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Plans (165) -9 /4 ST)-oi ss- ov 1/ W1 1339- 7 sw 6alwyiij MiTek" DoT I0 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 17529- JT SMITH- PLAN 2545- ELEV 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 Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1315025 thru K1315045 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. U PRO GINEFq sio 89782PE 9,L OREGON 9,4 �AFR? A JSP pA U L C31/2016 July 21,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. r t This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 11- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF ql&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-6=(-17) 331 6-3=(0) 273 BC: 2x4 KDDF til&BTR SPACED 24.0" O.C. 2-3=(-515) 107 6-9=(-17) 331 WEBS: 2x4 KDDF STAND 3-4=(-515) 107 LOADING 4-5=( 0) 63 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 01- 0.0" -104/ 616V -98/ 98H 5.50" 0.99 KDDF ( 625) 11'- 11.5" -109/ 616V 0/ OH 5.50" 0.99 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s ani g. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 12'- 11.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 121- 11.5" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.040 @ 3'- 2.6 Allowed = 0.434" " 5-11-12 5-11-12 MAX TC PANEL TL DEFL = 0.165" @ 3'- 5.1" Allowed = 0.652 12 12 MAX HORIZ. LL DEFL = 0.003" @ 11- 6.0" 8.00 �7 8.00 IIM-4x9 MAX HORIZ. TL DEFL = 0.005" @ 11'- 6.0" Q 4.0" Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 190 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 1. in the plane of the truss only. r r 1 M-3x4 M-1.5x3 M-3x4 ,L L 5-11-12 5-11-12 L L 1-00 ' 11-11-08 L 1-00 PROFe' , ANGINE�c9 P/ Qz' 89782PE JOB NAME : PLAN 2545 ELEV B - A2 Scale: 0.4572 WARNINGS: GENERAL NOTES, uNaroMerxMe noted. 1.Bubeer arW ancibn mmracta should be a&wd of all Ganeral Notes 1.TIER design R baud only upon the parameters shown and is for an NMividuel y OREGON Truss: A2 and Wamirgs before construction consnencas, butdinp component.Applicability olda.ign parameters and proper O 2.L4 compression,wab betlng must ne nsbsea vdsra shown.. incorporation orcomponem R tis msponsiblRy of tis building designer. P 3.ZAAddconal temporary bracing b insurer b wetiry dump construction 2.Design assumes the bR and bottom chats to be laterally braced at �'1 Ry a the responsibility of the arecbr.Additional permanent bracing of 2 nice and at 7 Cr Ding nspapWely woodshimain braced(TC)and/or mstr length M V DATE: 7/21/2015 the...It structure h the resparsio f the buss coraloact edging or""baa plywood a lied whom s own-drywall(BC). U 1 a\ nail° ng daW°ar� 3.h Impact bridging or Rl.nl bracing requiratl when shown.• l.. SEQ. : K 1315 0 2 5 4.No bad Mould a applied to any component untN after al bracing and 4.Installation of truss is the responsibility or ft respective contractor. Raenen an complete and at no time should any loads greeter than S.Design assumes tmeees om b be used In a mn-mn a envimmnem. TRANS I D• LINK design bads be applied to any componamanti are for"dry condmon•of use 5.CompuTrus has no control ova and assumes no responsibility for the 8.Designaeeumes full beaeng et all supports shown.Shan or wedge If ly EXPIRES: 12/31/2016 Rblufpn,hendlfog,shipment and installation or cortponenR. 7.Deeps aawm«adequate dnlnage R provided. July 21,2015 6.This design is furnished subject b me l mitations ret bnh by S.Patetu s g W located m both table of truss placed s and plad so their center TPVWTCA in BCSI,copies of wham will be furnished upon request. Ines coincide path joint canter Iles. MiTek USA,InclCompuTrus Software 7.6.7-SP2(1L}E t,a?nmandicate aeoot plate ImMs. plate tlgn vakss see ESRA 311,ESRA%8(MTek) a s e r r This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.5•• 1COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s aci g. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #IbBTR SPACED 24.0" O.C. Design conforms to main d claddingresisting system and components and cladding criteria. 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 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL able end truss on continuous bearing wall UO . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. -1x2 or equal typical at stud verticals. efer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP om lete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-11-12 5-11-12 12 12 IM-4x4 8.00 � Q 8.00 3 2 r Izzzzz zzzzzzzzzzllllllllllllIZZ777777777zlI � 0 1 0 M-3x4 M-3x4 .L 1-00 11-11-08 1-00 RO G PEER `r�0 ��c^r 29 89782PE JOB NAME : PLAN 2545 ELEV B - Al Scale: 0.5072 WARNINOS: GENERAL NOTES, uMaw otharwsa noted 1.Builder and erection contractor falcula be devised or all General Notes 1.This design is Dara only upon the parommarre Nom and is Por an Individual y OREGON Truss: A l and Warnings bsMre construction commendsbuil lrq compouera.Applicability o/design paramount and proper 2 �' 2.2s4 compression web bracing must be Installed where shown.. incorporation of component b the responsibility ofthe building designer. 3.Additional temporary bracing to Insure Stability owing construction 2.Design assumes the top and botiern chords to be laterally brand at '1P?y is the responsibility or tlu erector.Additional pamranmt Dreekp of 7coo.e..rad sl 1 a o.e.reyMo rwiy unless proud throughout their length by v DATE: 7/21/2015 the overall structu,s the responsibility of the Wilding designer. 3.�MInuew sheing or such as plywood shred whom s and/or drywall(BC). PA U L nrped bo Crus or lateral por&braci4 of Me where shown.. SEQ. : K 131 5 0 2 6 4.No dad ram c m Bete an to any component ants atter g laeckq ane 1.InstallaDesigns so of hew s the reapo be use o/the res conica connector lam.n.re.remmlaete.nd.tmbme.howw any badsgr..arthan 6.De.Ignaawmwtnt.wearotowweoeinamn�orroarveanrfronmaM, TRANS I D' LINK design loads be applied to any componerd and are fords corlamor of use, 8.CompuTrus hen no control over and awumaa no mapeneaty for the 6.Design ewumw full bearing at as supports shown.Shim,or wedge If EXPIRES: 12/31/2016 labrkdb un,hendng.shipment and Installation of component. 7.Design moumes adequate drainage is provided. July 21,2015 6.This design is furnished subject to the smltatbns set form by 8.Plasha tes ll be located m Doth leas of truss,and placed so their center TP W/rCA In SCSI,copes of which will be furnished upon request lines coincide with Jose center IMs. 9,Digits Indicate We of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 Q-E 10.For bask connector plata design values we ESR-1311,ESR-1988(MITek) r a • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 22'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( O) 63 2- 8=(-145) 1021 3- 8=(-296) 251 BC: 2x4 KDDF #ISBTR SPACED 24.0" O.C. 2- 3=(-1273) 289 8- 9=( -78) 662 8- 4=(-146) 530 WEBS: 2x9 KDDF STAND 3- 4=(-1122) 349 9- 6=(-171) 964 4- 9=(-146) 531 LOADING 4- 5=(-1122) 349 9- 5=(-296) 251 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1273) 289 BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 63 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) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 01- 0.0" -166/ 1049V -178/ 178H 5.50" 1.68 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 3.0" -166/ 1048V 0/ OH 5.50" 1.68 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. g. 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 = -0.030 @ 14'- 8.4 Allowed = 1.067" MAX TL CREEP DEFL = -0.062" @ 14'- 8.4" Allowed = 1.422" MAX LL DEFL = -0.002 @ 23'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 3.0" Allowed = 0.133" MAX HO RIZ. LL DEFL = 0.014" @ 21'- 9.5" MAX HORIZ. TL DEFL = 0.023" @ 21- 9.5" 11-01-08 11-01-08 Design conforms to main windforce-resisting 5-09-03 5-09-05 5-09-05 5-09-03 system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (A11 Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), 8.00 I7 M-9x68 OO load duration factor=l.6, Truss designed for wind loads 4.0" in the plane of the truss only. 4 F( M-1.5x3 M-1.5x3 3 t` 1 8 9 0 o M-3x9 0.25" M-3x9 M-3x4 0 M-5x6(5) L L L 7-06-10 'L 7-01-12 y 7-06-10 ��t1�D PR�FFGINEF sS _ N /O 1-00 22-03 1-00 8 782PE JOB NAME : PLAN 2545 ELEV B - B2 Scale: 0.2396 WARNINGS: GENERAL NOTES, um.-thmnelmnestl' '9 OREGON 1.Budder and smolbMut n contractor obe advsed of all General Nolen 1.Tide d..W srn de Daa only upoPa.-.a Mown and i.1b,an Individual Truss: B2 and Winning.bears constr.laboncommencaa. budding tomo-rd.Applicability of design wramelers and proper (�O 2.2a4 compredon web biaoing mull he InebMd wham Morn.. M p"bon of compenanl is the responsibility of me bskling daalgner. �n ` V �� 3.Additional tamporary,erachg b irsue stabilg ly dwi construction 2.Design smumee the lop cord boff m chorda b be laterallyDraped at '1 :J s the raspereibidty of me aredor.Additional permanent bracing of Ry 2 oats end a1/0 o.c.respectively untam eracea mrorgnoul msir length by DATE: 7/21/2015 me overall mu m is the responsibility of the buildingp"sinuous agin or•lith a•plywood bracing ruir a where s and/or-drywelgBC). "1 PAUL U 1 �\ designer. 3.2a Impact Drbpng or labral orackg required where show,. ''1 1_ SEQ.: K 1315 0 2 7 4.No bad tleuld be applied to any component until ager all bmmg and 4.Installation of hues is the re.ponsNYSy of the respective contractor. arMshem are complete and at ne time Moub any loads greater than 5.Design amumn tnseae are to bs used in a nen-cormme snvimnmanl. TRANS I D• LINK design bads be applied to any componentand aro for"dry cormroon of um. S.ComwTms nae no control over and amumes no responsibility for the 8.Design smume full bearing at all supports Mown.Shim or wedge If EXPIRES: 12/31/2016 soripibn,MMlag.shipment and Installation olcompanens. 7,Design.sums adecmto drainage s puvlrled. July 21,2015 8.This design subject design furnished to me kmistiuns ml bot M by 8.Plates ed p be located on both faces of true, m end placed their center TP WVTCA in BC SI,copies of which will be furnished upon redact. sus coincide with joint center line. 9.Digin,Indicate we of pars In Inches. MfTlk USA,INC./CompllTNS Software 7.6.7-SP2(1 L)-E 10.For basic rector plate design.k-ase ESR-1311,ESR-1988(MiTak) re ' This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 22- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- 8=(-96) 143 3- 8=(-364) 268 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-198) 94 8- 9=(-37) 180 8- 4=(-560) 130 WEBS: 2x4 KDDF STAND 3- 4=( -65) 173 9-10=(-37) 180 4-10=(-155) 476 LOADING 4- 5=(-556) 225 10- 6=(-97) 505 10- 5=(-324) 257 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-703) 164 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 63 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 M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -62/ 407V -179/ 179H 129.00" 0.65 KDDF ( 625) Unbalanced live loads have been REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 6.6" -170/ 933V 0/ OH 129.00" 1.49 KDDF ( 625) considered for this design. 10'- 9.0" 0/ 101V 0/ OH 129.00" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 102SF LIVE LOAD. TOP 22'- 3.0" -123/ 723V 0/ OH 5.50" 1.16 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. GOND. 2: Design checked for net(-5 sf) uplift at 24 "oc s aci g. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFT, = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.013" @ 16'- 6.8" Allowed = 0.552" 11-01-08 11-01-08 MAX LL DEFL = -0.002" @ 23'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 231- 3.0" Allowed = 0.133" MAX BC PANEL TL DEFL = -0.028" @ 181- 6.2" Allowed = 0.462" 5-09-03 5-04-05 5-04-05 5-09-03 MAX HORIZ. LL DEFT, = 0.004" @ 21'- 9.5" 12 12 MAX HORIZ. TL DEFL = 0.007" @ 21'- 9.5" M-4x6 8.00 � Q 8.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. M-3x54 M-3X5 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-1.5x4 M-1.5x4 in the plane of the truss only. M-3x5 M-3x5 M-2.5x4 or equal at non-structural diagonal inlets. M-1.5x3 M-1.5x3 Truss designed for 4x2 outlookers. 2x4 let-ins ofthe same size and grade as structural top M-3x5 3 + chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are permissible at inlet board areas only. M-1.5x4 M-3x5 2 r o 1 0 9 30 o M-4x6 M-3x5(S) M-4x6 M-3x4 0 M-3x4 ,L >✓r ,� 7-06-10 2-04-05 4-09-07 7-06-10 G PROr 12-03 10-00 L GINE e os L 22-03 0` 5 9 /�2 9782PE JOB NAME : PLAN 2545 ELEV B - B1 Scale: 0.2396 WARNINGS: GENERAL NOTES, uW. oM•vise noted 1.Builder end•ractbn contractor snored hs advisee of all Gecenl Notes 1.This design is based only upon the per•met•ra shown and Is for an ndivldusl `y ORE G O N Truss: B1 and Wemigs bean comitn ohon commence., Wilding component.Applicability ofassign parameters and proper O 2,bm compression web bracing mug b•insisted where shovm.. ncorpontlon of oomporcm is Me responsibiWy,of Me bulding designer. 3.Additional 4mponry bracing to inseam stability d img construction 2.Design assumes the top and bottom chords W he laterally braced at '1 J is the responsibility of ths erector.Additional permanent bracing of 7 o.c.and at fly o.c,respectively unlit.braced Mroigrnu their lingth by DATE: 7/21/2015 Be overall.trucWro sill responsibility i Me build continuous mhmaming such as plywood si emoth ng(TC)and/or drywall(BC). p/i 1 �\ o Wilding desgner. 3.til Impact bridging or lateral bracing required whore shown.. L SEQ. : K 131 5 0 2 8 4.No bad should be applied W any component unto alar all bracing and 4.Installation of truss s the respaalbiky,of the respective contractor, laYenars an complels and at no gme should any beds greater than 5.Design arumans trusses aro to be used In a no-oormsNa environment. TRANS I D' LINK design load.be applied to any component. and are nor"dry condifion•of use. 5.CooimTn s has no control over and amines no responsibility for the 6.Design assumes hill blaring at all wpponsshown.Shim or wedge if EXPIRES: 12/31/2016 labriatlon.handling,shipment and imlalls6on of components. 7.Design awmas.degw*drainage is provided. July 21,2015 6.This design s fumbled subjectM to e limitations rt forth by 8.Plates shell be located on both faces of truce,and placed so,their center TP 1WTCA in SCSI.copies of which will be hnml.hed upon mgceat, ins.coincide with joint center lies. MiTek USA,IncJConpuTfus Software 7.6.7-SP2(1L}E o Digits basic connector oofpiate n ince.. Forplate design vaim we ESRA 311,ESR-1908(MRek) • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 63 2-4=(0) 0 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2-3=(-98) 77 TC LATERAL SUPPORT G= 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 01- 0.0" -28/ 361V -36/ 116H 3.50" 0.58 KDDF ( 625) 4'- 10.7" -89/ 145V 0/ OH 1.50" 0.23 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 51- 11.9" C/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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" @ -11- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 01- 0.0" Allowed = 0.029" 4-11-08 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" MAX TC PANEL LL DEFL = 0.050" @ 2'- 9.2" Allowed = 0.354" MAX TC PANEL TL DEFL = -0.058" @ 2'- 7.2" Allowed = 0.532" 12 MAX HORIZ. LL DEFL = -0.001" @ 4'- 10.7" 8.00 MAX HORIZ. TL DEFL = -0.001" @ 4'- 10.7" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor =l.6, N Truss designed for wind loads o in the plane of the truss only. m i o i of r � - 0 c I I 1 M-3x4 L �L L 1-00 5-11-15 PROVIDE FULL BEARING JJts:2,3,4 0 P R 0 �tJG'N EF9 s/0� 9782PE �r JOB NAME : PLAN 2545 ELEV B - DJ4 Scale: 0.5692 WARNINGS: GENERAL NOTES, urllen otherwise noted: V 1.Busdar aM.rection contrsaor should be sawed of all Genanl Notes 1.This deep is based only upon do panm ten shown and is for an vMlvitlual y O R EG O N Truss: D J4 and warnings ware construction commanoesddding component.Applicability,of design parameters and proper /�i� (3� Q' 2 2.4 mmpnMlon wee lim ng mut w n kd whew whom+. Inmrpontlon of mmpomM w 1 rnponsibiky of the WMky&69-r. ,Q 3.Addlbnal temporary bracing to imr im ata Wky dirkp mlwtrucwn 2.Design awunws the top and waom chords to be Literally braced st -r!1 y letter nsponOlNy of tiro eraoter Add boat perm,m,t bra V of 2 U aM H to o.c.nape oy urdm Ixacad throupMu Swir leVh by J v DATE: 7/21/2015 the overall strudun w the reepcined iffy of me Eusdng designer. 3.3 In prid bridging o lateral bra"re aired:here s ow-dryw.IgBc,. � PA U L �\ ckp plywood shown rd S EQ. : K 1315 0 3 0 4.No load would w applied to any component ureN eller ss laackq end 4.Installs n of bun w me mspoulbNy of fie reapemve contractor. fesienem Re compete and at m lime should any loads greater titin B.Da ign mamas tronas am to be uesd In a con-corrosive envimnment. TRANS I D: LINK design loads w applied a any component. 6 aDneaal,,pumas foil wooing ate.suppMa shown.Sh m or wetlpe Ir s.cempuTraa tea no mno-ol over and aaH,mea no r..ponalawy ror the _ry EXPIRES: 12/31/2016 hbricMlon.NM1Yq,NipmeM aid nWlladon efmmpon.nb. 7,Design aswmes adequate drainage s provided. July 21,2015 6.This design Is forwHlld wbpd to the limitations rat forth by B.Plates shot w located m Wh Is...f Wes,and pland ace their center TP WJfCA In SCSI,copies of which will be furrisined upon rpwstlaws mtrlcide wiles jointcarder laws. es MiTek USA,IncJCo Tran Software 7.6.7-SP2 1 L E 0 ForDig ocri aid of pate n design vak raWt I For= pHs ininc vahlH sea ESR-1311,ESR-1986(MTA) • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 4.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 70 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-97) 44 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 ERG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.2" 0.0" TOTAL LOAD = 42.0 PSF 01- 0.0" -85/ 415V -7/ 99H 3.50" 0.66 KDDF ( 625) 1'- 9.2" -52/ 170V 0/ OH 5.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 4.6" -74/ 159V 0/ OH 1.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 sf) uplift at 24 "oc s aci g. REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.016" @ -1'- 7.2" Allowed = 0.160" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.018" @ -1'- 7.2" Allowed = 0.213" MAX BC PANEL LL DEFL = 0.005" @ 0'- 10.9" Allowed = 0.049" MAX BC PANEL TL DEFL = -0.007" @ 01- 10.9" Allowed = 0.065" 12 5.00 MAX HORIZ. LL DEFL = -0.000" @ 6'- 3.8" MAX HORIZ. TL DEFL = -0.000" @ 6'- 3.8" 3 Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. i 0 M r 0 o - - O 2 4 M-3x9 L L L L 1-07-03 2-00 4-04-09 PROVIDE FULL BEARING;Jts:2,4,3 GINE FS sio 89782PE JOB NAME : PLAN 2545 ELEV B - DSJL2 `Jo Scale: 0.6676 WARNINGS: GENERAL NOTES, uMew oUsrwse rated: 7.Binder and erection cororactor Yauld M advised of all General Notes 1.This design Is bawd only upon the parameters Yawn and is for an individ ml 9 OREGON Truss: DS JL 2 and W.mkps Moro construction commends. building component.Applicability of design parameters and paper 2.2a4 compression we bracing must M aYeled whet.Yawn.. acoryaatbn orcomponeM b 1st r..poitlbiNy of th.bMldtp a.apner. 9 (iq Ry 115 2 3.Addlaon.l temporary Y•ctq to ineur.ab blit,during conshr bon 2.Deelgn a--the IOP and Mfton chords W M YbralN braced at I.the responsibility or cite erector.Additional pemenenl bncap o! 2 o.c.and at t O o.c.rospecaveIV unless braced throughoit Mair Iwgth by J DATE: 7/21/2015 M.overall esucturo is the r.spon,ibiRy of the Wilding designer. CO1"^101``h"�n,pi°'"�0°d Nathhere s own.dryw.n(Bc). 3.21 ImpsM bridging or lateral tracing raquirod where Yawn.. �'A U L �\ SEQ.: K 13 15 0 31 4.No load should M applied W any component until after as Coni and 4.maslletlon of true I.the responsibility of de respective contractor. fasteners ere complete and at ne firm,should any loads greater than 5.Design aawmes tr era W M uwd In a mn wmsive envimnm,m. design loads M applied to any component, end aro for-dry condition'o!use. �/(� [� TRANS ID: LINK 5.compuTna has no control over and aewmes no responsibility for the 8.Design aawmes full caring at al supports shown.Shim or wedge it EXPIRES: neoewary. labriutbn,handling,Mlpment and Installation olcompPnen[s. 7.Design eewmes adegwl.drainage I.provided. ,July 21,2015 6.The design Is furnished subjectto the IimMmns set forth by e.Plates,hal M located on both faces of Wes,and placed w that canter TPWVTCA a SCSI.copies of which esti M fumlYed upon request. Ne.coaxial.win loam center lines. MfTek USA,1nx./ConipuTrus Software 7.6.7-SP2(1L}E 10 Digits��oofparts e arches. pl sign values ees ESR-1311,ESR-1958(MRak) a ' This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 3'- 2.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-4=(0) 0 BC: 2x9 KDDF #1bBTR SPACED 24.0" O.C. 2-3=(-56) 21 TC LATERAL SUPPORT <= 12110C. 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: 19.2" 0.0" TOTAL LOAD = 42.0 PSF 01- 0.0" -101/ 415V -2/ 62H 3.50" 0.66 KDDF ( 625) 1'- 9.2" -95/ 43V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 2.2" -37/ 80V 0/ OH 1.50" 0.13 KDDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s act g. 5.00 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.016" @ -1'- 7.2" Allowed = 0.160" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.018" @ -1'- 7.2" Allowed = 0.213" MAX TC PANEL LL DEFL = 0.002" @ 1'- 2.5" Allowed = 0.179" MAX TC PANEL TL DEFL = 0.002" @ 1'- 1.3" Allowed = 0.269" MAX HORIZ. LL DEFL = -0.000" @ 3'- 1.4" MAX HORIZ. TL DEFL = -0.000" @ 3'- 1.4" Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,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 in the plane of the truss only. i m r 0 c - - 0 I - - 0 2 4 M-3x4 J- 1-07-03 2-00 1-02-03 PROVIDE FULL BEARING;Jts:2,4,3 P R OFFS ANG I N EF9 S/0 8982P r JOB NAME : PLAN 2545 ELEV B - DSJLl Scale: 0.9213 ''^^ WARNINGS; GENERAL NOTES, amass oteaW noted: V >1vJ 1Budder sed•noloe , ntre deep actshould be advised oil all General Notes 1.This dY based only upon mmro Mowed is e paraalan afor an hdviWel OREGON Truss: D S JL 1 and Warnings before commruc•on ame mans. building component.Appliably,o/deign param b rs and properboorpo � 2.2,4 ampr•sslon web bracing must be installed where shown.. Design etlon of compoeM n tM respo rtle to of lte bWldea ed at a�y A`v V 3.Additional temporary bracing to inters steady during construction 2.7 c.assume tts by and venom Mads to a noughotemill,Meas '1(Y :J b the resporWdYy of ma eraser.AddYlonsl permanent Mcng of 2 ntin ou e[1a o.c.respectivelysuoll as pcod!unless braced throughout maty olgB) V DATE: 7/21/2015 the overall augur.a the ramp-sibilly of me budding designer. 3.a impede tlteng or lateral oed airedsheatiw whom s owe dryw.11(Bc>. PA U L brldline or deg required when sown+. SEQ.: K 1315 0 3 2 1. No bad should a lets an to any component until deer all bracing and 4.Design of true k itis rode toelbYlly i Ma resp•ma contractor ashenero rte complete and at ro time should any bald gloater Nen 5.D.tlgn aeume trusses era to a uetl In a nonconoas environmam, TRANS ID: LINK desgndadsaappliedtoanycomponent and..for•dyenation•cruse . s.CompuTms has no control over deed assume*no responsibility for the 8.Design •I am-fug bearing at all supports shown.Shim or wedge I ry. EXPIRES: 12/31/2016 fabrication,rounding,shipment and insh illation of components, T Design assumed adeyat•drainage is pmidad. July 21,2015 6.This dept Is furnished subject to to limitation•rt fish,by S.Pietas seM".t be located on both faces of .and placed A tl so their TP WJfcA in SCSI,wows of which will be furnished upon requestliar concis wilh jdM oMbr IkNs. MiTek USA,IncJCo Tm Software 7.6.7-SP2 1 L E 0 ForDi9b indceofplaten intoe. mpU ( �' 1,For basic connector.plHe deign vakus ees ESR-1311,ESR-1968(M Tak) • a This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 51- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. 2-3=(-72) 63 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 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 01- 0.0" -28/ 324V -27/ 93H 3.50" 0.52 KDDF ( 625) 3'- 7.8" -103/ 126V 0/ OH 1.50" 0.20 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.9" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 sf) uplift at 24 "oc s aci g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF 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'- 0.0" Allowed = 0.091" 3-08-09 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.122" MAX TC PANEL LL DEFL = 0.016" @ 1'- 10.2" Allowed = 0.255" MAX BC PANEL TL DEFL = -0.039" @ 3'- 0.3" Allowed = 0.342" 12 MAX HORIZ. LL DEFL = -0.000 @ 3'- 7.8" 8.00 MAX HORIZ. TL DEFL = -0.000" @ 3'- 7.8" 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 0 i N O v O - O M-3x4 1-00 5-11-15 PROVIDE FULL BEARING;Jts:2,3,4 �9 PRO NFO GI 8 782PE 2-9 JOB NAME : PLAN 2545 ELEV B - DJ3 Scale: 0.6401 WARNINGS: GENERAL NOTES, umeea oManema noted: 14) 1.Sluder Ind ercolion contractor Mould he ionised of all General Notes 1.This design is based only upon Me parameters Mown end is for an ndwidi al Truss: D J3 and Mniings hebrc conMucbon commemae. wading component.ApplimbAhy ofdesign pammeters and proper ,�9,L OREGON s 2.2a1 compression web bradrp mut be installed where shown+. klcorpaatlon o/component is the reapomiNuty or Me bulldog designer. 3.Additional tampom y braong to inane ahbulty d-ug cora�trucbon 2.Deign awumn the top and Dotlan chats W be laterally braced t 9,9 (�q Ry 15 k the rasp-wbiwy,of Me enation.Addaionel permanent brcckg of Z o.c.and at 1O o.c rce :ey.mama braced Mrougfat Meir length by J DATE: 7/21/2015 Me overall sty d m is the reaponsbifty of Me wading desgner. oo Imprid°ha.na"r lathe ss acing required e shsa adhere)env-dDw.lk6c). '1 PAUL^U L 3.In tnped bof true or lateral ponsbcing ry of the where ahewn++ i1 SEQ. : K 1315 0 3 3 <.No b.a Mwld a applied m any component oma after&I biadng and a btaliswn of was is the r.epomlbllay a M.respective oonb.cmr. fasteners arc compete and at w time Mould any bads greater Man 8.Design aewmes matters aro to he uesd in a non-corrosive environment, TRANS I D: LINK design bade be applied so any component. •rw am for"dry condaio�of les. 5.CompuTma has no control over and assumes no responsibility for the 6.Deign-mas full baamg at all wppuns Mown.Shim or wedge II EXPIRES: 12/31/2016 fabrication,handing.shipment and Installation of components. _ry 7.Despri wmesadeyustadne geisprovided. July 21,2015 6.This deign is furnished!wbjem W Me amitenon•set bt by 8.plates shelf be located on both hcaa of wes,and paced so then center TPVWTCA in SCSI.copies of which will be furnished upon mgwV. Mss coincide with joint career lkNs. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L}E 190 a?'t` `a°1plto n Inches. y�ne deign vale-•es.ESR-1311.ESR-1968(MITek) a • This design prepared from computer input by JP LUMBER SPECIFICATIONS 10-00-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #ISBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 70 2- 7=(-345) 536 3- 7=( -388) 351 BC: 2x4 KDDF #16BTR 2- 3=(-637) 171 7- 8=( -49) 133 7- 4=( 0) 973 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-264) 11 4- 8=(-1136) 3 LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 8- 6=( -274) 148 TC LATERAL SUPPORT <= 12"OC. DON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 7.2" V 4- 6=( -72) 87 BC LATERAL SUPPORT <= 12110C. DON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 9'- 7.2" TO 10- 0.0" V BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 10- 0.0" V _____________________________________ BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA NOTE: 2x4 BRACING AT 24"OC DON. FOR TC CONC LL( 400.0)+DL( 112.0)= 511.9 LBS @ 9'- 7.2" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 01- 0.0" -50/ 734V -45/ 141H 3.50" 1.17 KDDF ( 625) ------------------ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 101- 0.0" -251/ 1041V 0/ OH 5.50" 1.67 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. OVERHANGS: 19.2" 0.01, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP GOND. 2: Design checked for net(-5 sf) uplift at 24 "oc s aci g. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.016" @ -1'- 7.2" Allowed = 0.160" 0-03-14 MAX TL CREEP DEFL = -0.018" @ -1'- 7.2" Allowed = 0.213" MAX LL DEFL = 0.012" @ 4'- 10.2" Allowed = 0.463" 9-06-13 0-05-03 MAX TL CREEP DEFL = -0.025" @ 4'- 10.2" Allowed = 0.617" MAX HORIZ. LL DEFL = -0.005 @ 9'- 8.5" 4-10-14 4-04-01 0-05-03 MAX HORIZ. TL DEFL = 0.006" @ 9'- 8.5" Design conforms to m ) indfarce-resisting 9-06-04 system and componentsand cladding criteria. *511.90# Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-7x6 5.00 D load duration factor=l.6, M51¢5x3 End ­tical(s) are exposed to wind, 4 Truss designed for wind loads in the plane of the truss only. LI M-1.5x3 3 0 0 0 r I 1 2 8 M-3x4 M-3x4 M-3x5 8-11-07 1-00-09 L 1-07-03 10-00PRQFFss ANG'N EF9 /<22 89782PE 9 JOB NAME : PLAN 2545 ELEV B - DHl Scale: 0.4084 WARNINGS: GENERAL NOTES, unlet otra-se noted: 1.Binder siM erection wntrador should!W advised of sit Ga is l Notes 1.This design is based!only upon ma paremetem woven aW is for an ndil l y OREGON Truss: DH 1 and VA."Ware co-m-m wnmanco.. building component.Applicability of design parameters and proper Q 2.2c4 conprawion web bacnp mat W nateled where shown+. Incorporation of wmporont Is She responsibility of 8s Mildng designer. 3.Adckb-1 temporary matin to haute sta ly dwirg construction 2.Design assumes the top and adorn dards to W laterally braced at ��Ply is the ro.pomlbilty of the,erector.Additional permanont Inckg o/ _7o 1lu ai 10 o.c.r•ap,10,01 Inst.braced mreughod their length by DATE: 7/21/2015 me overeb.fru m is the nasterni of the wilding designs, wnWnous.neng or ewe n plywcod mesal em s alwor drywall(Bc). U L �� •Po WY 3.3 Impact bwpng or Inerel brscNrg rsquked when shown.+ �1 SEQ. " K 1315 0 3 4 4 No load should W applied to any component ur81 after all Isadng and 4.Installation of Innis is the responsibility of the respective wntractor. fasteners are comptate and at no throe should any loads greater than 5.Design arumes trusses are to W used In s nontonos ve environment, TRANS ID: LINK dm4n bads W applied to any component. and aro for"dry ww8ion"of- S.CompuTma has no wneol over and a esamis no responsibility for the 6.Design am-full Waring at all supports shown.Shim or wedge IIreceaEXPIRES: 12/31/2016 fabrication.handling.shipment and installation of componems. 7,Design wumes adaaa.te drainage is provided, July 21,2015 S.This Msign Is furnished wbjed to the Imlle W ice ns set d)by 8.plass seal W basted m both few.of miss,and placed so their anter TPWVTCA in SCSI,cops.of whbh will W Nmished upon re4uesi, bras confide wlh joint oentar fires, 9.Dgas kldc.te s¢a of plate n inches. MiTek USA,InCJCOmpuTrus Sp1lWare 7.6.7-Sp2(1 L}E 10.For bass,connector plat•design vallms sae ESR-1311,ESR-1988(MITek) e • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 10- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF HI&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-5=(-214) 508 5-3=( 0) 231 BC: 2x4 KDDF MI&BTR SPACED 24.0" O.C. 2-3=(-609) 113 5-6=(-217) 503 3-6=(-566) 185 WEBS: 2x4 KDDF STAND 3-4=(-107) 104 6-4=(-134) 115 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 BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.2" 0.0" 01- 0.0" -96/ 624V -51/ 154H 3.50" 1.00 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 101- 0.0" -50/ 420V 0/ CH 5.50" 0.67 KDDF ( 625) " For hanger specs. - See approved plans 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 GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.016" @ -1'- 7.2" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ -1'- 7.2" Allowed = 0.213" MAX LL DEFL = -0.010" @ 5'- 2.8" Allowed = 0.463" MAX TL CREEP DEFL = -0.020" @ 5'- 1.7" Allowed = 0.617" 5-03-07 4-08-09 MAX HORIZ. LL DEFL = -0.004" @ 9'- 8.5" MAX HORIZ. TL DEFL = 0.006" @ 9'- 8.5" 12 5.00 p M-1.5x3 4 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x4 in the plane of the truss only. 3 0 I 0 1 a. I 1 2 5 6 o M-3x4 M-1.5x3 M-3x4 L L L 5-01-11 4-10-05 L L L I 1-07-03 to-oo Fe GI E�, 19Z 8 782PE r JOB NAME : PLAN 2545 ELEV B - D1 Scale: 0.4531 WARNINGS: GENERAL NOTES, unless othenwee noted: D 1 1.Builder and eredbn connector alwub tie advised of all General Notes 1.This design w W sed wry upon Me perameten sham and is for an vWWku.l y OREGON s- Trus s • ane Warning.Gare comAnx Son commenosa building camponea.Applicability,of design parametrs and proper 14, -I n , Q' 2.2.4 campesslon web twin must be installed where show. ilcorporeGn of component is the responsibility of he Wilding designer •, :7-1 `.V 3.Additional temporary brecig ns stability instabilityn y dug caM nucGn 2.Design-mas ms ep and bosom chords b be laterally bend at '1 R 1/ is the responsibility of he erector.Additional psme ant tracing or 2 o.c,and at the o.c,respectively mans taeud Itim ghoul th it lnlgth by V contemxisshammig woh a.plywood Meahirp(TC)ands",14BC). ^�1 �\ DATE: 7/21/2015 the overall swcture a the resporlsib illy of he Gilding designer. 3.9r Impact bridging or lateral lancing required L� d where shown.. SEQ.: K 1315 0 3 5 4.No bad Mould G applied to any component untg after all bracing and 4.Installation of tress,is de responsibility of the respective contractor. fasteners are compete and at no time all any loads greater than S.Design eswmes trusses are to G ossa In a nonconoaivs envimnnwa, TRANS I D• LINK design loads G applied to any component and are for•dry condition"of use 5.CompuTms has no control over and a.wmes no raaponsibill for the 6.Design spniacessary.umes full bearing at all support.Mown.Shim or wedge if EXPIRES: 12/31/2016 fabrkatbn,handling,shipment and installation of component. T Design assumes adequate drainage I.provided, July 21,2015 S.This deep Is furnishto th ed object e imGGns set form by S.plats stet be located on both toes of trop,and placed deo their center J TP WVTCA n SCSI,copes of which will be famished upon request. Wes mipide with joint canter Well. MiTek USA,IncJCornpuTms Software 7.6.7-SP2(1 L}E 190 a?Mandl mnte size°f pate n inches. platedesignvakesp ESR-1311,ESR-1988(MITek) ' e This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( O) 63 2-4=(0) 0 BC: 2x4 KDDF #l&BTR SPACED 24.0" O.C. 2-3=(-49) 51 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 BRIG 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 01- 0.0" -34/ 286V -19/ 70H 3.50" 0.46 KDDF ( 625) 2'- 4.8" -109/ 110V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 51- 11.9" 0/ 52V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s aci g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF 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 = -0.004" @ 11- 4.2" Allowed = 0.154" 2_05_09 MAX TC PANEL TL DEFL = -0.009" @ 1'- 3.1" Allowed = 0.232" MAX BC PANEL LL DEFL = 0.005" @ 2'- 7.4" Allowed = 0.257" MAX BC PANEL TL DEFL = -0.028" @ 31- 2.8" Allowed = 0.342" 12 MAX HORIZ. LL DEFL = -0.000" @ 2'- 4.8" 8.00 MAX HORIZ. TL DEFL = 0.000" @ 2'- 4.8" Design conforms to main windforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 0 0 N O m O - O M-3x4 L L L 1-00 IPROVIDE FULL BEARING;Jts:2,3,4 5-11-15 P R�FFss �CNGI NEER /02 Q 89782PE 9r JOB NAME : PLAN 2545 ELEV B - DJ2 Scale: 0.6776 WARNINGS: GENERAL NOTES, uaees oft-Ise roled 1.SUYder end sractbn contractor,shook be advkad of ell General Now 1.This design b based only upon the paremstera shown aM is bran Individesl `y,L OREGON o^ Truss: DJ2 and Wambgs bebro mntlrudion conmernces bussing component Applicability of design parameters and pmper z.zea..a--vn0 awing must de iatessd when shown+. Noorporwon of mmporrrd h fha msponslNNy order baking designer. P 3.Additional temporary bracing to I-.stability dnrig construction 2.D.sign a--the by and botlom chords to de bteroly Dredd at 9,9 y b the rosporaiasy o!me arodor.Additional parmanam bracing o! 77:L and at 19 ox.respectively uaess braced mrouyncd their length by DATE: 7/21/2015 me overall stru m b the responsibility of"Wadi desigdr. Mnuous wiang or latera as pywsoE aired whom show -drywalgBc). PA UL �\ Wading 3.b Impact DMging or Istxal bracing required whero ehewn«+ SEQ. : K 1315 0 3 6 a.No bad.nwk be applied to any componanl usts oder as bradng and a Installation of buss is the responsibility of me respective contractor fasteners ars complike and atro time Nponent.wk any bads greeter man 5.Daslgn aromas n boes aro b be un-w used Ina normsive environment, TRANS I D: LINK design bads be applied b any comand aro for'dry condition'of use, 6 Design assumes fWl Deering el as wpports shown.Shim or wedge I! 5.compdrma has no contra over and sewm.s mo responsibility for the M dgnes EXPIRES: 12/31/2016 ry fabrication.4fuhandrnishedsmeecandnWlteWmolcomorthby 7,plain eswmesadequateothfae bpron.an JUIy 21,2015 6. This despn b bmkshed wbjee fo ms intitetlons MI brth M 6.Plates ahes he lodtad on Doth teras o!Wn.and placed w thek dnlar TP WVTCA b SCSI.copies of which wit he bmisla l upon mgdst. tines coincide with joint center Iden. S.Dpss kklnte athe of phda in inches. MiTek USA,IncXon"Tnis Software 7.6.7-SP2(1L)-E 10.For bask connector plate design values no ESR-1311,ESR-1988(MITek) • • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 51- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1f BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. 2-3=(-33) 61 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 01- 0.0" -74/ 256V -10/ 47H 3.50" 0.41 KDDF ( 625) 11- 1.8" -78/ 117V 0/ OH 1.50" 0.19 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 51- 11.9" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 sf) uplift at 24 "oc s aci g. REQUIREMENTS OF SBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF 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" 1-02-09 MAX TC PANEL LL DEFL = 0.001" @ 0'- 7.8" Allowed = 0.054" MAX TC PANEL TL DEFL = -0.001 @ 0'- 8.2" Allod = 0.081" MAX BC PANEL LL DEFL = 0.005" @ 2'- 7.4" Allowewed = 0.257" MAX BC PANEL TL DEFL = -0.022" @ 3'- 5.3" Allowed = 0.342" 12 8.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 1.8" MAX HORIZ. TL DEFL = 0.000" @ 1'- 1.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,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 in the plane of the truss only. '.. 3 O 41 I N O r � I o c o 0 4 '[*M- I � L 1-00 lPR6vIDE FULL BEARING;Jts:2,3,4 5-11-15 G1 EFq si0 9782PE JOB NAME : PLAN 2545 ELEV B - DJ1 Scale: 0.7901 WpRNNOS; GENERAL NOTES. unbes.1ths.eneled. '� OREGON 1.Builder and erection co oaaor te,should be achisad of all General Not.This design W famed!only upon the paramshown own and fo is b,,n kdiNdusl Truss: DJl and Warnings bears construction commencesbuilding component.Applicability of design parametersand proper 2.2k4 compression web bi ck g muse W irnlalled wham shown.. Fxnrporatlon of cempnrsint W me mspontlbllly of the building deep.,. ` V 3.AddlEon.l temporary Dr•cir+e fo inerae stability dr•irp cersitruction 2.Design sesames the top and boaan chords to be laterally braced at Ry Ab G is the responsibility of the erector.Additional pamvnent braising of continuous ou a[1 g ping respac s ply unw braced(TC)n and/or /chair drywall(BC)) J v DATE: 7/21/2015 the overall structure la the responsibility of ma Willing designer. 3,pntpact N.kbing ater ll plywood air shea where omN drywall(BC). PA U L �\ impact Ixkpnp or laterei biaano regabe wlsire shown.. S E K 1315 0 3 7 4.No bshould ouk to any be applied arty component unit after bracing a 4.Installationm of trues is e responsibility of me respective contractor. 4'' faitenem are compass,and at no time slwuk any keds greater man 5.Design.esumes truawa ars to N wed In a noncamave en,imnmeM, TRANS I D: LINK design loads be applied to any cornpanerd. and ere f.,dry condition•of ues. 8.ComwTrus has no central over and assumesaary. no responsibility for the 8.Decks sesames hill bearing et all supports Mom.Shim or wedge it EXPIRES: 12/31/2016 an fabrication,hendfing.shipment and installation of components. 7.Design sesames adequate drainage is p-.d.d. July 21,2015 8.This design is amished subject to the imeaWns est form by 8.Plates shall be located on both faces of buss.and paced so their center TPNN7CA 0 SCSI,copies of which will be furnished upon request. Yeses ceincka wlh pint canter lines MiTek USA,IncJCO Tfus Software 7.6.7-SP2 1 LYE 9_Diggs"d'un connector of a bones. mpU ( } I Porbmcconsizeof.ltd aapn values see ESR-t 37f,ESRA 988(MT") e a , • a • • • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #I&BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 70 2-4=(0) 0 BC: 2x9 KDDF #I&BTR SPACED 24.0" O.C. 2-3=(-64) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.2" 0.0'1 TOTAL LOAD = 42.0 PSF 01- 0.0" -118/ 456V 0/ 47H 5.50" 0.73 KDDF ( 625) 1'- 9.2" -78/ 40V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -28/ 43V 0/ OH 1.50" 0.07 KDDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5.00 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.016" @ -1'- 7.2" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ -1'- 7.2" Allowed = 0.213" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.049" MAX TC PANEL TL DEFL = 0.003" @ 1'- 0.2" Allowed = 0.140" MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 11.2" 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, r Truss designed for wind loads in the plane of the truss only. 0 I o m 0 I - - 0 2 4 M-3x9 1-07-03 2-00 PROVIDE FULL BEARING;Jts:2,9,3 ED PR0FFS GI N EFR S�o2 9782PE JOB NAME : PLAN 2545 ELEV B - FJ1 Scale: 0.9995 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.But add•roUion mno-ad«ahoum b advl»d of all General Notes 1.Thai design ai based only upon the perometero Mown arm ie lo,an ind'i,k al y OREGON Truss: F Jl ane wamkpa baro mnstruclion commences, wilding conVonem.Applicability of deep parameters and proper �i,• (T� Q' 2.2c4 compression web bracing mW b nsbMdcetera alw.m+. lnooN«atlon of mmponsm lathe reeporm biNy of the wimkq Gagner. C! V A 3.Add conal temporary bracing to Insure Yabidy d«kp construction 2.Z o,c, assumes Ib mp ab bdom dame m b leterolly brocetl el q R y GJ ai by the responsibility of tiro erodor.Additional permanent bracing of wnbn add rhea hino.croepectlssly plywood s brecetl(TC)ar ut their.NB) DATE: 7/21/2015 bice overall mud im is the responsibility f the wild mapact ricong r laud'sa piywma ahem w g(rc)ow-dyw.11(Bc,_ � pA U L Ry o rp Gagner. 3.3 Impact brbpng or Islerol Oracklg rpukdd vdlero shown++ S EQ. : K 1315 0 3 9 4.No bad ehwm be applied to any eomponam urdil after as brodng and 1.installation of cess is the responsibility of the respown conbacm, testeners aro compete and at no time should any bads greater than 5.Design emu truseea are m b used in a nontorroaive envimnmem, TRANS ID: LINKdesign loads bet applied many mmponem. and amW dryamaon"of use. 5.CompuTme has no control over and assumes 8 m responsibility for the .Design a wmes lull bearing at all suppods Noon.Shim or wedge if ry. EXPIRES: 12/31/2016 fabrication,Gndkp.shipment and installation of components, 7.Dtiedr a asomrs eddguete drainge ai provid.d. July 21,2015 6.This design Is furmYwd wb)ed to the limitations set form by 8.Ptetela W ll b boated on both hoes of buss,arm placed so their carder TPLWICA in SCSI,mples of vmbh blit be famished upon mgmW Ynas mswitle with joint center Ines MiTek USA,Inc./CompuTrue Software 7.6.7-S1p2(1 L)-E 19 Digitsbob mooed«Opiate G Inches plat. align vakwa Me ESR-1311,ESR-1988(MiTak) • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 51- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-4=(-46) 62 3-4=(-163) 140 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-90) 79 WEBS: 2x4 KDDF STAND LOADING TC 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 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 01- 0.0" -64/ 383V -27/ 83H 5.50" 0.61 KDDF ( 625) OVERHANGS: 12.0" 0.0" 5'- 6.0" -25/ 215V 0/ OH 5.50" 0.34 KDDF ( 625) '* For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) ICOND, 2w Desian checked for net(-5 psf) uplift at 24 "oc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL g. 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" @ -11- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.064" @ 31- 0.7" Allowed = 0.329" MAX TC PANEL TL DEFL = -0.068" @ 2'- 10.6" Allowed = 0.493" 5-06 MAX HORIZ. LL DEFL = 0.000" @ 5'- 4.3" MAX HORIZ. TL DEFL = 0.000" @ 5'- 4.3" 12 5.00 t7 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 r 0 I N O 'I O - - 2 4 7 O M-3x4 M-1.5x3 L L L 1-00 5-06 G1 89782PE JOB NAME : PLAN 2545 ELEV B - G2 Scale: 0.6416 WARNINGS: OENENAL NOTES, unties otherwise raled: 1.Bu .M.r.clion wntraaa ahouk be sdvis.tl of ell General Notes 1.This deep is based only upon the parameters Mown end is bran individual y 16rOREGON Truss: G 2 and Warnings before wnMru:tion comronws. building wriporea.Applicability of deep peramelen and proper 151 z.34 compression web bracing musi be installed pastil•Mown,. Ncerpontiw of wmpone s is ths mponstblNy of the building designer. V !A 3.Additional temporary bracing to insure stability during wntruchor, 2.D•Mgn e d aures IM by end bottom dards to be kahwaly braced et '�R Y 15 V is IM nsporsiaYty,of ths erecbr.Additional permanent bracing of 7wn.c.antl sl 10 o.c.ropeaNey unless braced throughout their length by DATE: 7/21/2015 the overall structure a the responsibility of the building designer. 3 za minor rMMhnr pad,es pywwe requited a whew shown and/-drywalNBc). 1 p^1 'L mpaa britl7re or marsh brsdnp rpuWa pastes �. �'1 V SEQ. : K 1 31 5 0 4 0 4.No b.d shwld be ppfi d to dry wmpocenl uaa.ner.0 b,..N antl 4.ln"llebon of was w me mpowlbllry of the respective wntraaor. fasteners aro wmpla,and at w time should any bads greater man 5.Design se.umas trusses ere to be used w•roes-wrroalve envm ironent. TRANS I D• LINK design beds w applied to any wmponere and ails for"drycondition'.f use 5.Compunus has no control over and assumes no responsibility for the 8.Design assumes full bearing al all supports shown.Shim or wedge,it ww.esy. EXPIRES: 12/31/2016 abricetbn,handling,Nlpnea and Mslalbtion ofwmppwnfa. 7.Design-russedquatedr.inegalaprohdad. July 21,2015 6.This design is furnished subjea to the limitations est form by S.Pisisa shall be locatatl on bah fans of nes,and Placed w thew paster TPNNTCA N SCSI,copies of whbh will be furnished upon request. Wsa wa,cide with joint-le,Ines. MiTek USA,IncJCa Trus Software 7.6.7-SP2iL E 9_Digits indicate of plan es In inch . mPu ( 10.For Desk wnwaor plats assign v.it-ase ESR-1311,ESR-1998(MiTek) . , • • as This design prepared from computer input by JP L[JMBER SPECIFICATIONS TRUSS SPAN 5'- 6.0" COND. 2: Desi n checked for net(-5 sf) u lift at 24 "oc s aci g. TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 BC: 2 x 4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to ma n windforce-resisting system and components land cladding criteria. TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL able end truss on continuous bearing wall UO . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. -1x2 or equal typical at stud ail ertPols. 12 afar to CompuTrus gable end detail for 5.00 D BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ons Tete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3 O I r N i 2 o 0 I 0 4 M-3x4 L L 1-00 5-06 GI 89782PE JOB NAME : PLAN 2545 ELEV B — Gl Scale: 0.7916 WARNINGS: GENERAL NOTES, uN•n.tMrwb•..it 1.Bolder and•ndbn contraaor Mous W.dvb•d of all General Notes 1.Ths design N based onlyupon M•p.nmet•rs Movm ark i.Wr an nandual y OREGON Truss: G 1 ane wamnga Wan consinrction corrarienas. bWdlrp componsM.Appicedity,of=parameters.rk proper 2.2c4 comprasaicn w•b biamg mat W installed wheresirown.. neorp—Mon orwmo.M K tin respomieibty of tW buldkp derpnr. C/ V Q. 3,Additional Wmporery brackq to insure affinity doing construction 2.D.•ign e.wm.a tW ptop and Wtlom Mardis to W Whimsy Onad et q/�y is theresponsibility of Me erector.Additi—I ped mm-1 acYq of 7 d.d.and et 1P o.c.respectively unless;brand NroughdV Malt length by DATE: 7/21/2015 Me overall atrudure k the responsibility of me hula 0 conWcous wining W as plywood waMng(TC)—.diywall(BC). p^U L ng esgner. 3.2r Irrlped britlgirp or l.lanl bnckp r•qulrW when shown.. �1 SEQ. : K 1315 0 41 4.No bad Mould W applied m any component un l atl•r sl biacep and 4.Inabi of buss is the responsibility of the respective contractor fasteners aro complete and at no time shwld any loads greater than 5.Design assumes tronas am to W used in a noncorrosive envlronme M, TRANS I D: LINK dwell bads W applied to any component. S and aro 1or'tly condition"of oae. 5.CompuTrus has no control over and assures no responsibiltiy for the .Domain assumes full Waring at.n suppon.Mown.Shim or wedge if ry. EXPIRES: 12/31/2016 fabrication.handling.MlPmeM ark installation o/conponsnte. 7.Designaswmes.eequ•tedninsg.is pnvid d. ,July 21,2015 8.This design h Nmiwd wbpd to Me lmlteWm rt Nrin by 8.Plates col W bated on both faros of crura,and placed so time center TP W✓TCA n SCSI,copies of which will W furnished upon repast, lines coincide—)o1M anter Ines. MiTek USA,IncJCompuTr h;Software 7.6.7-SP2(1L}E 9_tel•indicate•ct opp.a nigh mi 10.For basic rrdor plate design ve4as esa ESR-1311,ESR-7988(MIT") I as • ' This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2-10=(-259) 1768 3-10=(-235) 191 BC: 2x4 KDDF #1 BTR SPACED 24.0" O.C. 2- 3=(-2080) 936 10-11=(-172) 1480 10- 4=( -43) 464 WEBS: 2x4 KDDF STAND 3- 9=(-1873) 960 11-12=(-172) 1361 4-11=(-618) 266 LOADING 4- 5=(-1341) 490 12- 8=(-273) 1609 11- 5=(-316) 1111 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1341) 440 11- 6=(-618) 266 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1873) 460 6-12=( -43) 464 TOTAL LOAD = 42.0 PSF 7- 8=(-2080) 436 12- 7=(-235) 191 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 63 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 01- 0.0" -260/ 1542V -286/ 286H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -260/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) [COND. 2: Design checked for net -5 sf) uplift at 24 "oc s aci g. 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 = -0.080" @ 17'- 0.0 Allowed = 1.659" MAX TL CREEP DEFL = -0.162 @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.040 @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.065" @ 33'- 6.5" Design conforms to main windforce-resisting 17-00 17-00 system and components and cladding criteria. 5-11-04 5-06-06 5-06-06 5-06-06 5-06-06 5-11-04 Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, M-4x6 Truss designed for wind loads 8.00 Q 8.00 9 0" in the plane of the truss only. 5 Ill( M-5x6(5) g,1 M-5x6(S) 0.25" 0.25" �I 4 M-1.5x3 M-1.5x3 3 + + 7 r r 0 �(0 o � 1 10 11 12 0 Io M-3x5 M-3x9 M-5x8(5)11 M-3x9 M-3x5 l 0 pROFFS 0 8-08-07 8-03-09 L 8-03-09 L 8-08-07 L ����,� �GNGINE�c9 I i �L 1-00 34-00 1-00 89782PE JOB NAME : PLAN 2545 ELEV B - H2 `� Scale: 0.1601 WARNINGS: GENERAL NOTES, unless'Manisa noted! V �� I.Builds- moboncomr.a«ehouldbe-madofallGeneralNotes t.Th.design iscalled only upon the paminst,nr,ama and y,L OREGON � Truss: H2 and Wamtigabalomconstruction commences inWild coIng component Applicability ordesign parenmersand proper n 2.sine comprsastw w.b biaokp must ba InW lted vmere anown�. incorporsfion of component is the responsibility or the building designer. •9 �q by R Y 5 v 3.Additional temporary bracing b ensure stability during construction z.7 ox eswmea the rep and mnom chords to ee througaterallyhout Inewa.n A the responsibility of me erector.Additional permanent bracing of 7 inti.arat at sn rino.csuch as ply woods brawn(rC)andl,dryeir length) DATE: 7/21/2015 the overall structure.the responsibility of the building corroncou.ensnaring such as acwcod uie.tneram)anal«drywsiyec). � PA 1 t L C`� ng designer 3.2s Impact bdnprp or lalenl bracing rpuaed wMre mown�� �'1 kJ SEQ. : K 1315 0 4 2 4.No bad shwa be applied b any component unN after as bieckq and e.Installation of bum�Ih r respowww�e m.respective o� contractor,w.ne�tor, m. fasteners am be and at no time should any bads greater man Design"'w^b+ TRANS I D: LINK ale gn bads be applied b any component 6.Design arume,fuand am For"dry ll baedng all supports shown.Shkn or wedge It dition'of use s.CompuTrus has nil control or«end assumes no respdn.ibiRy br the ry- EXPIRES: 12/31/2016 fabilwtbn,hanang,shipment and installation of componsos. ,.o„,wwag,,.-ade,wte drainage.prw»»n. July 21,2015 6.Th.darer a furnished subject to trial inhalation.set form by e.Pleas anal ba located on bah taww s orss,am paced so their center TPVWTCA in SCSI,copies of-ioh coil be Nmiahed upon requestarse coincide with joint center fines. 9.Digits Indicate viiia of plate In inches. MiTek USA,IncXompuTrus Software 7.6.7-SP2(1 L)-E 10.For beak connector pHs design values we ESR-1311,ESRA 988(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1dBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2-10=(-171) 1223 3-10=( -260) 197 BC: 2x4 KDDF #ISBTR SPACED 24.0" O.C. 2- 3=(-1403) 293 10-11=(-119) 903 10- 4=( -47) 506 WEBS: 2x4 KDDF STAND 3- 4=(-1196) 316 11-12=( -55) 226 4-11=( -644) 268 LOADING 4- 5=( -637) 293 12-13=( -55) 226 11- 5=( -158) 346 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -632) 298 13- 8=(-121) 113 11- 6=( -4) 498 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -83) 342 6-13=(-1198) 311 TOTAL LOAD = 42.0 PSF 7- 8=( -171) 173 13- 7=( -343) 221 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 63 M-1.5x9 or equal at non-structural LL = 25 PSF Ground Snow (Pg) vertical members (uon). BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Unbalanced live loads have been LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) considered for this design. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 01- 0.0" -198/ 1144V -288/ 288H 5.50" 1.83 KDDF ( 625) 21'- 9.5" 0/ 152V 0/ OH 146.50" 0.24 KDDF ( 625) 25'- 3.6" -308/ 1507V 0/ OH 146.50" 2.41 KDDF ( 625) 341- 0.0" -51/ 366V 0/ OH 146.50" 0.59 KDDF ( 625) GOND. 2: Design checked for net(-5 sf) uplift at 24 "oc s aci g. 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 = -0.040" @ 81- 8.4" Allowed = 1.067" MAX TL CREEP DEFL = -0.073" @ 8'- 8.4" Allowed = 1.422" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 17-00 17-00 MAX HORIZ. LL DEFL = 0.017" @ 25'- 3.6" 5-11-04 5-06-06 5-06-06 5-06-06 5-06-06 6-11-04 MAX HORIZ. TL DEFL = 0.025" @ 25'- 3.6" Design conforms to main windforce-resisting IIM-4x9 12 12 system and componentsand cladding criteria. 8.00 p Q 8.00 4.0"0„ Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-M-3>65 . X5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x5 M-1.5x4 Truss designed for wind loads in the plane of the truss only. M-5x6 M-1.5x9 M-3x5 M-Sxb(S) M-2.5x4 or equal at non-structural diagonal inlets. 0.25" 0 25" Truss designed for 4x2 outlookers. 2x4 let-ins of the same size and grade as structural top chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are M-1.5x4 permissible at inlet board areas only. M-3x5 M-1.5x3 M-1.5x3 + + M-3x5 M-1.5x4 � M-3x5 r r o e 0 110 12 13Th to M-3x4 M-3x4 110.25" M-4x6 l M-5x12(5) M-3x4 9 PROFFS L L 8-08-07 L 8-03-09 L 5-04-07 AL2-11-02 L 8-08-07 L ��5� GINS s/�2 1-00 34-00 1-00 �� 9 j 89782PE r JOB NAME : PLAN 2545 ELEV B - H1 Scale: 0.1729 WARNINGS: GENERAL NOTES, umass.therwes noted: (/ 1.Builder and rimation whbado should he advised of ail General Notes 1.This design is Mead only upon tiro p.romM«•shown and is for an Individual -y O R EG O N Truss: H 1 and Warnings bear•construction commenwa. bulMlrlp compownt.ApplikabYly,of deep parshmero and proper 2.2xe wmprawbn wale brac:q mus he nebMdwhen shoes+. i,corpwabon of wmpownt isda reponsibisty of Me briloip d Wgror. 3.Additional temporary bracing m insure mobility during wueMction 2.Design assumes the dip and bosom rnmd•m he isterolry Drawd st A the roapowlbrily of Me mector.Additional pnmes•M bnekp of 7co^.c.end at 1O o.c.reaps lively unless braced Mraghout Mair length by DATE: -7/21/2015 Me overall structure is Me responsibility of Me wild minus McMhing wan as piywmd isaemngRcl ander drywMkec). "t P rp Gsipwr. 3.2x Impsct bridpng or lateral bnciq required when Wwrn-� SEQ.: K 1315 0 4 3 4 No load Mould be applied to any compownt until after est bracing and 4.Installation of Mrs•is Me reaporeliblllly of the mepective mn"clor. fast•oen aro complete and at no time should any loads greater Man 5.Design assumes trustee are to he used in a no m sive environment. TRANS ID LINK design loads beappladtoanymmponand. and aromr"dry mndnlon•ofuse no control over and aewma•no responsibility ler the 6.De assumes NII bearing at all supports shown.Shim or wedge if 5.CompuTrus has ry. EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of oomponenls. 7.Deep assumes antiquate drainage is provided. J U Iy 21,201 fJ S.This design is fumi en ed subject m he limestone rt a 8.aril by Planes sees be located on both laces,of Wes,and plewd w their wider TPMNTCA in BCSI.mpi•,of which will he fumlsiwd upon request. sues wnatle with joint canter Ines. 9.Dob indicate size of plate in inchea. MiTlk USA,InCJCOmpuTN6 Software 7.6.7-SP2(1L)-E 10.For hesic mnreclor plata design values we ESR-1311,ESR-1986(MiTek) as . at a This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1g BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #ls BTR SPACED 24.0" O.C. Design conforms to ma n windforce-resisting system and compone ntsr and cladding criteria. 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 Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-'0, DL ON BOTTOM CHORD = 10.0 PSF (A11 Heights), Enclosed, Ca .2, Exp. , MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor='.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL able end truss on continuous bearing wall U.N. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. -1x2 0 1 t real at stud verticals. aqua yp' efer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP omplete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALLSETS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 17-00 17-00 12 ISM-4x4 12 8.00 3 Q 8.00 14 M-3x5(S) M-3x5(5) 0 I 0 I r �k.��� P R pFFss M-3x5(s) o c� !,,`GINEc / M-3x9 M-3x9 j—LL � °` Q- 89782PE r 1-00 34-00 1-00 Z-1/ JOB NAME : PLAN 2545 ELEV B — Hsi scale: 0.1887 � ' ��, WARNINGS: GENERAL NOTES, unless otherwM1 s noted: OREGON p 1.Bullar and ejection comesaor should be advised or all General Notes 1.This design Is based Dory upon tie parameters shown and is for an individual q R Y �5 2 Q• Truss: H4 and Warnings m before construction wmenow. building component.Applicability o/tle ugn parameters and proper J� 2.2,4 compression vroD bracing must be nwit.tl where shown.. lncorporabon o/componentis the responsibility of the bWkling designer. 3.Addbenal temporary bracog m imus meanly during mretraalen 2.Design and am.e IM top and venom chords fo d throughout labrsry bncotl et pA U L �\ la tet responsibiWy or tet erector.Adesinn it pemenent bracing of 7 o.c.aril at 1 O o.c.awh Mary unleaa brscotl(TC)adry all(B b/ DATE: 7/21/2015 the overall structure M the h spombiaty of Ina Wildng d mnlnuous st ging or later lb plywood aired annals s sem-drywall(BC>. designer 0.za Imp.a bridging or'eters'daang required wn.rs mown.. S EQ.: K 13 15 0 4 4 4.No Mad should be applied W any component until after all beang and 4.Installation of truss is the rssponaltnity of the respective contractor. asteneiaeracompleteaneatno time steultl any beds greater Men 5.Design aswmea trewsaro tobausatlinamnoonoey.—Ininmera, TRANS ID: LINK dargnloads beapplied toanyee.". and arslnrdrycat=6w•oruse. EXPIRES: 12/31/2016 5.ComwTms has no control over and assumes no responsibility for the 6.DD"ngn.--NI beadrp at aA supports shown.Shan or eedge if abrbtion.hendiay,shipment and installation of componem. 7.Design swmes adequate drainage M Provides. July 21,2015 6.This design is armored wbpct a the Imitations set sort,by S.Plates Wit be opted on bah aces of truss,and paced so than center TPlAA TCA in BCSI,copes of which will be furnished upon request. lines coincide with joint canter toes. 9.Digits indicate size of plate In Inches. MiTek USA,Int./CompuTrus Software 7.6.7-SP2(1 L]E 10.For basic connector plate design values we ESR-1311,ESR-1966(MITak) e ' . This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #I&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2-10=(-252) 1720 3-10=( -235) 192 BC: 2X4 KDDF #I&BTR SPACED 24.0" O.C. 2- 3=(-2093) 427 10-11=(-178) 1403 10- 4=( -60) 508 WEBS: 2x4 KDDF STAND 3- 4=(-1916) 476 11-12=(-145) 1144 4-11=( -613) 273 LOADING 4- 5=(-1418) 473 12-13=(-282) 2072 11- 5=( -198) 326 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1809) 515 13- 8=(-586) 3073 5-12=( -232) 1191 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3337) 621 12- 6=(-1436) 391 TOTAL LOAD = 42.0 PSF 7- 8=(-3666) 745 6-13=( -256) 1937 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 63 13- 7=( -249) 236 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRIG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 01- 0.0" -260/ 1542V -286/ 286H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -260/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) GOND. 2: Design checked for net(-5 sf) uplift at 24 "oc s aci g. 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 = -0.202" @ 24'- 6.5" Allowed = 1.654" MAX TL CREEP DEFL = -0.400" @ 241- 6.5" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35- 0.0" Allowed = 0.100" 17-00 17-00 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 7-00-03 9-11-13 8-03-14 8-08-02 MAX HORIZ. LL DEFL = 0.138" @ 33- 6.5" 5-11-09 5-06-06 5-06-06 5-06-06 5-0 -06 5-11-03 MAX HORIZ. TL DEFL = 0.227" @ 33'- 6.5" Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 8.00 M-4x6 Q 8.00 Wind: 190 mph, h=24.9f t, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4,0" (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. .1 M-3x4 M-5x6 4 + M-3x5(S) M-3x5(5) M-1.5x3 + M-1.5x3 3 + 13 M-7x8 12 M-3x8 o 7�-M-4x410 0 cv 011 0 I M-3x5 M-3x9 M-5x6 I 0 0 d 4.00 4.00 12 12 L L 7-11-11 L 7-06-13 L 4-06 4-06 9-05-08 L ���ED PROFFss 1-00 15-06-08 L 9-00 9-05-08 1-00 \� �NGINEFq /0�9 L 34-00 8 782PE r JOB NAME : PLAN 2545 ELEV B - H3 Scale: 0.1601 WARNINGS: GENERAL NOTES, unlet omerww noted: 1.Builder and erection connector sholad G advked of all General Nota. 1.This design k aaaed only upon the parameters.fawn and!k for an na,if-I % OREGON Truss: H 3 and Wamkngs Gare mnrruaion commence., budding componerR.Applicability of design parameters and proper O 2.las cempr.saion web erecting must G tiMalea were shown.. Incorporation of oomporom is me raapomldYty of me building designer. 3.Additional tempoen bracing W imus stability dung corntruchn 2.Design.saumea the top and bottom chords to G literally biaced at Ung R Y is the responsibility of ma ardor.Additional parmanant erecting or 2 o.cand at 1O o.c.respectively urae.a lensed th-g oul their length by DATE: 7/21/2 015 ms overall Wuduro k the re m01 f dw Wading continuous sheath ng such as plywood shaaming(TC)imdm,drywall(SC) 'pe aty o ng designer. 3 N Inpaa bridging or la l bracing rpuked where ahewn.+ "A U L SEQ. : K 1315 0 4 5 4.No load anwid G applsd W any component untM after ape Mang and 4 InsialkGn of bur k me responsibility of me respective contractor fateners aro complete and al ho time should any bads greater Man 5.Design assumes Vuws am to G umad In a non-coneaive envlionmant, TRANS I D• LINK ..deign load.G applied ro any component. and era forudry condition'or use. 5.Compurrus has m control over and a-es no responsibility for the 6.Design ase mas full baanrlp at etl supports shown Shim or wedge If new�ry. EXPIRES: 12/31/2016 kericatpn.handling.shipment and installation or component. 7.Design.mumea.d.ywt.drainage k provid.a. July 21,2015 6.This deep t m furnished wbod to e limestone set form by e.PkW Owl G located on both faces of mme.and placed deo their wnter TPIWTCA in SCSI,wpks of which will G furnished upon rpwat. lyres coincide with joint canter Ines. 9.10Digla ndlcet sZe of plate n inches. MiTek USA,IOpJCOfnpuTrus Software 7.6.7-$P2(1 L}E .For G.Ic connector plate design vskes wit ESR-1311,ESR-1986(MRak) 1 • Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 14-13/;' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 l. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or x-bracing,is always required. See BCSI. 1 �� ci-2 c2-3 2. Truss bracing must be designed by an engineer.For �'/16 4 wide truss spacing,individual lateral braces themselves WEBS ca, may require bracing,or alternative Tor I T O ,P p bracing should be considered. Uf e O 3. Never exceed the design loading shown and never CL u U stack materials on inadequately braced trusses. 00 CL 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 0 designer,erection supervisor,property owner and plates 0-'4d' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be 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 width measured perpendicular ESR-131 1,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to 4 x 4 to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION Southern Pine lumber designations are as follows: 12.Lumber used shall be of The species and size,and 9 in all respects,equal to or better than that Indicated by symbol shown and/Or SYP represents values as published specified. b text in the bracing section of the by AWC in the approved/new NDS y g 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 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. _— 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. � 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 design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiTek� 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:Mll-7473 rev.01/29/2013