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Plans (9) T010/ 00121 45'-0" (3<((2e (1k3 , itrr(0 bv. 1'-Q" 21-11117 I- 1T-01/2" I 5-0' I • 1 k 1 , r N RI ■ 0CD 1 ■ N E E E E E E E •• co V CM cn w IN id I I /I BS,J1 I - CD _ - r di■I BSJ2 IV Q 1 BH (Z) 4k b± Irrir .; ._. 4 Cil itig1I - --_ M1 4 - C2 (3) SII 4_ b • 3 r - Mill I N C1 (3) MEM (11) i A 1 l :: AIWN _. Il Iii N II 6i I --. CH4 CH el 1 Ili _Alit . . hill,t. y BSJ2 moor' m `41111UI I9I ra 0-1 BSJ1 lir COMM AA r Iv � \I 4I N 1 1 I 1 � 04' E EE EE EE EEE EE EE E E ' 4A'1 aa. OD tV ..► 1.21-681 37'-6" _I 5'-0' 45'-O ®Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS JT SMITH 06/29/15 PLACEMENT ONLY REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL a \ PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER 17504-JT SMITH-PLAN 2523 3CAR-ELEV A INFORMATION.BUILDING i-', umber INFORMATION BUILDING F RECORD PLAN: RESPONSIBLE FOR ALL NON-TRUSS DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING 1 I A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO TRUSS i COMPANY SCALE REVISION-3: DEL/VGRY_OCATION: — REVIEW AND APPROVE OF ALL DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' A:Pdesigns are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. Roseburg J1 UPPER 7-10-15 9:25am l!orectPnnlurisI ,,p,ur� 1 of 1 CS Beam 4.12.3.5 kmBeamEngine 4.12.5.1 Materials Database 1518 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing:Continuous Bottom Lateral Bracing:Continuous -Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename:Beam1 16 10 0 0 1610 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall Steel N/A 1.750" 589# — 2 16 10.000" Wall Steel N/A 1.750" 589# — Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 453#(340p1f) 136#(102p1f) 2 453#(340p1f) 136#(102p1f) Design spans 16 11.750" l Product: 11 7/8" RFPI-400 16.0" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 r Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2499.# 4315.# 57% 8.42' Total Load D+L Shear 589.# 1480.# 39% 0' Total Load D+L TL Deflection 0.3613" 0.8490" U563 8.42' Total Load D+L LL Deflection 0.2780" 0.4245" L/733 8.42' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER Strong-Tie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required fa approval.This design assumes product installation accordirg to the manufacturer's specifications. 503-858_9663 MiTek' DoT MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 17504- JT SMITH- PLAN 2523- 3CAR ELEV A ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1314934 thru K1314966 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. a ��Q3,0 P R OFFS 74uI NEF,9 61/ 89782PE r 51 OREGON ^&1' 9q ei"gRY 1b. ��Q' .16 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. T I t t t la W. f 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: 204 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-81) 31 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" -77/ 316V -12/ 53H 5.50" 0.51 KDDF ( 625) 1'- 2.9" -50/ 20V 0/ OH 1.50" 0.03 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -29/ 26V 0/ OH 5.50" 0.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 = 0.003" @ -1'- 0.0" Allowed = 0.100" 1-03-10 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T fMAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.012" MAX BC PANEL LL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" 12 MAX BC PANEL TL DEFL = -0.000" @ 1'- 4.0" Allowed = 0.072" 9.00 F77MAX HORIZ. LL DEFL = -0.000" @ 1'- 2.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 2.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 --c' Truss designed for wind loads in the plane of the truss only. /1111° o a 0 o f ti o0 M-3x4 l l 1 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,3,4 "(09,Eo P R oFFss fir:: ANGINE.F9 /029 :9782PE JOB NAME : PLAN 2523 3 CAR ELEV A - ASJ1 Scale: 0.7478 WARNINGS: GENERAL NOTES, unlewotherwae noted: (/ 1.Builder and erection contractor should be advised of all General Notes 1.This deetgn Is weed only upon the parameters shown and is for en individual "9 OREGON Truss: ASJ1busding component.Applicability of design parameters and proper �/� 2� Q' and Warnings before wneerrtotion commences. 2.2.a compression web bracing must w installed when sham.. roomoratan of component is the responsibility o/tw building designer 3.Additional temporary bracing b insure stability ding construction 2.Design assumes the top aM bottom chords b w laterally braced at '9 Al R y A GJ �j a ue responsibility of the erector.Additional pemranem bracing of 7 o.c.and at 10 o.c.respectively urtaw Graced mragwa their length by ..4,V DATE: 7/21/2015 the overall structure is the responsibility of the building designer. 3 cotinuous sheathing such as plywood sheaarg(TC)anva drywall(BC). PA U L �\ Impact bridging or lateral bracing required when shown.. SEQ. : K1314 9 3 4 4 No rad should be applied to any component umy ager ell bracing and 4.Installation of lose is the responsibility of the renp.owe contractor. fasteners are compete and at no time should any wads greater than 5.Design assumes trusses are tote used In a non-corrosive environment. TRANS I D: LINK d..gn weds w.ppaa o any component. B.arid assumes ulldition'of use. waring et all supporta shown.Shim or wedge If 5.CompuTrushasnocontroloverandassumesnoresponrdlyforth. fury_ EXPIRES: 12/31/2016 fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. July 21,2015 B.ma design a?omitted subject to the limitations est forth by B.Pates cel be woad on ban leas of hew,end paced so their center TPIMRCA In BCD).copies of which will be furnished upon request. Ones cCW.With joint voter lines. 9.Digits indicate sice of pate r Inches. MiTek USA,Inc/COmpuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector pate design values see ESR-1311,ES14-1998(MITek) T li • IP • • T This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-66) 43 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 1 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" -57/ 308V -23/ 80H 5.50" 0.49 KDDF ( 625) 1'- 9.2" -27/ 27V 0/ OH 5.50" 0.04 KDDF ( 625) 12 LL = 25 PSF Ground Snow )Pg) 2'- 7.6" -32/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) 9.00 7 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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" @ 1.- 6.2" Allowed = 0.178" 3 -✓ MAX TC PANEL TL DEFL = 0.004" @ 1'- 6.2" Allowed = 0.267" MAX HORIZ. LL DEFL = -0.000" @ 2'- 6.9" MAX HORIZ. TL DEFL = -0.000" @ 2'- 6.9" 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 loadsko o rn the plane of the truss only. 0NfO Po o f 0/1111111111/ 1110.---" I4► -, M-3x9 1 y y y yD PROF 1-00 2-00 0-U7-1U ,�r�� GN� 0/(PROVIDE FULL BEARING;Jts:2,9,3 I \Gj19# Ov� rQ 89782PE JOB NAME : PLAN 2523 3 CAR ELEV A - ASJ2 _-__,0'''- 'Aso. Scale: 0.9581 - _ WARNINGS: GENERAL NOTES, urltea otharwae noted. (/ 40 1.Bolder and erection contractor should be advised of all General Notes 1.This design is based only upon the pennons Mown and is for an individual -74///OREGON o" Truss: ASJ2 and Wamings afre mnrrudioe commences. slang component.ApplwbAty or design parameters and propern Z aro compression web bracing must a installed where Mown.. Nr atnomorenon of component la ms re.poMldlly of the biding Weidner. 1,9 q RY ,5 s Q. 3.Additional temporary bracing to insure stability during noratrucan 2.DoAgn assumes the top and bottom mora,m be latenlfy btaMtl et V s the responsibility of Me erector.Additional permanenI bracing of 2'o.c.and at 18 0.0.respectively union braced throughout their length by J v DATE: 7/21/2015 ma overall armmr•:the reevorwibiwy a me bola designer. continuous sheathing well as plywood sheathing(TG)angor arywetksc). PA U L n` ro 3 Zrimpact bridging or lateral braising required ware.sown.. SEQ.: El314 9 3 5 4.No load should be applied to any component until atter Cr bracing end 4.Installatlon of truss is the responsibility Mme respective mnactor. faalenen are complete and at no time Mould any loads greater than 5.Design swum.trusses are to be used In a non-corrosive m orrosive enmnment design loads be applied to any component. and are foss dry condition'of use. TRANS ID: LINK a.Design a.locos.full a.ang.tall supports shown.Shim orwedge u EXPIRES: 12/31/2016 a 5.CompuTrus hes no control over and assumes no nspontldllty for the fabrication, non Mary. g,Mi pmeaalwnwllanonornorrwnonte. T.Design assumes adequate drainage l.provided. 6.This design is furnished acHea to the limitations sat forth by 8.Plate.Nall be formed on both races of bee.,and placed so their center July 21,2015 TPIN✓TCA in SCSI.copies of which will be furnished upon request. Ines confide with joint center lines. 9 Digits ndimle size of plate n inches. MITek USA,InciCompoTrus Software 7.6.7-SP2(1L)-E 10.For ask connector plate design values see ESR-1311.ESR-1988(M/Tek) t e A a e 1 This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #166TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-67) 41 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: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -73/ 404V -10/ 68H 5.50" 0.65 KDDF ( 625) 2'- 11.0" -66/ 83V 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 0.0" 0/ 45V 0/ OH 5.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIALI REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX BC PANEL LL DEFL = 0.011" @ 2'- 3.6" Allowed = 0.204" 2-11-12 MAX BC PANEL TL DEFL = -0.011" @ 2'- 5.5" Allowed = 0.272" f ' MAX BC PANEL TL DEFL = -0.001" @ 3'- 3.0" Allowed = 0.272" 12 MAX HORIZ. LL DEFL = -0.000" @ 2'- 11.0" MAX HORIZ. TL DEFL = -0.000" @ 2'- 11.0" 6.00 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), 3 load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 0 0 ti o I- c o 2 111110- 1.I 00230' 1 M-3x4 l y J' 1-06 5-00 (PROVIDE FULL BEARING;Jts:2,3,4 I ��� � PR OFFS � ' 0c,Gi nil x? 0/0 8.782PE -9r- JOB NAME : PLAN 2523 3 CAR ELEV A - AJl / / Scale: 0.6791 . � -.� e. WARNINGS: GENERAL NOTES, unless°MerwSe noted: t% 4.3 1.Builder and erection contractor should be advised of all General Notes 1.This a.sge is based only upon the parameters sown and a for an idlvduel y,4,OREGON a� Truss: AJ1 and Warning*bear.construction commences. building component.Applicability of design parameters and proper ` 2.era compression web bracing mw be nwaad where shown.. incorporation of component la the raspornsidety crena building designer. 1:9 �/q J . P 3.Additional temporary bracing to insure stability during construction 2.Design resumes IM top am bottom Garda to a teteralN bread n R Y G. b the responsibility o1 the.rotten.Additional pasnaMm bracing of motet and N 10 o.c.respectivelypurine..brlywood aced throughout dryeir length by J v DATE: 7/21/2015 the overall mudare a the reyoaibiwy of the building designer. m.pa a.sheathing such l bs ac l5 requited Whe e s ownand/ ayww(Bc). PA U L �\ 7.2a Impel bridging or lateral tending spur Wd when shown•• SEQ.: 1<1314937 4.No lad should be applied to any component until after all bracing and 4.Installation ai lla w�ff n is the.pro si altyya t n respecrove v.wdo rr.n.m, fasteners are compete and at no time should any loads greeter man Design TRANS ID• LINK desgnloads beapplied to any componeot. and are for dyanduon of use. B.D si assumes ltd bearing at all supports shown.Shim or wedge If 5.Compurrus has no control over and assumes no responsidlny for the ryppEXPIRES: 12/31/2016 fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage Is N . July 21,2015 S.This design is furnished subject to me ibet limitations set by B.Plates shall W on hseb ea all located both laces of buss,and placed so their center IPNMCA Sr BCS(,copes of which will be furnished upon ragas. lines confide with joint center lies. 9.Digits indicate size of piste Sr inches. MITek USA,InciCompuTrus Software 7.6.7-SP2(1L)-E 10 For basic anregor plate design values sea ESR-1311,ESR-1966(MiTe%) ' t r • • • r ♦ This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #16,BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #15BTR SPACED 24.0" O.C. 2-3=(-89) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC 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 DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0.- 0.0" -72/ 446V -17/ 96H 5.50" 0.71 KDDF ( 625) 4'- 9.2" 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 0.0" -55/ 131V 0/ OH 1.50" 0.21 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 psf) uplift at 24 "oc spaci g. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" 6.00 MAX TC PANEL LL DEFL = 0.042" @ 3'- 0.4" Allowed = 0.328" MAX TC PANEL TL DEFL = -0.039" @ 2'- 10.4" Allowed - 0.492" 3 -I MAX HORIZ. LL DEFL = -0.000" @ 4'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 4'- 11.2" Design conforms to main windforce-resisting il 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 o in the plane of the truss only. 0 0 c 0 o 2 110.--" Ill 4��� 1 M-3x4 l y 1-06 5-00 • (PROVIDE FULL BEARING;Jts:2,4,3 � O PROFFS V" N EF9 So 89782PE vv JOB NAME : PLAN 2523 3 CAR ELEV A - AJ2 `(� Scale: 0.7166 WARNINGS: GENERAL NOTES, umessotherwAe noted: v 1.Bufder and.1.0.5 con050001 should be Soloed 01.11 Gefle,el Notes 1.This design Ea based only upon the parameters shown andkbranrMlvidual y OREGON Truss: AJ2 and Wamiws before construction commends. building component.App o.biNy of design parameters and proper /Li r �' " 2.2c4 comprea.lon web bracing must be installed where shown.. incorporation of component h the responsibility of me building designer. q R Y y 3.Additional bmporery bracing to insure 500.1 during construction 2.Design assumes the stop and bottom dares b be laterally braced et G_ b the rasdrestbYly or IM ardor.AddNiaul permanent tracing of 2'c.o.are al 10 o.c.reaper. ly unless braced throughout their length by J v DATE: 7/21/2015 tree overall sturdure*the responsibility 1 the building continuous snestmor such as plywood sheathing(TC)ereander aywalkBC). `J/A U 1 r‘ \ repo NY o ng destpnar. 3.2w Impact bridging or lateral bracing required where shown.. /•1 L SEQ. : Ki 314 9 3 8 4.No load should be applied to any component until after aN bracing and 4.Imbibition of buss is the responNINIty of to respective contractor. fasteners are complete end at no time should any beds greater than 5.Design anuses trusses are to be used In a non-corrosive environment, TRANS ID: LINK desgnloads beapplied to any componem. and are r«aydamororon. 8. S.Com WTrus Ms no control over and assumes no responsibility for theEXPIRES: assumes full bearing at aN support.shown.Shim or wedge If ry. EXPIRES: 12/31/2016 labrketm.mnaing,shipment and installation of components. 7.Design assumes adequate drainage b provided. July 21,2015 8.This design Is furnished subject subject to the limitations set forth by 8.Plates shellce be located on both fes or truss,and placed so their center TP WYrCA In SCSI,copies of which we:be furntsted upon request. lines coincide Wth joint center lines. 9.Dips Indicate ace of plate in inches. MiTek USA.IncJCompuTrtta Software 7.6.7-SP2(1 L)-E 10.For bask conned°,plate design values see ESR-1311,ESR-1988(MRae) E a . I • 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-315) 264 3-4=(-115) 50 TC LATERAL SUPPORT 0= 12"0C. UON. LOADING 4-5=( -43) 0 BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 7.6" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 375V -96/ 288H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -229/ 378V 0/ OH 1.50" 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0" -105/ 172V 0/ OH 1.50" 0.22 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Desian checked for net(-5 nsf) uplift at 24 "oc spaailg. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLt. 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 = -0.000" @ 10'- 7.6" Allowed = 0.064" MAX TL CREEP DEFL = -0.001" @ 10'- 7.6" Allowed = 0.085" MAX TC PANEL LL DEFL = 0.052" @ 3 - 4.9" Allowed = 0.459" MAX TC PANEL TL DEFL = -0.059" @ 2'- 11.9" Allowed = 0.689" MAX HORIZ. LL DEFL = -0.004" @ 9'- 11.2" 12MAX HORIZ. TL DEFL = -0.004" @ 9'- 11.2" 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h23.2ft, TCDL4.2,BCDL6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads n the plane of the truss only. o m, 010.11111111 6e' .. -1',,,/ 3x4 ). ,L y y PR 1-00 6-00 4-07-10 CO�PED Opt. 'PROVIDE FULL BEAAING;Jts:2,6,3,9 I `,f\ �NGINEF,9 �012 :9782PE 4:' 9r JOB NAME : PLAN 2523 3 CAR ELEV A - BJ8 / -,!____�� Scale: 0.3978 . WARMINOS: GENERAL NOTES, uiaesothetwles noted. 1.Builder and erection contractor should be advised of all General Notes I.Ttl4 design is based only upon the pererrMan shown and is for en individual 7 OREGON Truss: BJ8 and Warnings More construction coneances. eufagcompoant.Applicability of design parameters and paper �, n0 Q' 2.b1 compression wee bracing must he installed wtnn shown.. klcoryoretion of component a the responsibility of the Wake dseipror V A 3.Additional temporary bracing to imam stability duke corutrtrction 2.Design and at fl the Epp and bottom.e ion to he laterally braced H R Y 1 4-` a the responsibility of iM erector.Additional permanent Pacing of 2 pets ter.at an pets nsgctl pi unless bnaA mrouphouln ay el4B by J V DATE: 7/21/2015 ti»overall strewn a me responsibility r res Quad `9 Y0Y6 shestranplater as plywood.n.aning(rol•mor e�ywalgBc>. pA U L ``\ o ng designer. 3.2n Impact bridging or lateral bracing required when shown•• SEQ.: Ki314 9 3 9 1.No bad should be applied to any component until after all bracing and 4.matelatbn of buss is the responsibility of the respective contractor. fasteners ars complete and at no time Noun any bads greeter than 5.Daslgn assumes trusses ere to be used In a non-cotton.environment. designbade be applied to anyM. and are for'dry condition-of use. TRANS ID: LINK pileampon. 8.Design assumes full bearing atall supports shown.Slam orwedge It EXPIRES: 12/31/2016 5.CompuTnn has no control over and assumes no responsibility br the necessary. fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. July 21,201 5 6.Th.design is furnished subject to the imitations est forth by B.Pates shell be boated on both fats of runs and plead so thek anter TPI WTCA H SCSI,copies of which will be furniehed upon request. Ines coincide with pint center lines. 9 Digits Indicate ewe of plate in Inches. MTek USA,Inc./ComlpuTrus Software 7.6.7-SP2(1 L)-E I O.For basic connector plate design oekues see ESR-1311,E5R-1988(MTek) IC a a a w e a This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 9'- 3.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1LBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x9 KDDF #10BTR SPACED 29.0" O.C. 2-3=(-265) 238 3-9=( -92) 40 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -86/ 295H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -215/ 35BV 0/ OH 1.50" 0.96 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 3.6" -91/ 66V 0/ OH 1.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacik. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" -sr MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.055" @ 3'- 9.9" Allowed = 0.959" MAX TC PANEL TL DEFL = -0.063" @ 2'- 11.9" Allowed = 0.689" MAX HORIZ. LL DEFL = -0.003" @ 9'- 2.9" MAX HORIZ. TL DEFL = -0.003" @ 9'- 2.9" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL6.0, 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 r 0 a o M-3x9 l y l y 1-00 6-00 3-(PROVIDE FULL BEARING;Jts:2,5,303-10 2,5,304-101 s, " r GINE,Fs-, 8.782PE JOB NAME : PLAN 2523 3 CAR ELEV A - BJ7 Scale: 0.9256 . WARNINGS: GENERAL NOTES, unless otherwAe noted: V ^< 1.Builder and eredbn contractor should be advised of all General Notes 1.Mie design s m based only upon e parameters shown and is for an Individual -7OREGON Truss: B J7 and Warnings bre ccommences.S«n commences. building component.Applicability of design parameters and proper I, - (10 T.. 2.Wit compreron web bracing must be installed where shown•. incorporation or component s the rsaporneidlly of IM building designer. 1:94:-' //1 w ` V 3.Additional temporal bracing o insure stability dump construction 2.Design aroma Me top aro botlom charas o a littered),bread M 'l H :J _%<<"'s • s IM responsibility of the erector.Additional pemenent bradrg of 77 on.aro at 1B a.c.respectively unless braced throughout their length by DATE: 7/21/2015 the overall structure s the respomibildy of the budding continuo.M1gstNor acted as plywood aired where s)hown eryweil(BC). PA /I �\ designer. 3.2a Impact bridging or tetxal Pacing required wrore shown., �1 SEQ.: K13 14 9 4 0 4 No load should be applied to any component until after all bracing and 4 Installation of buss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes buss.are to be used In a nonmonosive environment, design bads be applied to any component. and are for'dry condition'of use.TRANS ID: LINK 5.Compurrushas nocontrol over and assumes noraponeiblhtyfor the 6.Dassary. afullwangalaNwppodsshown.Shmorwedglf EXPIRES: 12/31/2016 nece fabrication.handling,shipment and inWllaton of components. 7.Design aaauma adequate drainege is provldsd. July 21,2015 6.This design b fnito shed subjectthe Imitations rt form I.by Plates shell be boated on both faces of blx truss.and placed so thee oen TPINITCA n SCSI.copies of which will be furnished upon request. Gies coincide with joint center lona. 9.Digits indicate size of plate n bgMa. Wee USA,Inc/CenpuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design vanes as ESR-1311.ESR-1968(Wok) 1 a a e a a This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-215) 192 3-9=( -85) 34 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 DL ON BOTTOM CHORD = 10.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -74/ 212H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -198/ 399V 0/ OH 1.50" 0.99 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.6" -13/ 2V 0/ OH 1.50" 0.00 KDDF ( 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. - _ 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I I 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 TC PANEL LL DEFL = 0.079" @ 2'- 11.8" Allowed = 0.459" ,,7 MAX TC PANEL TL DEFL = -0.064" @ 2'- 11.9" Allowed = 0.689" • MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 12 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, 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 • o in the plane of the truss only. P olo ,l O ii'' IIS MO 5�� O M-3x9 k l-00 y 6-00 y 1-11-10 y ���0 PROF. 'PROVIDE FULL BEARING;Jts:2,5,3,4 I C� ('jl N E ,s. �N F,9 p29 :9782PE r JOB NAME : PLAN 2523 3 CAR ELEV A - BJ6 - Scale: 0.9976 WARNINGS: GENERAL NOTES, unless olhenard a note /,/ / - erection .' 1.Builder end erection contractor mold advisedTh be advised or all General Notes 1. r desiisn gn bed only upon the parameters shown and is for an individual `i' OREGON �� Truss: BJ6 and Warnings before wnerucbon convnances. building component.Applicability of design parameters and proper �//. n0 Nr 2.2t4 compression web bracing must be installed where shown•. incorporation of component M the resporttldey of lee balding designer. C/ V 3.Additional Nmporery tee'g to irons Nobility during construction2.Design assumes the by and bottom saris to be laterally brand H "9 4 RY 15 ..„< .- r the roaporaIN of the erects.Additional pamenant bracing of T o.n endat IS 0.0.respectively unless braced throughout their length by /fes DATE: 7/21/2015 the overall structure r the raeponeibiity or the building designer. continuous sheathing such l b bracing rplywooe en.en here anafo•dryweKec). -R �J4 U L r` 3.z.impact bridging or teterel bncng r.qulied where mown•, �1 SEQ.: K 1314 9 41 4.No bed should be applied to any component until after all bracing and 4 IneelNBon of trues N the resporolbNliy of the respective 0ontratdor. fasteners are complete and et no time should any bads greater than 5.Design mums trusses are to be teed In a noncorrosive environment, TRANS ID: LINK design beds be applied b any component. and are for'dry condition"of use. B.Design assumes ENbearing eall supports shown.Shim orwedge u EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the ceµ,y fbrkatbs,handling,shipment and mlanaticn of components. 7.DeAgn names adequate drainage N provided. July 21,2015 6.This design is mished subject to the ifo limitations set Hh by 8.Pietas shell be located on bah faces of truss,and placed so that center TPI WTCA in BIS/copra of which will be furnished upon request. Noes coincide with joint center lines. I 9.Diggs indicate age of plate in inches. MiTek USA,IncJCompuTrus Software 7.6.7-SP2(1L)-E 10.For bask connector plate design vases sae ESR-1311,ESR-1988(MRN) v. A e • 1 . . This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 • TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-354) 330 3-4=(-167) 121 TC LATERAL SUPPORT <= 12"00. UON. LOADING 9-5=( -51) 25 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 • OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -112/ 316H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -229/ 366V 0/ OH 1.50" 0.47 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -123/ 189V 0/ OH 1.50" 0.24 KDDF ( 625) 11'- 11.6" -27/ 47V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 5 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 it MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.054" @ 3'- 4.9" Allowed = 0.459" MAX TC PANEL TL DEFL = -0.062" @ 2'- 11.9" Allowed - 0.689" 4 MAX HORIZ. LL DEFL = -0.005" @ 11'- 10.9" ri MAX HORIZ. TL DEFT, = -0.005" @ 11'- 10.9" 12 Design conforms to main windforce-resisting 9.00 F7 system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 o Truss designed for wind loads 1 in the plane of the truss only. i 0 m 0 0:4 1 1w=w 6 e_ o M-3x9 l l 1 l „NCD- GNEF,(i> 1-00 6-00 5-11-10 'PROVIDE FULL BEARING;Jts:2,6,3,4,5 I /:-.)- /� 8.782PE r JOB NAME : PLAN 2523 3 CAR ELEV A - BJ9 /i Scale: 0.3929 , ''^^ WARNINGS: GENERAL NOTES, unless otherwise noted V _J I.Builder and erection contractor could be advised of an General Notes I.This deign S based only upon the parameters shown and is for an individual y OREGON e, Truss: BJ9 and Warnings babaremntnaxonconan.no.s. buwingcomponent.ApplxyblwyofdeMpparann.t.rsand proper �/� 9./'(' ' I 2.aro compfeeslon web bracing must be mora whore shown 2.ncorpor.ban of component Is the responsibility orthe.rildrp designer. 3.Addibwul bmponry dating b ins..stability during constructlon Design assumes the top p abottom am be laterally M R lly brad sots and at 10 0.0.respectively untie..braced throughout their length by '9 RY 15 � is the responsibility a the erector.Additional permanent bracing of o ba �ntinuoua, athingsuchesplyw od.heamkhg(.E)andddryw.g(BC). � �'A UL P\N1 / DATE: 7/21/2015 the overall mucore is the responsibility or the building designer. 3.a Impact brldgng or lateral bracing required where.town.. SEQ.: K 1314 9 4 2 a.No load*cog be applied to any component until after all bracing and a lnA.Ile nn Odes es is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment. TRANS ID: LINK design loads be applied toany component. and are for drycondition.cruse. 5.coml*rrrss has no control over and assumes no re.ponsiNldy Sr the En assumes full bearing at an supports Mown.Shim or wedge u rye EXPIRES: 12/31/2016 fabrication.hending,shipment and nmhebon of components. 7.D.M.n assumes adequate drainage i.provided. July 21,2015 8.This design Is furnished subject to the li ibSona set forth by 8.MetesW ll be truss, se s located on both des or ss,and placed their center TFNN1CA in SCSI,copies of which will be furnished upon r.gueM. in.e coincide with joint center Inn. 9.Digits indicate size of piste n inches. MiTek USA,Inc/CompuTrus Software 7.6.7-SP2(1L}E to.For bask conned.plate design values ss.ESR-1311,ESR-1988(MDek) e_ a a e a e a a This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 PC: 2x4 KDDF )#15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF 41bBTR SPACED 24.0" O.C. 2-3=(-105) 47 i 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: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -93/ 431V -22/ 120H 5.50" 0.69 KDDF ( 625) 1'- 9.2" -46/ 152V 0/ OH 5.50" 0.24 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.8" -67/ 144V 0/ OH 1.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" 12 MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" 6.00 1;7' 3 -/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.0" MAX HORIZ. TL DEFT, = -0.001" @ 5'- 11.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. co 0 41 o f c o , 0 2 9 1 M-3x9 1 1 1 1 1-06 2-00 3-11-12 (PROVIDE FULL BEARING:Jts:2,4,3 .<<51/4°p PR OFFS`c�` NGINEF / � 9o2-9 ' 89782PE 1-- JOB NAME : PLAN 2523 3 CAR ELEV A - BSJ2 ,___, - '.....- Scale: 0.6580 8411 ''^^ WARNINGS: GENERAL NOTES, undoes wn oes°Me e noted: V _J 1.Builder and erection contractor should be advised of all General Notes I l 65 design w based only upon the parameters shown and is loran individual "7 OREGON Truss: BSJ2 and Warnings before contraction oonanenoes. bsllding component.Applicability of design parameters and proper 'ir/, (l0 �' 2.204 compression web brecklg must be installed where shown v. ncorypatla of comporoM h the refponrbiWy of the balding Bergner. 1/9 C/ V 3.Additional temporary bracing to insure stability during oorobuchon 2.Design assumes the tap and bottom chords m he teterelry Dread n q R Y 15 !` r the responsibility of the erecter.Additional pamuroM braap of S e•c.and al 10 o c.respectively unless braced throughout their length by J i,•. DATE: 7/21/2015 the overall structure Is the raaporrenigy oldie bulla aped abging orng l such l bs plywoodsheathing(TC)required where s ownor aywalgBC). �'A U� �\ ng tlerpner. 3.2a Impad bridging or lateral boning requkeB where ahewn*. SEQ.: Ki 314 9 4 3 4.No wad should be applied to any component urn after est bracing and 6,for Iwtion of truss s the .po si used a�respective espe0 oveiv.ed°,neM, testeners are complete and at no time should any beds greater than Design assumes TRANS ID: LINK design wads be applied to any componeM. 5 ��relor"dry Nndb „ofutell supports f 5 CompuTrus has no control over and assumes no responsibility for the assumes re. .apps g• EXPIRES: 12/31/2016 mammy. fabrication.handling.shipment and bstalNtion of components. '.Design asso el cad on both doing.a o providsou,s. J u I 21,2015 6.This design is'tanned albpd w the limitations set forth by 5.plates shall he bated on bmh has of truss,end plead ss(Mir anter TPIIW1CA in BCSI.copies of whin will be furnished upon request. Ones coincide Nth pini anter Ines. 9.Cans Neale size of plate n Inches. MiTek USA,Inc/CompuTNS Software 7.6.7-Sp2(1 L}E to For befit connector plate design values see ESR-1311,ESR-1986(MiTek) • r r r r This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 2'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-69) 23 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: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -117/ 932V -11/ 74H 5.50" 0.69 KDDF ( 625) 1'- 9.2" -70/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 11.8" -32/ 69V 0/ OH 1.50" 0.11 KDDF ( 625) 12 6.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.9" Allowed = 0.177" MAX TC PANEL TL DEFL = 0.002" @ 1'- 0.9" Allowed = 0.266" MAX HORIZ. LL DEFL = -0.000" @ 2'- 11.0" 3 MAX HORIZ. TL DEFL = -0.000" @ 2'- 11.0" Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.9ft, 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. 2 4► a M-3x9 y y y y 1-06 2-00 0-11-12 p PR OFF 'PROVIDE FULL BEARING:Jts:2,4,3 I c� �C4G ;'Eks 9 `S/o2v 89782PE JOB NAME : PLAN 2523 3 CAR ELEV A - BSJ1 _► i Scale: 0.9666IMO WARNINGS: GENERAL NOTES, unless otenwes noted: t holder and erection contractor should be advised of all General Notes I.The design is based only upon be parameters shown and 4 for an Individual "7 OREGON 2 Q� Truss: BSJ1 and Wemkgs Moro construction commences. Miltllg componerl.Ap a nn ey of d.Ygn patnetan end pmpar 2.2s4 compression web leering must M installed where flown.. incorporation of component is tie responsibility of to building designer. �� /k 3.Additional temporary b'aehg to Insure W dRy during construction 2.deign assumes the fop and bottom cflonds to M laterally bread al 'l Ry :J �j. is the responsibility of the erector.Aooib'onel permanent bating of 7 o.c.and at 10 o.c.such plywoodly unite*bead throughout their length by ‘<<,(2..V DATE: 7/21/2015 ms overall season is the responsibility I me Eula continuous sheathing such es o.d ut(TC)oweandi.drywall(SC). P^' f L �\ Yty o ng despner. 3.2i Impact bridging or lateral fossil required where shown•. n l./ SEQ.: K13 1 4 9 4 4 4.No wad should be appled to any component until alter all bracing and 4.Installation of muss is the roaponeblly of the respective contractor. agmen are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Inc non-errosive environment. TRANS ID: LINK design wads M applied to any component. and are for cond6en of use. 5.CompuTrw has no control over and assumes no taapondbllty for the S.Design assumes lull bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and bstelletioo of components. 7.Design assumes saquete drainage le provided. July 21,2015 S.This design te furnished subject the limitations set form shall be ba by S.Pleas shall on bah aces of truss,and paced duo their anter TPI WTCA In SCSI.copies of which will be furnished upon request. Fres coincide with joint ante,hese. 9.Digits indicate site of pets in inches. MITek USA,InciConpuTrua Software 7.6.7-SP2(1L)-E 10.for bask connector plate design vales ass ESR-1311,ESR-1068(M:T.k) • a • a • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1613TR SPACED 24.0" O.C. 2-3=(-61) 69 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" -97/ 299V -13/ 57H 5.50" 0.48 KDDF ( 625) 1'- 2.9" -75/ 115V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIALICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin:g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. • VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 9.4" Allowed = 0.066" 1-03-10 MAX TC PANEL TL DEFL = -0.001" @ 0'- 9.8" Allowed = 0.099" T f MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.019" @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 2.9" 9.00 17 MAX HORIZ. TL DEFL = 0.000" @ 1'- 2.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, 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. o / 1/110-11-11111M1111111MilliiMilliiill---:..' ..".1111 (110- 11. . 1 1 l 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 co,f ( GINE '4\ v C- 8.782PE JOB NAME : PLAN 2523 3 CAR ELEV A - BJ1 � � Scale: 0.7269 . �� '^ WARNINGS: GENERAL NOTES, unless otherwise noted: V 1.Builder and erechon contractor should be awised of all General Notes 1.This design is bawl only upon Sr.wramMm Mown.ed is for an individual "V OREGON . Truss: B J 1 and Warnings before corstmclion commences. building component.Applicability of design permed.and proper 2.Di1 comproasion web bracing must M installed wham shown•. incorporationof componam N the responsibility dee building designer. Q 3.Additionaltemporarybredng b nava sat during construction2.Design assumes the top and bottom chords b be laterally braced M '9 q R Y 15 !G is the responob9py of the erector.AedNasl permanent bracing of o nate and al 10 o.c.respect/yak/unless.braced lhrougnd!their length by Air DATE: 7/21/2015 me overall stridor.A the re r.Ad f dr.building d continuous sheathing such as plywood sheathing(TC)and/or bywall(BC). PA /�U 1 a\ apo ky o designer. 3.2s Impact bridging or lateral bracing required where shown v v ^ L SE Ki 314 9 4 6 a.No load should be applied to any component unit°flet at bracing and 4.IniAlenon of buss is the raaponsibkky of Sr.respective contractor. 4• 5. assumes trusses are to be wed in a nontorreWe environmentt fasteners are complete and no mould any Wads Design TRANS I D: LINK design nada be applied to any component and are foa�corawon•of use 5.ComWTnuhes n oo olover and awmesnoresponsibility for l6a a. NX'tees"ng°'•g.upro""°w".5"an°rwe'°eB EXPIRES: 12/31/2016 necessfabrication,honong.shipment and nMallnon of components.nts. 7.Design swumes adequate drainage is provided. July 21,2015 8.This design is furnished subbed to the limitations set forth by 8.plates shall be loated on both faces of truss,and paced so their center TPIM/TCA In BCS',copies of which will be furnished upon request lines coincide with joint center Ines. S Digits indeed sae of pate in Inches. MiTek USA,Ino./CompuTtus Software 7.6.7-SP2(IL)-E 1a For base connector plate design values see ESR.1311.ESR-1a88(MiTek) • • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-12=( -825) 2418 12- 3=( 0) 233 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2835) 1037 12-13=( -826) 2415 3-13=(-375) 105 WEBS: 2x4 KDDF STAND 3- 4=(-2404) 1042 13-14=(-1062) 2512 13- 4=(-220) 674 LOADING 4- 5=( 0) 0 14-15=(-1062) 2512 13- 6=(-660) 390 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2074) 965 15-16=( -862) 2415 14- 6=( 0) 314 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-2074) 965 16-10=( -860) 2418 6-15=(-660) 391 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8-15=(-220) 674 8- 9=(-2404) 1042 15- 9=(-375) 104 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2835) 1037 9-16=( 0) 233 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 76 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 18.0" 18.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -470/ 1746V -139/ 139H 5.50" 2.79 KDDF ( 625) vertical members (uon). 37'- 6.0" -470/ 1746V 0/ OH 5.50" 2.79 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/1@0 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150= MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.186" @ 12'- 0.0" Allowed = 1.829" MAX TL CREEP DEFL = -0.332" @ 18'- 9.0" Allowed = 2.439" MAX LL DEFL = 0.013" @ 39'- 0.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 39'- 0.0" Allowed = 0.200= MAX HORIZ. LL DEFL = -0.071" @ 37'- 0.5" MAX HORIZ. TL DEFL = 0.114" @ 37'- 0.5" Design conforms to main ind£orce-resisting system and components and cladding criteria. 14-04-12 8-08-08 14-04-12 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1' 1 T f load duration factor=l.6, 14-04-12 3-06-15 ..(( 7-06-05 12-00 Truss designed for wind loads 6-02-13 5-05-11 6-00 1-OIN00-08 6-00 5-05-11 6-02-13 in the plane of the truss only. 4 1 1 T I I 1' 4 1' 12-00 12-00 1' '12 M-4x6+ M-4x6+ T 1' 14 3x 12 6.00 67 r ,~ Q 6.00 M-3x5(5).+ `M-3x5(5) M-4x6 M-4x6 4 6 M-3x4 14-3x43 + + 9 o p (r., ."5161 OFss o 12 13 19 Eg 15 6 r P R F 1 M-3x6 M-1.5x3 M-3x8 0.25" M-3x8 M-1.5x3 M-3x6 l M-sx6(S) �5 GINE- /O 1 1 1 1 1 1 1 C� R 2 1 1• 6-01-01 5-05-11 7-02-09 7-02-04 5-05-11 6-01-01 1 1 �� 89 782 P E 9 1-06 37-06 1-06 / JOB NAME : PLAN 2523 3 CAR ELEV A - BH4 Scale: 0.1450 V 4) NW WARNINGS: GENERAL NOSES. uNatwolhewbamtet 15. �j�.YCCC////- OREGON Q, Nr 1.Budder and erection contractor should he advised of all General Notes 1.This deeign is based only upon the parameters show"and is for an individual - Truss: BH 4 and Warnings before construction commences building componerc.Applicability of design parameters and proper y 2.204 conpreesicn web bracing must be installed where shown+. irlcorporaeen of component is the responsibility of the buildig designer. 9 • �� 3.Additional temporary bracing to insure sbbilMy during corsvuction 2.Design assumes the top and bottom dards to be bteralN braced at p 0.\ is the roaponeldNly of the erector.Additional permanent bracing of continuo.o.and st 1 G oats NapecbveN unless brawtl throughout their length by • /q U t ` DATE: 7/21/2 015 ma overall etrudure 4lhe re Igy of the build de p her 20repctsheathing later l B deg re/de d where s oarad•drywall(BC). responsibility sig sg 3.2x Impact bridging or lateral bracing requietl when shown++ SEQ.: K 131 4 9 4 7 4.No load should be applied to any component until after at bracing and 4.Installation of truss Is the respone/llty of the respective contractor. fasteners are complete and at no time should any bads greater man 5.Design assumes trues..are to be used Ina nen-corrosive environment. EXPIRES: 12/31/2016 design bads be applied t any component. and aro for'dry condition"of use. TRANS ID: LINK6.Design assumes full bearing at al support.shown.Shim or wedge If • 5.CompuTrus has no control over and assumes no responsibility for the a„m. July 21,2015 • bbriplbn,handing,shipment and installation of components. 7. nage is provided. 6.This design is furnished subject to the limitation set forth by S.PPietasslshe__l be located onte both lfaces of truss.and placed so their center TP WJTCA Sr SCSI.copies of which will be furnished upon request. lines confide web jdnt center Sr..I . 9.Digits i dicate side of plata n Inches. MiTek USA,Inc/CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1568(MiTek) e ' . a This design prepared from computer input by JP LUMBER SPECIFICATIONS 37-03-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 76 2-12=(-1610) 4922 3-12=( -134) 276 2x6 KDDF #1&BTR T2, T3 2- 3=(-5686) 1888 12-13=(-2582) 7120 12- 4=( -326) 1482 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-5674) 1936 13-14=(-2612) 7128 12- 6=(-2430) 1094 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 14-15=(-2612) 7128 6-13=( 0) 380 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 0.0" V 4- 6=(-5098) 1770 15-11=(-1594) 4638 13- 7=( 0) 98 TC LATERAL SUPPORT <= 12"OC. JON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 9'- 0.0" TO 28'- 3.0" V 6- 7=(-7138) 2694 14- 7=( 0) 384 BC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 28'- 3.0" TO 37'- 3.0" V 7- 9=(-4910) 1726 7-15=(-2576) 1178 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 37'- 3.0" V 8- 9=( 0) 0 9-15=( -354) 1458 9-10=(-5520) 1890 15-10=( -164) 368 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 375.0)+DL( 105.0)= 480.0 LBS @ 9'- 0.0" 10-11=(-5442) 1828 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 375.0)+DL( 105.0)- 480.0 LBS @ 28'- 3.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Jr 0'- 0.0" -957/ 3212V -90/ 99H 5.50" 5.14 KDDF ( 625) ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 37'- 3.0" -894/ 3031V 0/ OH 5.50" 4.85 KDDF ( 625) Attach 2 ply with 3"5.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. nails staggered: GOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacifig. �/�/ 9. oc in 1 row(s) throughout 2x9 top chords, /X`/X` 9" o n 2 rows) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9•• oc in 2 rows) throughout 2x6 bottom chords, MAX LL DEFL = 0.003" @ -1'- 6.0" Allowed = 0.150" ** For }bane&ripper§9wlsde4•4 /99g§13swebs. MAX TL CREEP DEFL = -0.003" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.182" @ 15'- 5.3" Allowed = 1.817" MAX TL CREEP DEFL = -0.361" @ 15'- 5.3" Allowed = 2.422" MAX HORIZ. LL DEFL = 0.055" @ 36'- 9.5" MAX HORIZ. TL DEFL = 0.090" @ 36'- 9.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 0-05-03 0-05-03 Truss designed for wind loads 1'1 'f-'f in the plane of the truss only. 8-11-11 19-06-10 8-08-11 4 4 'f 1' 4-06-05 4-00-03 6-02-02 7-00-09 6-03-14 4-00-03 4-03-05 T f 'N 'f T TT- - 1' 1' 8-11-02 8-08-02 4 '1 12 44806 M-7x8ts) +180# 12 6.00 p M-4x6 M-4x6 5 0.25" M-3x8 8 Q 6.00 4 6- y 7 9 i T2 - Tai_ se. ; M-1.5x3 M-1.5x3 3 + + 0 O N O P re � $ ilia ^' kD 12 13 19 15 **11 0 I M-3x6 M-3x8 M-3x4 M-1.5x3 M-3x8 M-3x6 1 0 0 M-5x6(S) l 8-04-12 b 7-00-09 y 6-09-01 l 6-10-13 l 8-01-12 y �� P R ores k y 17-06 y 19-09 y� �� �NGINEF9 5> 1-06 37-03 cr. 89782PE 91' JOB NAME : PLAN 2523 3 CAR ELEV A - BH1 ,,__,0!" -mow- Scale: 0.1800 i _ WARNINGS: GENERAL NOTES, unless otherwise noted 40 I.Builder and erection contractor should be advised or an General Note. I.This deign u based ony upon the promoters shown and is for an individual `"7 OREGON '' Truss: BH 1 and Wamiqs baron wnaruaion oommenoee building component.Applicability of d..ign parameters and proper V/� 29 'Cr 2.DM wmprewion web braving must be instaNd Muer.shown incorporation of component to the r..ponYdWy of5A building designer. Q. 3.Additional temporary bracing to insure stability during construction 2.Design wanes tibe top and bottom awns m be totoraly braced n 7 '1 RY �J �, u Ne ro.ponslaMry of B..ratter.Atltl6wul permanent bracing of 7o^.e.end at ICI rec.respectively..ey tares..braced throughout their length by DATE: 7/21/2015 the overall structure is the responsibility or the bola designer. Impact sheathingnlatera l b ac plyng reood aired here sow) n•r ayw.lkeG,. �°A U L R\ ro 3.zs Imp.a brbPnB or lateral acing required caner.shown.. SEQ.: K 1314 9 4 8 4.No bad should be applied to any component ams after all bracing and 4.Installation of truss is the responsibility oath respectne contractor. fasteners are complete and al no time should any bads greater man 5.Design assumes trusses are to be used Ina non-corrosive envimnmem, TRANS ID• LINK design bads be applied to any component. dna are for"dry oondhon'of a.. 6.Design 5.CompuTrus h..no control over and assumes no r..ponstatity mss theassumes lull baa ng et all supports Mown.Shim or wedge it EXPIRES: 12/31/2016 abrication.handling..nipmea end installation llation of components. 7.Designume.adequate drainage I.prodded. July 21,2015 6.This design I.rurraNl ed subject to the mdations set form by 8.Plates shall be op ted on both how or true..and placed so thee cantor TPuWTCA ei SCSI.copies of which will be rumiehed upon request. Area coincide with W m canter Ib... 9.Dyes indicate size or plate in inches. MiTek USA,Inc/CompuTrus Software 7.6.7-SP2(1 L)-E I a For basic connector plata design val=es see ESR-1311.ESR-1968(MITNO r r a a This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-61) 54 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" -41/ 310V -25/ 87H 5.50" 0.50 KDDF ( 625) 2'- 6.9" -121/ 111V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 51V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacihg. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.005" @ 1'- 6.2" Allowed = 0.178" MAX TC PANEL TL DEFL = -0.009" @ 1'- 6.2" Allowed = 0.267" MAX BC PANEL LL DEFL = 0.008" @ 2'- 8.6" Allowed = 0.254" 2-07-10 MAX BC PANEL TL DEFL = -0.025" @ 3'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.000" @ 2'- 6.9" MAX HORIZ. TL DEFL = 0.000" @ 2'- 6.9" 12 9.00 17 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, 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 0 i the plane of the truss only. 0 v i o I Cu O v o 1 M-3x4 • • l l 1 1-00 'PROVIDE FULL BEARING:Jts:2,3,4 16-00 •i ck-D PROF ,5\� ANG I N EFR -29 �" :9782PE r JOB NAME : PLAN 2523 3 CAR ELEV A - BJ2 , Scale: 0.6394 '^ - WARNINGS: GENERAL NOTES, unfisot tit/senders nowt: /•/ V / �4J 1.Buhler and erection contractor should be advised or all General Notes I.This design is based only upon the pommean.000w and is for an indvkual OREGON Truss: B J2 and Warnings before construction commences. Boland component.A0080044 of design parameters and proper �40 n0 ��' 2.Dat compresswn web bombs must be rwaad wham shown.. rlooryaratian of componaM h the responsibility or the building designer. �J� ^ V 3.Additions'temporary bracing b imus a.dlN during construction 2.Design assumes the by and bottom chords a be randy braced et 7 'l R y 1:J <j_ is te.respomidly or the erector.Additional permanent bracing of Tao.p.and at t0 o.0.mewmvy unless braced throughout sato length by V continuous sheathing such as plywood required where and/or orywsll(BC). PA U t �\ DATE: 7/21/2015 tle overall structure is the responsibility of the building deegner. 3.DI impact bridging or acral tramp requred when shown.• ^ L SEQ. : Ki314 9 4 9 a.No wad should be applied to any component until after a bracing and 4.Design of buss .�a w ility f the Iron m.N mtor m.m. fasteners ere complete and at no time should any wads greeter has O" • TRANS ID: LINK design wads a applied to any component. and are for"dry condition'or use. 8.Design lgnfullbearingataNMshown. EXPIRES: 12/31/2016 5.ComWTnis hasassumes no control over and assumes no respormiNlly for the naaasery fabrication.handling.shipment and inotalistion of components. T Design assumes adequate drainage Is provided. July 21,2015 8.This design is furnished subpct to the limitations set form by 8.Plates s shag be'Opted on both aces of truss.and their a placed so their TP&WTCA in SCSI.copies of which will be furnished upon request. lines coincide with joint anter linea. MiTek USA,InciCo Trus Software 7.6.7-SP2 1L E B ForDigas con ezearpr design in as mWt ( � 10.For basin connector pats design vanes sea E5R-1311.ESR-11188(MiTek) • r e e This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 KDDF #15BTR SPACED 24.0•' O.C. 2-3=(-152) 105 3-4=( -43) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 7.6" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -34/ 399V -59/ 189H 5.50" 0.64 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) 6'- 0.0" -141/ 229V 0/ OH 1.50" 0.29 KDDF ( 625) • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci>hg. • BOTTOM CHORD CHECKED FOR 10PSF 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" 4 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.000" @ 6'- 7.6" Allowed = 0.064" MAX TL CREEP DEFL = -0.001" @ 6'- 7.6" Allowed = 0.085" MAX TC PANEL LL DEFL = 0.116•' @ 3'- 4.8" Allowed = 0.459" MAX TC PANEL TL DEFL = -0.120" @ 3'- 5.0" Allowed = 0.689" 12 9.00 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, 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 o in the plane of the truss only. v0 0 o5-1111 ME:Eal 5.1.7. 110 1/111.1111.11/1/1 4 1 1 ' 1 • 1-00 6-00 0-07-10 EO PROF PROVIDE FULL BEARING;Jts:2,5,3 I F ����NGINE�c��/�2 :9782PE 9v JOB NAME : PLAN 2523 3 CAR ELEV A - BJ5 Scale: 0.5309 ir WARNINGS: GENERAL NOTES, trrees otherwise noted: . 1.Surer and erection connector should be advised of all General Notes 1.11th design 6 bard only upon IM parameter sitewm and is for en individual `7 OREGON ! Truss: BJ5 and warning.Man mmtneon commune. building oonponera.Appanabdey of design perarnetera and props �/ NJ P 2 tie conprerbn web bracing must be iMaNd when shown.. YmrporNlon of component is the responsibility of the d:ldng designer. �J (�q RY 15 2 Q. 3.Additional temporary bracng b insure stability during nntruclicn �. arurnea the ldp aM Mtlan dyads m be laterally braced at 7 �j_ is the reporrlddy of the erector.Additions!permanent bracing of �o.c.and at 1G o.c.mammary a.pt oder brand throughout their length by ..&42-'V DATE: 7/21/2015 6»over!atrmb,nrthe nmnitouarheMmhg.the..plywoodanaatnngec)areaOn/m.160C). "r p�pUL �� ponsibiNy of the building designer. 3.2r Impact bridging or meal bradng required when shown•v SEQ.: K1314 9 5 0 4.No bad should M applied to any component until after all bracing and 4.Installation of truss is use neponsibny or the respective contractor intoner an complete and at no time Mould any bads greater than 5.Design assumes trues are to be rad Ina non-corrosive environment. TRANS ID: LINK design loads be applied to any component. 6 n assll and ere or dynnd non Dior. S Compurrus nes no control over and assumes no responsibility for the assumes fubearing M all support.shShim dif own. m or wedge ry. EXPIRES: 12/31/2016 fabrication,handing,ehipmem and hdalla. ron of component.. 7.Design armies adegnte drainage is provided. July 21,2015 6.Thisfereign NMs gn sited sub)ed to the m6anons rt forth by S.Plates shall be located on both fatss of truss,and placed r their center TPVWTCA in SCSI,copes of which will be hurtled upon request lines confide with Jim center Cr... 9.Digits indicate size of plate n inches. MITek USA,Inc/Cornea True Software 7.6.7-SP2(1 L)-E 10.For been connector plate Assign vanes see ESR-1311,ESR-1966(Wahl • A • • • s c ti This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 • BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-119) 91 • TC LATERAL SUPPORT <= 12"OC. VON. LOADING • BC LATERAL SUPPORT <= 12"OC. VON. 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" -32/ 384V -99/ 149H 5.50" 0.61 KDDF ( 625) 5'- 2.9" -103/ 152V 0/ OH 1.50" 0.29 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 69V 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. 'COND. 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" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.012" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.016" 5-03-10 MAX TC PANEL LL DEFL = 0.075" @ 3'- 0.3" Allowed = 0.901" 1' '1 MAX TC PANEL TL DEFL = -0.072" @ 3'- 0.4" Allowed = 0.601" 3 -, MAX HORIZ. LL DEFL = -0.001" @ 5'- 2.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 2.9" 9.007 r0 I Design conforms to main windforce-resisting system and componentsand cladding criteria. Wind: 140 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, ,o Truss designed for wind loads o in the plane of the truss only. 0 0 v 0 M-3x4 1-00 6-00 ,'PROVIDE FULL BEARING;Jts:2,3,9 \04(� EPR F 74&INE4\ y 89782PE r JOB NAME : PLAN 2523 3 CAR ELEV A - BJ4 ,.___,e-"' -.low Scale: 0.5322 i MIN WARNINGS: GENERAL NOTES, unless otherwise neat v _l t Builder and erection contractor should be advised stall General Notes 1.This resign is based only upon the parameters shown and i randividuai "7^-OREGON ^ Truss: BJ4 and wamnga constructionforeconstruction on commences. bolding component.Applicability ty of deeparemetera and proper -Y/. 2c) Q' 2.2s4 compression web bracing most be nsiabd ware shown.. ncorpaaeon of component b to responsibility of the bulldkp designer. ,../ 3.Aaailtoal temporary brsaw b inaoa.tebglly duke construction 2.Design resumes to top and bottom dards to a laterally braced at 1 -I R y 15 <c, k to rosponsitsWy of the aredor.Additional permanent bracing of T a.c.and a11Q o.c.respectively oness eraaE mna,pwa fair brpm by J DATE: 7/21/2015 me overall structure w to responsibility of the tills) conm11Dt`aging or such as.oWg,.plywood aired where s o ander arywalgec). RA U L �� ng dwgnar. 3.a impact bridging or lateral bracing required ware siawm.. SEQ.: K1 314 9 5 1 4.No load should be applied to any component one after.N bracing and 4.installation of hues is the rseporbbley of the respective contractor fattener*are complete and at no bee should any bads greeter than 5.Design assumes trusses aro to be used in a non-corrosive environment, TRANS ID: LINK design loads aapplied teany component. e.o;a�.a,mry mambos'etu.uwpportaaawn.Shimorwedgeif 5.Compurrushas nocontrol over and assumes noresponsibility for ta n. EXPIRES: 12/31/2016 fabrication,andklp,shipment and installation of components. assery. 7.Design assumes adedsn whtdrainae is hue,.. July 21,2015 8.This design b furnished subject to the limitations sal form by B.Plates shall a baba on bah hoe of IN..,and plead boo their ashler TPNNrCA in SCSI,copies of which will be forested upon request. lines coincide with joint center tines. 9.Dees indicate stre of plate n Inches. MiTek USA,Inc/CdnpuTlus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design vales see ESR-1311,ESR-1968(MiTek) IA • a e • e a e This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF 916BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF H13BTR SPACED 24.0" O.C. 2-3=(-85) 72 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" -34/ 346V -37/ 118H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -116/ 130V 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 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 psf) uplift at 24 "oc spaci g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.079" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" / 3-11-10 MAX TC PANEL LL DEFL = 0.020" @ 2'- 2.2" Allowed = 0.290" of MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 9.00 17 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 0 M o /- v ►' ►'4 / M-3x4 Jr Jr 1 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,3,4 I ��Ep PR opR. ,!�� �NGI NEFR s/ep 17 89782PE JOB NAME : PLAN 2523 3 CAR ELEV A - BJ3 -i Scale: 0.6064 - ''^^ / WARNINGS: GENERAL NOTES, unless o6nrwise • noted, /-/ V t.Builder endendpa ncontractorwddbe•dv ed of all General Notes t.ThadeMpnis based only upon the pennnte*Wwnand tloranIndvidual -yam OREGON .. Q, Truss: BJ3 and Namings bean construction commences. building component.Applicability of desipi parameters and proper 2.204 compression web bracing must ba installed where shown+ incorporation of component b Ms responsibility of the balding designer. .O� VEl G V \U 3.Additional temporary bracing to Insure stability raring construction 2.Design assumes the top and bottom dams to de laterally entad at 7 '1 R y 1 J �j. le the responsibility or the erector.Additional permanent beteg or 2 o.c.end at 1 V o.c.respective*unless braced throughout their length by v DATE: 7/21/2015 me coma structure a the responsibility of the busting designer_ 3.2a Impact bridging orcontinuous 4441444such 1 a bracing ukied where s and/or**yolk BC). pU L �� bracnp r.quaaa wn.n atwvm.. A SE K 131 4 9 5 2 4.No bad should be applied to any component until after Cl bracing and 4.Installed.Maass a the reeponsblity or the respective contractor. 4• fasteners an complete and at no time Mould any bads greater than 5.Design assumes triages are to be used Ina non-corrosive environment. for TRANS I D: LINK dean bads be applied to any component. 6 aDedsiggn are es ry hl bbeeanrlg at all supports Mown.Shim or wedge 11 5.CompuTrrus has no control over and assumes no responsibility for thecssssry. EXPIRES: 12/31/2016 fabrication.handling,shipment and iesalatbn or components. 7.Design assumes adequate dnir•ge is provided. July 21,2015 6.OM design a n Ranier** d to the limitations set forth by 6.PaM Plates al baplaced be ted on both races of buss,and So their MAN TP WJTCA in SCSI,copies of which will be furnished upon request. ears coincide with*int center leas. 9.Digits indicate sae or pate a Inches. MiTek USA,Inc/CompuTrus Software 7.6.7-SP2(1 L)-E to.For basic connector plate dean values see ESR-1311.ESR-1988(MITek) a a • e ' ' This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 37'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2794) 603 1- 9=(-463) 2316 9- 2=( 0) 226 6-13=(0) 233 BC: 2x9 KDDF pl&BTR SPACED 24.0" O.C. 2- 3=(-2353) 587 9-10=(-465) 2313 2-10=(-311) 146 WEBS: 2x4 KDDF STAND 3- 4=(-2030) 562 10-11=(-464) 2480 10- 3=(-102) 652 LOADING 4- 5=(-2055) 580 11-12=(-464) 2980 10- 9=(-699) 163 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2382) 600 12-13=(-505) 2397 11- 4=( 0) 314 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PIP 6- 7=(-2814) 626 13- 7=(-503) 2400 9-12=(-621) 165 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 76 5-12=( -91) 665 12- 6=(-377) 162 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -195/ 1564V -134/ 125H 5.50" 2.50 KDDF ( 625) OVERHANGS: 0.0" 18.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 37'- 3.0" -257/ 1742V 0/ OH 5.50" 2.79 KDDF ( 625) JT 1: Heel to plate corner = 2.50" 'COND. 2: DAs.•.te am aaJ...uAN..-..�..-.aim 1..----.-._ .a, cs-.,a.. 9. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.157" @ 18'- 6.0" Allowed = 1.817" MAX TL CREEP DEFL = -0.321" @ 18'- 6.0" Allowed = 2.922" MAX LL DEFL = 0.013" @ 38'- 9.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 38'- 9.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.066" @ 36'- 9.5" MAX HORIZ. TL DEFL = 0.111" @ 36'- 9.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 11-08-11 13-06-10 11-11-11 1 1 1 1 5-11-13 5-08-14 6-09-05 6-09-05 5-08-14 6-02-13 1 f 1 1 1 1 f 12 12 6.00 M-4x6 M-3x6 M-4x6 d 6.00 3 4 weg M-3x4M-3x9 2 +tIr . + M-3x8 0 0 1 9 10 11 1 12 13 +7 o M-1.5x3 M-3x8 0.25" M-3x8 M-1.5x3 M-3x6 I 0 M-5x6(S) t`�EO PR OFFS l l l y y y y GINE R �/ y 5-10-01 5-05-11 7-02-04 7-02-04 5-05-11 6-01-01 y y r:: N E Q� 37-03 1-06 Q� /89782PE �r JOB NAME : PLAN 2523 3 CAR ELEV A - CH2 Scale: 0.1875 r IMF WARNINGS: GENERAL NOTES. unless otherwise noted: (/ I.Builder end erection contractor should be advised of all General Notes 1.Thar design is band only upon B.;Ammeters Ygwn and is for an inaNduei -7OREGON '' Truss: CH2 and Warnings before construction nommase.. building component.Applicability of design aerometers and proper /y n �Q" 2.2se compression web bracing must be installed where shown.. incorporation of component is the responsibility of the dllrNp designer. V ! 3.Additional temporary bracing to insure stability durkp construction 2 Design neutron the top and bottom chords to be latently braced at 9i4 'q R Y 15 V is[M raporwdlly of the erector.Addlbnal permanent bracing of 7 Otte ash al 10 Otte np1.5 ply uresss braced througwul their length by J DATE: 7/21/2015 the overall structure ar the responsibility of the building designer. 3.3Im ea sheathing la lateral es eM.mtr ere shown o o drywalygc)_ `J/� �\ bridging dngr.qukedwMrs ,. UL SEQ.: Ki314 9 5 3 4.No bad should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective mnrador. fasteners are complete and at no time Mould any bads greater than S.Design assumes trusses are to be teed Ina noncorrosive environment, TRANS I D: LINK design bads be applied to any component and are for•dry condition"of use. 5.Computrus has no control over and assumes no reeponsibiley ler the 8.Design mistimes full bearing at all supports Mown.Shim or wedge if necessary. EXPIRES: 12/31/2016 labricetion,handNe,shipment and Installation of components. 7 Design assumes adequate drainage is provided. July 21,2015 6.This design is furnished subject to the imitations set bM by 8.Plates anal be located on bah laws of trues,and paced se their center TPNNTCA In SCSI.copies of which will be furnished upon request. Iles mawide with join canter Nes. 9.Digits indicate aloe of plate in inches. MiTek USA,InciConpuTrtls Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design vales see ESR-1311,ESR-1988(MITek) a a a n . . This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 37'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2744) 815 1-11=(-666) 2316 11- 2=( 0) 226 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2353) 812 11-12=(-668) 2313 2-12=(-311) 121 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 12-13=(-739) 2480 12- 3=(-133) 652 LOADING 3- 5=(-2030) 758 13-14=(-739) 2480 12- 5=(-667) 230 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PIE 5- 7=(-2055) 774 14-15=(-684) 2397 13- 5=( 0) 314 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 15- 9=(-683) 2400 5-14=(-639) 230 TOTAL LOAD = 42.0 PSF 7- 8=(-2382) 829 7-14=(-122) 665 8- 9=(-2814) 833 14- 8=(-377) 122 ' NOTE: 2x4 BRACING AT 24"OC UGH. FOR LL = 25 PIF Ground Snow (Pg) 9-10=) 0) 76 8-15-) 0) 233 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 18.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -297/ 1564V -134/ 125H 5.50" 2.50 KDDF ( 625) M-1.5x4 or equal at non-structural 37'- 3.0" -359/ 1742V 0/ OH 5.50" 2.79 KDDF ( 625) vertical members (uon)_ JT 1: Heel to plate corner = 2.50" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.157" @ 18'- 6.0" Allowed = 1.817•• MAX TL CREEP DEFL = -0.321" @ 18'- 6.0" Allowed = 2.422" MAX LL DEFL = 0.013" @ 38'- 9.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 38'- 9.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.066" @ 36'- 9.5" MAX HORIZ. TL DEFL = 0.111" @ 36'- 9.5" Design conforms to main windforce-resisting system and components and cladding criteria. 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 19-08-11 7-06-10 19-11-11 in the plane of the truss only. 1 1 1 1 5-11-13 5-05-11 3-03-03 3-09-05 3-09-05 3-03-03 5-05-11 6-02-13 11-09 12-00 1 1 4 6 1 1 12 12 6.00 C7 M-9x6 M-3x8 M-9x6 Q 6.00 3 5 7 Ns+ M-3 x 4 M-3x9 2 + + M-3x8 N l o 0 1** 11 12 13 1 19 15 '-'9 0 o M-1.5x3 M-3x8 0.25" M-3x8 M-1.5x3 M-3x6 0 M-5x6(5) `�E0 PR OFFS l l ) 1 l ) ) GINE s/ } 5-10-01 5-05-11 7-02-09 7-02-09 5-05-11 6-01-01 1 l C?� - F,9 p2 37-03 1-06 ,,,_.*44 89782PE -7 JOB NAME : PLAN 2523 3 CAR ELEV A - CH3 /7/7°;,2\''' ' /�(\\ � Scale: 0.1875 V G% WARNINGS: GENERAL NOTES, unless otherwise noted: C/ I.Sikdar and erosion contractor should be advised of all General Notes 1.This design A bard any upon tha parameters shown and A for an individual "7 OREGON Truss: CH3 and wamngs before condmaon tonananoes. building component.App0rabllty of dealan parameters and proper e0„() 2.2.4 compression web bracing must be installed when thaw*. incorporation of component is the r..ponwawy of the eildYq designer. �� �A ` A� 3.Addtionsl temporary bracing m insure debility during construction 2.Design...wroth.by and bottom dards m a wanly braced K Al R '1:.7 <j_` S IM rasponaib y o/the erector.Additional pannrsnant bracing of Z o.d and at 1a o.c.respectively unless a DncaA throughout their length by N v DATE: 7/21/2015 the overall structure kthe rediel' tth.bald C.W.O..VW.01ng sucoas Pywoodshesihkp(TC)and%or drywall(SC). /J/�U� r\ responsibility o ng dnlgner. 3.2M Impact bridging or Lateral bracing required where shown++ SEQ. : K1314 9 5 4 4 No bad would be applied to any aomponenl until alter sit braoHg and 4.Instftlation of buss is the nsponablay of the reapaalve convector. fasteners am compl%end at no time should any bads greater than 5.Deugn assumes trusses an to be used In.nonconos00 environment, design bade a applied many component. and are lor'dry condition.of uw. TRANS ID: LINK 6.D..gnaawnng mea aIle.. eteAwppons.nown.Shlmorwetl95 EXPIRES: 12/31/2016 5.ComWha Trus s no control over and assumes no raaponsidAy for the fury, fabrication,handling,ahlpnanl and installation of components. 7.Design as ume..4.90.1e drainage a provided. July 21,2015 6.This design Is furnished subject b the AmS.tions set forth by 8.Paes.tes shall be located on both feces of truss and paced so their center TPINVPCA in SCSI.copes of which MAI be rurrashed won request. lines ainclda with Sint anter Ines. 9.Digits indicate size of pate in inches. MiTek USA,InC1CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector pate design wares see ESR-1311.ESR-1966(MiTek) e a This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 37'- 3.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cit=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2799) 1033 1-11=( -854) 2316 11- 2=( 0) 226 BC: 2x9 KDDF #15BTR SPACED 29.0" O.C. 2- 3=(-2353) 1093 11-12=( -855) 2313 2-12=(-311) 97 WEBS: 2x9 KDDF STAND 3- 9=( 0) 0 12-13=(-1068) 2980 12- 3=(-221) 652 LOADING 3- 5=(-2030) 964 13-14=(-1068) 2980 12- 5=(-674) 387 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-2055) 968 14-15=( -866) 2397 13- 5=( 0) 319 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 15- 9=( -869) 2900 5-19=(-646) 389 TOTAL LOAD = 92.0 PSF 7- 8=(-2382) 1096 7-19=(-222) 665 8- 9=(-2814) 1041 14- 8=(-377) 109 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (P9) 9-10=( 0) 76 8-15=( 0) 233 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 18.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -908/ 1569V -135/ 125H 5.50" 2.50 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (ton). 37'- 3.0" -469/ 1792V 0/ OH 5.50" 2.79 KDDF ( 625)1 JT 1: Heel to plate corner = 2.50" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spas ipg. ** Fox hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.182" @ 11'- 9.0" Allowed = 1.817^ MAX TL CREEP DEFL = -0.321" @ 18'- 6.0^ Allowed = 2.422" MAX LL DEFL = 0.013" @ 38'- 9.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ 38'- 9.0^ Allowed = 0.200^ MAX HORIZ. LL DEFL = -0.070" @ 36'- 9.5" MAX HORIZ. TL DEFL = 0.111" @ 36'- 9.5" Design conforms to main indforce-resisting system and components and cladding criteria. 17-08-11 5-01-09 19-09-12 Wind: 190 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 1 1 1 load duration factor=1.6, 17-08-11 7-06-05 12-00 Truss designed for wind loads 1 1 1 1 in the plane of the truss only. 5-11-13 5-05-11 6-00 1-09-©(-08 6-00 5-05-11 6-02-13 1 1 1 1 1 1 1 1 1 11-09 M-9x6+ M-4x6+ 12-00 f 1 4 6 1 1 12 1112 6.00 M-3x5(5) Q 6.00 M-9x6 M-9x6 3 M-3x4 M-3x9 2 • M-3X8 cv O O +` ti 1 $ yari ® lyi 6 1** 11 12 13 r 14 15 0 C co of M-1.5x3 M-3x8 0.25" M-3x8 M-1.5x3 M-3x6 0l t`�ED PROFFs M-5x6(s) 5� GINE �/ y y y y y y y c�\ � F,9 q2 5-10-01 5-05-11 7-02-09 7-02-09 5-05-11 6-01-01 GV 9 y 37-03 y1-06)' 9782PE r JOB NAME : PLAN 2523 3 CAR ELEV A - CH4 fr-i!____-Z</ Scale: 0.1750 V 40 WARNINGS: GENERAL NOTES, unless otherwise noted: 7/,OREGON O, 1.Builder and erection contractor should be advised of all General Noss 1.This design a based Cray upon the parameters shown and is for an individual ��-✓�,S Ve �j Truss: CH4 aneWemirgsbeforesons(ructloncommencas. building comporaud.Applcabilityofdesign parameters and proper 'q !, 2.2s4 compression web bracing must be installed where shown 5. Incorporation of component is the reeponsibisly of the building assigner. ```V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes(M top and bottom chords a be Wordy braced st /1 Q\"+ is the reaponrelbilty of the erector.Additional permanent bracing o/ 7 o.c.and at 1 O o.c.eaah a respectively unless braced throughout their length by A U L `` DATE: 7/21/2015 the overall structure a the responsibility attire buildingdesigner. continuousrImpact patebgng or such bacng rewired Meissels drywan(Bc). ap 3.a Impact bridging or lateral bracing required where shown+. • SEQ. : El314 95 5 4.No bad should ba applied to any component until after all bracing and 4.InetalaBan of truss a the responsibility of the respective contractor. fasteners are compete and at no time should any bads greater than 5.Design assumes bows are to be used in a non-wnosive environment. TRANS ID: LINK deelgnloads beapplledtoany component. antlers w'IryceMNon'ofuse. EXPIRES: 12/31/2016 6 5.ComWTrua Ms no control over est assumes no responsibility for the .Design assumes lull healing al all supports shown.Shan or wedge if rym July 21,2015 fabrication,handling.shipment and installation of comport eMs. 7.Design assumes adequate drainage a provided. 8.This design is furnished aubpd to the limiatbna set forth by 8.Paas shall be located on both aces of truss.and placed so their center TPIIWTCA in BCSI,Dopes of which will be furnished upon request. ares coincide with joint center lines. 9.Digits indicate aim of pale in Inches. MiTek USA,Inc./CompuTfus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1317,E5R-1988 0AT* a r e e e This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 37'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF#16810 LOAD DURATION INCREASE = 1.15 1- 2=(-2690) 578 1- 9=(-435) 2322 2- 9=(-223) 202 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2999) 550 9-10=(-286) 1978 9- 3=( -26) 962 WEBS: 2x9 KDDF STAND; 3- 4=(-1759) 981 10-11=(-301) 1965 3-10=(-699) 253 2x9 DF STAND A LOADING 9- 5=(-1759) 469 11- 7=(-441) 2394 10- 4=(-259) 1168 LL( 25-0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 5- 6=(-2994) 534 10- 5=(-720) 258 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2759) 563 5-11=( -17) 501 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=( 0) 76 11- 6=(-277) 194 OVERHANGS: 0.0" 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA JT 1: Heel to plate corner = 2.50" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -221/ 1569V -212/ 203H 5.50" 2.50 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 37'- 3.0" -285/ 1792V 0/ OH 5.50" 2.79 KDDF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.134" @ 18'- 6.0" Allowed = 1.817" MAX TL CREEP DEFL = -0.272" @ 18'- 6.0" Allowed = 2.422" MAX LL DEFL = 0.013" @ 38'- 9.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ 38'- 9.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0-059" @ 36'- 9.5" MAX HORIZ. TL DEFL = 0.098" @ 36'- 9.5" Design conforms to main windforce-resisting system and components and cladding criteria. 1 Wind: 190 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 18-06 18-09 Truss designed for wind loads f f in the plane of the truss only. 6-03-11 6-01-02 6-01-02 6-01-02 6-01-02 6-06-11 T T 1. f T T T 12 12 6.00 p M-4x6 Q 6.00 4.0" 9 4a M-Sx6(S) It'� M-Sx6(S) 0.253 0.25" M-1.5x3 /A)Ilopp,M-1.5x3 M-3x8 40411114s.,6, AgllAhllIllkk..... N O .,' O 0 1** M-3x9 1x.25" u O M-3x9 M-3x6 1 M-5x8(S) ��ED PROp J' l J. J. J. CO� GINE s/ 9-04-05 9-01-11 9-01-11 9 07-OS l ) ,� N FR Q2 37-03 1-06 Q :9782PE 9r JOB NAME : PLAN 2523 3 CAR ELEV A - Cl / 1'1__�� � Scale: 0.1625 WARNINGS: GENERAL NOTES unless otherwise noted: Ilir V 43 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters ehown and is for an Individual 171/(/ OREGON Truss: Cl and Warnings herons construction continences. building component.Avvficabtiay of design parameters end proper 15. 20 Q- 2.ala compression web bracing must be insmlwd where shown.. incorporation of component is me responsibility of the building designer. R R Y ` �jQ• 3.Additional temporary bracing m Insure stability during construction 2.Design assumes the my and bottom dares m be ieterally braced at A J W the responsibility of the erector.Additional permanent trading of c o.c.and at 1 O o.c.respectively unless braced throughout Meir length by \ DATE: 7/21/2015 the overall structure is the responsibility of building designer. continuous bridging or sten l as acing re sheathing(TC)dsutrasawn s drywan(Bc). p A UL a wo dr 3.a<Imp.a brldgirg or lateral bracing required where Brown.. SEQ.: K 1314 9 5 6 4.No load should be applied to any component until after ail bracing and 4.Installation of truss is the responsibility of Me respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied a any component. and are for Wry condition•of use, TRANS ID: LINKS Desi full bean at shown.Shim or we 5.CompuTna has no control over and assumes no responsibility for the necessary. Design ^�° supports age i' EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of components. T.DesignAls assumshall adequatedrainageIs huesad. July 21,2015 fi.This design is furnished subject to the limitations set forth by B.Rome sign be located on both faces of hues,and placed so their center TPI/WTCA in SCSI,copies of which will be fumisrod upon request lines coincide with joint center lines. 9.Digits Indicate sine of prom in inches. MiTek USA,Inc./CorrlpuTtus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,E5R-1988(MiTek) e • r • a This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-10=(-394) 2902 3-10=(-276) 195 BC: 2x9 KDDF#16BTR SPACED 24.0" O.C. 2- 3=(-2775) 555 10-11=(-272) 2013 10- 4=( -17) 501 WEBS: 2x9 KDDF STAND 3- 4=(-2516) 527 11-12=(-294) 1984 4-11=(-719) 258 LOADING 4- 5=(-1780) 474 12- 8=(-435) 2363 11- 5=(-248) 1185 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1780) 474 11- 6=(-720) 258 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2516) 527 6-12=( -17) 501 TOTAL LOAD = 42.0 PSF 7- 8=(-2775) 555 12- 7=(-276) 195 OVERHANGS: 18.0" 18.0" 8- 9=( 0) 76 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. 0'- 0.0" -284/ 1746V -217/ 217H 5.50" 2.79 KDDF ( 625) 37'- 6.0" -284/ 1746V 0/ OH 5.50" 2.79 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.140" @ 18'- 9.0" Allowed = 1.829" MAX TL CREEP DEFL = -0.283" @ 18'- 9.0" Allowed = 2.439" MAX LL DEFL = 0.013" @ 39'- 0.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 39'- 0.0" Allowed - 0.200" MAX HORIZ. LL DEFL = 0.061" @ 37'- 0.5" MAX HORIZ. TL DEFL = 0.101" @ 37'- 0.5" 18-09 18-09 '' -( f Design conforms to main windforce-resisting 6-06-11 6-01-02 6-01-02 6-01-02 6-01-02 6-06-11 system and components and cladding criteria. T f T I. T T T 12 12 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4.0" Truss designed for wind loads 5 ,(' in the plane of the truss only. M-5x6(5) ! M-5x6(S) 3.1" qw 0.25" 0.25" 4 6 M-1.5x3 }e /Nopip M-1.5x3 3 -h 7 0 0 1 10 11 ,12 F18 m I M-3x6 M-3x4 0.25" M-3x4 M-3x6 M-5x8(S) S���E GPR OFFs,,0 l l 1 1 l .A IN EF /" y y 9-07-05 9-01-11 9-01-11 9-07-05 l l ,G. .9 1-06 37-06 1-06 89782PE 9r JOB NAME : PLAN 2523 3 CAR ELEV A - C2 `J.o ,�J Scale: 0.1575 .../. / \ WARNINGS: GENERAL NOTES, unless otherwise noted: `I OREGON I.Bursar and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and Is bran individual A '9 � Truss: C2 and Warnings Ostia construction commences. building component.Applicability of design parameters and proper 4/� n� P 2.2x4 compression web bracing must be Installed where shown.. incorporation of component is the responsibility of the building designer. _/�J /� .s V A 3.Atldianal temporary bracing to insure stability cluing construction 2 Design assumes the by and bottom chords to be laterally braced at 7 'l Ry ` _,<j-` is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10.c.c.respectively unless braced throughout their length by V continuous sheathing such as plywood sheNhag(TC)and/or drywall(BC). A- p^U L �� DATE: 7/21/2015 the overall structure la the responsibility of the building designer. 3.a Impact bridging or lateral bracing requked where shown.+ A SEQ. K 1314 95 7 4.No load should be applied to any component until after all bracing and 4.Installation of boas is the responsibility of the respective contractor. • fasteners are complete and at no time should any bads greater than 6.Design assumes tomes are to be wed in a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. am.re for Thy conditionor see. 5.CompuTrvs has no conessi over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if mon ssry. EXPIRES: 12/31/2016 fabrication,handing,shipment andelallation or components. 7.Design assumes adequate drainage N provided. July 21,2015 6.This design is furnished subject to theen limitatioest forth fans by 8.Plates shall be located on both fas of bin truss,and placed their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 1a For bask connector plate design values see ESR-7317,ESR-1588(Mack) e . . This design prepared from computer input by JP LUMBER SPECIFICATIONS 37-06-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1SBTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 76 2-13=(-1582) 4954 3-13=1 -136) 278 2x6 KDDF #10BTR T2, T3 2- 3=(-5724) 1898 13-14=(-2568) 7190 13- 4=( -334) 1502 BC: 2x6 KDDF#l&BTR LOADING 3- 4=(-5714) 1948 14-15=(-2578) 7220 13- 6=(-2458) 1116 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=1 0) 0 15-16=(-2578) 7220 6-14=1 0) 390 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 0.0" V 4- 6=(-5086) 1780 16-11=(-1582) 4956 14- 7=( -30) 66 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 9'- 0.0" TO 28'- 6.0" V 6- 7=(-7208) 2718 15- 7=( 0) 382 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 28'- 6.0" TO 37'- 6.0" V 7- 9=(-5086) 1782 7-16=(-2478) 1118 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 37'- 6.0" V 8- 9=1 0) 0 9-16=1 -328) 1492 9-10=1-5716) 1950 16-10=1 -136) 278 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 375.0)+DL( 105.0)= 480.0 LBS @ 9'- 0.0" 10-11=(-5724) 1900 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 375.0)+DL( 105.0)= 480.0 LBS @ 28'- 6.0" 11-12=( 0) 76 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 18.0" 18.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -962/ 3225V -104/ 104H 5.50" 5.16 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 37'- 6.0" -962/ 3225V 0/ OH 5.50" 5.16 KDDF ( 625) -'," ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: \/�� 9" oc in 1 row(s) throughout 2x4 top chords, /](\/](\ 9" oc in 2 row(') throughout 2x6 top chords, [coND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.003" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.187" @ 15'- 5.3" Allowed = 1.829" MAX TL CREEP DEFL = -0.371" @ 22'- 2.4" Allowed = 2.439" MAX LL DEFL = 0.003" @ 39'- 0.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.003" @ 39'- 0.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.056" @ 37'- 0.5" MAX HORIZ. TL DEFL = 0.092" @ 37'- 0.5" 0-05-03 0-05-03 Design conforms to main windforce-resisting 8-11-11 1� 19-06-10 '''r 6-11-11 system and components and cladding criteria. 1 1' 1' '' Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4-06-05 4-00-03 6-02-02 7-00-09 6-03-14 4-00-03 4-06-05 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 1' 'l'( 1' 1 {'' '1 f load duration factor=l.6, 8-11-02 8-11-02 Truss designed for wind loads in the plane of the truss only. 1 44808 44808 T 12 M-4x6 M-7x8(0) M-4x6 12 6.00 17' 5 0.25" M-3x8 8 d 6.00 4 6J ), 7 T2 ; T3 M-1.5x3 M-1.5x3 3 + + 0 0 0 .. m w 0 2 / 13 14 15 16 \1 O M-3x6 M-3x8 M-3x4 M-1.5x3 M M-3x6 1 0 0 M-5x6(S) y 8-04-12 y 7-00-09 y 6-09-01 y 6-10-13 y 8-04-12 y S.‹c9 °IROFFSS 1 l l NGINE.F �o l l 17-06 20-00 l l �� 9 .L 1-06 37-06 1-06 89782PE 9r JOB NAME : PLAN 2523 3 CAR ELEV A - CH1 ,___,-'" -Amp- Scale: 0.1575 i _ WARNINGS: GENERAL NOTES, uaer othenvlse need: 1.Builder and erection contractor siwad be advised of all General Notes 1.This design Is based only upon the permed n shown and is ro,an individual OREGON ', Truss: CH1 building we005NR Applicability of design parameters proper V 9/Q' ' • and ga . 2.264 comlaeaion web bracing mum be installed when shown•. incorporation&component is the responmtey of the asebq deAgwr. 3.Addlional bmponry bracing a imus stability during comtrradbn 2.Design assumes the top end bottom chords a be laterally braced m �n Al R y A 5 A the reapomiday of the erector.Add permanent bracing or 2 o.c.end et ee o.e.such as pl unless booed throughout foal,englh by DATE: 7/21/2015 me overall structure a theresponsibility r the building2 Impact sheathing wen1bacing requd ired sown) 4 dywall(BC). �°A UL �\� o daepnx. 3.26 Imrya bridging o,andel vaeirq requHe where annum.. SEQ. : K1314958 4 Noload should be implied bany component until alter all bracing and 4.ewll.tionorisms is the re.pommsbyofthe re.peSv.contractor. fasteners are complete end at no time should any bads greeter than 5.Design Brumes trusses are to be used Ina sun-corrosive environment. TRANS ID: LINK design meds be applied roany component. B and.r.rordywndmonorur. s.Compurru.nr ne control over and a.wme.no re.ponsiatiy ror the .Design assumes full bearing at all supports shown.Shim or wedge Ir cowry. EXPIRES: 12/31/2016 abrication,A furnished alibied M.shipment and inselatbn o1 component. 7.Design assumes adequate drainage A provided July 21,2015 6.This Waco a ed bied the limitations est Ioby 8.Plates shell be located on baRas s or truss,and placed ss their doter TPIMRCA In SCSI.copies of wh6h will be furnished upon request. ons coincide with Mint center lines. 9.MiTek USA,InciCompuTrus Software 7.6.7-SP2(1L)-E 1o.oo bask connets indicatecctor of iol pae deaggon values see ESR-1311.ESR-1988(MiTek) , a t e • a a • This design prepared from computer input by JP LUMBER SPECIFICATIONS 11-05-00 GIRDER SUPPORTING 37-06-00 FROM 7-00-00 TO 11-05-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-3950) 882 1-4=(-626) 3010 4-2=(-966) 4450 BC: 2x8 KDDF #16BTR 2-3=(-3950) 882 4-3=(-626) 3010 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 11'- 5.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 7'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) J� BC UNIF LL( 443.8)+DL( 321.8)- 765.5 PLF 7'- 0.0" TO 11'- 5.0" V 0'- 0.0" -526/ 2467V -91/ 91H 5.50" 3.95 KDDF ( 625) ( 2 ) complete trusses required. 11'- 5.0" -1075/ 4816V 0/ OH 5.50" 7.71 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN *.ADDL: BC CONC LL+DL= 3031.0 LBS @ 6'- 0.0" nails staggered: \/�/ 9" oc in 1 row(s) throughout 2x4 top chords, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 osfl uplift at 24 "oc soaci�lg. ,XVX, 6" oc in 2 row(s) throughout 2x8 bottom chords, REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x9 webs. MAX TL CREEP DEFL = -0.066" @ 5'- 8.5" Allowed = 0.700" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = -0.057" @ 3'- 1.0" Allowed = 0.396" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.004" @ 10'- 11.5" MAX HORIZ. TL DEFT. = 0.010" @ 10'- 11.5" 5-08-08 5-08-08 ( - '- - - - ---- ' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x6 9.00 P7 Q 9.00 Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 2 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. e'HANGER BY OTHERS TO APPLY CONC. LOAD(S)EQUALLY TO ALL MEMBERS. M-5x16 ,IAIIIIIIIIIIIIIIIIIIPIIII � M-5x16 IIIIIIMA o 1 1� ® 3 10 0 0 M-4x12 , +3031# y 5-08-08 5-08-08 y 11-05 ���Ep PROF eS - c.s. ...‘G I N Ek. 6>ROFes6' 8.782PE "e.... JOB NAME : PLAN 2523 3 CAR ELEV A - D2 > Scale: 0.4631 V,' �' WARNINGS: GENERAL NOTES, unless otherwise noted: 10 1.Builder and erection contractor should be advised or all General Notes 1.This design is based only upon the parameters shown and is for an individual `'14/(j OREGON Truss: D2 and Warnings before construction commences. building component.Appllabthy o/design parameters and proper (O ' ' 2.2s4 compression web bracing mat be instated where shown.. incorporation of component is the responsibility of me laterally bra designer. V A 3.Additlanal temporary bracing to insure stability dying construction 2 Design assumes the top and bottom chords to be laterally braced at 1:9 AIRY A 5 J� *the responsibility of the erector.Additional permanent bracing of 7 c.c.and at 1 a o.c.each a ply unless braced throughout malt length by \ DATE: 7/21/2015 the overall structure*the responsibility or me building continuous sheathing such as plywood sheathing(TC)and/or dryw°IgBC). p/t U L apo rg designer. 3.2t Impact bridging or lateral bracing required where shown.. PA SEQ.: K 131 4 9 5 9 4.No load should be applied to any component anti after all bracing and 4.Installation of hues Is M.responsibility of the respective contractor. fasteners are compote and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design loads be applied b any component. and are for'dry andtion'of use. TRANS I D: LINK . 5.Compurme has no control over and assumes no responsibility for the B.°°" assumes full bearing at at suppose shown.shim or wedge If EXPIRES: 12/31/2016 MUMMry. fabrication,handling,shipment and installation or components. 7.Pistsnh lbes.adon drainage trum, JUIy 2 ,2015 6.This.sign is Nmished subject to the Imitations set forth by B.Plates shall be loatatl on both leas of crus,and placed s their anter i TPWVTCA in BCSI.copies of which will be furnished upon request. lines coincide with joint anter lines. MiTek USA,Inc./Com uTrus Software 7.6.7-SP2 1 L E g.ages Inman size r p plate n inches. P 1.For basic connector plate design veloesse ESR-1311.ESR-I988(MiTek) s • o t • • • • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 11'- 5.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF #1£BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING TCDLBC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.3ft, osed .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 = 92.0 PSF load duration factor=l.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 Gable end truss on continuous bearing wall UO4. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-08-08 5-08-08 T T T 12 12 IIM-9x9 9.00 7 Q 9.00 3 ,4llIlI , io 0 0 M-3x4 M-3x4 l l l )' • 1-00 11-05 1-00 '<<:5 Ep PROFFS <0 ANG I N EF9 s/0 89782PE 1"....., Q r-- JOB NAME : PLAN 2523 3 CAR ELEV A - Dl .,__,2!'" 'AIM' Scale: 0.5041 i _ WARNINGS: GENERAL NOTES, unless omerws.noted: 1.Builder and erection contractor should beadvised ofall General Notes I.This design is based only upon the parameters shown and lsfor a^individual OREGON N. Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 4/� 2O �Q' 2.2x4 compression web breoing must be Installed where Mown 5. Incorporatlon of component la the responsibility of the building desigrror. IA?. � ^ 3.Additional temporary bracing b insure stability during construction 2.Design assumes the by bottom chords W he laterally braced length '1 J ��j- b the responsibility of Me erector.Additional permanent bracing of 2 o.e.and at 10 old.respectively.000 a unless bracedlc(throughout mein by n` V DATE: 7/21/2015 me overall structure lathe responsibility of the building designer. Ix Impact olds sheathing such.a plywood aired where r shownand/or drywan(Bc). PA U L `` 3.2x Impact bridging or lateral bracing required where shown v. SEQ. : K 1314 9 6 0 4.No load Mould be applied to any component until after all bracing and 4.Installation or truss is the responsibility of the respective contractor. fasteners are compete and at no time Mould any loads greater than 5.Design assumes busses are to be used In a non-corrosive environment. TRANS ID: LINK design bads be applied to any component. and are foueryconeNonaruse. 5.CompuTrus has no control over and assumes no responsibility fetes at necessary. EXPIRES: 12/31/2016 fabrication,handling,shipment end Catenation of components. 7.Design assumes adequate drainage is provided. July 21,2015 8.This design is furnished o subject to the limitations set forth by e.Plates shale be located on both faces of trues,and placed no their center TPIMRCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Degos inchoate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Web a • a e . a , a • • This design prepared from computer input by JP LUMBER SPECIFICATIONS 11-06-00 GIRDER SUPPORTING 37-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-4242) 926 1-4=(-660) 3240 4-2=(-1020) 4810 BC: 2x8 KDDF #16BTR 2-3=(-4292) 926 4-3=(-660) 3240 WEBS: 2x4 KDDF STUD LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 11'- 6.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 943.6)+DL( 321.8)= 765.5 PLF 0'- 0.0" TO 11'- 6.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) J� 0'- 0.0" -1064/ 4770V -92/ 92H 5.50" 7.63 KDDF ( 625) ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 6.0" -1064/ 4770V 0/ OH 5.50" 7.63 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, XX BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP �5'OND. 2: Drsian checked for cart(-5 ovfl uplift at 24 "oc soaci g. 6" oc in 2 row(s) throughout 2x6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.062" @ 5'- 9.0" Allowed = 0.706" MAX TC PANEL LL DEFL = -0.059" @ 3'- 1.3" Allowed = 0.400" 5-09 5-09 MAX HORIZ. LL DEFL = 0.006" @ 11'- 0.5" MAX HORIZ. TL DEFL = 0.011" @ 11'- 0.5" 12 12 M-4X6 Design conforms to main windforce-resisting 9.00 17 Q 9.00 system and components and cladding criteria. 24.0" Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Fill (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Li Truss designed for wind loads in the plane of the truss only. M-5x16 ��M-5x16 II o ® �� M-4x12 0 y 1 Jr 5-09 5-09 ; 11-06 _.'° $ PR 6FFss �5 �\AGINEF9 /0 2 y �- r 7 2PE 8 8 JOB NAME : PLAN 2523 3 CAR ELEV A E3 „ Scale: 0.4835 Vi 'A WARNINGS: GENERAL NOTES, unless otherwise noted: '9 OREGON _J 1.Builder and erection contractor should be advised of all General Notes 1.This design a based on9 upon the parameters shown and is for an individual A- Truss: E3 and Warnings bebre constmctlon comm•noes. budding component.Appwcabalty of design parameters and proper "Y 20 ' " 2.2r4 compression web bracing must be installed where shown«. incorporation of component Is the responstNlly of the building deelgner. �q R Y 5 ! 3.Additional temporary bracing b insure stability during construction 2.Design assumes the top and bottom Gross to be laterally braced at a the responsibility of the erector.Atltlrional permanent bracing of continuo.cand et 70 ossa lush a ply unless braced throughout Meir length by DATE: 7/21/2015 Me a resp structure a the reapor.ibiNy of the buildinga edgbrg or lateral bracing required where shown«« SEQ. : El314 9 61 4 No bad should be appded to any component until after all bracing and 4 Insalahon of truss is the responsibility or the reapeceve contractor. fasteners are compete and at no time should any bade greater than 5.Design assumes tosses are to be used in a non-corrosive environment, TRANS ID' LINK design bads be applied to any component. and aro fordycontlNon of use. • 6. pp Design assumes full bearing at ill supports shown.Shim or wedge If 5.CompuTrus Ms no control over and assumes no responstbilily for the rya EXPIRES: 12/31/2016 fabrication,handling,shipment and installation otcomponents. T.Design assumes adequate drainage is provided.ae,an JUDY 21,2015 6.This design is furnished subject to the limitations set form by 8.Plates shat s be boated on both faces of truss,and placed so their center TPIWTCA in BC51,copies of which will be furnished upon request. Imes coincide with joint center lines. 9.Digits indicate size of pate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-19813(MiTek) • • a ' • • • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-14) 284 6-3=(0) 262 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-473) 102 6-4=(-14) 284 WEBS: 2x4 KDDF STAND 3-4=(-473) 102 LOADING 4-5=( 0) 68 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) 0'- 0.0" -103/ 597V -110/ 110H 5.50" 0.96 KDDF ( 625) 11'- 6.0" -103/ 597V 0/ OH 5.50" 0.96 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL i REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci11g. • BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 12'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 12'- 6.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.077" @ 8'- 4.8" Allowed = 0.436" • 5-09 5-09 MAX TC PANEL TL DEFL = 0.173" @ 8'- 2.4" Allowed = 0.655" f '1 1' 12 12 MAX HORIZ. LL DEFL = 0.002" @ 11'- 0.5" IIM-4x4 MAX HORIZ. TL DEFL = 0.004" @ 11'- 0.5" 9.00 7 9.00 3 4 On Design conforms to main windforce-resisting system and components and cladding criteria. • Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclsed, Cat.2, Exp.e, MWFRS(Dir), oaddurationfacto =l.6,Truss designed for wind loads in the plane of the truss only. 0 /111014/1111 ". 6 o o 1M-3x4 M-1.5x3 M-3x40 ; l l 5-09 5-09 y 1-00 y 11-06 y 1-00 y 4\ *.i _ PR Opp ,S.0. �cNGINEF-7 Wrj 8.782PE -7_, • JOB NAME : PLAN 2523 3 CAR ELEV A - E2 ' �' Scale: 0.9382 , ._�• WARNINGS: GENERAL NOTES, umess otherwise noted: tBuilder and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and le for an ndNidual OREGON N . T ru S s: E2 and Warnings before construction commences. building component.Applicability of design parameters and proper V 2� P 2.2x4 compression web bracing must be installed where shown+. incorporation of component b the responsibility of the bbbing designer. P 3.Atldkbnal temporary bracing b insure stability during construction 2.Design assumes IM by end bottom chords b be Iateraly braced at '9 "'Ay 15 J�` is the responsibility of the erector.Additional permanent bracing of 2con.c.and at 10 c.c.respectively unless braced throughout and/orheir length by DATE: 7/21/2015 ma overall structure is to responsibility of the building designer. continuous sheathing such as plywood shsa where owns drywall/BC). • p •^U L �\ 3.2t Impact bridging or lateral bracing required where shown•• �1 SEQ. : K1314 9 6 2 4.No bad should be applied to any component until after at bracing and 4.installation of truss is the responsibility of the respective contractor. fastener are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. TRANS I D• LINK design loads be applied to any component. and.re o dry conditionor use. • or wedge If 6.Design assumes full beating 5.Compaloae has no control over and sesames no responsibility for ther d al all supports shown.Shin �/o c fabrication,handling,shipment and Installation of components. y EX r'R E S: 12/31/2016 7.Design assumes aadobdrainage Rprobuss, WJuly 21,2015 6.This deign is furnished subject to the limitations set forth by 8.plates e1gY be located on both faces orwes,and aces so that center TPLWTIA in SCSI,copies of which will be furnished upon request. lines coincide with)ant center linea. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CampuTfus Software 7.6.7-Sp2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1 > a • a • • a This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci4lg. TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF#1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting • 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=21.3ft, 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=l.6, Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall U04. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL '3-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. 5-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-09 1 12 12 IIM-4x4 9.00 F77 Q 9.00 3 o o 1 7111N M-3x4 M-3x4 k l l l 1-00 11-06 1-00 ,: t4GINEF9 /02 89782PE 9T JOB NAME : PLAN 2523 3 CAR ELEV A - El ___,K -AN.- Scale: 0.5132 i _ WARNINGS: GENERAL NOTES, unless otherwise noted: -74,OREGON 1.Builder and erection contractor should be advised or all General Notes 1.This design is based only upon the parameters Mown and is for an Individual Truss: E 1 and Wamngs before construction commences. building component.Applicability of design parameters and proper & n‘..1 �Nr 2.204 compression web bracing must be installed where shown+. incorporation of amponsnt is me responsibility to a islethe building designer. •9 1 R Y 5 3.Additional temporary bracing to Insure stability during erstruction 2.Design assumes the tap and bottom chords ted laterelly bread al b the responsibllay of 6s erector.Additional permanent bracing or 7 o.c.and at 10 o.c.respectively unless braced throughout their length bydir DATE: 7/21/2015 the overall Mucture is the responsibility of the buildingd continuous bridgingshggior such l acplywgre sheathing(TC)redwhere •drywaa(BC,. �°A U L R\ designer. 3.2l impact or lateral bracing required where shown+« SEQ. : K 1314 9 63 4.No bad should be applied to any component until after all bracing and 4.Installation of truss A the responsibility of the respective contractor. fasteners are compete and at no time Mould any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS I D: LINK design loads a applied to any component. end are fo dry and baa onus. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shun or wedge if caswry. EXPIRES: 12/31/2016 fabrication.handkmshipment and installation of components. 7.Design assumes adequate drainage A provided. July 21,2015 is 6.This design is furnished subject to the limitations set forth by a Plates shall be located on both faces of hiss.and plead so their anter TPIANTCA in BCSI,copies of which will be furnished upon request. Ilos coincide with joint anter lines. 9.Digits indicate sue of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic enactor plate design values see ESR-1311.ESR-7988(MiTek) ti • dee II e a 1 e • • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(-16) 297 5-3=(0) 274 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. 2-3=(-498) 105 5-4=(-16) 297 WEBS: 284 KDDF STAND 3-4=(-497) 109 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+0L( 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: 12.0" 0.0" 0'- 0.0" -88/ 629V -92/ 99H 5.50" 1.01 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 12'- 0.0" -59/ 503V 0/ OH 5.50" 0.80 KDDF ( 625) ** For hanger specs. - See approved plans 1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacibg. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.097" @ 8'- 9.3" Allowed = 0.457" MAX TC PANEL TL DEFL = 0.202" @ 8'- 6.8" Allowed = 0.686" MAX HORIZ. LL DEFL = 0.002" @ 11'- 6.5" 6-00 6-00 MAX HORIZ. TL DEFL = 0.004" @ 11'- 6.5" 1 f T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. IIM-4x4 9.00 F77 Q 9.00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ili �� Truss designed for wind loads la in the plane of the truss only. 0 0 o k1 o = 5 ** 4 1 0 1 M-3x4 M-1.5x3 M-3x4 l l l 6-00 6-00 ED OF y 1-00 l 12-00 \C.<C NGINE�c9 s/0 :9782PE r ••• JOB NAME : PLAN 2523 3 CAR ELEV A - F2 Scale: 0.4221 r WARNINGS: GENERAL NOTES, umeaotherwlss noted: V • t.Bolder and erection contractor should be advised or all Gannet Notes 1.This deign Is based only upon the penmen sham and is for an Individual "7 OREGON N Truss: F2 and Warnings before construction commence.. building component.App oeb lty of design parameters and paper �/� ry0 �Q- 2.244 compression web bracing mud a neteaa when shown.. ncorporean of component NIM rasponelblsty of the building desiper. V 3.Additlon.l temporary bracing b insure seedy during construction 2.Deign and amea the top and bottom chords to a laterally braced d -9 4/ y A 5 �\ e the raspondilry of tle.ratter.AdtlAonel pemenenl bndog of contin2 o.c. at oe o.c.respectively unless Macre throughout their length by /t n V DATE: 7/21/2015 the overall structure a the reepondblay of the building assigner. 3.2e Impact Odig or etch l n plywood requsheired where shown o dyw,n(epl P U L 'n� bridging or korai dealp requite whore shown.. A lJ SEQ.: K131 4 9 6 4 4.No lad should be applied to any component until after el bracing and 4.Indelean of buss is the responsibility of the re.pedive contractor. fasteners are complete and at no bee should any loser greateranuses men 5.deign Moses an to be used in a nolo lesiva environment. TRANS ID: LINK design loads Mapplied toany component. and are for•arycondition"ofuse. 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design mamas full bearing at all supports Yawn.Shim or wedge if EXPIRES: 12/31/2016 necessfablaan,handing.Oddment and netaleson of components. 7.00141 Kama adequate drainage k provided. July 2 ,2015 6.This design la furnished limitations hed subject the li ns set form by S.Plates Shall be located on both feces of truss.and placed a their center TPNNTCA in BCSI.copes of which will be fumished upon request. lines coincide with joint canter Ina. MiTek USA,InciCorfpuTrus Software 7.6.7-SP2(1 L)-E 10.DOW sic connectoreof pia n inches. plata design values dee ESR-1311,ESR-14188(MRs) 1 a r , 1 a • s r I , This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF 1$16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main dicladdingrcriterig 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: 1l mph, h=l5ft, closed,2 Cat.2,6.0, ASCE WFRS( DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Gable end truss on continuous bearing wall U04. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. • Refer to CompuTrus gable end detail for • complete specifications. i BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP I 6-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6_00 1' ' T 12 12 9.00 7 I I M-9X9 Q 9.00 3 2 4 .0A11 o1-.(I o /� 0 o 1 M-3x9 M-3x9 • 1-00 12-00 'csEO PROpec,, 4o iNGINEF'9 /029 :9782PE JOB NAME : PLAN 2523 3 CAR ELEV A — Fl Scale: 0.9957 r /7.: :' _ WARNINGS: GENERAL NOTES. urge.s otherwise rioted, V ' 1.Builder and erection contractor should be advised of all General Not.. 1.This design b based only upon the parameters shown and is ler an iMNaual -7 OREGON Dam Truss: F 1 end Wamings balm ronrraaon continences. building component.Applicability of design parameters end proper 2.204 compression web br.oetg must be installed where shown«. .419- incorporation or component b the responsibility of the building designer. .99 97 /,q y 2 �P 3.Additional temporary bracing to insure stability during construction =.2 o.o assumes the by and bosom atoms m he rteraly braced x R�/ is me responsibility or the erector.Additional p.nn.n.m bracing or o race and at IQ o t.respectivelypt0004unlea braced throughout their length by DATE: 7/21/2015 the overall structure is the responsibility of the build continuous ehenlior such l as pywgoa.neetnn9(e sown) 9 tlrywall(Bc). PA 1 N` ``\ rig Wegner. 3.a Impact bntlprg or lateral bracing required where shown«« l! SEQ.: K 1314 9 6 5 4.No bad should be applied to any component until alter Cl bracing and a Installation of truss are ilCH fnB.lw.�ectivcontractor.nvco mew. fasteners are complete end at no time should any bads greater than Design assumesused and are for"dry ition"of use TRANS I D: LINK design baas he applied b any wmponaM. 6.Design assumes full bearing at ail supports shown.Shim or wedge If 5.CompuTrus hes no control ever and assumes no responsibility ler the ,c„„ry. EXPIRES: 12/31/2016 fabreablo,handling,shipment and installation orcomponents. 7.Design assumes edsquete drensgs is provided. J U Iy 21,2015 6.This design Is funnelled eub)ea to the limitations set forth by B.Plebs be located on both feces of buss,and placed or their border TPIMRCA It SCSI,oop•s of which will be furnished upon request lines coincide with pint center Rtes. 9.Digits rank to We of peta in inches. MiTek USA,InciCompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate deign values sae ESR-1311,ESR-1966(WINO ,< IP ji r . • A e r a This design prepared from computes input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-123) 97 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" -31/ 395V -53/ 159H 5.50" 0.63 KDDF ( 625) • 5'- 7.7" -98/ 158V 0/ OH 1.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 73V 0/ OH 5.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacipg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.107" @ 3'- 5.4" Allowed = 0.435" 5-08-08 MAX TC PANEL TL DEFL = -0.098" @ 3'- 3.1" Allowed = 0.652" f ' MAX HORIZ. LL DEFL = -0.001" @ 5'- 7.7" 3 -/ MAX HORIZ. TL DEFL = -0.001" @ 5'- 7.7" Design conforms to main windforce-resisting 12 �) system and components and cladding criteria. 9.00 (0 Wind: 140 mph, h=21.3ft, 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. 0 • c 0 , 0 M-3x4 l k l 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,4,3 I ,(<,Q.ED PROFFss S?�5 GINEF.,9 /.2 8.782PE 91' JOB NAME : PLAN 2523 3 CAR ELEV A - SPJ1 / , �� Scale: 0.5373 ./ WARNINGS: GENERAL NOTES, unless otlronvise noted: '9 OREGON CO 1.Baader and er.dlon eontretlor should be advised of all Ganem Nobs 1.This design s bead only upon the parameters shown and is for an individual °_J Truss: S P J 1 and Wemnos beb,e construction commences. building component.Applicability of design parameters and proper �I n‘..) Q' ' 2.2n4 compression web bracing mat be Installed where shown..• incorporation of component I.the rasponsidRy of the building designer. .fJ� C/,q 3.Addmonal temporary bracing b Insure mistily during construction 2.Design..comes the top and bottom dares b M laterally broad n 7 R Y 1 k the responsibiMy of the erector.Addponal permanent bracing of T o.c.and x110 o.c.r.0th.s city unless bread throughout tlalr length by J DATE: 7/21/2015 the overall structure b the responsibility of the building designer. 3.a Impact sheathing lateral bracing oedd where Gowand'n°y"".tkB°,. pA UL �\ bddpre or cnW rpuk.a where crown.. SEQ.: K1314 9 6 6 4.No bad should be applied to any component urta after ab bracing and 4.installation of truss is the r.apoe.Alllly of the respective anbector. NMeners are complete and et no time Mould any beds greater than 5.Design assumes trusses are to be used Ina non-corrosive environment. design bade be applied to any component. end are for'dry oondRsn'of use. TRANS I D: LINK 5.Compurnn has no control over and assumes no responsibility ter the 6.Design names full bearing et all supports shown.Shim or weep.N EXPIRES: 12/31/2016 fabrication,handing,shipment and installation of components. 7. g„assuumes adegate drainage is provided. s. July 21,2015 Ibis design is furnished subject to be Imitations set toB.Sorb by Plates alae be located on both faces of buss,and placed so their nter TPWOTCA in SCSI,wpbs of which Mil be furnished upon request. Mas coincide with joint center lines. 9.Digits indicate size of plate In in hes. MiTek USA,Inc/CompuTfus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y offsets are indicated. I6 4$ dimensions shown in ft-in-sixteenthssFailure to Follow Could Cause Property a (Drawings not to scale) Damage or Personal Injury MOEDimensions are in ft-in-sixteenths. 11,744 Apply plates to both sides of truss 1 23 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See SCSI. TOP CHORDS 01 „ 2. Truss bracing must be designed by an engineer.For '/16 4 wide truss spacing,individual lateral braces themselves ilL\IIIIIIIitar may require bracing,or alternative Tor I pbracing should be considered. 1_� 3. stack eateed ton made loading and never stack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate .-' designer,erection supervisor,property owner and plates 0 'ng' 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 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that �� Indicated by symbol shown and/or SYP represents values as published specified. i by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, 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 MTek®All Rights Reserved approval of an engineer. l reaction section indicates joint ( number where bearings occur. Min size shown is for crushing only. _INN 17.Install and load vertically unless indicated otherwise. \ ? ® l at 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project sufficienengineert. 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 j DSB-89: Design Standard for Bracing. BCSI: BuildingComponent SafetyInformation, 20.Design assumes manufacture in accordance with p ' g Guide to Good Practice for Handling, ANSI/TPI 1 Quality . Installing&Bracing of Metal Plate Connected Wood Trusses. Mitek Engineering Reference Shget:1A-7473 rev.01/29/2013 • ■ • . , • 0