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Plans (49) 7)-()1 -(7 ,5-:?7 , 5 R--7 r r c eit) ,c ,-,(7, RECE18/ l ! 8 ni+[ CITY O11GARti 111N : "'SION N 1-2-8 JACKS OP 11111 d7f,) G.E. D.R. HORTON PLAN 3724 "A" 30-00-00 2 GARAGE LEFT / SPAN 3 i_(.:y 6 6/12 6/12 PITCH 251 SNOW LOAD $ 1-0 O.H. 9 1 1i 12 V ARIEL TRUSS Ir. -_ --.- — .. _____.. , 574-7333 ` / /(6) ) I DRAWN BY: a, 3) L ' KEVIN LENDE 13 A � ' is 9 , 0 GARAGE _ _ nic,i _ i6 U 1 Rl5 Ilr 1 cii)_ iir IT. 2G.E. JZ. c, JACKS 3RD CAR OPTION `0 0 T ir T A N 1-0 JACK W/ Jg .H. o y y 19-05-08 SPAN 0 [ 1- 1__ 111_14_ g 0 ) 1r la MANSARDS Cs- DROPPED GARAGE ( ,¢C L 4 NC '_S a C L_ 0SZ N ,k ) 7 n 1-2-8 JACKS (1,11i) 11111 G.E. tk1 f D.R. NORTON A. 1 PLAN 3724 "A" / 2 30-00-00 GARAGE RIGHT / 3 SPAN ,... ci;) . 4 5 - 6/12 PITCH 251 SNOW LOAD 16/12 6 1-0 O.H. 7 ARIEL TRUSS 574-7333 Ai DRAWN 8Y: -12 KEVIN LENDE -- -1 LLW I4 * a a 5 4 col -3 , ; w KZ 14 6 \l/ - ARAGE g 16 0 p r ir [ "3 - i i CU 600 JACKS F o S.E. X u ir IF i - 3RD CAR OPTION 1-0 JACK Pe! Q O.H. ,L. J! , 19-05-08 r SPAN o n li LII4I2iJJJJ ,VI 01 MANSARDS J s F DROPPED GARAGE _._fir .... 6 74-1. �_ IJV L.� J (� a�c c.j lut MiTek° MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: DR HORTON PLAN 3724-A ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Ariel Truss Co.. Pages or sheets covered by this seal: K2490525 thru K2490538 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. co 2 Qf 89200PE OREGON � pL'OMY 14 2OoP4 RR1L�- October 20,2016 Baxter,David IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s)identified and that the designs comply with ANSI/TPI 1.These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek.Any project specific information included is for MiTek's customer's file reference purpose only,and was not taken into account in the preparation of these designs.MiTek has not independently verified the applicability of the design parameters or the designs for any particular building.Before use,the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. This design prepared from computer input by LUMBER SPECIFICATIONS GREG ARIEL TRUSS TC: 2x9 DF#I@BTR TRUSS SPAN 30'- 0.0" BC: 2X9 DF#lr<BTR LOAD DURATION INCREASE = 1.15 INC 2012 MAX MEMBER FORCES 9N3-GDF)-459)00 WEBS: 2x4 DF STAND SPACED 24.0" O.C. 1- 2=( 0) 50 2- 8=(-3) 1801 3- 8:(_q59) 148 2- 3=(-2127) 75 8- 9=( 0) 1171 8- 9=( 0) 759 3- 9=(-1866) 89 9- 6=(_3) 1801 4- 9 TC LATERAL SUPPORT <= 12"OC. UON. LOADING =( 0) 759 BC LATERAL SUPPORT <= 12^OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 5=(-1866) 89 9- S=(-959) 148 DL ON BOTTOM CHORD= 10.0 PSF 5- 6=(-2127) 75 OVERHANGS: 12.0" TOTAL LOAD= 42.0 PSF 6- 7=( 0) 50 12.0" LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -50/ 1374V -118/ 11 OH 5.50" 2.20 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, 30'- 0.0" -50/ 1374V 0/ OH 5.50^ 2.20 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 = -0.087" @ 19'- 9.7" Allowed = 1.454" MAX TL CREEP DEFL = -0.205" @ 19'- 9.7" Allowed = 1.939" MAX LL DEFL= -0.002" @ 31'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 31'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL= 0.036" @ 29'- 6.5" MAX HORIZ. TL DEFL= 0.059" @ 29'- 6.5" 15-00 f 15-00 Wind: 120 mph, h=19.9f t, TCDL=9.2,BCDL=6.0, ASCE 7-10, 7-09-07 7-02-09 7-02-09 '( (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), ,r 7-09-07 load duration factor-1.6, ,f Truss designed for wind loads 12 in the plane of the truss only. 6.00 p M-4x6 12 ,.16.00 4.0" \ y M-1.5x4 3 M-1.5x4 o 1 GLS �. o s o M-3x6 M-2.5x4 M-2.5x4 M-3x6 7 M-3x6(S) 1 y 10-02-05 y b 9-07-07 1 10-02-05 l kQ'�p PRO 18-00 12-00 j ��5� ENGINEER �'/O 1-00 30-00 1-00 �� =9200P fpr JOB NAME: DR HORTON PLAN 3724-A -A2 �� Scale: 0.2022 WARNINGS: tea_ I.Bidder.ne engbn cenlnear ehsdd be of GeMrN Nates GENERAL NOTES. unless e,No parameterskte mad; Truss: A2 ,.bek1G9goshN.Ap9belo1moof lynpmeersana mawael pG OREGON �l1 .�Wend*rbaronontradowhuld be�ea., 7148*IPN ee only woryyeparameters endpror tg 2 2s4 cempraeNon web bracing much be instated Were show.. Inwrponeen oteempetmnt b tM*womanly ord.bonding desgnsr. 3.AaanerwamDerarybra.agbn.n.aMgyawmgcen.Wolbn 2.o.egn.ssanasthetopendRolmmohordsabeatarmybracedat /O 1�' 14 2Q1 Q,"�' DATE: 10/20/2016 aeiroa M4'ermeanaor.eaanenupemnnamb,.dogof ze•e•end ative.Gnep.aw.rynnb.na.aathnupuutm.ebnphby Me overall Wed.a the mpon.BEy of ON 6Wdhp dapgner. 5,b�p eus'headline or such)b plywood p,pmng(TC).,ybr ptyt.�.n(gC). 'vf [] SEQ.: K2490525 4.No toed should beappledro any component end after.I br.dng and a M. oad ftruss�.the,oeponaal bCty required where contractor. �r�R�,..� 5.Design Wieners moompbbend of no it..eMua.ny beds wider Wm aoumeo twig..ere a be 5.adn a non-corrosive environment, TRANS ID: LINK d..0,bads be addled any component. arae.,.ro d9 condition'efwe. 5.ComDsrnn has no control over and mem.M r aponebMy for Na S.Design assumes fug bearing M s1 wppods sham.SM.or wedge If fabrication.h"ab,g,sh "entanlIn"'"tion of components. Design EXPIRES: 12/31/2017 8.This design b rumletwd lidded a the limitations set forth by T•plot..assumes adequate oordrainage Is provided. TPLNWCA In SCSI,codes or WSW sib.fumW,od 8,Paas moleWWI broad on terraces of buss,and placed so 8nb��ner October 20,2016 open request. nm,cearcMe with jolty center Ines. Weft USA,IncJCo,npuTnn Software 7.6.6(11.)-E ,a Fa bask fps ea inches.Alyn values see ESR-1311,ESR-f588(MOok) This design prepared from computer input by ARIEL TRUSS VANCOUVER, WASHINGTON LUMBER SPECIFICATIONS TRUSS SPAN 30'- 0.0" Wind: 120 mph, h=19.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, TC: 2x4 OF 111&13TR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x9 DF 6103TR SPACED 24.0" O.C. load duration factor=1.6, Truss designed for 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 TOTAL LOAD = 92.0 PSF Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. LL - 25 PSF Ground Snow (Pg) Refer to CompuTrus gable end detailfor complete specifications. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15-00 15-00 4 T 1' 12 ))M-4x4 12 6.001:773 Q 6.00 Oki 2 4 (a' 01 t 1 i 1:111 `' i 0 0 M-3x6(3) M-2.5x4 M-2.5x4 ,Ea PROF k 51 18-00 y 12-00 \�� NG.INE-el / y1-00y 30-00 4t* :9200PE Q1 9f JOB NAME: DR HORTON PLAN 3724-A-Al Scale: 0.2787 -r WARNINGS: GENERAL NOSES. unleaaolherwkenoted: v OREGON 1(� 1.Builder and enation contractor shodd be advised of al general Notes 1.This design to based only upon the parameters Moan end is for an Indbldud Truss: Al and Warnings before co bsdbn vmmencas. building eemponerd.Applicability of design panmaen end proper �1 2.Dot compression web bradng mud be indsled a/ors Mown•. Incorporation of component Pr the rosponNDlly of the building designer. GAO -7 / t�0� �4� 3.Addllonel temporary Racks/to insure dablIty during wnelnldion 2.Design wanes the top and bottom tong te be Ietenry bead at 14 Nth.reaponsb to of the erosion.Additional permanent bracing of 2'o.c.and d IP a.c.roepedNeg unless braced throughout thele length by p DATE: 10/20/2016 the overall*Suture Is the neoIty of the buldb designer. continuousImpactbridging ng suntabazing reeMahated loan s drynw8(BC). M`4iRtl��' roapn 9 ale 3.2a k,pect buldgin9 oristerai bredng required rated dean s s SEQ.: K2490526 4.No load Mould Is spelled to any component until after al bracing and 4.InstnMtbn or SSW te the neponalNRy of Ow respective contracts. fasteners are complete and at no time should any bade rester then 5.Delpn assumes busses am to be used Ina noncorrosive environment. design Mds be applied to any component. and M for'dry condition.of use. TRANS ID: LINK B.Design assumes full hewing at all supports shown.SNmorwedge tt EXPIRES: 12/31/2017 5.CompuTne hes no conbot over and assumes no respond/Sy for the fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provldad. 8.This design N furnished subject to the Flpibne..t forth by 8.Platos shall be boded an both feces of truss,and placed so their center October 20,2016 TPVWTCA In SCSI,copies of*AM all be nanIhed upon request lines coincide with MIN anter Inas. 9.Dgla Indicate size of date In Indies M(Tek USA,(ncfCa puTlus Software 7.6.6(1 L).E 10.Fm bask connector plate design vane sea ESR-13t1,ESR-1988(NOOK) This design prepared from computer input by ARIEL TRUSS VANCOUVER, WASHINGTON LUMBER SPECIFICATIONS TRUSS SPAN 30'- 0.0" TC: 2x9 DF 8166TR IBC 2012 MAX MEMBER FORCES 4WR/GDF)-457)00 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 6=(0) 1868 3- B= BC: 2x4 OF k06BTR SPACED 24.0" O.C. (-457) 150 WEBS: 2x9 DF STAND 2- 3=(-2202) 30 8- 9=(0) 1217 8- 9=( 0) 777 LOADING 3- 4=(-1942) 43 9- 6=(0) 1868 4- 9=( 0) 777 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 5-(-1942) 43 9- 5=(-957) 150 BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD= 10.0 PSF 5- 6`(-2202) 30 6- 7=( 0) 50 OVERHANGS: 12.0" 12.0" TOTAL LOAD= 42.0 PSF LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADPL: BC CONC LL+DL= 62.5 LBS @ 15'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at BOTTOM CHORD CHECXED FOR A 20 PSF LIMITED STORAGE 0�- 0.0" -31/ 1405V -118/ 118H 5.50" 2.25 DF ( 625) non-structural verticals. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 30'- 0.0^ -31/ 1405V 0/ OH 5.50" 2.25 OF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/160 MAX LL DEFL = -0.002^ @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003^ @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = -0.087" @ 19'- 9.7" Allowed - 1.454" MAX TL CREEP DEFL = -0.217" @ 19'- 9.7" Allowed = 1.939" MAX LL DEFL - -0.002" @ 31'- 0.0^ Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 31'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.036" @ 29'- 6.5" MAX HORIZ. TL DEFL - 0.061" @ 29'- 6.5" 15-00 15-00 7-09-07 7-02-09 7-02-09 7-09-07 '( Wind: 120 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dit), 12 load duration factor=1.6, 6.00 M-4x6 ''' 16.00 Truss designed for wind loads 4.0" in the plane of the truss only. 4 a`vf l M-1.5x4 M-1.5x4 \ I llI / M-2.5X4 AT EACH END OF 2X4 HORIZONTAL INLET. of 2 ..".".1 .,v o M-3x6 M-285x4 M-295x9 M-3x6 6o y M-3x6(S) ..1- 10-02-05 l 9-07-07 Sok l y y �co� AG NEER Lv 10-02-05 O l y 18-00 12-00 Q� 1-00 30-00 b ), 89200PE '9� 1-00 JOB NAME: DR HORTON PLAN 3724-A -A3 � • _ Scale: 0.2037 " OREGON too WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: A3 1.Builder and erection connector should be advised etas General Notes I.TAN Wdgn h bred only upon me parameters shown endh for an individual A{, and Wartngs before cenabuchon commences. building component.AppNebf ty of design p ametan and proper �Q -7 1 4 2O40. � 1.2x4 compraaabn web bracing must be Metaled where shove.. Noon/oration of component h the raapomTMy of the building designer. A J.Additional temporary bracppn laeun elebp8y during construction 2.Design assumes the top and bottom chords to be hteraN baud at Isms reopenaHlty of the sudor.Additional permanent brsehp of Y no.end et 1 V secs n d,..plywood union bread throughout their length by ), ��R R 1 L�•- DATE: 10/20/2016 the overall Nombre h the naponHbNry of the bidding destine, continuous sheathing ng such as plywood ynetnhg(TO)endo,drywa8(BC). 4.No bed should In 3.Ie Impact of is here peelb required respective sheave•. SEQ.: K2490527 appliedany eempmem untaaNrageradng and 0.1nala8albn of lean is the responsibility alba napecays centnclo. Mlenan ate complete end Y ao gra should arty loads greater men 5.Design a.amesbusses en to be used in a non-count.emlronment. EXPIRES: 12/31/2017 TRANS ID: LINK design loads be applied to any component. and aro for dry eenaNen or use. 5.CempuTns hes no control over end assumes no responsibility forme 6.Design assumes AA bearing Hal supports shown.Shinn or wedge if fobrkaBen,henNeg•shipment end)nehNt.een of components necessary October 20,2016 H.TIN design h furnished subject to the limitations set/err by T.Design assumes adequate drainage h provided. TPNVFCA in SCSI.copies of which will be furnished upon request 8 both Wetsenhd da with joint center Mee.soflrws,and placed so their caner MiTek USA,IrmJCompuTrua Software 7.6.6(11-K 9.DIN Indicate ata of ghee in inches 10.For bask connector plate design values sae ESR-1311,ESR-1988(MRek) ` This design prepared from computer input by ARIEL TRUSS VANCOUVER, WASHINGTON LUMBER SPECIFICATIONS TRUSS SPAN 30'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF k19BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 50 2- 8=(-3) 1801 3- 8=(-459) 198 BC: 2x9 DF(119BTR SPACED 29.0" O.C. 2- 3=(-2127) 75 8- 9=( 0) 1171 8- 9=) 0) 711 WEBS: 2x9 DF STAND 3- 9=(-1866) 89 9- 6=(-3) 1801 4- 9-( 0) 711 LOADING 4- 5=(-1866) 89 9- 5=(-459) 198 TC LATERAL SUPPORT <= 12"OC. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2127) 75 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7-( 0) 50 TOTAL LOAD= 92.0 PSF OVERHANGS: 12.0^ 12.0^ LL- 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NI-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -50/ 1379V -118/ 118H 5.50" 2.20 DF ( 625) vertical members (won). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 30'- 0.0^ -50/ 1374V 0/ OH 5.50" 2.20 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= -0.087" @ 19'- 9.7" Allowed - 1.454" MAX TL CREEP DEFT. = -0.205" @ 19'- 9.7" Allowed - 1.939^ MAX LL DEFT.= -0.002" @ 31'- 0.0^ Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 31'- D.0" Allowed = 0.133" MAX HORIZ. LL DEFL - 0.036^ @ 29'- 6.5^ MAX HORIZ. TL DEFL = 0.059^ @ 29'- 6.5" 15-00 15-00 Wind: 120 mph, h-19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRStDir), 7-09-07 7-02-09 7-02-09 7-09-07 load duration factor=l.6, f I f f f Truss designed for wind loads in the plane of the truss only. 12 12 6.00 M-9x6 Q 6.00 M-2.5x9 or equal at non-structural diagonal inlets. 4.0" 4 .(' \''' M-1.5x9 M-1.5x4 3 5 . 11111L\ A Alkkkki . O ..1 NN e.\ 7 t 8 9 i -3x6 M-2.5x4 M-2.5x4 M-3x6 M-3x6(5) y 10-02-05 y 9-07-07 y 10-02-05 1 ,`���D PROFE�,s 1, 1, 1, „z ‘...,GINE- 6,.. �O 18-00 12-00 LC? /jj9 1-00 30-00 1-00 Q 89200PE �" 1111 JOB NAME: DR MORTON PLAN 3724-A-A4 Scale: 0.2037 /'�. 40a• Q MORNINGS: GENERAL NOTES, unless otherwise noted. 1.Duller and emotion contactor should be advised of all Genre:Notes t.The design i based only upon the parameters shown and le for an individual -y A`OREGON w. t4✓ Truss: A4 end Mining,beim construction commences. budding component Applicability of design penmeten and proper G "7 Ns" ,` 2.2t4 compression web bracing mint be Instilled whereshown+, Ineorperatbn of component k the reasonably ernes bulling designer. I -1 ,4 . 2)��ldW temporary bracing b Imus lability during construction2.Design assumes the top led bottom chords to be Wally braced at 3.Addor 1.} L k me mpenstblly of the erector.Additional pemaneM basing of 7 es.and st IS c.c.respectively unless braced throughout their length by 1 DATE: 10/20/2016 the overall shuture is the re2s Iep continuous bridging or Mean all plywood required o a.N.drywaA(BC). 41 FR R-'`� apambMy a/W building denignsr. 3.M Impel bridgig orfatenl lensing rogWrod.ben shown++ SEQ.: K2490528 4.No bed Mould beapplied k•ny component tall after el bracing and 4.Installation of trees Who responsibility of the respectseoontnolor. fasteners are complete end at no time should any bads greater than 5.Design assumes buses are to be used in•nsn.coee6s.environment. TRANS ID: LINK design beds be epplied to any component. 6 end es far ay conditioncraw. 5.CongnTmamsmaon051on,andas.amemrepembly10,th. Design names full bearing..isppomshown.5bmprwedge g EXPIRES: 12/31/2017 way. ♦ 9 tabdcatb^.handing.shipment and Integration of components. 7.Design rissoles adequate drainage k provided. October 20,2016 6.Tree design k fumbhe4 subject to the Imitations wt forth by e.Plates shall be located on both faces of buss,and paced so their center TP6WfCA in 5001.copies of whldn Wilt.%milled upon request. Ines coincide with joint center Ansa . daktopste hdwa MITek USA.IncfCor^WTran Software 7.6.6(114-E 10. For basic ammeter plate design values se ESR-1311.ESR-18e6(MITak) This design prepared from computer input by ARIEL TRUSS VANCOUVER, WASHINGTON LUMBER SPECIFICATIONS TRUSS SPAN 19'- 5.5" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF#14BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-9) 1063 3- 8=(-326) 104 BC: 2x4 DF A16BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND2- 3=(-1273) 58 8- 6=(-4) 1063 8- 4=1 0) 544 3- 9=( -950) 18 8- 5=(-326) 104 LOADING 4- 5=( -950) 18 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1273) 58 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7-) 0) 50 TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -38/ 931V -68/ 68H 5.50" 1.49 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 19'- 5.5" -38/ 931V 0/ OH 5.50" 1.49 DF ( 625) BOTTOM CHORD CHECKED FOR 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 = -0.033" @ 9'- 8.7" Allowed = 0.927" MAX TL CREEP DEFL = -0.077" @ 9'- 8.7" Allowed = 1.236" MAX LL DEFL = -0.002" @ 20'- 5.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 20'- 5.5" Allowed = 0.133" MAX HORIZ. LL DEFL= 0.016" @ 19'- 0.0" MAX HORIZ. TL DEFL= 0.025" @ 19'- 0.0" 9-08-12 9-08-12 / Wind: 120 mph, h=18.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-01-13 4-06-15 4-06-15 5-01-13 load duration factor=1.6, 'f ,� Truss designed for wind loads in the plane of the truss only. 12 12 6.00 1;7' I(M-4x4 Q 6.00 4.0" 9 2.0 M-1.5x4 M-1.5x4 3 c o v p 8 �- o 0 M-2.5x4 M-3x8 M-2.5x4 l 9-08-12 1 9-08-12 y •��� 'D PROFFc1'�, 1, ,i,y 19-05 08 y1-00 y ��5 �NGINEF9 /02 Q� =9200PE yr JOB NAME: DR HORTON PLAN 3724-A - B2 Scale: 0.3098 WARNINGS: GENERAL NOIES, unto eennwse noted. WO Truss• B2 1.B.AdarsndereaoncontractershouldbeadvisedallGeneralNotes 1.This dalgnIWrdonyupon the panmetenshown end Isfor mmdidual -74. 4" �4/ and Warnings before consmrdton cammenese, bolding component.AppAcabily of design parameters and proper 2.2r4 comproeabn web trading must be teet.Und when shown.. Incorporation of component k the reepondbiy of the building designer. .� 3.Additions!temporary trading to inane Nabily during construction 2.Design sewmea the top and bottom chords to be Measly braced et �O ( 42,� •"�" h Re rosponekiy of the erector.Additional pavement bracing of 2.do.and at 7G tie.n.pedNay unless braced throughout malt length by P DATE: 10/20/2016 the over all*WareisO..res pnn.B.Ty of the building astgn.r. oontMatMesmkparchtbpywooeuied wherotsneer dryweN(BC). RRIL 3.Ie hoped boftenpoB., aaci^8 mgdrW contrashown.• SEQ.: K2490529 4.NufoadshouldbespMedtoanycamonentuntilatarellbradgend 4.SANWAndM.NtMnaponelblRyofthereepecthecont^dict. fasteners we complete and at no Sme should any loads greeter man 5.Design aeeucastrues.aroteWue.0 manontomoeNa environment, TRANS ID: LINK design bads be ad N component, and ere for conation cruse. pphto any 8.CompuTN,hes no control over end amanita no responsibility forme G.Design manes NI bowing et ail appose drown,Shim or wedge S EXPIRES: 12/31/2017 fabrication.hooting,shipment and Irntebtion of components. necessary. 4♦ lI��p 8.Thio design is fumisaed Whiled to the Imitations set form by I.Wse .h.Ign me.ededuaNAhlhoes(dtnag•is use. October 20,2016 8.Piste+and be located on both intoe clinw and pieced so their anter TPIMRCA in SCSI,copies of which Mil be amlehed upon request. Anes coincide with joint anter lines. MRek USA,Mc./CompuTrua Software 7.8.6(114-E8.Ogke Indicate she of plate m teles. to.For beak connector piste design rakes ere ESR-1711.ESR-1988(MITek) This design prepared from computer input by ARIEL TRUSS VANCOUVER, WASHINGTON LUMBER SPECIFICATIONS 19-05-08 DUTCH SETBACK 1-00-00 FROM END WALL IC: 2x4 DF MISBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) IBC 2012 MAX MEMBER FORCES 4WR/GDFB )-3900 BTR 1- 2=( 0) 50 2- 8=(-100) 1209 3- a=(-396) 124 BC: 2x4 DF A14 WEBS: 2x9 DF STAND 2- 3=(-1440) 168 8- 6=(-100) 1209 8- 4=( -16) 554 LOADING 3- 4=(-1049) 106 LL= 25 PSF Ground Snow (Pg) 8- 5=(-396) 124 TC LATERAL SUPPORT 0- 12^OC. UON. TC UNIF LL( 50.0)+01( 14.0)= 64.0 PLF 0'- 0.0" TO 19'- 5.5" V 4- 6=(-1440) 106 BC LATERAL SUPPORT 0= 12^OC. UON. TC UNIF LL( 12.5)+101( 3.5)= 16.0 PLF 1'- 0.0" TO 18'- 5.5" L 6- 6=(-1440) 150 BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PLF 0'- 0.0" TO 19'- 5.5" V 6- 7=( 0) 50 OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS M REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) -1.5x4 or equal at non-structural vertical members (Son). BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -113/ 1022V -68/ 68H 5.50" 1.64 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 19�- 5.5" -113/ 1022V 0/ OH 5.50" 1.64 DF i 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 = -0.041" @ 9'- 8.7" Allowed - 0.927" MAX TL CREEP DEFL = -0.083" @ 9'- 8.7" Allowed = 1.236" MAX LL DEFL = -0.002" 8 20'- 5.5" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ 20'- 5.5" Allowed = 0,133" MAX HORIZ. LL DEFL = 0.019" @ 19'- 0.0" MAX HORIZ. TL DEFL - 0.028" @ 19'- 0.0^ 9-08-12 f9-08-12 Wind: 120 mph, h=18.6ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 9-11-19 9-08-19 9_08_19 T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ff9-11-19 load duration factor-1.6, f f Truss designed for wind loads 12 in the plane of the truss only. 6.00 D "M-4x412 Q 6.00 9,0" H x M-2.5X4 AT EACH END OF 2X4 HORIZONTAL INLET. :.1' M-1.5x9 M-1.5x9 3 0. M-3x9 8 6 I M-3x8 M-3x9 y �E0 PROFF l l 9 08=12 y 9-08-12 b �\���NGINE ,3,sv0 1-00 19-05-08 1, 1, �� 89200PE �9r mama JOB NAME: DR HORTON PLAN 3724-A- 81 .� / Scale: 0.3088 4. ,cr. WARNINGS: GENERAL NOTES, um..e etherwiae noted: 17/ ,_OREGON I`!L'` Truss: $1 1.BWMer end°recto"cen8*dor should be edvbsd of an General Notes I.Nis design is bawd only upon the ammeters shown and h for en indmidual v Y and Wanings before construction commences. Bukdag eempoeem.Alli.abWy oration parameters and proper /O �" 14 2O� 2.2t4 compression web bredng moat be Welded where shown.. IncorperaBen of eampoMm h the'wealthily der building assiprn, P 3.Additional temporary bracing to insure stability during consirueknn 2.Design asthma the hp and bottom firma to be hteraN broad et DATE: 10/20/2016 h the responsibility piths erector.Mltlond permanent bracing of 7 ow.end did e.e.reepedwely unless braced throughouttheirrhye length by FR R I L�- er ovsrak structure*the reasonably of the bulling designer. continuous 88sthing such es plywood a thing(.shown endror drywall(BC). SEQ. : K2490530 4.No load shall be applied to any component until after el 3.74 Impact Wan*the he m.pesBRtyiny of the whpresvecn.. bracing red 4.DeInssbns oftrueahHrs ate be used In respedosi contactor. fasteners l erecompletee alie and d no time should sop bads water than 5.Design swan's buena aro to be used m s non-corrosive environment TRANS ID: LINK desipleaasb..pp.dhanyeomponem end arefor"dry=eon•ofwe. EXPIRES: 12/31/2017 5.CompuTiva hes no control over and assumes no respenslbily Brill 8.Design assumes full bearing d al support shown,Shhn or wedge if tarlatan.h0*hg,ehipmem and hwakaeon of components. ^eaeeary. October 20,2016 8.This design*furnished abject to the Ianlldbna at bM by T.Design assumes adsd ae oy,Wo h provided. TPUWTCA In SCSI,copies of which all be furnished u 8.Plates wind be bated onbothnes.lbws end phew ao ear Amer pore request. area wawMa all*int center Ines. Wee USA,IncJComglTnn Software 7.B.B(iL}E 9.Olga Intifada We alpha at inches. 10.For basic connector plata design values see ESR-1311.ESR•1g88(WINS This design prepared from computer input by ARIEL TRUSS VANCOUVER, WASHINGTON LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 2x4 DF 416BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 OF 816BTR SPACED 24.0" O.C. 2-3=(-112) 20 TC LATERAL SUPPORT <= 12"OC. CON. LOADING BC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+UL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -98/ 488V -2/ 22H 5.50" 0.78 DF ( 625) 0'- 9.2" -167/ 45V 0/ OH 5.50" 0.07 DF ( 625) 12 LL 25 PSF Ground Snow (Pg) 1'- 0.0" -123/ 25V 0/ OH 1.50" 0.04 DF ( 625) 6.00 7" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= 0.000" @ 0'- 5.5" Allowed = 0.004" MAX BC PANEL TL DEFL= 0.000" @ 0'- 6.3" Allowed = 0.014" MAX HORIZ. LL DEFL = -0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL= -0.000" @ 0'- 11.2" Wind: 120 mph, h=16.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 -/ 0 / O 1 O # AE 1 OA- '4' -2.5x4 y 1-00 y 1-00 y rkclil'E'� PR OFFc$'�, (PROVIDE FULL BEARING;Jts:2,4,4 I tIr... „.1... ESU F , �3 e :9200PE "f„,. JOB NAME: DR HORTON PLAN 3724-A - J1 Scale: 1.1267 tAm • -10 WARNINGS: GENERAL NOTES, unless Shamaenoted: '� OREGON 4r� 1.Builder Mn erection contractor Amid be Mvhed MP General Nates 1.This MOS,I.bend en upon the paramatsm strewn end n for se lndlkuY ` e,� Truss: J1 and Warnings before oonWdbn Nimmonen. building someonent.leppibeblly of design promoters end proper L 4 ._ �OJ�be •� 2.2x4 eompreeslon web bracing must be hanged where shown.. incorporation of convenor*lets mpen.IbRly of the adding designer. ,O q 14 4 S.Additional temporary bracing h enure.hbldy during construction 2.Design assumes the lop and bottom sherds to M laterally braced at {'� let.rapoMaSly Dille erector.Addflbnat permanent bracing of To.e.end H IO o.e.nd,enplywood ty unless braced throughout thee length by �\ DATE: 10/20/2016 the cc.ron'MdueIsthe nsbNlySetM r. 3.24Imp10tbdgingorwrd,n.dngr.Ukewhor so,noo .n(Bo). �.RR�`�' rayx bWMs,g designer. Impact eddglrg errant bracing required whore shown.. 4.No bas should b.applied b any component umO alter ell br.cing end 4.Installation of din Mex responsibility sue,.respectiveeonhasar. SEQ.: K24905315.Design ssumesbus•es•nbMoeadIn•noncorrosiveenvironment, fasteners are complete end at no time should any loads greater then design beds be*defied te any aempeeent and efortycendtlon'MM. TRANS ID: LINK 5.Compuyrue Mem control oyer lona names no r••poraalHy'lof is mammy.8.Designassumes fun besrig at eV supped e shown.Shim oramig. M EXPIRES: 12/31/2017 aes bdeen,Misting,Mbment end Iraabtion of components. 7.Design assumes adequate drelesge is provided. October 20,2016 B.This design Is finished subject to the lenbsnBns set form by B.Plein shall be bested on both Gees Strums,end pissed so ther center IPIMRCA In BCSI,copies of wad,was be furnished upon repast. Ines oelnelde rite Joint center lines. 9.Wok USA,krciCo Tran Software 7.6. t1g L E o Fn MSc enc opiate In helms. mgr 8( )• .For esnnector par design neem see ESR•1311,ESR-11736(Saysk) This design prepared from computer input by ARIEL TRUSS VANCOUVER, WASHINGTON LUMBER SPECIFICATIONS TRUSS SPAN 2'- 6.0^ IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF)I14BTR LOAD DURATION INCREASE= 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 OF BlUBTR SPACED 24.0" O.C. 2-3=(-51) 8 TC LATERAL SUPPORT <= 12^OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -35/ 299V -6/ 3BH 5.50" 0.98 DF ( 625) 2'- 3.2" -8/ 26V 0/ OH 5.50" 0.04 DF ( 625) 12 LL= 25 PSF Ground Snow (Pg) 2'- 6.0" -11/ 58V 0/ OH 1.50" 0.09 DF ( 625) 6.00 2"LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL =-0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133^ MAX BC PANEL LL DEFL= 0.002" @ 1'- 2.6" Allowed = 0.073" MAX TC PANEL TL DEFL = -0.003^ @ 1'- 6.4" Allowed = 0.201" MAX HORIZ. LL DEFL = -0.000" @ 2'- 5.2" MAX HORIZ. TL DEFL = -0.000" @ 2•- 5.2" 3 -/ Wind: 120 mph, h-16.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 11 r 0 cr 0 l O 1 4 f M-2.5x4 y 1-00 y 2-06 y �tR, D PR0FFss !PROVIDE FULL BEARING;Jts:2,4,3 I ��Co i, !PROVIDE >c9 Q 89200PE r" JOB NAME: DR HORTON PLAN 3729-A - J2 Scale: 0.9969 / f WARNINOS: GENERAL NOW''. urdeaotherwise noted: OREGON 4c.,"1.Budder and erection contractor should be advised of all General Nota. 1.TNe design a based th d only upon e parameters Mis own andfor an individual Truss: J2 and Warring.before before conehued.neommencas. buiNingsomponent.Applea6N(y of design parameters and proper 2.LII compnsabn web',roam moat b.In.*.where Mown c. Incorporation Pompon.is the responsibility M.building designer. .57,, 41, -9)' 14 2S) 4 I Additional temporary bracing to Imre N.M.aping construction 2.Design assumes Me top and bottom chords to be Merely broad at hY tithe ebIly of the erector.Additional permanentbrad f c7 ontinuous at1ehin rsuch en plywokebreadl(TC)and/hout MobefgM), ���RrL` ttreP°a ro° coMhueue MaeMkg such as plywood eMaMhp(TC)and/or tlryvwg(BC), Y DATE: 10/20/2016 the overall structure a Pe eepombgly ofdw budding designer. 3,21,impactbdtlgMg or lateral bradng required where shown•• 4.No bad should be applied to any component until after er ad bracing. 4.bwtslseon of bun a p Me,eon•bl reaped.ty of the reapedcon... K2490532 fglen.rsarecompleteandatnodnmshouldanyloadsgreaterthen S.Desgnassuneetrueseoanbbeused banonKonoYveemnnmeM, design keds be applied to.dry component. and are ter-dry condition'of use. TRANS ID: LINK 5. ebedbeapsdtoanycontrol over npsd neume.mnpem6NlybMe 8.Desgneauneslull beefing atalsupports shown.Shen orwedge If EXPIRES: 12/31/2017 eery. fabrication.handling.shipment end instadaeon of components. T.Design ass,...adequate drainage is provided. October 20,2016 8.Th....,,,,Is fumehed subject to the dnndefba an font by 8.Plates she?be boated en both Nees of truss,end pissed so their anter TPUWTCA M BCSt copies of which void be Banished upon request. linea coincide with joint anter gas. 9.Digits indkate size of plate at inches. MITek USA,IncJCompuTfus Software 7.6.6(10-E 10.For bask connector pieta design values sen ESR-1311,ESR-1988(MRek) This design prepared from computer input by LUMBER SPECIFICATIONS ARIEL TRUSS VANCOUVER, WASHINGTON TC: 2x9 DF#ICATR TRUSS SPAN 2'- 6.0" BC: 2x9 DF#!&BTR LOAD DURATION INCREASE = 1.15 INC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 WEBS: 2x4 DF STAND SPACED 24.0" O.C. 1-2=( 0) 50 2-9=(-11) 10 3-4=(-62) 14 2-3=(-67) 12 TC LATERAL SUPPORT <= 12"01. UON. LOADING BC LATERAL SUPPORT <= 12"0C. VON. LL( 25.0)+OL( 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" 0.0•• TOTAL LOAD 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1/ 97V 2/ 2'- 6.0^0'- 0.0" -90/ 289V -10/ 30H 5.50" 0.19 DF ( 625) LL= 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX PCREEP DEFL = -0.003" @ -1'- 1.7" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT HON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.004" @ 1'- 1.7" Allowed = 0.121" MAX TC PANEL TL DEFL = 0.004" @ 1'- 1.7" Allowed = 0.182" 2-09-09 0-01-12 MAX HORIZ. LL DEFL = -0.000" @ 2'- 4.3" 'f ,r ,f MAX HORIZ. TL DEFL= -0.000" @ 2'- 4.3" 12 6.00 Wind: 120 mph, h=16.eft, 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. M-1.5x9 • 3 y 1 r 0 'D 1 o,- 1 g ►�� -� M-2.5x4 M-1.5x9 b y l 1-00 2-06 ��� ED PROFFs =9200PE 9c- JOB NAME: DR HORTON PLAN 3724-A- J3 Scale: 0.6921 WARNINGS, GENERAL NO7E8, unless Minimise noted is -/�.- Truss• J3 1. and erection contractor ehald be advised stag General Norex I.Thhd.egntobesstl only * `e. ell Wendnps before construction commences. N open the parameters all Is proper an IMNMuaI 1 endWanin beforeon bolding component. teofdesignpayoetersa pro er 'P OREGON bracing must be Installed where shown., Sworpo ee on of component h da responeio to of the buldng designer. ♦ t^ 9.AtlG1bnN temporary bribing to More stability during non tsotlen 2.Design assumes the top end bottom chorda a be laterally broad at �� Y2P\ O`� DATE: 10/20/2016 Is merospeneNNNyOtto.eregOf.AddltleMlparmeMntbn.dngot Y..e.endet1Qee.reepegs°yunless ooedndraced(TCghouttd length by �4 P� tla ovarel aa.000 h the teepeMaRty ohne buldkg designer. 2s Impact bridging r sten as adng re uiredn her anon drywel(BC). /���'��la) IP'K2490533 a.Ne asdebeuid beapglsd h any component a,N ass.el 4.2sIntInsteutionofiins is he repndnggy sins xl»nnMwn+. Mewing end 4.Design bre of innsis responsibility be see of the resoon05 eentndor. hebrwrs are complete and N no tone should any loads greater than 5.Design assumes truisms are to be used m a nomone iva environment, TRANS ID: LINK design m n los be apples to y oompoM,d. and Sr.lordly condition.of use. 5.Compulrus has no control over all assumes no mpaMDMly for the 8.Deeper assumes M1dl Dewing at ell supports shown,Shim or wedge! h"a'tlon'ian�g,,„ ndeM""e"lenofcompaanh. Mme"" EXPIRES: 12/31/2017 8.This design hk nlebad Myeq to the hMa11on set forth by 7.Design assumes steel on oy,tone Is provided. Co 7PII WTCA In SCSI,metes of which wit be furbished e.plebs Nal a boated dem hoc a/buss,era plead so Meir center October 20,2016 upon request. sines coincide with joint anter Mee. MITek USA,InoJCompuTna Software 7.8.8(1 L}E 0.Digits Wieste rite of plate a inches. 1n.Fn basic arrector pyre design values see ESR.1311,ESR•1988 Weld This design prepared from computer input by LUMBER SPECIFICATIONS ARIEL TRUSS VANCOUVER WASH 360-574-7333 TC: 2x9 OF#1CTR TRUSS SPAN 1'- 2.5" BC: 2x4 DF#16BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 SPACED 29.0^ 0.C. 1-2=( 0) 50 2-9=(0) 0 TC LATERAL SUPPORT <= 12"OC. VON. 2-3=(-71) 8 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 BRG AREA TOTAL LOAD- 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -65/ 362V -3/ 25H 5.50" 0.58 DF ( 625) 12 LL = 25 PSF Ground1'- 1.5" -86/ 26V 0/ OH 2.00" 0.09 OF ( 625) Snow (Pg) 1'- 2.5" -61/ 15V 0/ OH 1.50" 0.02 OF ( 625) 6.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IHC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100•' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL= 0.000" @ 0'- 8.9" Allowed = 0.039" MAX TC PANEL TL DEFL= 0.000^ @ 0'- 8.9" Allowed = 0.059" MAX HORIZ. LL DEFL = -0.000" @ 1'- 1.7" MAX HORIZ. TL DEFL = -0.000" @ 1'- 1.7" Wind: 120 mph, h=16.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 3 in the plane of the truss only. v 000 o f- b o o,_ 11011 -1 M-2.5x4 a 111 l , b 1-00 1-02-08 I .���Ip PR0fiFs µROVIDE FULL BEARING;Jts:2,4,4 fI_\C �14G`As f�. SA_ r (t* 89200P 9r JOB NAME: DR HORTON PLAN 3724-A - J4 Scale: 1.0965 •��� WARNINGS: GENERAL NOTES, wins dherwke noted. ~- - Truss: J4 I.Builder and erection contractor shoal be.dyke.NM General Notes r' 1.This Opleebnly n the perimetersprmeer and laoler en Individual -yG OREGONtx ��,� and w.rnrgs borae construction canmeneea building tamponed..ApplabMry of cosign parameters and paper 2.ltd compression web bhang mug be Instated O�er,Mown.. mcorponibn of component Is tile responsibility of the building designer. A 3.Additional temporary bracing to Insure atebply during construction 2.Design assume the top and bottom dorm to be laterally braced at �O '7) 1 2 Q� �� DATE: 10/20/2016 kmeroaponsDRyWthemetol.Aedtlanalpemnned.bndngof 7o.c.and atlaa,e.respeawely unless braced throughout their length by 1 L the overall structure is the reapoeMMpy of the building Magner. 5byp continuousshebrkigathingor Waal h as where shown rerywag(BC). M���'�� SEQ.: K2490534 4.No lead should be applied le any component until alter MI bracing and 4.Installation oofInniisg the rreespoonMngWthe respective fasteners am conrlat and at no Woe Would• bads Rled o nspacWs cmen TRANS ID: LINK any greeter than 5.Design assumes boons of to be used in a non-corrosive environment. design lam b•applied to my component. and are fordry amdeun-of use. 5.CompuTns hes no conal over and assumes no n•pomlbgpy forma 8.Design assumes kill bearing at supped.shown.Shim or tabdeaden,hanmng,shpm•ntand intapstbnofcompanenk. ^��"°ry. EXPIRES:fc12/31/2017 6.This desgnkkamNedsubject tothe pmitationseel bahby 8. onPetesshelsign umaaanewbothete drainageissOctober 2 ,2016 TPVWTCA In SCSI,copies of vetch w#be tro deMd 8.Plates Nap be witloch Min e both lama altos.,and placed ea melt ceder upon request. lines aside wdpl blot center lines. M#Tek USA,MoJCotnpuTrus Software 7,8.8(1 L}E 9.Digits Indicate alae of piste In Inches. to.For bask connector plate design values sea 8311-131 1,ESR•1988(Monk) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 18'— 9.5^ Wind: 120 mph, h=18.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x4 DF#1OBTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x4 DF #10BTR SPACED 29.0^ O.C. load duration factor=1.6, Truss designed for wind loads TC LATERAL SUPPORT<= 12"OC. UON. LOADING in the plane of the truss only. BC LATERAL SUPPORT <= 12^OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF Gable end truss on continuous bearingwall UON. TOTAL LOAD= 42.0 PSF M-1x2 or equal typical at stud verticals. LL = 25 PSF Ground Snow (Pg) Refer to CompuTrus gable end detail for complete specifications. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 9-04-12 9-04-12 T T T 12 12 6.00 IIM-9X9 d 6.00 3 O. O c tf� r 0 I 0 M-2.5x4 .4 .EO PROF 1-00 18-09-08 — a 09 08 �rcj ANG{NE , /029 . • 89200PE r` JOB NAME: DR HORTON PLAN 3724—A— 3COC1 Scale: 0.9337 ..._`0•/ WARNINCC Buddos: GENERAL NOTES, unless lyupon«wis.neted: 9G OREGON be �4// 1.Reader end encM..smear Mould be e0*e.d of eV GnneM Notes 1.TM design b basad only upon me peremeten drawn am b for an BdWldsel Truss: 3 C0C1 and Warnings before cerwboction commences. building omnpenent.Applicability of design parameters end proper 2.b4compne.eion web bracing must be instated where shown+. Incorporation of component is the roepenelbMy of Me budding designer. / '''4- 2a -4.e 3.AddAbnel temporary bruins b insure AMIN dakrp conabua5on 2.Design assume.the top and boMm chords to be Mangy baud etO14 P, istiu responsibility of the erector.Additional permanent taming of lase.end M/0a.e.reeWdWeN plywunlessood braced tleeughed Owe d8Bngth by DATE: 10/20/2016 rate overall structure lame ofth.building de continuous sheathing such as plywood Meambq(re)end/or drywaGEIC). �R R{�-`' roeponsA4Ry 9 eignr. 3.b Impael bridging or lateral bracng required where shown SEQ.: K2490535 4.NoGMshowdb.applied to any component until after elbnangand 4. bum is the ulyo118respective•n �nter.environment, %stenen are complete end at no time sMmd my bads greeter then Denesign mimes Susses are to b. TRANS ID: LINK aeignbWe°°.ppteale•"ampemntS.Design assume fs1Merin atNI supports shown.Shim orwedge 8 EXPIRES: 12/31/2017 5.cemprtnMno s control over and manes no lopon.iNgry ler the rwuesry. ,.,{ �y fabneation.twmLrg,shipment and GRAM ,of components. 7.Designmumesadequate Rearm isprodded. October 20,2016 d.This design isfumleambled 9 Imitations .PletesehdAbe bated on both faces of Mow end placed so their center TPVWFCA In BEA copies of which MA be furnished upon serpent. Ines coincide MINOR center Anes. MITek USA,Ms.ICom Tnro Software 7.8.601a.�makote eiaar plate a ign Wire. Pu }'E 10..For unmoorebb din bevalues sem ESR-1311,ESR-1 1185(MITek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 18'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF 918BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-2) 1020 3- 8=1-311) 100 BC: 2x4 DF I(l&BTR SPACED 24.0" O.C. 2- 3=(-1223) 55 8- 6=1-2) 1020 8- 4-1 0) 522 3- 4=1 -913) 17 8- 5=1-311) 100 WEBS: 2x4 DF STAND LOADING 4- 5=1 -913) 17 TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1223) 55 BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL= 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -37/ 903V -65/ 65H 5.50" 1.45 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 18'- 9.5" -37/ 903V 0/ OH 5.50" 1.45 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= -0.031" @ 9'- 4.8" Allowed - 0.894" MAX TL CREEP DEFL= -0.072" @ 9'- 4.8" Allowed = 1.192" MAX LL DEFL = -0.002" @ 19'- 9.5" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ 19'- 9.5" Allowed - 0.133" MAX HORIZ. LL DEFL = 0.015" 8 18'- 4.0" MAX HORIZ. TL DEFL = 0.023" @ 18'- 4.0^ 9-04-12 9-04-12 Wind: 120 mph, h=18.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 'f load duration factor=1.6, 9-04-15 9-09-15 9-11-13 9-11-13 f 4 Truss designed for wind loads ,� 'f 12 in the plane of the truss only. 12 I IM-4x4 Q 6.00 6.00 4 4.0" Aft 2.0" M-1.5x4 M-1.5x4 3 l'441111444444441444444411441... '''' Iia mil O I 8 o o 1 -2.5x4 M-3x8 M-2.5x4 ), �_vei PRQFFs y 9-09-12 9-04-12 y y ��Co �C.�G`INEE- s/�� y1-001 18-09-08 1-00 CC :9200P �rs- Scale: 0.3212 ' II. -,i- JOB NAME: DR MORTON PLAN 3724-A- 3C0C2 WARNINGS: GENERAL NOTES, unless othe1560nehd: 11 A_OREGC)N�� ��/,/ CC 1.Balder end eadbn oontreotor should be Unseal a en General Notes 1.TN.design h based only upon the parameters shown and is Individual Low '�I Truss: 3C0C2 andwamkashoronaandlenamm'naa buldpocomponent.omponeabaheerse parameters end r /O qy 14 0O -� z 2t4 compression web*mita mud In installed whore Now".. incorporation of component le the roapoml*Rly orae bugdlra designer. A 3.Additional temporary bracing h 80010*ability during construction S.Designassumesat10 a .top end bosm dorbased d throughout oMaeed et J1�//.* ` `,,e _ Z e e uo...thtng p,a ply ood rah athaw(tC)and/their length by %1 R R 1 ...k is the rosporMbllny of the erector.Addnbsl permaroM brads e/ continuos Meaning such es plywood ehsning(TC)and/or drywaNBC). DATE: 10/20/2016 the ward tincture lane rsaponsblty of the building designer. 3.2s tepee bddging ahtluat brad g,squired whole shown.• SEQ.: K2490536 4.No bed ahold be applied to any component until alter elbradng and 4.Installation of truss lathereapondlRly of the napedteoontredor. *terms an complete and st no ems should any loads greeter then 5.Design assumes manes are h ho used Inc norxonoahro environment, and•1*lordly OOfldOIOfl'of an. EXPIRES: 17/31/7017 TRANS ID: LINK asronheabaeppnedham"""'""t6.Design assumes fun d beefing all shown.own.Shim or wedge If 5.CompuTrs has no control over end assumes no responsibility for the necessary. fabrication,handling,shipment and hwhhtbn of semponerds. 7.Design assumes ode.ete drainage is provided. October 20,2016 6.This design N tarnished reject to the*Mations sl yen by 8.Metes'hal be loaded on bon has oilcans,and*sue so their center TPMMCA in SCSI.copies of which will be furnished upon request. Ins confide with jolts anter linea 9.Das inmaie size of plata In Mens. MITek USA.InciCompuTtus Software 7.6.6(1LYE 10.For bask connector Oh design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by LUMBER SPECIFICGREG ARIEL TRUSS ATIONS TC: 2x9 DF NIC TR TRUSS SPAN 3'- 9.0" IBC 2012MAX MEMBER FORCES 9WR/GDF/Cq=1.00 BC: 2x9 DF 414919 LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. MA TC LATERAL SUPPORT <= 12"OC. UON. 1-2=( 0) 80 2-¢=(0) 0 BC LATERAL SUPPORT <= 12"OC. UON. LOADING 2-3=(-98) 70 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF OVERHANGS: 12.0^ 0.0" DL ON BOTTOM CHORD= 10.0 PSI BEARING MAX VERT MAX HORZ BIG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS /REACTIONS32REACTIONS07H 5I5E 0.52 F ( 625) 0'- 0.0.E 0/ 325V -40/ 10TH 5.50" 0.52 DF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 8.0" 0/ 69V 0/ OH 2.00" 0.10 OF ( 625) 3'- 9.0" -51/ 98V 0/ OH 2.00" 0.16 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL= AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-09 MAX TC PANEL LL DEFL = -0.012^ @ 2'- 2.2^ Allowed = fMAX TC PANEL TL DEFL = -0.016" @ 2'- 2 0.310" 12 2^ Allowed = 0.465" 3 MAX HOAR. LL DEFL = -0.000" @ 3'- 8.0" 12.007 MAX HOAR. TL DEFL= -0.000" @ 3'- 8.0" Wind: 120 mph, h=18.lft, TCDL- cE _10, (All Heights), Enclosed,4Cat.2, EXP.B,ASMWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. NOsr NOO l ly 3-08 0-01 yy IPROVIDEULYF �'hRING;Jts:2,3,4 I 3-09 04 Q :9200PE 71--- JOB NAME: DR HORTON PLAN 3724-A- DGOJ5 Scale: 0.5605 /� _� WARNINGS: r� Truss: DGOJS 1. CC BUM.,and erection cordraaer■hold be advised ot.f*General Nota 1.)hio aL gn ab, unless adnrsdse notes: • dna Wombats coon armroor.houm,nenga 1.This design la based only upon me parameters star*ens Isfop.,lnaNNwN 2.2A4 compression web brsang must be Installed Wren shorn., weo'buldP5r.65n�ol n,nPcerd itt etaesignpay 59th. and Ma""'A"' "y ,OREGON 3.Adak""""""'Y bnewg w inNre.b14 comported N the bottom chordsto et me isMamp edtlgna. L 4✓ is Ne re bglly.urine.bM.Ntlen 2 Oe.lgn assumes as wig andstyar chortle o be laterally braced N /� t �/r,` ��� DATE: 10/20/2016 wen.bMot the erowr.Add.wnatparmniembrsangot 2'o.c,we at 15 ob.respesep unless braced throughout men length by r V P.ever..ebucture is the rospoeeldly otic With*dastgna 25MFWuseh..s cr61cht b.dng r.w,,,,I mg(TC)awNw ) C. SEQ.: K2490537 d Noway should b•appllaa to anyoompon.rd until eller.5 brad 3.Installation tmptot of tuts or the re pnanvnyulthe W»n.n.wn.aactor. �1�' RJ�� TRANS ID: LINK esters.nor.00ct,a. rMstmSm..wulaar7toad.gnstamse 5.Design estru> :nare tobeus*Inanon-corrosive rn+swna.a«me5 eapn roma a*plied warty mmpensm. and ars weary a ndl.an•of a... 5.CompuTna has no control o all swum*no responsibility for the S.Design■awmee M bearing stall supports Mown.shim or wedge rs"^�ti^n.h.nare.+nom.m■ndlnaaq.nen.r components. Dc.lgneme ry. EXPIRES: 12/31/2017 a.ma*sign w furnished subject to the gmqe.ans est forth by 7.P.tPlates guano*aced on nth feces b pr sped TPLNTCA In SCSI,copies of*Id,W.he furnished B.has S Mal be wine,center tern pws et6ass,and awd ao inch scuta October 20,2016 ellen request. lines coincide Wm jdnl wmergne0. Wel(USA,InP.ICompuTrus Software 7.8.8(iL)-E 9.GNPsIrtlkate el*of plate w*hes. 18.For basic connector plats design values ase ESR-1971,ESR-1988(Musk) This design prepared from computer input by GREG AR/EL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 3'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 OF 1f1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(-1) 3 3-5=(-113) 61 BC: 2x9 DF 91&BTR SPACED 29.0" O.C. 2-3=i-105) 68 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. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA TOTAL LOAD= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" 0/ 319V -91/ 109H 5.50" 0.51 DF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 3'- 9.0" -40/ 199V 0/ OH 2.00" 0.29 DF M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL= -0.012" @ 1'- 11.0" Allowed = 0.286" MAX TC PANEL TL DEFL= -0.014" @ 1'- 11.0" Allowed = 0.429" 3-05-12 0-03-04 MAX HORIZ. LL DEFL = 0.000" @ 3'- 5.8" MAX HORI2. TL DEFL= 0.000" @ 3'- 5.8" 12 M-1.5x4 4 Wind: 120 mph, h=18.1f t, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12.00 (All 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. 0 ...- Ail c in o r� 1 i o f ► 5 14 M-2.5x4 M-1.5x4 l y 1 5 3-05-12 0-03-04 ), k y ,`(�1O PROFFS 1-00 3-09 � G,tNEFR `S/02-9 Q 89200PE v � / JOB NAME: DR NORTON PLAN 3729-A - DGOJSGE Scale: 0.5291 Wia WARNINGS: GENERAL NOIEs, rrnt..e om.rwlae noree: .Sy OREGON bo ,t110 �v 1.funder and erection centredor should be advised of an General Not.s 1.This design is basad only upon 5r parameter shown and le der an koWidual Truss: DGOJ5 GE and wamnge before oom6uotbn commensal. buldbng component.ArMica6Bly of design permMere and proper QP� 2.2r4 compression web brdng must be installed where ahem., nco po viten of component la the responsibility Orem.building des/per. '�Q '4 Y 14 O Ts/ T 3.Additional temporary bracing to wares stability dung construction 2.De.and *I/assumes me AA re oSnd bogom s.rG b be MerM breed at Tee.aMMlehing such esply cod Meaceng(TC( nd/ordyM0by � R R10- DATE: levo respenefollly of the ureter.Additional permenam brecirg e1 cominuoua sheathing sueh plywood Mteammg(yc)anNor erywan(sc). 1�v DATE: 10/20/2016 the overall.lrudure is the reapenelb8fy oldie Wilding designer. 3.TrImpact bridging or later*bracing required finer shown. SEQ.: K2490538 a.No load should besppd.dtarncomponent unlit alter elbndngend 4.tnstelttbnofboss is the responarowtyWine reepecivecontractor. Wideness ere complete and at no lima Mould airy bads grater than 5.Design assumes busses are to be used In e non.onoMve environment, a nbadeM appledteany cemponaM. wanes are for`try condition`of e. design TRANS ID• LINKDesign ° full w bearing ~supports shown. mpfwedge " EXPIRES: 12/3112Q17 5.CompuTra Ws no centrd over and assumes no nepomfogry for ne--„,. fabrication.handling.M,ipmsnt and inaMINbn of comperwnts, 7.Design mums edequsis drinage le provided. October 20,2016 d.This design Is furnished*bred to the 5mbetloee est forth by 8.pyabs OM be boated on both hoes crimes,and placed so theta venter TPYVyfCA in SCSI,cornea of Mich MI be furnished upon.quest. 9 lines,Digits o sinjoint pieta in inches. MITek USA,Inc/CollpuTtus Software 7.6.8(1L)-E 1e.For bests connector plate design values sea ESR-1311,ESR-1958(MRek) Symbols NumberingSystem PLATE LOCATION AND ORIENTATION y tem General Safety Notes 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 Mir offsets are indicated. I (Drawings not to scale) Dimensions are in ft-in-sixteenths. Damage or Personal Injury Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. O'11fi" INIIMIMEammimmarinimmw 444 2. Truss bracing must be designed by an engineer.For �� 4 wide truss spacing,individual lateral braces themselves _ Itillat'Aill may require bracing,or alternative Tor i _� _ I bracing should be considered. U = 3. Never exceed the design loading shown and never a U stack materials on inadequately braced trusses. o For 4 x 2 orientation,locate O 4. Provide copies of this truss design to the building plates 0- Vier from outside BOTTOM CHORDS designer,erection supervisor,property owner and edge of truss. all othererinterested parties. 8 7 6 5 5. Cut members to bear tightly against each other. �...., This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each .�. required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO loocatiint ons are regulatedytANSI/TPI 1. at joint connector plates. THE LEFT. 7.*Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT Design assumes trusses will be suitaby 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 ICC-ES Reports: The first dimension is the plate use with fire retardant,preservative treated,or green lumber. 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 10.Camber Is a non-structural consideration and is the to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 responsibility of truss fabricator.General practice is to the length parallel to slots. camber for dead load deflection. LATERAL BRACING LOCATION 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: / Indicated by symbol shown and/or SYP represents values as published in all respects,ed. equal to or better than that by text in the bracing section of the by AWC in the 2005/2012 NDS ytext Use T I bracing SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at ifoindicated. with effective date of June 1,2013 spacing indicated on design. BEARING 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. Indicates location where bearings 15.Connections not shown are the responsibility of others. (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior MINIM reaction section indicates joint ©2012 MiTek®All Rights Reserved approval of an engineer. It MN 410' number where bearings occur. ._. Min size shown is for crushing only. �� 17.Install and load vertically unless indicated otherwise. table _. e 18.Use of green or treated lumber may Industry Standards: environmental,health or performance risks.Consult with ANSI/TPI1: National Design Specification for MetalMI1 project engineer before use. Plate Connected Wood Truss Construction. 19.Review all portions of this design(front,back,words DSB-89: Design Standard for Bracing, and pictures)before use.Reviewing pictures alone BCSI: Building Component Safety Information, is not sufficient.Guide to Good Practice for Handling, 11 /1I'T 'l(e 20.Design assumes manufacture in accordance with Installing&Bracing of Metal Plate ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MI1-7473 rev.01/29/2013 7..lM.lMll.l..I..l.Il.lI.mI.l..I.lImlmI'.u.''m'nmmm.' m' °--------------- - — Standard Gable End Detail I ST-GE120_SP — — -- MTek USA,Inc. Page 1 of 2 li \\j 11 1-7 x,_Typical ca L- /10 Ned To 2x_Verticals Brace Nails,6"o.c. Vertical Stud `C r—. Vertical Stud (4)-16d Common \ DIAGONAL �_ Wire Nails \ BRACE �/ � + , ___16d Common MiTek USA,Inc. /it Wire Nails SECTION B-B r_ ►- 11_00.- 4•-0" > Spaced 6"o.c. DIAGONAL BRACE 4'-0" , O.C.MAX -_—yl `-` (2)-10d Common m� "---------2x6, "---------2x6 Stud or Wire Nails into 2x6 `1'., 2x4 Not of better TRUSS GEOMETRY AND CONDITIONS gii ��Typical Horizontal Brace \ SHOWN ARE FOR ILLUSTRATION ONLY. ti x_Verticals w/(4) To CCommon Nails ��, 12 SECTION A_A —_ 2xa Stud Nailed-10d A `�, .------1 Varies to Common Truss * PROVIDE SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST �( ,,, ',l,ffiG�.<.<lllllC,,.l,<: DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING yA �� TO TRUSSES WfTH ATTACH DIAGONAL(BRACE TO BLOCKING WITH / -10d NAILS AT EACH END. ' r - " �- - (5) tOd COMMON WIRE NAILS. / �-\ _ 0_ 0 B B \�4 (4)-8d NAILS MINIMUM,PLYWOOD j // ,, / / / , . , ' SHEATHING TO 2x4 STD SPF BLOCK / I \ /� * -Diagonal Bracing ** -L-Bracing Refer � Refer to Section A-A to Section B-Bi.24"Maxl Roof Sheathing— '\ NOTE: r� �- `'' � =! 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND 1,_3" WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. (2)-1 Od- / �` 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. / / ♦ \ l(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 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOFiTrusl s @ 24" O.C. DIAPHRAM AT 4'-0"O.C. �� 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 1p 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL _ BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. /2 6 DIAGONAL BRACE SPACED 48"O.C. (REFER TO SECTION A-A) ATTACH TO VERTICAL STUDS WITH(4)tOd NAILS THROUGH 2x4. Dlag. Brace �/ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. at 1/3 point ----# cCOMMON WIRE NAILS AND ATTACHED , TO BLOCKING WITH(5)-DOd COMMONS. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. If needed 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE HORIZONTAL BRACE 06-01-12 BY SPIB/ALSC. End Wall (SEE SECTION A-A) _1 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/ 12"O.C. 4-3-2 4-9-13 6-9-13 8-6-4 12-9-5 2x4 SP No.3/St 16"O.C. 3-10-7 4-2-1 _ 5-10-13 7-8-14 — 11-7-5 2x4 SP No.3/Stud 24"O.C. 3-3-11 3-4-14 4-9-13 6-7-7 9-11-12 X Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-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 3in minimum end distance 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. ----