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Plans (62) xtri- ST)-O/ - - 'J 4542 S,___ P .._ (RACKS LOWER ROI REcfAvo , . E / (:nt \ / e r:, a \ JL JL J JL JL JL LD Vf/ c, G/E OCT 2 5 2016 MAIN ROOF 1- ,ultsmy.k.ivwfi6N 1. ' 22-00-00 2 PLAN 3709 "B" lx\ SPAN 3 GARAGE LEFT 4 P.) 6 DI m m m m IA cam(aa o 40 cio .� UPPER R d 0 0 I � 4, o , I .,1) i o t 0 c,,,LD - 6/12 PITCH II25# LOAD 111, i g ,�� 1-0 0.H. 10 -" J n 1 (PI 6) ,� 22-00-00 _ MAIN RU' DRAWN BY: SPAN In 0,10-0 S.B. KEVIN LENDE 1 8-0 S.B. 11_0, ! i 1l. `''° 6-0 S.B. ARIEL TRUSS SPAN 7Fri , 10, _, l „7 574-7333 -0 !S ; , & IN . ,_, 1' Oti ilo r r r ! Ifk rie, /___ GO m LOWER ROOF / c JACKS C / ALL an-tee- . u A...,r_� c LV S Z V J DPo g) Ci) 6AER ROOF JACKS , \ o o IL JL JL JL JL JL i (,/L N t7 L 22-00-00 MAIN ROOF 1 SPAN 2 D . R . HORTON j Q dir PLAN 3709 "B" 4 J 6 • - Ll— • GARAGE RIGHT hiDiIII � Dpi _� _I o 10r ;) OD to iCt! d °PER ROOF 1 6/12 PITCH 1;ii i o a D� CD c40 25# LOAD 60 0 o z I 1-0 0 . H . _MI : , tc7 85 g) 1 _ P Ia I I I I 1 r IP 00 • N R00► 22-00-00DRAWN BY: 0-0 S .B . 11 do SPAN KEVIN LENDE -0 S .B . 0 L-0S ,I: �1P1-04-00 ARIEL TRUSS lw„ in ittraS: i ' poly 1 Iii /, F t si ,al IWO 1 lis .B . QM* �I 0 3 r o 1 it --7/1 o y, IWER RA Dq Li ,u)! I b07 ___,, e...„...- JACKS . Au.- CiltfEk, -----'Th_., , C3 . S t.0 S 2 tf _...) . 7 C 5 INN MII t 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: K2483885 thru K2483903 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. *\((- NG N F `rz0 R 89200PE 9r 40REGON l<t- )1 14 2°N P-� '1624r4114 . October 19,2016 Baxter,David IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s)identified and that the designs comply with ANSI/TPI 1.These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek.Any project specific information included is for MiTek's customer's file reference purpose only,and was not taken into account in the preparation of these designs.MiTek has not independently verified the applicability of the design parameters or the designs for any particular building.Before use,the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0^ IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 910BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 50 2- 8=10) 1267 3- 8=(-336) 102 BC: 2x9 DF 81&BTR SPACED 24.0^ D.C. 2- 3=1-1509) 94 8- 9=(0) 836 8- 4=) 0) 516 WEBS: 2x4 DF STAND 3- 9=1-1323) 56 9- 6=10) 1267 4- 9=) 0) 516 LOADING 4- 5=(-1323) 56 9- 5=)-336) 102 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=1-1509) 44 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=1 0) 50 TOTAL LOAD- 42.0 PSF OVERHANGS: 12.0" 12.0" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -41/ 1038V -80/ 80H 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: 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 = -0.043" @ 14'- 5.7" Allowed = 1.054" MAX TL CREEP DEFL = -0.103" @ 14'- 5.7" 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= 0.018" 0 21'- 6.5" MAX HORIZ. TL DEFL= 0.030" @ 21'- 6.5" 11-00 11-00 T 'f 1' Wind: 120 mph, h=18.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-09-07 5-02-09 5-02-09 5-09-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1' 4' 4' 4 f load duration factor=l.6, 12 12 Truss designed for wind loads 6.00 © M-4x6 Q 6.00 in the plane of the truss only. 4.0" 4 - u M-1.5x4 M-1.5x4 3 or II I T INN Rr ' p 8 9 6 0 M-3x4 M-2.5x4 M-2.5x4 M-3x4 M-3x6(S) 1 1 1 1 7-06-05 6-11-07 7-06-05 1 1 1 `G�'<�� Gy N O s/0 14-00 R-00 1 ; J. 1 Qi 1-00 22-00 1-00 Q� -7:... '9200PE JOB NAME: DR HORTON 3709-B - Al Scale: 0.2675 �� ^ -__ WARNINGS: GENERAL NOTES, unless otherwise noted: w(, I.thaw and erection contractor should be advised OA General Nates 1.This design is bawd only upon the parameters shown and Is for an lndMdual 7 OREGON k/ Truss: Al and Warnings before construction commences. burg=ANNA Applicability of design parameters and proper int a Dat cemprwston web bracing mud be installed where shown r. mcorporetion of component le the resp. bMly or the bulling designer. �/ .q y 2°P`�Q�P4 3.Additional temporary bracing to Awns ebbity during construction 2.Design ammo the top and bosom chards te be laterally waad et O 1 4 e le me reeponablly of the erector.Addllbn.l pammnent bracing of Y e.c.note at 10 e.e.ravish as respectively tykes bead throughout reek length by v DATE: 10/18/2016 the overall structure is the raependNAty Stew ins Ntiq designer. 1 continuousbdl*tor eething bbrap�sheathing(TC)Where hoend/or aryw.n(Bq. .‘7 .1.4 v/ 'R R 10- v SEQ.: K2483885 w No toed should iappSadtoaycomponemvAaMrelbrcingend 4.IwbblloeofNes lthe regenebWyretherespective anbador. tl fasteners an complete and d no lime should any bads greater It,.. 5.Design assume.bioses ere to be used In•an<onobee environment. TRANS ID• LINK .sign beds be applied to any component end are for ION condition'of um 5.DomW7'ushas no control over end memos no responsibility for ae 6.DealgnawuasfullaaM1gdMwppoMahemStemorwedge H EXPIRES: 12/31/2017 woamry. t.brkallon.homing.shipment and kMobsdon of components. 7.Design names adeyuete drelwoa is provided. 6.Thisdesign ishnnihedARAN tothe Amketbwwlforth by S.Fetes thalbelocated onboth faces oftruss,and placed wtheir center October 19,2016 TPIM?CA In SCSI,=pee of which All be fi nihed upon request. Anes eoinoMe With Joint antorkas. 9.Digits Wats sire of pate In inches. MITek USA,tne/CompuTnis Software 7.6.6(11)-E to.For bask connector plate design values sty ESR-1111,ESR-1956(MRek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TC: 2x4 DF a1CBTR TRUSS SPAN 22'- 0.0" BC: 2x4 DF A168TR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 93-1GDF/-421.00 WEBS: 2x4 DF STAND SPACED 24.0" O.C. 1- 2=( 0) 50 2-12=(0) 1399 3-14-) _q20)1) 41 2- 3=(-1644) 0 12-19=(0) 1070 12- 4=( 0) 456 TC LATERAL SUPPORT <= 12^OC. UON. LOADING 3- 9=(-1396) 0 19-10=(0) 1399 5-13=(-1578) 0 BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 5=(-7078) 38 13- 6=( 0) 404 DL ON BOTTOM CHORD= 10.0 PSF 5- 6=( 0) 358 12-14=( 0) 1070 OVERHANGS: 12.0" TOTAL LOAD= 42.0 PSF 7- 8=(-1078) 38 8-19=( 0) 456 6- 7=( 0) 358 13- 7=(_1578) 12.0" Snow: ASCE 7-10, 25 PSF Roof Smow)pe) g_ 0= (-1396) 0 14- 9=( -421) 41 Unbalanced live loads have been ADDL: BC CONC LL+DL= 62.5 LBS @ 11'- 0.0" Cs=1, Ce=1, Ct=1.1, I=1 9-10=(-1644) 0 considered for this design. 30-11=( 0) 50 LIHITED 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 REACTIONS REACTIONS SIZE SQ.IN. 0'- 0.0" (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 22'- 0.0" -22/ 1069V -90/ BOH 5.50" 1.71 DF ( 625) -22/ 1069V 0/ OH 5.50" 1.71 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = -0.333" @ 15'- 2.5" Allowed = 1.054" MAX TL CREEP DEFL = -0.747" @ 15'- 2.5" Allowed = 1.406" 11-00 MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" 11-00 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 3-07-11 3-02-09 I 2-11-05 1-02-07 k 2-11-05 MAX HORI2. LL DEFL = 0.017" @ 21'- 6.5" T 3-02-09 3-07-11 1-02-07 '( ,� MAX HORIZ. TL DEFL = 0.029" @ 21'- 6.5" HM-9x4 Wind: 120 mph, h=18.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Djr), 9.0" 1.1" load duration factor=1.6, M-3X9 6 M-3x9 1 Truss designed for wind loads M-2.5x6 �.. � y in the plane of the truss only. M-2.5x6CH ��.� M-2.5x6 M-1.5X4 13 Truss designed for 9x2 outlookers. 2x4 let-ins M-2.5X6 of the same size and grade as structural top M-2.5x4 chord. Insure tight fit at each end of let-in. f M-1.5x4 Outlookers must be cut with care and are M-1,5x9 0 permissible at inlet board areas only. M-1.5x4 N O t C 8-00 - l0 MILO 0 1 2 1214 .-. -2.5x6 M-9x9 M-1.5x9+ M-4x9 M-2.5x6 10 0 M-3x6(S) J y +62.506 J 6-10-04 8-03-08 y y 6-10-04 J ,`tQ.EO PROpex, y y 13-11 8 01 y � �NGINE�cR s/O 2 1-00 22-00 i-0o �� =9200PE �r �►.� -pa 41111P JOB NAME: DR NORTON 3709-8 -A1FAU ' Scale: 0.2547 • WARNINGS, GENERALNOTES, seeesoererwaenoted: ";;:r OREGON Truss: Al FAU 1.Bolder and orogen aenfreeteranoaM M advised of General Note. 1.This ��/ antl Nlarntngs before construction cammencaa, building ue,is bend only open ms panmeten shown and*for an IMiWdual A 2 DNaomprepian web buldkp component Applicability of dssgn panmatenand proper �^ _7Y 14 wh� �1 braving moat be toggled where shown.. Ineorpon{on of component la Ma responsibility OHM bolding designer. !� 'LV T 3.AdMbnel temporary bracing to amu.W6wy daring aonatn,clbn 2 Design names Cie top end bottom chords to be Mangy braced at DATE: 10/19/2016 I°R.rsspenarowyettM.reder.Addeaselpermanentbradrgor Ye.c.andettao.0.sad,eneyunlessbrhedhroughutMeirlengthby M�RRILL the overall abudure lata raq,omeroay of the bulging Megner, continuous ehaamine such es plywood Meaming(TC)and/or dyweft(ac), �'1 SEQ.: K2483886 4.Nebed should be applied to any component until after al In.drg and 3.�flenenb 6e..ddgMg m the bracing required nnendgwnta featsnen an complete and at no lima should arty bads greater man 5.Da rre tote aesslawn-corrosicaenviron TRANS ID: LINK desgn bads bee ed to ca °gn.ea lycondaesaro to Muesam.non-corrosive oamlronment Pw m npanent. ands^e r'dYwndfton'otar. EXPIRES: 12/31/2017 5.Compalnsn has no control over and esaumee no reeporabwy for the 6.Design lu m.M bearing at d supports Mown Shim erwedge N fabrication,homans'M�nent andMeta"Nenofcompmn"". nem°" October 19,2016 6.1114 design le furnished subject to Melanesenm set lash by 7.Design assumes adequate drainages Ieae.d. TPW/rCA m BCSI,copies o/wfibh will M fumlahed upon request Ines hates shall be bated an bath fecest6aes,.M plawd ao their center Ines wbdde wilhjoint anter lingo MiTek USA,IncJCompuTrus Software 7.6.7SP2(iL}E 9.Dile indicate sin et plats In wows. 10.For bask:connector plata design"sham sea ESR•1311,ES R.1966(Web) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" Wind: 120 mph, h=18.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x4 DF#16BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), BC: 2x4 DF((IOTA SPACED 29.0" O.C. load duration factor.1.6, Truss designed for wind loads TC LATERAL SUPPORT 0= 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= 42.0 PSF Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Refer to CompuTrus gable end detail for Cs=1, Ce=1, Ct=1.1, I=1 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. 11-00 11-00 1' T 1' 12 6.00 UM-4x4 12 3 Q 6.00 2 c JI 0 1 li i ilii ii ii 111111111hir4, I 0 M-3x6(S) M-2.5x4 M-2.5x4 14-00 8-00 ��5 • 'fi�s./ 1-00 22-00 �C� ��e7i 1 e e C/Ij CC' :9200P 9c.- JOB NAME: DR HORTON 3709-B -A2 '411m- 41111110 Scale: 0.3675 �� / WARNINGS: GENERAL NOTES, unless otherwise need: le Q I.Builder and erection connote,shout'be.ltd ed of all General Notes 1.This design Is based only upon the nonmeta l&Mom and Is for en individual OREGON Truss: A2 any Warnings before cormbudlon commences. bolding component.Applicability of design parameters and proper 2.2c4 compression web bracing mW be Reefed where shown o. Incorporation of component is the respen.lbIy of the building designer. ��/ �+QY °� J.AddBbnel temporary bracing to insure debility dudfg construction 2.Design assumes the top and bottom chemists be Marogybncetlat © '4 4 �(�� Is the responsbARy of the erector.Additional permanent bracing of 75.e.and at f8'5.5.reaped**unless braced throughout Meir length by `_ DATE: 10/18/2016 IM owr!structure a the napenabllty of the oNdteg designer. 3.2a Impact bridging ocontinuous r Mend as required where) .Com`) �R R 1 L,^ g nqd SEQ.' K2483887 4.No toedshow be Impliedany component until alter al bracing and 4.DwMtloe Ohms ismeresponsibility see of the respedee contractor. fasteners are completeandnd on at no Umshoo^arty bads greater gran 5.Dealgn scums truisms we e be seed in a noncorrosive enrhenment design bappM ds be ed to dray component and an bray condMe honum. TRANS ID: LINK 8.Design assumes bearing w et NI supports shown.Shan or edgeif 5.Camembert . no nomsponwbMyforthe EXPIRES: 12/31/2017 fabrfoalen.handling.sMpee.nt endlnselatbn of cannonade 7.Desgnsassume.adequate drainage is provided. October 19,2016 5.MN design le furnished subject MnM to the bns set forth c by B.Pieter,shag be located mce on both faces oftns,end placed so their maw' TPINITCA In SCSI,coped of Wild,vyl be furnished upon request. Ines coindde sum joint center Imes. MiTek USA,Inc.JCompuTnn Software 7.8.8(IL)-E 10.Fm b.*connits ector ector pletME*of .plate Inches.in p design values sea ESR-1377,ESR-1988(MT.k) This design prepared from computer input by LUMBER SPECIFICATIONS GREG ARIEL TRUSS TC: 2x4 DF 816BTR TRUSS SPAN 22'- D.0" BC: 2x4 DF 18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 WEBS: 2x4 DF STAND; SPACED 24.0" O.C. 1- 2=( 0) 50 2- 8=(-302) 2688 8- 3=( 0) 246 2x8 DF 58 A 2- 3=(-3104) 402 8- 9=(-306) 2682 3- 9=(-450) 2200 LOADING 3- 9=(-4668) 786 9-10=(-558) 3304 9- 4=1-618) 236 TC LATERAL SUPPORT <= 12^OC. UON. ADDL: TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 11•- 4.8" V 4- 5=1-4736)1-3810 69098 10- 6=(-558) 3316 9- BC LATERAL SUPPORT 6= ADDL: TC UNIF LL( 100.0)+DL( 28.0)- 128.0 PLF 11'- 4.8" TO 16'- 0.0" V 5- 7-(-3810) 5=1-248) 1636 12"OC, UON, ADDL: TC UNIF LL( 50.0)+DL( 14.0 5-10=( -24) 344 )P b4.' PLF "6 1.0- TO 22'- 0.0" V 6- 7=( 0) 50 ADDS: BC UNIF LL+DL= 20.0 PLF 0'- 0.0" TO 11'- 4.8" V NOTE: 2x4 BRACING AT 24.0CUON. FOR ADDL: BC UNIF LL+DL= 40.0 PLF 11•- 4.8" TO 22'- 0.0" V ALLFLAT CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA __- LAT TOP_CHOR_AREAS=N______AT__D ADDL: TC CONC LL( 190.5)+DL( 129.5)- 320.0 LBS @ 16'- 0.0" L0'-TIONS REACTIONS REACTIONS SIZE 2.81 (SPECIES) ADDS: BC CONC LL) 585.1)+DL( 397.9)- 983.0 LBS @ 11'- 4.8" 2'- 0.0" -221/ 1754V -43/ 438O 5.50" 3.41 OF ( 625) OVERHANGS: 12.0" 22'- 0.0" -394/ 2132V 0/ OH 5.50" 3.41 DF ( 625) 12 0^ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1� ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL= Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. L/180 MAX LL DEFL = -0.001" @ -1'- 0.0^ Allowed = 0.100^ nails staggered at: MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 9^ oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0,087" @ 11•- 9.7" Allowed = 1.054" 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX TL CREEP DEFL -0.210" @ 11'- 9.7" Allowed = 1.100" 9" oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = -0.001" @ 23'- 0.0" Allowed = 0.100" 9" oc in 2 row(s) throughout 2x8 webs. MAX TL CREEP DEFL = -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 BY OTHERS TO APPLY CONC.LOAD(S)EQUALLY TO ALL MEMBERS. Wind: 120 mph, h=17,7ft, 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 6-00 in the plane of the truss only, T f10-00 6-00 12 6-00 5-09-12 4-07-09 6-00 6.00 M-7x8 +3204 fM-7x8 12 3 1 M-3x4 "".1 6.00 1440 101k 0 A o y o - 8 9 l .' i c M-3x9 M-1.5x9 10 �= -a"� M18H$-3x12 M-3x6(3) M-1.5x9 M-2.5x6 y y ♦9830 5-06-12 5-10 7 ,' y y 5-00-08 5-06-12 y ..1, 19 00 l s oo 1 c4tO PROFFs 1 00 22-00 yl oo y ��\�� NGtNEc9 �'j�2 89200PE vT. JOB NAME: DR NORTON 3709-B -A3 Scale: 0.3050 WARNINGS: II GENERAL NOTES, unless otherwise noted: ~ Truss• A3 I.Bulkier and erection contractor.hold be advised of all General Notes end Warnings balsa construction Cgnmenus 1.TMa deign*based only upon Me parameters shown and k ler en ddNitlual yG OREGON bending oompenent.Applicable*o1da.Ip l paromdero and poper w' t/i 2 2z4 oomproadon web bradrp must be Installed where shown.. incorporation of component k the responnlbNty of the building dedgner, sac v 3.Additional temporary bracing to limn stabil*during condndidlon 2.Design amines the b0 and bottom chords k be!slangy braced at �Q r 14 ^t�� 1� DATE: 10/18/2016 sMer°.fte,r wyoftheerector.AddnteB pemenembadgor 2.e.c.and at10c.c.resp tivefyunlessbracedthroughouttbelrlengthby G PT Me oven!structure b the responsibility of the balding designer. continuous sheathing such as plywood sheathbgent)andfor dryweg(BD). SEQ.: K2483888 a No load should be.ppgedtomycomponent wmemtabredngand 3.YeNGeffn0101,nIh.r0 Imps*bridgirw or 1posagrysibility 000,. p000wwo.+re contractor. ��RR1L�'- faslenenare complete end at no time should any bade greeter than 5.Design assumes busses are be used in a non-corrosive environmem. TRANS ID: LINK design loads be.ppwdaenv con ane*. ena.mbrrorymmkn^Drum. 5.ContpuTrus hes ne contrd ever.rd e'mmea no reaponaibtilty ler tie A Design assumes fel bearing et M topper'sshown.Shim or wedge If robrb.lb„,hmaog,shipmentandln.mlationofoompon°nk' Mtn°" EXPIRES: 12/31/2017 8.This design*a.nteh.dsW)edteSt.gmgdbns set kw*by 7.Design assumes misguide drainage tooe*provided. TPWyTCA i BOSI.copies of WIWI awl be aanNed8.PWec ini eel.ceted enbo,fln,s huea.and dadadm OtM caner October 19,2016 upon request Ines coincide window ta!nter bws. Miff*USA,IneJCompuTrua Software 7.6.6(1L}E 9.Digits Indicate 12e or Ode in inches. 10.For bask connector Otte design values me ESR•1311,ESR-1988(MITek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cr41.00 TC: 2x4 DF#15BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 50 2-10=(-30) 1991 10- 3=( 0) 453 BC: 2x4 DF @l6BTR SPACED 24.0" O.C. 2- 3=1-1759) 96 10-11=1-84) 1849 10- 5=(-729) 60 WEBS: 2x4 DF STAND 3- 4=1 0) 0 11-12=(-84) 1844 11- 5=1 0) 197 LOADING 3- 5=1-1441) 103 12- 8=(-30) 1441 5-12=(-729) 60 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 7=1-1441) 103 12- 7=1 0) 453 BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 0 TOTAL LOAD= 42.0 PSF 7- 8=1-1759) 96 8- 9=1 0) 50 NOTE: 2x4 BRACING AT 24"OC VON. 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, 1,0=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" -80/ 1248V -43/ 43H 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" @ 11'- 0.0" Allowed = 1.054" MAX TL CREEP DEFL = -0.171" @ 11'- 0.0" Allowed = 1.906" MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" 9 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.027" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.094" @ 21'- 6.5" 8-00 6-00 8-00 Wind: 120 mph, h=18.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T ,( f T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Sir), 5-08-08 2-03-08 3-00 3-00 2-03-08 5-08-08 load duration ffin.6, Truss designed foorowr wind loads in the plane of the truss only. 6-00 6-00 T T . 1' 12 4 6 12 6.0017' 5.00 3 M-4x6 M-4x6 M-3x8 to 91.4 MW 10 11 12 6 0 0 M-2.5x6 M-2.5x4 M-1.5x4 M-3x6(S) M-2.5x4 M-2.5x6 1 l l b l 5-08-08 5-03-08 5-03-08 5-08-08 5``'0 PR AFF 14-00 8-00 Co. .AGINP l l 1-00 22-00 1-00 Q 89 200 P E r JOB NAME: DR HORTON 3709-B - A4 Scale: 0.2800 ` ' `►' .f WARNINGS: GENERAL NOTES, unless otherwise noted: �p 1.Sunder and erection contractor should be advised dell General Notes 1.This design*bawd only upon the parametersshown end*for en lndWMN 7I ,�OREGON Ix �� Truss: A4 and Werra before asshudbn commences baiting component.Applicability of design parameters end proper v A r1ee mcerpentien of component*the responsibely of the building designer. �7)P y,d Q 2.Zoo compression web bracing mrM be*dolled where shown•. 2.Design assumes the top and bottom chords to be Meng braced et O 1 Y �P� S.Additional temporary bracing*Man ata6Rly duhg anebuetien S om end at 10 six.respectively unless traced throughout mak length by Is the responsibility OM*erector.Additional permanent bracing of continuous ahesmmg such as plywood eheeSn,9(T0)and/or drywaS(SC), /1:4EF. R t�\ DATE: 10/18/2016 the eud overall a ure*the responsibility ofaw building designer. 3.2s Impact bddgkg or lateral bracing regldnn d where shown•• s, 4.No bed should be applied to any component will dibredng end 4.Indelletbn of buss*the mepomlblly of the reepeesse setnctor. SEQ.: K2483889 serener.wecomp**andidnoteneheddanyleadsgreeterthen s.OfSgraassumes busses dn*bused m.eenoanowaenwmmen. TRANS I D: LINK design*ads be applied*any component. S.and a resu..eu Ibesnrw use. all supports nhown.Shim or wedge N 5.CompuTNsbsnocontrol over and aswmasnorespondMleyfor the ,eamry. October EXPIRES:r� c12/31/2017 hbnc t*n,bnMng,shipment and bMaletion of components. 7.Design assures adequate drainage*provided. October 19,2016 A Ibis design is furnished sullied to the Imaeeerw set fwd/by S.Plates owe be bated on both faces of buss,end placed so their center TPWyfCA in SCSI,copies of which 045 be furnished upon request lines coincide s6h*Int anter tines. Digits indicate of pdin Inerts. Mack USA,InciCom uTrue Software 7.6.6(114-E 10. «b connector plate desks, values ase ESR-1311,ESR-1988(MITA) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS LC: 2x9 EF AICATR TRUSS SPAN 22'- 0.0^ BC: 2x9 OF @16BTR LOAD DURATION INCREASE = 1.15 INC-) 2012 MAX M2-10R FORCES11 ) 3WR10-F3C)5) BC: 2x9 OF STAND SPACED 24.0" O.C. 2- 3-( 0) 50 0-LO=(-237) 1733 10- 5=( 5) 136 2- 4=)-2080) 193 11-12-(_237) 2343 10- 5=(_680) 136 TC LATERAL SUPPORT <= 12^OC. DON. LOADING 3- 7=( 0) 0 11-12=(-237) 2343 11- 7=( 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 5-12=(-685) 136 DL ON BOTTOM CHORD= 10.0 PSF 5- 7=(-1730) 189 12- 7=1 0) 431 TOTAL LOAD = 42.0 PSF 6- 8=( 0) 0 NOTE: 2x4 BRACING AT 7-DONS FOR %- 8=(-2086) 193 ALL FLAT TOP CHORD AREAS NOT SHEATHED Snow: ASCE 7-50, 25 PSF Roof Snow(Ps) EA=HED Cs=1, Ce=1, Ct=1.1, I=1, Lu=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 INC 2012 NOT BEING MET. LOCATIONS 5/AC1400V REACTIONS 5I5E 2 (SPECIES) 25) 0'- 0.0" -125/ 1900V -43/ 43H 5.50" 2.24 DF ( 625) 22'- 0.0^ -125/ 1399V 0/ OH 5.50" 2.24 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x9 or equal at non-structural vertical members (uon). 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 = -0.107" @ 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" MAX HORIZ. TL DEFL = 0.055" @ 21'- 6.5" 10-00 2-00 10-00 5-08-08If 4-03-08 DO -00 f Wind: 120 mph, h=18.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' ,� 4 4-03-08 5-08-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 'f 6-OD STEP-UP FLAT TOP TNORD TO BE BRACED BY End vertical(s) are exposed to wind, I OVERFRAMING TOP CHORDS OF JACKS AT 24" OC. 6-00 Truss designed for wind loads CONNECT WITH M-4X4 TYP. AT HIP SHOULDERS, 1 in the plane of the truss only. 12 6.00 12 'S:16.00 M-4x6 0 0 M M-4x6 -3x8 MWM 0 2 10 11 I.if M-3x6 M-2.5x4 12 ''a . M-1.5x4 M.SHS-3x10(S) M-2.5x4 M-3x6 y 5-08-08 5-03-08 5-03-08 5-08-08 Q`E'D P R OFF 1 1 14-00 y 8-00 b c`�S 0,.G{NE �s'O 1-00 22-00 1-0oy �� 89200PE �9< JOB NAME: DR NORTON 3709-B -A5je:.Scale: 0.2675 Q WARNINGS: GENERAL NOTES, unless°therµroennhd. �/ , OREGON TYllSS' A5 I.Redder end eraarona�eder*mold be attitude aA Ganey Notes 1.This dace is based and Warnings before construction commencan building component,Appp eeb"bwngn parameters and h fop en ksNMmal V f 2.214compreselonwebbrad Sb/ dedpnpramttenanaprepar �O l� 14 2o� P}� ng mutt be Metaledµhere shown incorporation of component is responsibility of the building designer. 7 •L 3.AddB eI temporary brackg to Waft stability rang construction 2 Oattgn dreamed the top and bottom chants to be laterally braced tt /� Q� DATE: 10/19/2016 1sh°f•'pensD4itr of its afade,.Additional pamnaMn braget ox.end et lV e.e.roved*ly udaas braced throughout Ask length by ��'�R{�1 v iha overall structure s me responsibility of the building deagar, continuos sheahkg such as plywood aheahhg(7C)andror drytratkSC). 4 SEQ.: K2483890 A Ne bed anode beepp edIs any component and Biter al brad3.Zi Impel bridging or lateral bndrgly et where ehoen•. No bed sm ng end A Installation of bur s he responsbNlr of the reaped*.contractor. TRANS ID: LINK deagnbadsbappn.dtoHny compon.m enytaagM.Ann s.°odq .°„e"eebws°ea°hb.nwin.ne<,row,enb,m,m, 5.DampaanmMnenne elowrandmammasne O.Design aare for ssumes full EXPIRES: 12/31/2017 reWensMllfy hr the aces s lull bearing at al supports shovel.Shim or wedge A fabrication,handing,shipment and hWanden ofcomponeraa ... October 19,2016 7.Design assumess drainage is provided.d.This design I.Iloebbed subject to the lrnlatesn set Ruth by B.%M°shell be loaded on both hat of truss,end d plead no their centerrevvvrCA In SCSI,cod..of Which will be Idnshed upon request. be..coincide With joint center lines. AAtTek USA,Ine.lCotrlpuTrus Sofiyara 7.6.7(iL}Z 9.Digits indicate We of phte h t nhea 70.For best connector plata design Mee.see ESR-1311,ESR-7915(MOck) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x9 DF 4113BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(0) 907 3- 8=)-281) 87 BC: 2x9 DF N1&BTR SPACED 29.0" O.C. 2- 3=)-1091) 96 8- 6=(0) 907 8- 9=) 0) 457 WEBS: 2x9 DF STAND 3- 4=( -817) 13 8- 5=)-281) 87 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 <= 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 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS 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 OF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= -0.024" @ 8'- 6.0" Allowed = 0.804" MAX TL CREEP DEFL = -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 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), T f f f f load duration factor=1.6, Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 12' '7:16.00 Q6.00 44.0" 2,0' , '111 M-1.5x4 M-1.5x4 3 5 a Ka _ peal I p - 8 - 6 M-2.5x4 M-3x8 M-2.5x4 y 8-06 y 8-06 y ��QLr�D PROF�Css 5 GINE y 1-00 b 17-00 y 1-00 l Qw�\ �N �g O'Ti9 :9200P r JOB NAME: DR HORTON 3709-B - B1 Scale: 0.3959 .g. 111111F11'::illIP • ,. WARNINGS: GENERAL NOTES, unless othenw*e noted: ll. SC 1.Builder and erection contractor Neuse be advised of el General Notes 1.This design*bawd my upon the parameters Moss"and tefor enindividual y OREGON e� tt<(r Truss: B1 end Warnings before construction commences. bolding component.Applicability of design parameters and proper - �' !�b` 2.2sa compression web bredng moat be Waged where shown T. incorporation of component kith nape dbMy of the buWllrg designer. /•O -7 Y 1 Q 3.Additional temporary bracing to Mann ekbWy during cenatrudbn 2 Design assiamw the top dna boCom stoats to be laterally braved at Y �A� tome reapenslbNly ef the erector.Additional pemenent bracing en 7 ob.and at oeID we.respe.Wey Mew brazed throughout theb lengm by ` continuous sheathing such w plywood westhinllTe)and/or drywati(BC). ER R11...k- DATE: 10/18/2016 the overall structure*the responsibility of the building designer. 3.2s Impact bridging or Metal bating required where shown v v SEQ. K2483891 4.No toed should be applied to erry nemponsM ami Oar el*.are end 4.Design aseuletion`thonis trussesareare to be`eused illy in a non-corrosive m meat. heeners are wimple*end at no tine should any bads greater than TRANS ID: LINK design load*M applied*any component. e.D qn seunee Nn beaOgel ail supports shown.Shim or wedge If 5.Con pa nuhesnoainholoverendammesnoresponsibnayforthe EXPIRES: 12/31/2017 febrkett on,handing,shipment and instillation of components. 7.a,gn mow adequate drainage*provided. October 19,2016 6.This design is Tumlehed eub)est*the Imitations set forth by 8.%etas veal be bated on both faces of truss,end pieced so their center TPIVJTCA in SCSI,copies of which will be menkad upon request lines coincide with)elm anter lines. S.Digits SWIM*sin of ie liimdes. MTek USA,InciCo guTus Software 7.6.7-SP2 1l}E IFobsconnector*te an sea 9554 311,ESR-IgSB(MITA) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 17-00-00 HIP SETBACK 6-00-00 FROMEND WALL TC: 2x9 DF 816BTR IBC 2012 MAX MEMBER FORCES 9WR/GDFJCq=1.00 BC: 2x9 DF 1116BTR LOAD DURATION INCREASE1.15 (Non-Rep) 1- 2=( 0) 50 2- 8=(0) 2067 8- 3=( 0) 559 WEBS: 2x4 DF STAND 2- 3=(-2464) 23 8- 9=(0) 2379 8- 4=(-466) 34 LOADING 3- 4=(-2067) 38 9- 6=70) 2067 4- 9=(-466) 34 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4- 5=(-2067) 38 9- 5=( 0) 559 TC LATERAL SUPPORT <= 12^OC. UON. Cn=1, Ce=1, Ct=1.1, I=1, Lu=50' BC LATERAL SUPPORT <= 12"OC. UON. 5- 6=(-2964) 23 TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0•- 0.0" TO 17'- 0.0" V 6- 7=( 0) 50 _= BC UNIF LL( 0.0)+DL( 10.01= 10.0 POP 0'- 0.0" TO 17'- 0.0"V. NOTE: 2x4 BRACING AT 29"OC DONS FOR TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 6'- 0.0" TO 11'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 0.0)+DL( 20.01= 20.0 PLF 0'- 0.0" TO 17•- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -15/ 1625V -40/ 40H 5.50" 2.60 DF ( 625) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 17'- 0.0" -15/ 1625V 0/ OH 5.50" 2.60 DF ( 625) OVERHANGS: 12.0" 12.0" TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 11•- 0.0" 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 DELL= -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 = -0.068^ @ 8'- 6.0" Allowed = 0.809" MAX TL CREEP DEFL = -0.151" @ 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= 0.027" @ 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), load duration factor-1.6, Truss designed for wind loads 6-00 in the plane of the truss only. 5-00 6-00 4 T 6-00 2-06 2-06 6-00 +3208 T 12 320# T 6.00 M-4x6 M-4x6 12 3 4 M-2.5x4 Q6.00 �ta a� of 10000111.., o 8 9 .,6 M-3x8 M-2.5x4 M-2.5x4 M-3x8 y y y k tiQ,c.0 PROpes y y s-oe-ori 5-07 s-ori-os. 1 00 17 0o .1, 1,1. C?�� GNG`INEF `%, �q 'a 1/41 Q 89200PE 9r JOB NAME: DR HORTON 3709-B - 82 /.��/" Scale: 0.3459 "_ WARNW66: GENERAL NOTES, unto.*emerwee noted: A� Truss: B2 1.Iwkerand"'.c9a"care.dermaAeb°•ew.eeera General Notes 1.ThktleapnkAwed enyupon lMpenmetenaMwnarokbranlroMdoet ' I OREGON ��L and Wecrge before sanWudinn commences. bunting component Applicability of design pantheons end proper („ jc. 2.254 compression web burning must M Inet•Mtl where shown+. Incorpentlon of compoMnt is the reepontlbeoy of the building designer. 3.Additional temporary bracing to insure*ability during construction 2.Design assumes the by and bottom chartist*be INeroN binned* /O '9 Y 14 20'� -Ix 4- DATE: 10/18/2016 le the n•p°"elbntyofthe erester.AddNenalpermanent bracing en ro 5.4.end 'N/�k.*hncedihrouglwut85 ys.I)BC). Q� the overall tmStun is Me reepens2My of iM building designer, sheathing plywood enaamag(rc>eSNfor eyw,n(ec>. r `- 3.2s.limped nyt,o or lateral bndng required when shown.. `R R 10 SEQ.: K2 4 8 3 8 92 4.No load should be apWke to any component unM alter all bracing and 4.IrMeMMn or trues Is the reeponNaRy of H.respective conbedor. %stoners an complete end at no time should any bads greater Men 5.Design assumes trusses are to be mad M a noncorrosive environment, TRANS ID: LINK design 10110S be EBBW to car component. and anto'd ori dMn ofu.*. 5.CempuTru*hos no comrd over and assumes no reeponebinty fora a 8.ween assumes ns.peering Nal wppem shown.Shim or wedge H EXPIRES: 12/31/2017 mmov febrkeaon,hedling,shipment and mstanallon of components. 0e.lgn°ry' 8.This design le furnished eib)ed to the limitations set forth by 7.Phe mted anate anlmgshpuss,an Octoberd. 19,2016 TPNMCA In SCSI,copies of which WS be furnished u 8.Plates.0ooinshell M bated an ho%ayes of buss,aro placed so their center pen request. lines coincide with joint anter linea. MRek USA,Inc,/CorripuTnr3 Software 7.8.8(1 L}E 8.agree I"ae°k size of pate In Inches. 10.For bask connector plate design values see ESR-1311,ESR-1988(Wok) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF 919BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 50 2-10=(-25) 1209 10- 3-) 0) 264 BC: 2x9 OF#19BTR SPACED 24.0" O.C. WEBS: 2x9 DF STAND 2- 3=(-1492) 91 10-11=)-74) 1343 10- 5=(-209) 68 3- 4=( 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. LL( 25.0)+DL) 7.0) ON TOP CHORD= 32.0 PSF 5-.7=(-1204) 98 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=1 0) 0 TOTAL LOAD= 42.0 PSF 7- 8=(-1492) 91 8- 9=1 0) 50 NOTE: 2x4 BRACING AT 24"OC UON. FOR Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) ALL FLAT TOP CHORD AREAS NOT SHEATHED Cs=1, Ce=1, Ct=1,1, I=1, Lu=50' BEARING MAX VERT MAX HORZ 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 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 - -0.044" @ 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" @ 18'- 0.0" Allowed = 0.133" 0-06 MAX HORIZ. LL DEFL = 0.018" @ 16'- 6.5" 0-06 MAX HORIZ. TL DEFL = 0.026" @ 16'- 6.5" 8-00 1-00 8-00 Wind: 120 mph, h=18.2ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 5-06-08 2-03-08 0-06 2-03-08 5-08-08 f ff (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T load duration factor=1.6, Truss designed for wind loads 6-00 6-00 in the plane of the truss only. f 1 f 1' 12 4 6 12 6.00 17' Q 6.00 M-4x6 M-4x6 3 M-2.5x4 s AW / - o t1 0 GI 0 o 0 2 10 11 1 e rl M-3x9 M-2.5x4 M-2.5x4 M-3x9 y 5-08-08 y 5-07 y 5-08-08 1 •c<cl? 3 PROFEss y0. 1-00 y 17-00 y1-00 y t? ti• �GfNEFq /� Q :9200PE vi'''' JOB NAME: DP. NORTON 3709-B - 03 Scale: 0,3339 , WC.. ......96-..,:e W GENERAL NOTES, mesa otherwise noted: Truss B3 1.Wader and eradloneoMaetorahwgbaCdxOO 5dWGeneralNotes 1.7Hde selpnleNNWonyUpontheparametersshow,anisforanindNhkal -yL OREGON 0e.,14/and NwmIngs before sss notlon someone, balding component,Applicability of design psnmsen and proper L 2x4 compeWnn web bracing molt.WHs d whew shown 4. Nworpenln of component is the responsibility of the bulling designer. (' 3.Addbonel temporary bracing to imam stability during cenabuetlon 2.Design assumes the top and bosom chords to be laterally braced at /O 1! 1 4 2•Q R�+ h the responsibility slaw erector,Additional permanent bracing Si 7 o.e,end St IC!e.o.respectively Mese braced throughout their tenpin by DATE: 10/18/2016 the 50.58.wdi en Is me maponsbNy ores continuous sheathing such as plywood sheehing(TC)ander drywell(eC). liq bulking designer. 3.2x Impact bridging or htenl nearing required where shown r FR R i L�- SEQ.• K2483893 4.No load should be applied toany component auntilalter 0 bracing arm 4.Instenetbn of teas lothe responsibility of the respeadve convector. 5.Design assumes trusses am to be meed in non-corrosive environment, fasteners an complete and N RD cies should any badsgmalerwan TRANS ID: LINK design loads be applied component. end ars for NWssnemon"cruse. 5.GempuTrushasnocontroloveredeeammeenemgnnsbatytort a S.Design awamsafu0bearbmgetaiwpporleshown.SNmorwedge a EXPIRES: 12/31/2017 fabrl4tlon,handling,shipment and Imnlfon of components, necessary.IEr assumes 8,This design isfunishedsub)ecttothelmaatbrmsetredhby E. smibeotdonbothtotsemmms,andpined so their center October 19,2016 TPNNTCA In gest,copies or which WE be furnished upon request. lee coindde with pint anter Nos. MITek U SAMe./Co o.Digo Indicate side a plots m inches, , inpuTrus Sa#wwre 7.8.7-SP2(1L}E 10.For beak connector plate design whies we ESR-131t,858-1988(MITek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TC: 2x9 DF TR TRUSS SPAN 11'- 9.0^ LOAD DURATION INCREASE = 1.15 INC2012 MAX MEMBER FORCES -0WR/GDF/Cq=1.00 BC: 2x9 DF#16BTR 1-2=( 0) 50 2-5=(0) 490 5-3=)0) 264 WEBS: 2x9 DF STAND SPACED 24.0" O.C. 2-3=(-589) 0 5-9=(0) 490 LOADING 3-9=(-577) 0 TC LATERAL SUPPORT G= 12^OC. UGH. LL( 225.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12^OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92,0 PSF VERT MAX BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0•- 0.0" -39/ 619V -35/ 40H 5.50" 0.98 OF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 11'- 9.0" -3/ 962V 0 Cs=1, Ce=1, Ct=1.1, I=1 / OH 2.00" 0.79 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 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL= -0.091" @ 5'- 8.0" Allowed = 0.714" MAX TC PANEL LL DEFL= 0.033^ @ 2•- 8.0" Allowed = 0.369" MAX HORIZ. LL DEFL = 0.003" @ 11'- 2.0" MAX HORIZ. TL DEFL = 0.006" @ 11•- 2.0" 5-08 5-08 12 Wind: 120'ph, h=17.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 6.00 load duration factor=1.6, ISM-4x4 • Truss designed for wind loads in the plane of the truss only. 3 4.0" PIIIIIIIii 1111111 2.0" of 1 I� Z RI-0 I I. o 5 �� o M-2,5x9 M-1,5x9 M-2.5x4 l 5-08 l 5-08 l l 1-00 y 11-04 PRo, , (, o .,89200PE pr' JOB NAME: DR HORTON 3709-B - Cl Scale: 0.5234 • WARNINGS: GENERAL NOTES. unless otherwise noted: �41,000.11;=°' � . Truss• Cl 1.Balder end edbnvenEadorshould beuhhMefafGeMrNNotes 1.This 4 designbweedonlyupontheparametersshownanehbranlntWlMiM 17 OREGON �1�� n and Warnings before aenabudbn commences building component.AppReabAlty of design parameters and proper 2.204 compression web bracing mud be instated where shown., Ineorpontbn ofeempoent la to responsibility of the building designer. 1 �A A Mations'temporary ening b Mauro atobgly during construction 2.Design assumes the rap and bottom chords to be Warmly braced at .�1 _7 4 174 �� DATE: 10/18/2016 sin.eapon.Myoltu ender.AddNoelpe e.embracingor 2'os.and et iV es.respectively unless braced throughout their length by V (• the overall structure is theenponsibSy ofthebuading designee Zs continuous sheathing or wasiWen e plywood basing required dand/erdrywsA'(Bq. M�yl(lI 1.\--- DATE: =y�f SEQ.: K2483894 4.Repwsrwdbeappledto any component and eller at 4.2rlmpInetellabonofM,., MerdngryoftedwTpnehowns. faWnate are bracing we 4.Onslye bra of buss lean the responsibility of the va coMradel. TRANS ID: LINK design pads complete no component. any°'n greater than 5.Otey aaaUnast trusses,and are fordry condftlore e used m.non-corrosivea environment B.Cemputnn ea no control ever and assumes no nepandRlM for Me 6.Design assumes NI bowing et al supports shown,shim or wedge R fabriat(on,bending,shipment and installation of components. 1MCe8°'ry' EXPIRES: 12/31/2017 8.ml.d.dgn leh.Mded sufipd to me lenletloe.et form by B.Plata,esign.ra b°; .4on Maims f; o nd October 19,2016 114164/1-CA In SCSI,apps ofvdssh M be Mnpud upon request. Dead ss Ask seer lines wle joint center obo Milch USA,IrnJCompuTrue Software 7.8.8(IL}E 10.9.Por bade an rude`of piste m codes. plate deign veaNa see ESR-1911,ESR-1966(Wok) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 11-04-00 HIP SETBACK 4-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 TC: 2x4 DF#1&BTR LOAD DURATION INCREASE= 1.15 (Non-Rep) 1- 2=1 0) 50 2- 6=1-33) 1027 6- 3=1 0) 207 BC: 2x4 DF #1SBTR 2- 3=(-1255) 69 6- 7=(-44) 1092 6- 4=1-112) 18 WEBS: 2x4 DF STAND LOADING 3- 4=1-1027) 70 7- 5=(-37) 1102 4- 7=1 0) 204 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4- 5=(-1305) 69 TC LATERAL SUPPORT <= 12"OC. UON. Cs=1, Ce=1, Ct=1.1, I=1, Lu=50' BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 25.0)+01,( 7.0)= 32.0 PSF 0'- 0.0" TO 11'- 4.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA BC UNIF LL( 0.0)+DL( 10.01= 10.0 PSF 0'- 0.0" TO 11'- 4.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR TC UNIF LL( 25.0)+DL( 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)+DL( 10.0)= 10.0 PLO 0'- 0.0" TO 11'- 4.0" V 11'- 4.0" -26/ 785V 0/ OH 2.00" 1.26 DF ( 625) TC CONC LLA 100.0)+01,( 28.0)= 128.0 LBS @ 4'- 0.0" OVERHANGS: 12.0" 0.0" TC CONC LL( 100.0)+DL( 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 lOPSF 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" @ il'- 2.0" Wind: 120 mph, h=17.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4-00 +1288 3-09 +1786 9-00 f Truss designed for wind loads in the plane of the truss only. 12 12 6.00 Q 6.00 M-9x6 M-6x6 3 4 OA1111=0111.1.11.40 oeioa t r71 �o C, 1 >' . 6 7 e. -'O M-2.5x4 M-2.5x4 M-1.5x4 M-3x4 ), 1 1 1 3-08-08 4-00-12 3-06-12 y y i ��7k�D PROFes�S 1-00 11-04 �`co NAG'N4. /0 Q‹ 89200PE 9r JOB NAME: DR HORTON 3709-B - C2 Scale: 0.4859 ^ j�I /y. WARNINGS: GENERAL NOTES, unless WhenNee noted. V wL Truss: C 2 1.Builder and erection codirector or should be wished of eV General Notes 1. deegn is based only upon the parameters shown and later an individual 7 OREGON 1(/ and Warnings before eonswotlen commences. Wading component.Applicability of design parameters and proper low 2 2v1 compression web bracing must be Metaled wMe.hewn.. incorporation of component n the naperaibMy of me bolding designer. A v q 14 f4�ON� 3.AdditionalAdditionalhnpemy bracing to Insure stabilitystabilityduring constitution 2.Design assumes Me by and bottom chords to be laterally tamed s1 k the rospombtSy of lila erector.Additional permanent bracing of 2'nu.and at 10 we.respadhey unless braced throughout their length by 1 DATE: 10/18/2016 the overall avedh,la the responsibility of the wldbg designer. continuous4 ifna sheathing such as odng rplyvrtioe aired w e sheathing(TC)shoand/wn s aywan(ee). SFR R tom`"" A In if agetfon elks.to hetes ponding required where shown • bi SEQ.: K2483895 4.Neload enesarec be complete any convened ony aftar al geedngash 4.Deignm m..trusses inns responsibility usseedin the noelvs�envirronment, fasteners are comphlaaM at no time should any loads greater than Design TRANS ID: LINK deficit,loads be applied toany component. and anforth,/condition'otuee. 5.Compvltnhnnocontrolover and.mmesnoresponsblityfor Me 6.D.atpn.mmaearlboaringat•lauppodsehewm.Shimo<w.dg.if EXPIRES: 12/31/2017 nfabrication,handing,shipment and Inetaletion of components. 7.Design assumes adequate drainage Is provided. October 19,2016 6,This design is furnished sides to the limitations set bM by 8.Metes shall be boated on both faces of truss,and placed so their center TPYW 12A in BCSI,copies of which M be!unbind upon request, Anes comdde with pet center llnes. Digsite of gs indicate Indus. MiTek USA,Inc/CompuTrua Software 7.6.8(1}E to. or sk conector platedasign values ea ses ESR4371,ESR-1 988 ptRek) This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 11-04-00 FROM2-00-12 TO 6-OD-DO TC: 2x9 DF fllaBTR IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 BC: 2x8 DF SS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2-(-96) 71 1-3=(-26) 23 2-3=(-181) 40 WEBS: 2x4 OF STAND LOADING Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"0C. UON, Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE 50.I0. (SPECIES) < BC LATERAL SUPPORT - 12"OC. DON, 0'- 0.0" -88/ 1078V -29/ 730 5.50" 1.72 OF ( 625) TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0^ TO 6'- 0.0" V 6'- 0.0" -85/ 983V 0/ OH 2.00" 1.57 OF ( 625) BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 6'- 0.0" V BC UNIF LL( 116.7)+DL( 79.3)= 196.0 PLF 2'- 0.8" TO 6'- 0.0" V ADDL: BC CONC LL+DL= 785.0 LBS @ 2'- 0.8" VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX TC PANEL LL DEFL= -0.088" @ 3'- 1.5" Allowed = 0.336" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX TC PANEL TL DEFL= -0.122" @ 3'- 1.5" Allowed = 0.504" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX HORIZ. LL DEFL= -0.000" @ 5'- 10.3" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX HORIZ. TL DEFL - -0.000" @ 5'- 10.3" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Wind: 120 mph, h=17.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), load duration factor-1.6, 6-00 Truss designed for wind loads in the plane of the truss only. .f 12 6.00 M-1.5x4 z H Y 0 1 M -5x16 rn 4111101 o 1 OEEMEO -f �•3 M-3x4 M-3x10 1, +7856 b 6-00 � `�Rvo R°Fees', �5 �NGiNE�4, >O i. Q 89200PE yr ...r JOB NAME: DR HORTON 3709-B - C3 Scale: 0.5335 Wim' GENERAL NOTES, unless otherwise noted: 10 Truss: C 3 1.Milder and erection contractor should be advised Mall General Notes 1.This design*based only upon the parameters shown and I.for an Indhidual 9G OREGON K. tel(/ end yVemirgs before comm'dron commends bolding component Applicability 2 204 compnaeso web brateg mualba lnsteMd when shewn+. Indo Mbn of d5th of design parameters ami proper I. T• comp.:id*the responsibly f the bulling designer. 3.Additional tempered lading b line stability dining wnab 01100 2.Design dunes Bre by am!bottom diem.to be Mercy Grasse et DATE: 10/18/2016 kthe n'a�'orthe ar«ror.Aedt*nelvem,.nentbrhmgor m ntinfous th ingrespectively unless needthoughougnb*ngthby /O qy 1H2O Q,r- the everts ss attire le me responsibility erne building designer. r Ming re sheathing(7C)d Mere s tension diywsl(BG). ! SEQ.: K2483896 4.Nebed should be ensiled to any component until after al bracing and 3.ISa nstallation RIGOR I lateral nreaa�gpH required unmown++ ��R"`,. ererespective eeenviron *wnaa de complete arm at no time Mould anry bade greeter Mm 5.Design ssnmres busses Cr.to be used m e mnconoaive environment, TRANS ID: LINK design bade be applied to my component. and are foea'y condition'due. 5.EsepoTM hes no control ever and dames no'amenability forma 0.Daalpn assumes hill bearing at MI supports shown.SHm or wedge A EXPIRES: 12/31/2017 fabrication,handling,shipment and Installation of components. nesIgn.y' o ft*desgnIvfuran*bedaided tothe lniationsset forth by 7.D.si..8.50eaatedon othlfag.*pena, October 19,2 16 TPIMTCA In SCSI,copies of Midi Mil be furnished open request. 8.Ine�ss de bled oith pint n both of dna,and placed w melt center MITek USA,IrgJComglTrus Software 7.8.8(11}E s. B.Digits indicate size Made m Inches. 1o.For bask connector plats design velure see ESR-1311.ESR-7908(MIM) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 6'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=10) 0 BC: 2x4 DF 81aBTR SPACED 24.0" O.C. 2-3=(-100) 26 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" -18/ 410V -16/ 78H 5.50" 0.66 DF ( 625) 5'- 11.0" 0/ 105V 0/ OH 2.00" 0.17 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 6'- 3.0" -43/ 170V 0/ OH 3.00" 0.27 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL - -0.073" @ 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" 6-03 MAX HORIZ. TL DEFL= -0.000^ @ 6'- 1.5" 1' 1' 12 Wind: 120 mph, h=17.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 © (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 -, Truss designed for wind loads in the plane of the truss only. di Co 0 t we0 0 w. oi 0 1 11. 61 144 M-2.5x4 y y l 5-11 0-04 y 1- OVIDE FULL BEARING;Jts:2,4,3 I 6-03 y •k<<.-.C13 P R 0pp., �� NG1 NE fi'T /229 Q 89200PE. f JOB NAME: DR HORTON 3709-B - D1 Scale: 0.5424 �vrn�� 001: •.• WARNINGS: GENERAL NOTES, unless otherwfae noted: V v� `.� • Q 1.Bolder and eredbn conbaeter should be advised of a8 General Notes 1.TMs design k bawd only upon 9n geometers shown and N bran Individual ":►; 0 ON Dt �� Truss: DI and W.Mrgs Debre wmbudion commences. bolding component.Applicability of design parameters and 2.2s4 commotion web bre incorporation on component k the responsibility of proper �O A 14 D ckg meal be Imtahtl where shown.. W buldlrg designer. "7 I✓ O 3.Additional temporary biasing to insure afabRly during construction 2.Design assumes the top and bottom dorms to be laterally braced et 7 /i (� Is M•rostwnablty of the erector.Additional permanent Racing of Y 5.5.and M IP o.e,re•pea,•ly unless braced throughout Meir length by s&`_ DATE: 10/18/2016 1M ovent structure Is the respernibllty of the buldsg designer. 3.220 Impact bridging or n'py'm°d uir eabg 5.fC)orm 00 angor dryw.n(Be). ��R R I�`^ SEQ.: K2483897 4.No bed should beg b m until after al bred rad 4,metalation of Wes the responsibility rep00500s Dead teeny ce^p^r» na• eto be use f s on-toms **twin er. Mlenero an Complete and et no tlme should any hada grouter Iden 5.Design asrumes ouewe are b e.used Ins wncartosNe environment, design bads be espied b any component. and ere90 ler"dry Ldbon'ng use. TRANS ID: LINK 5.CompurnGbeenocontrol over and assumes noresponabmyfor ma B.DesipnaesumesNBDealkgataSauppoMehown.SMmorwedgeN EXPIRES: 12/31/2017 febrk0Bon,handling.ehipmual and hwtaISon of components. 7.Design mums adequate drainep•k prov6ed. October 19,2016 8.7h6 design N furnished eWJecl to 8n Rogations set forth by S.Plates sing be boated on both faces of truss,and pieced w their center TPRWTCA In SCSI,wpbs of which wR w bmBhed upon request. Ines comgde with Joint center lines. 9.Digh Indicate loo WO.In inches, MiTek USA,InCJCo RpuTrus Software 7.6.6(IL)-E 10.For beakwnneebr plate design values we ESR-1311.ESR-1938(MITek) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF 615816 LOAD DURATION INCREASE = 1.15 1-2_) 0) 50 _ BC: 2x4 OF 415516 SPACED 24.0" D.C. 2-3.(-701 16 2-9-(0) 0 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.01 ON TOP CHORD = 32.0 POE 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" -25/ 337V -10/ 55H 5.50" 0.54 DF ( 625) 3'- 11.0" 0/ 6BV 0/ OH 2.00" 0.11 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4'- 1.5" -25/ 106V 0/ OH 1.50" 0.17 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 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= -0.010" @ 2'- 4.7" Allowed = 0.255" MAX TC PANEL TL DEFL= -0.017" @ 2'- 4.7" Allowed = 0.383" MAX HORIZ. LL DEFL = -0.000^ @ 4'- 0.8" 4-01-08 MAX HORIZ. TL DEFL = -0.000" @ 9'- 0.6^ T 1' 12 Wind: 120 mph, h=17.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 6.00 (All 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. 3 --,/ : N O N f rr O 0 /- 101111101111111111111111111111111 -i, M-2.5x4 J' 11 3-11 0-02-08 l k y PROVIDE FQIOIDBEARZNG;Jts:2,9,3 1 4-01-08 <<, 0-6, PROFESS �,5 ��GWEF9 /p <c. " ct 89200PE 9r JOS NAME: DR NORTON 3709-B - D2 Scale: 0.5891 '�� WABaddoS: GENERALTdesign sb, nntapomanaaoebal �L , OREGON De 412 Truss: D2 1.Builder and emotion corMeler atwuM be ebbed of all l3sneM Notes 1.This design b based onty open the psrsmefo: .near and b bran iltllvklual and Nrat inpa before construcgen commences, buldbp component.AppalbIty of design peranetere and proper Inco2 2r4 oetnpresdo was bribing mind be temporary to ktwnad Mexhroshown 4. 2.Design assumes component trop and boIs ttom chord. N braced designer.esponsitigly of the 60d* /O pry 1 4 2'O QP� 3.Addgbnal fo *tab dumrg coMbuetbn 7 o.e,ant at 10'o.0 nspeellvery unless brood throughouttheir b V b;ms responsibility a/Me erector.AdAgenal permanent bracing at contbwa PN IrgKTC aryn ell BCS � RRIO- DATE: 10/18/2016 the ev.r.g el/Mum b me nsponal�ly of aheembg such as coed sheath ), building designer. 3.21(Impact bridging orMnal bracing required Mere shown a+ SEQ.: K2483898 4.No bed Mouobeappledto any component ooldentint'aarMIbr.angand 4.*bile*ertruss ts,anhon wrespmnrogeyormerespective a«araaer. fashMre an complete and at no Om should any beds greater man 5.Design assumes busses are a be used b e noneonoahe environment.TRANS ID: LINK des*bads be applied any compenent. aneen eo eryaaAon erase. b 5.Computrbs hes no control over and owonaa no nm apoRMy for the 6.D.eiggn.wum..kA be.ring a x.wade abeam.Shim or wedge It EXPIRES: 12/31/2017 *Beaton,bending,shipment and*NW*of components. necessary. 8.This design Isturnlehedsubpcitothe kmliatbmsot feedby B.PSto.h.IasshoIame°°edob'l,Iooe epre°s, October 19,2016 TPtNJfCA In BC5l,copras of Mielr vag be hanbnad B.Pbfoa shall be bested on Gem baseltnna,end pbcedco their canter won rsqueb. Anes cobcide with pmt anter lines. Mirk USA,kw T1ua Software 7.8. 7 E B.Digits indicate ate of pleb inches. 1Gotngt 6 Ly 10.For basic connector phte design values see E5R-1311,E3164985(MITek) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 5'- 7.0^ IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF 411&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 OF SlEBTR SPACED 24.0" O.C. 2-3=(-90) 23 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. U014. LL( 25.0)*DI( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG 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/ 369V -14/ 71H 5.50" 0.62 DF ( 625) 5'- 6.0" -37/ 150V 0/ OH 2.00" 0.24 DF ( 625) Snow: ASCE 7-10, 25 PSF 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/240, TL=L/180 MAX LL DEFL = -0.002" 5 -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 = -0.044" 0 3'- 2.1" Allowed = 0.361" MAX TC PANEL TL DEFL = -0.076" @ 3'- 2.1" Allowed = 0.541" MAX HORIZ. LL DEFL = -0.000^ @ 5'- 6.0" 5-07 MAX HORIZ. TL DEFL = -0.000" @ 5'- 6.0" 1' 12 Wind: 120 mph, h=17.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Cg 0 0 M - 0 MN 1 0 1 ► �ig4 M-2.5x4 1' ly 5-06 0-01 y y ORDE FULL BEARING:Jts:2,3,4 I 5-07 d1$ ��4c0 p R Oi"cs ��5 �NGINE.4" /4 Q 89200PE 9r • JOB NAME: DR NORTON 3709-B - D3 Scale: 0.5567 -, riee . WARNINGS: GENERAL NOTES. unless atinrwaenobd g OREGON 1cc 1.Builder end erection contractor should be tubbed ofd General Nobs 1.This design*based only upon the parameter,shown and Is bran indhldual Truss: D3 and YWmNgs before construction commences. bolding component.Applicability ofd 14„, Truss: Incorporation el 'she rms..**ofbolding flc 2Ireamprasion web bredng must be Mtabd where shown�. rp• pembSy of the buidrg designee L<0 �/ 14 2Q� 4 3.Additional temporary bhang to Insure atebfltiy dosing construction 2.Design assumes ma top and bottom dwrds to a Wanly braced at 4 T la ms rasnwls dAy of etre.rosier.Addtibml permanent bracing of coriti2'c.c.and et 10 e.a reaped**orbs.braced throughout r*y length by �� DATE: 10/18/2016 the oWttIabudun 1st*responsibility Witte building designer. Iimpact brig eltering��plywood sheathing(TC) o"nos aywaKBc). �R R 1 0-- DATE or blaresp005A required respeshown+ SEQ. K2483899 a Nebetsawd ncd um appcomplete ed and at Ute should until fouls r al and 5.InhalaDesign onerbse,biM resare to tebseiMy in a nonp°dnaeeen•iron testerwnmeemgsb and elm tines should erry bad•grooix then 5.Design eoeumsnoobusses anlo be used ms nentelroWe environment, TRANS ID: LINK d.N4nbb.w•ypA•dro•roampemd. end 5.CompuarmMsnoconbdover wwlnames mresponsbNybrthe ®'DaaignaswmaeMbprmg•1•tsuppods°hewttSNmarw•dp°H EXPIRES: 12/31/2017 fabrication,handing.shipment and Mb41bn of components. awry. 1.Designadequatedrainage "°e"°°. October 19,20164.'nos design la/mlahedaWpdteM Amlatbm set forth by B.Pintos shall be booted so both faces o/(rum end placed so their center 7PIWICA In SCSI,wpbs of which Milt*furnished upon request. lines coincide with joint anter Anes. MiTek USA,Mc.yCo Tn1s Software 7.8.8(71}E 9.Digits Indio.te size of pine In Inches. 10.Fm bask connector plate design values see E312-131 1,ESR-1983(MR(k) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.0" INC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF 81SBTR LOAD DURATION INCREASE = 1.15 1-2=7 0) 50 2-4=(0) 0 BC: 2x4 DF #15015 SPACED 29.0" O.C. 2-3=(-63) 19 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)*In( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 92.0 P51 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) 3'- 7.0" 0/ 60V 0/ OH 2.00" 0.10 DF ( 625) Cs=1, Ce=1, Ct=1.i, I-1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -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= -0.005" @ 2'- 1.1" Allowed = 0.212" MAX TC PANEL TL DEFL = -0.008" @ 2'- 1.1" Allowed - 0.317" MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.0" 3-07 MAX HORIZ. TL DEFL - -0.000" @ 3'- 6.0" T f 12 Wind: 120 mph, h=17.1ft, TCDL=4.2,BCDL-6,0, ASCE 7-10, 6.00 1:7'. (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 fes' oo O N r. O Pim O i ►at4 M-2.5x9 l yy 3-06 0-01 l l 3. !PROVIDE FUIILr@SARING;Jts:2,3,4 I 3-07 �cc PRoFFss �`5 �NG%NE-E. /O Q 89200PE �V �� JOB NAME: DR HORTON 3709-B - D4 Scale: 0.6038 -- WARNNGS: GENERAL NOTES. unites emeMise noted: 1.Bolder and erection contractor ehuutd be edvbW of all General Notes 1.TNa t0 Truss: D4 bolding individual y OREGON .4. erne Warnings before coMuetlen commences. 6uAtling wmpe»M.Applkebtitiy of design panmNan and proper t L 244 compression nab bracing must be Installed where shown a, Ncorpontlon of component lithe rasponalNWy erthe building deayner, a" l' A � 1^ 3.Additional nngomy bracing m awn sbNllty during construction 2.Design assomss he top end bottom 550rd.to be atony braced at / Y 2-C).\ {.T Is the nepang,sy elms erodor,Additional pemu»M bracing of Y e.e,and at 10.OA n respedNely unless braced throughout rhes length by A*7.1)' `_ DATE: 10/18/2016 ihsovenssbuohaels The respomiNRyofthe building designer. 3 continuous gnorrISg Wtecoralbiciwgng reod required owntendlor arw.a(Bc>. ,&7 -RR s'/�p R'`� ty of the when shown++ �l SEQ.' K2483900 4 Nobed should c be mpleeenmon000mpmentubeertobracingend 4.DeNgn s ureasIsNsaretouse In rsspadoeemnv • fasteners are complete and at no Sr..should any beds greater than 6.and ar assumes nus»s are u be used In a non mnoelve environment TRANS ID: LINK desgnloads esappedto any component. au.nardry t.dbaa of use, 5.Compulras hen no control over end assumes no raapo»aggy for the S.Design monies tole bearing al al supports shown.Shim or wedge 8 necessary EXPIRES: 12/31/2017 fabrication,handing,shipment and Insatton of components. 7.Design assumes adequate drainage Is provided. October 19,2016 O.This design is furnished subNG to the Imitations set forth by 5.Pates etM be boated on both faces of truss,and placed so their center TP1 WTCA In SCSI,copies of which WV be furnished upon meet. lines coincide with Joint center lines. 9.Digits Innate eke or plate In inches. MITek USA,Inc./ConpuTrus Software 7.6,6(1L).E 10.For bask:connector pate design values see ESR-1711,ESR-19U8(MITek) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cpl=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 _ BC: 2x9 DF#1&BTR SPACED 24.0" O,C. 2-3=(-50) 50 2-9-(0) 0 TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 92.0 PSF 0'- 0.0" -40/ 298V -5/ 33H 5.50" 0.98 DI ( 625) 1'- 11.0^ -24/ 44V 0/ OH 2.00" 0.07 OF ( 625) Snow: ASCE 7-10, 25 PSI Roof Snow(Ps) 2'- 0.0" -25/ 30V 0/ 01-1 2.00" 0.05 DI ( 625) 12 Cs=1, Ce=1, Ct=1.1, I=1 6.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133^ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TC PANEL LL DEFL= 0.002" @ 1'- 0.8" Allowed = 0.093" MAX TC PANEL TL DEFL = 0.002" @ 1'- 0.8" Allowed = 0.140" MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.0" MAX HORIZ. IL DEFL = -0.000" @ 1'- 11.0" Wind: 120 mph, h=16.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (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 f 11111111 P O O 110:1111 M-2,5x9 y b y 'PROVIDE FUL1L- ARING:Jts:2,3,4 I 2-00 2 Q 89200PE -�r JOB NAME: DR HORTON 3709-B - DS Scale: 0.9996lit/ /10141- WARNINGS: GENERAL NOTES, unless otherwise tutee: TrussD5 construction1.Milder and eredlon cordredor should be advised me l General Notes 1.This design i based only upon the perimetersperimetersshown and is for an lndiWANI *IL- �1t r and Warnings before construction on commence, building g eeApplicability of design parameters and proper 2.Ad compreesbn web bredtg must be installed when Gown+, Inaotpownen of component is the responsibility of the building designer. -Q{, • 1 3.Aedltimgl temporary brewing to insure stability during construction 2.Design aswmsa the top and bottom stems to be telenly bread at /O • ''A O T k the responstilly of the Creole,.Additional permanent bracing of T e.0.and at 10 e.e,roytl a.plywood unless braced throughout Bob length by `t �P DATE: 10/18/2016 the overall a adve Is the mponsfaRy of the buMmg des green. 3. impact Gleaming such le plywood ahesthing(TC)anon aywalNBC). `_ pact bnegkg or lateral bracing required where Mown++ iliFR R 10 - DATE: K2483901 4.No bed should bsapplied roa ycomponent unRalter aAbracing end 4.Installation oftrues istheresponsibility ofthe respecevecontractor. fasteners en complete and at no time Moral any bade greater than 5.Design assumes busses are to be used In a non-oormslve environment. TRANS ID: LINK d..gnloads beappn.ebcomponent. and ars for dry ondkbn of use. 5.CompuTrss hes no control over and assumes no responsibility forma 8.Design assumes fun bearing n al supports shown.Shim or wedge A EXPIRES: 12/31/2017 fabrication,bending,shipment and bwtebtlsn of components. neco 7.Design gee umes 6.TMfurnished design N shed aubp 1 g to r limitations set forth 0 by 8.Elates..1 be beetled on both faces uete gio trusss and placed so their centerOctober 19,2016 TRINWCA in SCSI,copies of which.AR be bmiMed upon request. Anes coincide edit feint center lines. Wok USA,k1cJCofrtpuTruE Software 7,6.6(11}E 9.Disks indicate sire of piste in Rotes. 10.For meek connector ptte design values see E5R4311,EER-1988(NNW) This design prepared from computer input by ARIEL TRUSS VANCOUVER WASH 360-574-7333 LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0•• IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(-8) 8 3-4=(-43) 68 BC: 2x9 DF 111&BTR SPACED 24.0" O.C. 2-3=(-73) 12 WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 42.0 PSF 0•- 0.0" -47/ 300V -9/ 28H 5.50" 0.48 DF ( 625) OVERHANGS: 12.0" 0.0" 2'- 0.0" -52/ 61V 0/ OH 2.00" 0.10 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 12 Cs=1, Ce=1, Ct=1.1, I=1 6.00 [2•" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = -0.002^ @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed or 0.133" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.2" Allowed - 0.084" MID BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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^ @ 1'- 10.3" Wind: 120 mph, h=16.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x4 load duration factor=1.6, Truss designed for wind loads 3 in the plane of the truss only. i 0 . 0 o. 1 ��Q M-2.5x4 M-1.5x9 J. l 3' 1-00 2-00 ��Eo PR 01 ��5 �NGWE�rR /� 2 Q 89200PE -9� JOB NAME: DR NORTON 3709-e - D6 Scale: 0.9938 �;` / • WARNRWB: GENERAL NOTES. unless olherWae noted: Gc 1.Bulkier."derection contractor shoulbeadvised ofalGeneral Notes 1.This design lebasedantyuponereparametersshownandIsforanIndividual -yit„OREGON fV Truss: D6 and Warnings before construction commences. building component.Appgsabpty or de.gn parameters end proper 2.B4com roeslonwebbraInaorpontbnofmmpeMnt5th.napon.ibAlyofmabuld deet +9L 2o��P}� p drag must be Installed when shown+. 2. m Design assures e top and bottom chords to be Merely braced at ,O // '�4 L 3.Addebnet ry len,ponbracing to Insure•tebay neh during oaudbn 7 0.0.and at 10 or.roapedloey mien braced throughout their tenger by DATE: 10/1B/2016 Isomd%nn. of erector.Additional permanent bracing ofas structure Is the naponYdly ofthe buidm designer. sheathing olateral bplywood required ere ander dryvnl(BC). '''' ''R �L]RIO 9 •IB 8.BMationMnng or theremsohgrpl ire whpnNewn++ rl L SEQ.: K2483902 a Naload awawba•owl.dta•maampormmlmal•B.raa.angand A mal.k.Ibnofm,.tent.raapararoWyoftnerespective aarr6.aar. fasteners an complete and at no tax should any In•dsgn*er man 6.Design asRanea Moms me to M used in•nan.00noeive environment. TRANS ID: LINK &NonroW sdabepl•dtomycemponent. andararer dry..soon or aa. 5.CompuareshesnoaontrolsnrtedassumesnorsponsbNtyforme e.Design nwmastut baerhgal•eeuppenasMnn.3nhnmwedge 8 EXPIRES: 12/31/2017 fabrgtbn,harrAng,shipment end Installation ofeomponmb. 7.Design assumes*demote drainage is provided. October 19,20 16 8.This design te IranlMd subject to the imitation set form by 8.Rides NMI be Rooted on both faces of tons,and placed so thelr center TPWOTCA In BCSI,sepes 0109101,ell be furnished upon roue*. lines cebs:M.wt.Joint center Ines. Dish Me of m Inches.Rek USA.InciCompuTla Software 7.8.6(1LE 1u p � design Muss see ESR-1311,ESR-1988(MRak) 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/Cq=1.00 TC: 2x4 DF#laBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(D) 0 BC: 2x4 DF#l&BTR SPACED 24.0" O.C. 2-3=(-69) 14 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -36/ 322V -10/ 54H 5.50" 0.52 DF ( 625) 1'- 11.0. -29/ 54V 0/ OH 2.00" 0.09 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4'- 0.0" -26/ 96V 0/ OH 2.00" 0.15 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 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'- 8.2" Allowed = 0.364" MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.0" 4-00 MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.D" f 1 12 6.00 Wind: 120 mph, h=17.2ft, TCDL=9.2,BCDL-6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 0 0 N 0110. 11.1 el. 1 M-2.5x4 y )' y 1-11 2-01 b 1 y !PAOVIDE kfil(1D BEARING;Jts:2,9,3 I 4-00 ��D PROrFStS' co. �NCxf NEFX cm6) 02 w =9200PE yr Q JOB NAME: DR NORTON 3709-B - D7 Scale: 0.5973 11.411411W WARNING* GENERAL NOTES, unless otherwise noted: t/ [}^^ Solder and erectioneontraetoreBouWhrMxn be I.TNSdeelgnbedonlyupontheparameters. endbterenhdNlmsl -9L OREGON �t�t,1 Truss: D7 and Warnings before oonsbucoen commences. balding component.Applicability of design parameters and proper 1 2214compwssion web bracing must b.*tailed where shown.. incorporation of component b the reshot*R*of the <0 '41' 9 14 2-°'\ nPT balding asignr. Y V 3.Additional temporary bracing to Mum stabil*during conebu.9en 2 Design end St to the bp and bottom chords to be eu,o bread d hMreWonsibdby of the*rector.Addtlonel permanent bratlng of 2o.e. et tg o.e.remise**unless braced throughout Mk length by DATE: 10/18/2016 iM000misWdunlsthe rospone6A*oftMbildkgasrgns. anti °^"eheethl^4 sad asp*woedanesnitntn ooessrywaASC). �FRR�L�- 3.k,tomeettdctle bridging or Mend bracing requited where shown.. SEQ.: K2483903 4.No bad should be applied to any component WI*mat bracing and 4.beide*ofhim lathe roman.**of the nepadNe aemnctor. fasteners are complete and et no time should any bads greater than 5.Design assumes busses are to be used In a nomeorroalue environment, TRANS ID: LINK design bads be applied to any component. and an far Qry conditionof use. 5.Co,npu Dus has o control met and assumes no mWonsbg*for the 5.Ossign amines full bearing et sl supports shot*.Stem or wedge if EXPIRES: 12/31/2017 rebdagen,hendIng,shipment and installation of components. neceswry. Q 7.PmIgn ietas* be eadedon othNoe Is proMem, October 19,2 16 O.Mile design bMdMadsWledb MbrllstioM set forth by 8.PlehaeMA be bated on bothfaaso(trass,and TPVWPCA m which MISCSI,copies of which be furniMed upon request lines coincide cold,)once center Anes. plead ss thele Amar M(Tek USA,Ine.ICam uTrus SoMime 1 L 7.6.6 9.Digits indicate eke Opt*k inches. P ( ).E 10.For bask conn.ctor pleh design values see ESR-1371,EOR-1988(Wee) Symbols NumberingSystem y stem A General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 3/4' Center plate on joint unless x,y p rtY offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury �"�'= Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is atways required. See BCSI. MIIIIMIESIIIIIMIIIIMMINNInssmom�'�1fi 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves p 4 may require bracing,or alternative Tor I _ bracing should be considered. riliv O C(1.1 3. Never exceed the design ua loadinglshown and never a U stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate ° 7 54 I- designer,erection supervisor,property owner and plates 0- 'lid'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly g try against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSUTPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request 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: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,sae,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that Indicated by symbol shown and/or SYP represents values as specified. bytext in the bracingsection of the by AWC in the 2005/2012/published NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. .....- 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTelc®All Rights Reserved approval of an engineer. ® 17.Install and load verticallyunless indicated otherwise. number where bearings occur. Min size shown is for crushing only. NIIII14 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this desgn(front,back,words Plate Connected Wood Truss Construction. and pictures)beforeuse.Reviewing pictures alone DSB-89: Design Standard for Bracing. Isnot su6rcient. BCSI: Building Component Safety Information, jf 1 (a 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 Standard Gable End Detail ST-GE120-SP ' —II _J I I O MiTek USA,Inc. Page 1 of 2 / I f Typical_x4 L-Brace Nailed To / 2x\Verticals W/10d Nails,6"o.c. Vertical Stud a Vertical Stud Wire Nis ommon DIAGONAL BRACE MiTek USA,Inc. * ____.__16d Common SECTION B-B Wire Nails I DIAGONAL BRACE /------0.-►IY�ISpaced 6"o.c. 4'-0"O.C.MAX —.. — _ " - � (2)-10d Common 2x6 Stud or TRUSS GEOMETRY AND CONDITIONS Wire Nails into 2x6 i4 `2x4 No2 of better �t �� SHOWN ARE FOR ILLUSTRATION ONLY. t�� . Typical Horizontal Brace =� \ Nailed To 2x_Verticals - ��in. 12 SECTION A-A 2x4"stud w/(4)-10d Common Nails -+Ai e _J Varies to Common Truss — —::.;\,_, PROVIDE 2x4 BLOCKING BETWEEN THE FIRST �ittmy//ii�m!///,? /pi%fI///r/�i//i_ SEE INDIVIDUAL MITEK ENGINEERING T DRAWINGS FOR DESIGN CRITERIA WO TRUSSES AS NOTED. TOENAIL BLOCKING A \� TO TRUSSES WITH(2)-10d NAILS AT EACH END. 111111 i *41 -,�.�, ATTACH DIAGONAL BRACE TO BLOCKING WITH f -.• 3x4= (5)-10d COMMON WIRE NAILS. / f3— - B 't B (4)-8d NAILS MINIMUM,PLYWOOD / ' 1/ _.�i_ / _ T / __: SHEATHING TO 2x4 STD SPF BLOCK �2:i * -Diagonal Bracing ** -L-Bracing Refer \` Refer to Section A-A to Section B-B \ / L24"Max Roof Sheathing---- \ NOTE: 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. V V ___ ' N, 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND , „ WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1-3 (2)-lOd' 0 44 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. / (2)-10d NAILS ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. / i 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOFiTrus S 24" O.C. DIAPHRAM AT 4'-0"O.C. /II • // 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A /J 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL it. / BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. i ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. 2"x6 DIAGONAL BRACE SPACED 48"O.C. (REFER TO SECTION A-A) Diag. Brace /ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. at 1/3 point COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. if needed 0_',` TO BLOCKING WITH(5)-10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. I 2' ' \ 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. End Wall ,i HORIZONTAL BRACE �_, — (SEE SECTION A-A) Minimum DIAGONAL 2 DIAGONAL Stud Without 1x4 2x4 BRACE BRACES AT Stud Size Spacing Brace L-Brace L-Brace 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SP No.3/Stud 12"O.C. 4-3-2 4-9-13 6-9-138-6-4 12-9-5 2x4 SP No.3/Stud 16"O.C. 3-10-7 4-2-1 5-10-13 ( 7-8-14 11-7-5 2x4 SP No.3/Stud 24"O.C. 3-3-11 3-4-14 4-9-13 ) 6-7-7 9-11-12 X Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d common wire nails Bin 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. 1 DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. 1