sgn.ewm..m..am ob.u.edMdnenaeroew.wmnmem. TRANS ID: LINK argnwae b.angled a era mnrom»m .seem rer•drycoMbening en. 6.CompuTwoene onnolw.rand.ewmss no'.epomhilyfortho B.nee ..sumesM ta.Mgdd wppori.sown.SNm or wedge It EXPIRES: 12/31/2016 falconon,handing.shipment and hMsihtien ofcamporants. 7,D.Wgn noisomely. EXPIRES: adequate dnlnag•an provided. November 5,2015 8.Than design Is furnished nd400t to the limitations sat faith by 8.PFbo hag be belied en beth hen of tmn,end placed nloh cantor TPOWTCAIn BM,copies Manion Mil be nanthed upon mqunb lines eoMddo with)olnt canterllms. 9.Ogle Indbmte Me of plate M Meoo. MITek USA,InoJCOmpoTnls Software 7.8.1301..)-E 10.For beak connecter plate design nkassee ESR-1311.ESR-1858)MITok) This design prepared from computer input by LUMBER SPECIFICATIONS GREG ARIEL TRUSS TC: 2x4 OF TR 6-00-00 GIRDER SUPPORTING 11-09-00 FROM 2-00-12 TO 6-00-00 BC: 2x8 DF S5 LOAD DURATION INCREASE- 1.15 (Non-Rep) INC 2012 MAX MEMBER-FORCES(-26) qW2-GDF/Cq=1.00 WEBS: 2x9 DF STAND LOADING 1-2=(-96) 71 1-3=(-26) 23 2-3=(-181) 40 TC LATERAL SUPPORT <= 12"0C, UON. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BC LATERAL SUPPORT <= 12"0C. 110N. Cs=1, Ce=1, Ct=1.1, I=1 REACT/ONS BEARING VERT MAX BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC IINIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" _ 0'- 0.0" -86/ 1078V -29/ 73H 5.50" 1.72 DF ( 625) BC UNIF LL( 0.0)+DL( 10.0)= 10,0 PSF 0'- 0.0^ TO 6'- 0.0" V 6'- 0.0^ -85/ 983V 0 BC UNIF LL( 116.7)+DL( 79.3)= 196.0 PLF 2'- 0.8•• TO 6'- 0.0" V / OH 2.00" 1.57 DF ( 625) 0.0"V ADDL: BC CONC LL+DL= 785.0 LBS @ 2'- 0.8" VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX TC PANEL LL DEFL=-0.088" 0 3'- 1.5" Allowed = 0.336" REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. MAX TC PANEL TL DEFL'•-0.122" 8 3'- 1.5" Allowed = 0.504" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX HORIZ. LL DEFL..-0.000" @ - 10.3" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ, TL DEFL= -0,000" @ 5'- 10.3" Wind: 120 mph, h=17.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir I, 6-00 load duration factor=l.6, Truss designed for wind loads 12 in the plane of the truss only. '. 6.00 M-1.5x4 2 1 0 m M-5x16 I� 0 1 1 ®� �_ �e 3 -i M-3x9 M-3x10 y ♦7858 6-00 l ��Q' ° PR°Fes �� ANGINcF-T 6'ja29 •9782PE " JOB NAME: DR MORTON 3709-B - C3 • Scale: 0.5314Illir i'- NARNNI6E: GENERAL NOTES, Truss• C3 1.Eunaoand e se,e contractor Would be eaawd of all General WesEdeaso th asks clad. awOVsmbgsMbnas nasrmn•nass, 1.ihhesalprpsnaebaset.Anyuponmeparoroehroflppnewhoper Individual 2.24 cempreasbn web brad building asmPrsr,o5ent is of assign parameter'elm proper 1,;' J 9/1f.OREGON 1.2 2S". rgmw a.MsHkd when shown.. Ireomorotlen et eempsMm is hewap,srdsb ermean `.�114.-✓ ,�QQ 9.Aaaabaslhmponrylweeaipm b.E.m WY during mrrhuabn 2.Desgn assumes the top and botbm Mortis bekitafallyeel#s braced at G'R�' 15 4`` DATE: 11/5/2015 lamaroepen.milMerthe Crest.,Aanbnrpam,anen bluing el Te.0.andM7Ge.p.na�ww.yunlette SSdeheamn,,,,pnwameirb ` to ovary shoats N ere reswrmblla'ntIM bsldlap d•eigasr. 5,Imp ue dMahag suai as plywood a bed Ag(R)sndbr dywM(BC). h SEQ.: El513989 4.No low.cuNessppaedmarycanpanent aNSRMsE 3.2slmpadbadgigwlabrolbndngnquroawheroMes h '1 PA�� cAN1 law.asnaro complete and HroOneaheub bRe,Sen a.beRgsee of trues eseIreIna pweseedgte nspaalveeerdraaw. ^ `` TRANS ID: LINK a ora bads Ern E.IxspnassumesImamare to a used in a nmeeoneelas environment, eeipn bade be apples m my ownponeM, and an for"dry condNon-of use. 5.tompurnr naswas over and assumes red neponebBry for the a.Designeeaumee ll eeeeg et al supports shown sNm or wedge8 hhkaaon.,,eehandling,shipment ew Inelaabn of components. EXPIRES: 12/31/2016 a.ThlaRbd Sen.hmlaMdauMaamuw IMhtleas aN forth by 7.ate"assumes MeNt•*ahem la presided. TPVWTCAR Benn.copies 51alike MI ba 6mdahed upon request a'Inn.coincide eebesha on both masaarlrw,and ptosed wmel�comer November 5,2015 Ines 64660 wN lent cents bus. MNTek USA,IneJCOnpuTrus Software 7.6.6(1 L)-E s•Dbla indicate siva of piste m Irid,ea 10.For bask eon actor plats design values sae ESR-1311,ESR-1988 strew This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-579-7333 LUMBER SPECIFICATIONS TRUSS SPAN 6'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF H16BTR LOAD DURATION INCREASE= 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 DF 816BTR SPACED 24.0" O.C. 2-3=(-100) 26 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)501) 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORS BOG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -18/ 410V -16/ 78H 5.50" 0.66 DF ( 625) 5'- 11.0^ 0/ 105V 0/ OH 2.00" 0.17 CF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 6•- 3.0^ -43/ 170V 0/ OH 3.00" 0.27 CF ( 625) Cs=1, Ce-1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL SEFL= -0.002" @ -1'- 0.0" Allowed= 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL=-0.003" @ -1'- 0.0^ Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL= -0.073" @ 3'- 6.1" Allowed= 0.404" MAX TC PANEL TL DEFL=-0.123" @ 3•- 6.2" Allowed= 0.606" MAX HORIZ. LL DEFL= -0.000" @ 6'- 1.5" MAX HORIZ. IL DEFL- -0.000" @ 6'- 1.5" 6-03 12 Wind: 120 mph, h=17.7ft, TCDL=4.2,BCDL=6.0, .ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 load duration factor=1.6, 3 Truss designed for wind loads 111 in the plane of the truss only. d' c0 0 on m a to .� -f M-2.5x4 J' l 1 5-11 0-04 i, 1 ). t,1/47EO PRQF, 1$OVIDE FULL BEARING:Jts:2,4,3 I 6-03 c . ANG I NEER 6 /0* ir 89782 PE r • ..,._,0-<. '-.....- • JOB NAME: DR HORTON 3709-B - D1 Scale: 0.5393 11111/ WARNINGS: GENERAL NOSES, ndeaaOOrs..noted: J -V,1,0�REGON����,y" 1.BWeer anderee6onaoNraeter shaid beadda.et al Dottrel Nat.. 1.This design N based only upon 5w panmetan shown and N for ai MINMual i�� l Truss: Dl and Wemeps caro a wneb atlas commence•. buildingincome tion otot compon 1 WY otda.gn panmetan and proper �R Y �� !� 2.24 compre..Se web bracing must be Metaled where Mown S. MxoNnrasumestetonen NE,.,. nnssty a mael Mnpedepna. /`� 2 Design..edeastmropand boSem aheMerobe McMybrewdat v 3.AddWonal temporary erasing to Insure MOWN dudn0 rnnsndtsn T es.and et 15 e.a rayedNay unless braced throughout their length by tome reapenalW bity at the erector.AdNealparna..M bracing of swXYYoussheathingW h aeph'noodshaetans)Tc)aura ayweRBC). /"'A UL P` DATE: 11/5/2015 the owed elmdw is the r..ponNOWy sf the budding&signor. 3.2,finned bridging or lateral bracing required when Mown•a SEQ.: K1513990 4.No Med should be applied to anycengonent until after al beans and I.ewBeten of trues N the r..pwnuRy of the mope..contract=. teamed ere complete and ot no Oma should any loads pester tae 5.Design swum..busses am rote used M e rroncatosiw environment. and are fray condition"of v.*. TRANS ID: LINK design lads beapplied roaryl compon.t. 6.0egphasw"nshdbearingaeB'ryp°"sM°wh'SMmorwedgeif EXPIRES: 12/31/2016 S Cnmperner hes no seontrot ova end memos.nspaaeNY Pr the mammy. febdabon,handling.shipment and NaNNetlon of components. 7.B.Npnaamn..ad.pate drainage is provided. November 5,2015 e This design N furnish.subject to lM pdtele5$as forth by 8.linos oohed*be ba5ith 154 both center Boa.of truss.and placed so Mee center TPNNfCA N SCSI,copies o1 v.NM vis be Amish.upon request. 9.Digits indicate aka of piste N Odes. MITA USA,Ie0JCnllpuTne Software 7.6.6(11}E 10.For bask connector pee design values see ESR•1311,ESR-1988(MIT.) • This design prepared from computer input by LUMBER SPECIFICATIONS ARIEL TRUSS VANCOUVER WASH 360-574-7333 TC: 2x9 DF BTR LOAD DURATION INCREASE= 1.15 TRUSS SPAN 4'- 1.5" BC: 2x4 DF 015BTR IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 SPACED 29.0^ O.C. 1-2=( 0) 50 2-9=(0) 0 TC LATERAL SUPPORT<= 12.0C. UON. 2-3=(-70) 16 BC LATERAL SUPPORT<= 12"OC, UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF OVERHANGS:, 12.0" 0.0^ DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 92.0 PSF LOCATI- ONS" REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) -25/ 337V -10/ 550 5.50" 0.59 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 3'- 11.0" 0/ 60V 0/ OH 2.00" 0.11 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 9.- 1.5" -25/ 106V 0/ OH 1.50^ 0.17 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL= -0.002" @ -1'- AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL -0.003^ @ -1'- 0.0. Allowed = 0,100^ MAX TC PANEL LL DEFL = -0,010" @ 2'- 0.7" Allowed = 0.133" MAX TC PANEL TL DEFL =-0,017^ 4.7" Allowed= 0.353" @ 2'- 4.7" Allowed = 0.383" 9-01-08 MAX HORIZ. LL DEFL=-0.000^ @ 9'- 0.8" MAX HORIZ. TL DEFL- -0.000" @ 4'- 0.8" 12 6.00 Wind: 120 mph, h=17,2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 N v N O griO 1 M-2.5x9 1 * * 3-11 0-02-06 (PROVIDE FU11[rB0ARI G;Jts:2,4,3 j 4-01-08 y ���NGI EA- `SAO � Q 8.782PE I- JOB NAME: DR NORTON 3709-B - D2 / Scale: 0.5852 Truss: D2 1.Bsteeend..aanands,e5eew,dw.dor,eoaneroHebe GENERAL NOM, unm,aothenvise,,h.pemw: ell Warnings Mbneonactor Mould beroq. 1.This deign Ibaoedoay awn ma peramebro shown and la lar an mdNWdl Z.Zv4 building component Applka.a tnepuon pannaaenand pnper ,�Y OREGON N. compression brodng mud be Installed where aoavn.. 4..- incorporation or component le me responsbiny a the Wilding deapner. �y.. 3.AMmbna temporary blaehq to neuro stability during pnabucibn 2.Minim assumes Me top and bottom chords to be laterally broad et Q'.` DATE: 11/5/2015 is the responsibility of Om neuter.Additional permanent Magna or 7 o.e.ands Hra.a.resp as oNess booed throughout their length by 9/4 Gq RY 15 Z r the overall sbadura loth*romorrobIty oriM Moiling designer. wnZr epe.t shoat/dog such as pyeood aheathlnWTC)endror drynall(BC). `tee SEQ.: K1513991 4.No bad adudbesppeedmanycomponent 550eeerap 4.Installation nto onofMa ior Were!sMerebnanpnagtthenronaownBe PAUL �� melanin aro complete end at no Slee ahead bisarb and a'xWaMbn o,000 bill en to be ebn Bereapactbe ambaaa. TRANS ID: LINK ewgnloads beapplied m a")O'degnn.man 6.Mab eaaumesw.ss.nmbaua.d n.m e,p,Na. imnmem, 5.CompuTnus hos no control overeed teemnes no reeponabuty for Me end an br'dry condition.M« m e.Design assures tuli bei supports dorm.Shan or wedge fiebricat^n,hne ,tpe,smeedma�imnatnsnPsnem. �^�y EXPIRES: 12/31/2016 0.This design la Wished subject to IM OctMbns set btlh by 7.Peter 155 On toted on 50,has la hues.a. T1aMCAin BC3l,copies or whish Mt be banished upon a.Plobslines inddoW located onbothlops o/tnN,aM ploeedwmarpma November 5,2015 !Urea USA,Me/Compu7rus Software 7.5.6(1L}E Asa. s.b aditete size vents m mow. 10.For bask connector plots design values see E3R-1311,ESR-1988(WTep This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-579-7333 LUMBER SPECIFICATIONS TRUSS SPAN 5'- 7.0^ i IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cg=1.00 LOAD DURATION INCREASE= 1.15 1-2=7 0) 50 2-4=70) 0 TC: 2x4 DF 1116BTR SPACED 29.0" O.C. 2-3=7-90) 23 BC: 2x4 DF 1I16BTA TC LATERAL SUPPORT<= 12"OC. UON. LOADING BC LATERAL SUPPORT 6= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 NSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0^ 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -19/ 389V -19/ 7111 5.50" 0.62 DF ( 625) 5'- 6.0" -37/ 150V 0/ OH 2.00" 0.29 DF ( 625) Snow: ASCE 7-10, 25 NSF Roof Snow(Ps) 5'- 7.0" 0/ 97V 0/ OH 2.00^ 0.16 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/290, TL-L/180 MAX LL DEFL=-0.002" 9 -1'- 0.0" Allowed = 0.100^ BOTTOM CHORD CHECKED FOR 10P5F 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 MAX TC PANEL TL DEFLFL= -0.076" @ 3'- 2.1^ Alloyed = 0.591" MAX HORIZ. LL DEFL= -0.000" @ 5`- 6.0" MAX HORIZ. TL DEFL= -0.000^ @ 5'- 6.0" 5-07 12 Wind: 120 mph, h=17.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 load duration factor=1.6, Truss designed for wind loads 3 -/ in the plane of the truss only. ra c0 0 om o t �� 1 M-2,5x9 l yY 5-06 0-01 y y VIMs-o7 EP R aFF��� Gs+s N "� � E , p 44 ct 89782PE { JOB NAME: DR HORTON 3709-B- D3 Scale: 0.5529 IIIII WARNINGS: GENERAL NOTES, wens Nigeria.noted: wapREGON °SCO 1.Builder and erection contractor should be advised of M Genoa!Notes 1.7hie design is basad only upon me parameters shoe and is ler an individualG Q "' Truss: D3 .nd Warnings Wont construction ammo.. bdlWng ampunent.80P808NRV d deegn Paomdmsand proper 2.b4compraesbn Nab bndrg must a MOM where shown.. bms,poralbn ataompon°nt le So m•paneNNRy alma bugdngdadpwt. -9 15' qRY AS 4i 2.D.agn 5a.umeslhe top and bones lords%be Wormy braced et 3.Addtbnat tenpormtnsceg to MUM.tabiMydu0Mg minbudbn red.and at If a.r.p.dh.y Wan bawd throughout theirtengm by PA UI. R� la me mpenM9ty elate mem AddlNrsd ponneent bracing at continuous s45 45p each es plywood SheaSthpTC).nWor Qyw*BC). DATE: 11/5/2015 the oam8 structure is 8 p m reonsaNH or the is designer. 3,b iepad'Wong or label bmdrg required seersshown"" SEQ.: El5 13 9 92 4.Ho bed should a applied to any component uoIl after al br.dng end 4.lmlgetlon of hues tame respannBRty.fnut mapea8ve contactor. teems sm complete and at no Mm should any beds greater men B.Nolte memos Obsess are to a twee 6.non-creative environment, dnign 654555"PMM.d(a crycomp°'' and are far•n.ele/Ng Wien due.. TRANS ID: LINK 6.Dees^•..mm•""°°°"^g°°"'uo'°m'h°"ns4"""""'°" EXPIRES: 12/31/2016 S.Corrywhus Ms control owe and warms for nsassay. labrks6en.heeling..b6owM and Wuhan demeaned.. 7.D.sign mantes edsquats*temp is provided. November 5,2015 6.This design bMetalled ebbe bee bastions set erste by 8.Plebsshel be bated on both feces°Mab,and plead so mor center 7PVINTGA in SCSI,copies°y which WI M furnished upon request. lines sHdde with pees weer lax 9.Digits Indicate sibs able.In Motes. MITek USA,McJCowpuTnts Software 7.6.6(11)-B to.For ase connector plate design wens see ESR-1311,ESR-1983(Wroh) This design prepared from computer input by LUMBER SPECIFICATIONS ARIEL TRUSS VANCOUVER WASH 360-574-7333 TC: 2x4 EF FICATR TRUSS SPAN 3'- 7.0" TC: 2x4 DF #IRBTR LOAD DURATION INCREASE= 1.15 INC 2012 MAX MEMBER FORCES 2-4/ 0F/Cq=1.00 SPACED 24.0" O.C. 2-3=( 3)) 50 2-9=()0) 0 TC LATERAL SUPPORT <= 12"OC. UON. 2-3=(-63) 14 BC LATERAL SUPPORT<= 12"0C. VON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX BRG REQUIRED BOG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -27/ 321V -9/ 49H 5.50" 0.51 DF ( 625) 3'- 6.0" -21/ 91V 0/ OH 2.00" 0.15 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Cs=1, Ce=1, Ct=1.1, I=1 3�- 7.0„ 0/ 60V 0/ OH 2.00" 0.10 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL=-0.002" @ =1'- 0.0" Allowed 0.100^ BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL=-0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL= -0.005" @ 2'- 1.1" Allowed = 0.212" MAX TC PANEL TL DEFL=-0.008" @ 2'- 1.1" Allowed = 0.317" 3-07 MAX HORIZ. LL DEFL= -0.000^ @ 3'- 6.0" '1 MAX HORIZ. TL DEFL=-0.000^ @ 3'- 6.0" 12 6.00 Wind: 120 mph, h=17.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, HWFBS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 41 0 0 N oL O M1111111111111111.1111.111 -, 1 .1 9 M-2.5x4 ). )4 3-06 0-01 y (PROVIDE FULL-BARING;Jts:2,3,4 I 3-07 .(ok PR�1 � • VNGI N �9 s/O (44 cti 89782PE "" JOB NAME: DR HORTON 3709-B - D9 Scale: 0.61230..4) . WARNING'S 1. NING'Srnl meosoe esSedsr should be advised of sr General Notes GENERAL NOTES, unless otherwise p rated: Truss: D91.Thi5datlgnI5 baud only upon mepemmetereshownendleforenlr�vidual A 9 OREGON 'h ant'AMra,.bedee CDmRddroe...pp., building component.ApptiuMlly or design ammeters and P.P. 2.311mme.salon web bremp must be MetandwtNre shown.. Imorporapen eiwmp«anl th.fs.P.r.biy sanebuldnpdesign«. Q` 3.AdStbnHtampomgbracing roklamalaMAydudngrbmtructlon 2.Desig.ndM10ro.rspendbottomdqrdstobeMterelyUnitedN yq �qRY 15 c,', meq, DATE: 11/5/2015 676.responsibilityolthn erector.Addtifamlpemun.m brews or continuous ant atla°.e.respectively mime brsoed 8eeughomeaklength by she amen eBW«e M gm nepenepiy of the budding destines wakudm.emmng ate m plywood Mmmkp(T shownand/or tlrywN(BC). PA U L ^`y SEQ.: K1513993 4.No Medshoiddb applied roerycompprndul5.1.0albm 4.�howabndginslehembrataig pond/My 11herespeeneua,,, r fasteners ars complete end et no time should °�t"d 4.installation ere tors.sendinano 4 0s*.sned«. TRANS ID: LINK desphbeds beapplied ro«Iycomponent. any "°n B.,°°�'q"arero'nm°°r vdry n!� 6.meamenon<onmro..rnlmmn«i, B.Compu7nrs bos ne coarel over and sewmua no nepohuibMyf«tia B.Design e°sumes hR bearing n all supports shown.SNm or wedge If abrlpBen,Mr"�h°'sh ms.d.ndle°g'"°"ofineP°""'°' Designom .s EXPIRES: 12/31/2016 6.7He design M tumk.d setdedte the limitations sot form by 7. .mulesbated so both Nos Is bos .. 7FlNyrca M BCS(,copies of shah w6 be!mashed upon reuse&. 8'wnetewAddeev centerlines fares dfmw,mdliamd.d mxrma.r November 5,2015 )ohigldc4040 MiTek USA,InciCompslms Software 7.8.6(1 L).E 9.Dgti+irsiute sive of pieta in Inches. 10.F«book connector pets design values sed ESR-1311,ESR•1988 MUM This design prepared from computer input by AR/EL TRUSS VANCOUVER WASH 360-579-7333 LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" i IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF 815BTR LOAD DURATION INCREASE= 1.15 1-2-) 0) 50 2-4=(0) 0 BC: 2x9 DF N16BTR SPACED 24.0" O.C. 2-3-(-50) 6 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -40/ 298V -5/ 330 5.50" 0.48 DF ( 625) 1'- 11.0" -24/ 94V 0/ OH 2.00" 0.07 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 2'- 0.0" -25/ 30V 0/ OH 2.00" 0.05 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 12 6.00 i' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL--0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TO? MAX TL CREEP DEFL=-0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL= 0.002" @ 1'- 0.8" Allowed = 0.093" MAX TC PANEL TL DEFL= 0.002" @ 1'- 0.8^ Allowed = 0.190" MAX HORIZ. LL DEFL= -0.000^ @ 1'- 11.0" MAX HORIZ. TL DEFL--0.000" @ 1'- 11.0" Wind: 120 mph, h=16.7ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (ASI Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 ', load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. PA 0 .-i o Erg III 0 1 M-2.5x4 J, 1 l 'PROVIDE FULL 1B> ING:Jts:2,3,4 I 2-00 ��OAGN Figs/0 44/ :9782PE ter' JOB NAME: DR HORTON 3709-B - D5 scale: 0.9690 . WARNINGS: GENERAL NOTES. unless o8Nrwke noted: v 1.Dobler and erection contactor Model be*ebbed Mall General Notes 1.TIM design is Meal ordy upon the perameters Moron and is for en individual A 1' •-EGON p Q, Truss: D5 „dwemingeo.Nr.bonawaronnunrema.. beadigamponem.Uppt ry*Ideegn,aremear.andpmPer 5, 2 2.2e4 compression web bracing must be imteled when shown.. m5,pOns bn of eomPonentNme responsibility Irma building designer. �i9 RY AS Q' 3.Addtibreltem ene,s hneoBS to inure mbMy during construction 2 Deem assumes the by end bottom chords to be laterally bread at �� hthe'spomlMRy of the erecter.Addtibnalpm'nam bang of zoo.and at 15 sheaOA thing unites*braced)OC).ro/s,ut d,y lengthl)H by t continuous sheathing such as pymeod Shea silent)and/or drywell(BC). a4 t 1'1 'C DATE: 11/5/2015 the wool structure is gm responsibility oft the building designer. 1 2a lmped bidog en Imre1 wad,',weed e8en.homn.. �l l/{.. SEQ.: K1513994 4.Na lose should beapplied m.nycomponent until.n..agbracing end 4.oeH o oftrusome,espss meta Sityoused fto.t` es contractor. fasteners e'complete end Ono time Would sty beds greeter man TRANS ID: LINK &SrMods bit MPpNdts.r0eernpen'm. 8.aDeebn.„yrame"drysMIbearingaisiespports.newn.ONmerwedgeit S. mp.Trus has imannalover and assumes ne"Poney�M imas~ry. EXPIRES: 12/31/2016 fabrication,handling,shipment end k'Nlle9on of components. 7.Design assumes adequate drainage is prated November 5,2015 Q TNsdedgntNned mbsb}d to Be RMsssI Mitt, a by 8.Plates Mal loomed on both faces of truss,end pieced so then cedar TPIAMYCA in SCSI,copies of which miti be furnished upon rawest. Mes akidde Wish pad center Ines 0.Digits indicate etre of piste In Niles. MITek USA,IncJCompulnie Software 7.8.6(1L)'E 1O.For beak ammeter pleb design vies see 556-1311,ESR•1088(MTeb) This design prepared from computer input by LUMBER SPECIFICATIONS ARIEL TRUSS VANCOUVER WASH 360-574-7333 TC: 2x9 DF FICATR LOAD DURATION INCREASE= 1.15 TRUSS SPAN 2'- 0.0" BC: 2X9 DF HIBB SPACED 24.0" O.C. YR IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 WEBS: 2x4 OF STAND 1-2=( 0) 50 2-9=(-8) 8 3-9=(-43) 68 2-3=(-733) 12 TC LATERAL SUPPORT <= 12^0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)tDL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" TOTAL LOAD= 42.0 P5F LOCATIONS REACTIONS REACTIONS SIZE SQ. 0 0^ 0'- 0.0" -9/ (SPEC/ES) 2'- 0.0" -52/ 300V61V 28H 5.50" 0.48 DF ( 625) Snow: ASCE 7-10, 25 PSF- Roof Snow(Ps) / OH 2.00" 0.10 DF ( 625) 12 CS=1, Ce=1, Ct=1.1, I=1 6.00 12, 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^ 4 -1'- 0.0^ Allowed = 0.100^ MAX TL CREEP DEFL=-0.003" @ -1'- 0.0" Allowed = 0.133" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD, TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL= 0.003" 8 1'- 0.2" Allowed = 0.084" MAX TC PANEL TL DEFL= 0.003" @ 1'- 0.2" Allowed = 0.126" MAX HORIZ. LL DEFL= -0.000" @ 1'- 10.3" MAX HORIZ. TL DEFL=-0.000^ @ i'- 10.3^ Wind: 120 mph, h=16.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 -f Truss designed for wind loads Min the plane of the truss only. W 0 ti 0 I 0 10111111111."-' ". -f M-2.5x4 M-1.5x4 y1 l 1-00 2-00 r.§-3�0NG NEER `r/0 4.1 Q :9782PE V- JOB NAME: DR HORTON 3709-B- D6 Scale: 0,9800 'selrr- WARNINGS: GENERAL NOTES, unless / _J Truss: D6 ,.Bwawend..�ati,em.naaee..aw.eor,lGebmiwk. rN.da.n ome.wne(w Mill tend Wanness b eb.eseonlyu�onlh.panmebre.nommenderorenlntllvkual v Meap beros ewahudbn colnmmeaa. building wmpewnt.AppbbNy of design pnmsbsand theism 3 A�pbmpoaYon'nbbreWgmuMbeingehdconal.She..,e. beerpewnonofeompoesmkthe reapenabplyorB.Gild dells .Ipur. OREGON ^ �• thel temporary blazing to ince.bbely deep construction 2.Design saNlmes las by and bottom chortle b b Mer.Iy Mooed at reepmwbI5 of the erector,Addtlorslpamnn.M bred ee,o..red of l0'e.4s throughout length by R11 ', 0 DATE: 11/5/2015 k"'° n/oi spedlreNm�fessbracedt ro 9j4 G"9 6a\ �2�Q` the ware structure is the sMsmblb etch.building deslgwc 3.De Impect con es denng mo! I bma�� a �)anarer dlyweNBc). p4 U L ``Nt SEQ.: K1513995 4.No bed should be applied b any component will alter al bowing and a.Imbl.tbnbef hues a the ssponshEyable nepedl�ve wntrador. TRANS ZD LINK design beds bcompl. .nd.tnotimeenmidsnybad.gr dare„ 5.Design swum.busses ere tobeused b,�lroew.enimMnnl, eelgn beds be implied b sty component. and m Wry ce,dtkn'at we. 5.Compulhn has no control owes sod.sslmeaw reapensblMy for me 9.Design assumes M beefing N al supporta shorn.Shim or wedge If bb,wbw,is Swished subjecprneti t the lMllenetwmpeesnl,' n.w.es" EXPIRES: 12/31/2016 5.7Ns assign b reanehN.ubkclb the hnMbw M forth by T.Deslprl.eawees ededuab finesse a prowged. TFMNPCA In B031 copes of w IRO we be SeRh.d,pen l.gser. S'vrb.h,ddsmNal be omnoenerl Ness Glenne,and dwell so their came! November 5,2015 Anes cohMde wren kin web!Aws b MTek USA,McJCompuTrus Software 7.8.6(iL)-E 9.70.For b e eke of Ode m inches. eaklc connector plan deign yebns sae E35-7311.E311-1985(MfTehl 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 4#16BTR LOAD DURATION INCREASE= 1.15 1-2=( 0) 50 2-4-(0) 0 BC: 2x4 DF #15BTR SPACED 24.0" O.C. 2-3=(-69) 14 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 92.0 PSF 0•- 0.0" -36/ 322V -10/ 54H 5.50" 0.52 DF ( 625) 1'- 11.0" -29/ 54V 0/ OH 2.00" 0.09 OF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4'- 0.0" -26/ 96V 0/ OH 2.00" 0.15 IF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL"L/180 MAX LL DEFL=-0.002" 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= 0.002^ @ 1'- 0.8" Allowed = 0.063" MAX TC PANEL TL DEFL= 0.003" @ 1'- 9.2^ Allowed = 0.369" MAX HORIZ. LL DEFT. = -0.000" @ 3'- 11.0" 9-00 MAX HORIZ. TL DEFL--0.000" 9 3'- 11.0" '1 12 Wind: 120 mph, h=17.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (Ali Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 1 -{ v.0 N O I -1 . P,1111111111111111111111111111111111111111111111111111111111111111111111111110. 6 M-2.5x9 } 1 1' 1-11 2-01 b 1 1 'PROVIDE Ebbf1@BEARING;Jts:2,4,3 ' 9-00 c1/4p PR Of �NGINF-, /p1. - ct 89782PE �' .�. . .dl -. JOB NAME: DR HORTON 3709-B- D7 Scale: 0.5941 - 111111 WARNINGS: O.This d.NOign E11,Is uMass upomhe ise parameters I / OREGON Q4'R, 1.Builder and endlon contractor should be advised mien Gwent Nets 1.Thin design a traded only upon Me prtamMere ahovm eel k for an lndMthuI L' ,Y ~ `( Truss: D7 gag w.mmgsbow.c.o gencemronce., baldkpmmponenl.ApaWbityafd.Npnpaemeter.and proper 2 P 2 Ic4compr..Nm low natlnpmnt b.Metaled a4iN.Naser a. 2.�n l umes the°tepsndebottlbm c!°hords to bete bawd at°f Gq RY A5 3.AmldoiW temporary bracing to loon Wiggly during construction y OA.and at 10 0.0 n3pedBely mass braced throughout tet length by I Me reaponahMy of the Roger.AddllofwI permanent braobp of mmman shuffling such as plywood ahsd,bg(TC)anNerdrywdl(BC). PAUL ,- DATE: 11/5/2015 the overalloverallsmrdue I SG responsibilityresponsibilityof the building MaigNr- 3.2r Impact bridging m WNW Ruing nguhadwne shown sho +• 4.No load should b°eppka dr d y component until M altar all and 4.ketagatbn of ores a the responsibly the respective contractor. SEQ.: K1513996mNenenuecompeeandamenesheuldafrybadgeaterthan 5.aNgna.win».w..eanrown,wm.umam.a..m4nnm.m, d"4"bsdsba.pgea b Set component. end are forry bonitos.of use. • TRANS ID LINK 5.CanpannhasnocontrolaerandassumesmnsonsibMlyforthe N.O.ign an.ry,nxsMbowing NelmppoMehox0.9Mmorwd9ek EXPIRES: 12/31/2016 neceawry, Nbnc.Ban.Mndng.Nl0m.elend"ad.`"°n ofmmPsnnnte. 7.Design MI nee adequate drainage a provided. November 5,2015 S.TNG dwipn N furnished mbpct to 1a ImWlom se NW,by I.Pates Wall be boated on both aces of trun,one pared m their center TPSNTCA IN SCSI,Gnaw of whish WO be furnished upon reqacot Ines coincide with joint center Imes. 9.Oigls MOW**s W of pet.In b hfl. Wee USA,MmJCompuTnls Software 7.6.6(11.)-E 10.For bask connector pale design values see EBR-1311.ESR-1985 Ferree) - S4ymbols Numbering SystemA LOCATION AND ORIENTATION General Safety Notes 1 3/4' Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property wirallt offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. II� Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 0 1/16, 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,Individual lateral braces themselves _ ., may require bracing,or alternative Tor I imil, U O p 3. bracing shouldthe be considered. / Never exceed design loading shown and never ®i a stack materials on inadequately braced trusses. FOf 4 x 2 Orientation,locate O O 4. Provide copies of this truss design to the building plates 0-'nt'from outside BOTTOM CHORDS — designer,interestedessupervisor,,property owner and edge of truss. 8 7 all other parties. 6 5 5. Cut members to bear tightly against each other. �. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on eacYyh face of truss at each �M• required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locationds embed e regulated by by Aand NSI/wane PI 1 e at joint connector plates. THE LEFT. *Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for The first dimension is the plate ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 10.resCamber is a non-structural consideration and is the to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camberfo forty of truss deflectiondef ectneneral practice is to the length parallel to slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION indicated are minimum plating requirements. Southern Pine lumber designations are as follows: 12.Lumber used shat be of the species and size,and 0,-;,•• Indicated by symbol shown and/or SYP represents values as published in all respects,equal to or better than that by text in the bracing section of the by AWC in the 2005/2012 NDS specified. output.t. Use T or ISP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at bracing with effective date of June 1,2013 spacing indicated on design. if indicated. BEARING 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. 111 Indicates location where bearings 15.Connections not shown are the responsibility of others. (supports)occur. Icons vary but 16.Do not cut or analterengiuss member or plate without prior =' reaction section indicates joint ©2012 MTek�All Rights Reserved approval of engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. �� 0 18.Use of green or treated lumber may pose unacceptable Industry Standards: environmental,health or performance risks.Consult with project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. and pictures)before use.Reviewing pictures alone ■■ is not sufficient. Guide to Good Practice for Handling, !� e BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Installing&Bracing of Metal Plate ANSI/TPI 1 Qualltyriteria. Connected Wood Trusses. Mitek Engineering Reference Sheet:MII-7473 rev.01/29/2013 Standard Gable End Detail ST-GE120-SP -- - MiTek USA,Inc. Page 1 of \// ])" T-7 T2xypical x4 LW/1S Nailed To Verticals W/10d Nails,6"o.c. Vertical Stud _ , -._ _.._ 4 - Nal Common BRACE L u�� Vertical Stud (4)re- Nails m , DIAGONAL 16d Common MiTek USA,Inc. / Wire Nails SECTION B-B kir.: Spaced 6"o.c. r----le-DIAGONAL BRACE "r—l 4'A"O.C.MAX (2)-10d Common Ir�\ �--2x6 Stud or Wire Nails Into 2x6 2x4 Not of better TRUSS GEOMETRY AND CONDITIONS —1I yrs I SHOWN ARE FOR ILLUSTRATION ONLY. I Typical Horizontal Brace — Nailed To 2x_Vertk is // \\ 12 SECTION A Aw/(4)-10d Common Nails 2x4 a,d \. ��� Varies to Common Truss A * �� PROVIDE 2x4 BLOCKING BETWEEN THE FIRST ,////Y%%1L�1 1</G !/////////4-7/ \, SEE INDIVIDUAL MITEK ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING ` DRAWINGS FOR DESIGN CRITERIA TO TRUSSES W 1TH(2)-10d NAILS AT EACH END. / �A ATTACH DIAGONAL BRACE TO BLOCKING WITH * �" (5)-10d COMMON WIRE NAILS. 3x4 n p B 'Q_B\� — c (4)-8d NAILS MINIMUM,PLYWOOD .,"' /Or AlW►/�/, -�l SHEATHING TO 2x4 TD SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer �\ Refer to Section A-A to Section B-B 24"Max Roof Sheathin• NOTE: ice' VI 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND 1'3" pd. P1 � WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. (2) 1 R7 �� 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. �� ,i(2)-10d NAILS ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT -'� 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. 0 4• / /� 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF �I /Trus S Lw 24" O.C. DIAPHRAM AT 4'-0"O.C. II 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A / 0,— 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL { BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. /2x6 DIAGONAL BRACE SPACED 46"O.C. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. pial, Brace ATTACHED TO VERTICAL WITH(4)-16d REFER 7.(GABLE STUD DEFLECTITO SECTION ON MEETS OR EXCEEDS L/240. at 1/3 point - COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. it needed I--, TO BLOCKING WITH(5)-10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE End Wall HORIZONTAL BRACE 06 Ot-12 BY SPI�ALSC (SEE SECTION A-A) 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SP No.3/Stud 12"O.C. 4-3-2 _ 4-9-13 6-9-13 8-6-4 12-9-5 2x4 SP No.3/Stud 16"O.C. 3-10-7 4-2-1 5-10-13 7-8-14 11-7-5 2x4 SP No.3/Stud 24"O.C. 3-3-11 3-4-14 4-9-13 6-7-7 9-11-12 Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d common wire nails 8in o.c.,with 3in minimum end distant, Brace must cover 90%of diagonal length. MAX MEAN ROOF HEIGHT-30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98,ASCE 7-02,ASCE 7-05 120 MPH ASCE 7-10 150 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. ------