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Plans 45W ' 21'-1110 7_0 & 5'-0" m TI N N N m N 0) C w `V" • lo BSA N m BSJ2 �>• � N � Q � l ■ ■ v N `t � AM � b � b 00 C2 (3) CD C1 (3) (11) 00, co J v J tomt_ N D7 ■ m J J • y BSJ2 BSJ1 N � AJ1 405, � N W Cn W -41 OD OD r O> C71 W N � N � z-v 37-6" 5'-0" IWO ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLY REFER TO JT SMITH 06/29/15 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT 1750TITLE: REVISION-1: DRAWINGS FOR ALLFECFURTHER Pa umber 17504-JT SMITH-PLAN 2523 3CAR-ELEV A INFORMATION.BUILDING DESINFORMATIN.B IL RECORD P1+4N: DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO & TRUSS 1 / A CHECKED BY. REVIEW AND APPROVE OF ALL COMPANY DELIVERYLOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. J2 UPPER 7-10-15 L4%seburg 9:24am k I`orest Prwlucts Cofnpam1 Of 1 CS Beam 4.12.3.5 ImiBeamEngine 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 'Other Loads Type Other Dead (Description) Side Begin End Start End Start End Category Point(PLF) Top 0' 0.00" 350 0 Wind Point(PLF) Top 0' 0.00" 50 34 Roof Point PLF Top 0' 0.00" 0 100 Live toll 11111111111111M IN T I 1 60 2060 ®. 2200 Bearings and Reactions Input Min Gravity Gravity Wind Wind Location Type Material Length Required Reaction Uplift Reaction Uplift 1 1' 6.000" Wall DFL Plate(625psi) 5.500" 3.500" 748# 954# — 2 22' 0.000" Wall DFL Plate(625psi) 5.500" 1.750" 512# — 412# — Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Roof Wind Dead 1 465#(465plo 54#(54plo 376#(376plo 283#(283plf 2 402#402 I -3#-3I -25#-25 1 110#(11 OI Design spans 1' 6.000"(left cant) 20' 1.375" Product: 11 7/8" RFPI-400 12.0" O.C. PASSES DESIGN CHECKS 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 2523.# 4315.# 58% 11.56' Even Spans D+L Negative Moment 740.# 6904.# 10% 1.5' Total Load D+W Shear 536.# 1480.# 36% 1.5' Total Load D+L Cant.Shear,Lt 502.# 2368.# 21% 1.49' Total Load D+W End Reaction 512.# 1480.# 34% 22' Even Spans D+L Int.Reaction 7481 2350.# 31% 1.5' Total Load D+L TL Deflection 0.5083" 1.0057" U474 11.56' Even Spans D+L LL Deflection 0.4111" 0.5029" U587 11.56' Even Spans L TL Defl.,Lt. -0.1075" 2U334 0' Even Spans D+L LL Defl.,Lt. -0.0906" 2U397 0' Even Spans L Control: LL Deflection DOLS: Live=100% Snow=115% Roof=125% Wind=160% Left cantilever allowable shear is for joist only Ail product names amtrademarks oftheir respective owners KAMI L HENDERSON ® EWP MANAGER r r' Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS -Passing is defined as when the member,floorjoist,beam or girder,sh—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 for approval.This design assumes product installation according to the manufacturers specifications. 503-858-9663 J1 UPPER 7-10-15 L4%seburg 9:25am A I Orest PrIALICL4 tumpenp I of 1 CS Beam 4.12.3.5 kmBeatnEngine 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 AT 1610 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#(340plf 136#(102plo 2 453#340 I 136#(1 02I Design spans 16'11.750" 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 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 5891 14801 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" U733 8.42' Total Load L Control: LL Deflection DOLS: Live=100% Snow--115% Roof=125% Wind=160% All product names are trademarks of their respective owners KAMI L HENDERSON ® EWP MANAGER r r' Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS -Passing is derined 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 reviexed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. 503_858-9663 ;R MiTek" Loi 1 I 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. 9 PRO G N C,si0 �v 89782PE r 9,L OREGON Q� 9,Q �qRY A5.2 tGQ� !°A U L RAJ 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. r J a a y r. 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: 2.4 KDDF #1dBTR LOAD DURATION INCREASE = 1.15 1-2=( O) 68 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-81) 31 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED ERG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 01- 0.0" -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 sf) uplift at 24 "oc s aci g. REQUIREMENTS OF IHC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -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" MAX 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 MAX HORIZ. LL DEFL = -0.000" @ 1'- 2.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 2.9" Design conforms to mlwindforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 Truss designed for wind loads in the plane of the truss only. 0 c 0 o � I m o - 0 4 1 M-3x4 1-00 2-00 ROVIDE FULL BEARING;Jts:2,3,9 ,NG N P_ 2 9782PE 9r" JOB NAME : PLAN 2523 3 CAR ELEV A - ASJ1 Scale: 0.7478 T WARNINGS: GENERAL NOTES, unless otherwise noted / 1.Builder and erection contractor should beadvised ofall General Notes 1.This design Is baudoniyupontheparametersshownandisfor-indiwidual y^- OREGON � Truss: ASJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper "✓ 20 Q 2.2,4 compression well,bracing must W Installed where shown+. incorporatioes n of comonen pt is the responsibility of the building designer. �.�1 ��R Y 3.Additional temporary bracing to insure stability during construction 2.Daelgn assumthe by and bottom chords to be laterally braced at T �!. is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 1 O o.c.respectively unless braced throughout their length by �{ \ DATE: 7/21/2015 the overall structure la the responsibility of building tl continuous sheathing such as plywood sheathing(TC)anti/or drywall(BC). 1 PAUL �1 sponsi 4y o ng esigner, 3.2x Impact bridging or lateral bracing required where shown++ Al L SEQ. : K 1314 9 3 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes tmsses are to be used In a ton-cenoMm environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of as S.Campunushas nocontrol over and assumes noresponsibility for the 6.Design anmesfull bearing atall supportsshown.Shim orwedge if EXPIRES: 12/31/2016 mes adequateMainageisprovided. fabrication,than ling,shipment and installation of components. necessary 7.Design assu 6.This design is fumished subject to the limitations eel forth by 8.Plates shall be located on both faces of truss,and placed so their center July 21,2015 TPINVrCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. S.DigBs indicate size of plate In Inches. MITek USA,Inc./CompuTfus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values we ESR-1311,ESR-1888(Ni e is Is le � is This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-66) 43 TC LATERAL SUPPORT <= 12"OC. LION. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRIG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 01- 0.01• -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'- 1.6" -32/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) 9.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 sf) uplift at 29 "oc s aci g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 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" @ 21- 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=1.6, Truss designed for wind loads o in the plane of the truss only. I 0 N C O I 0 2 4 M-3x4 1 'L 1-00 � z-oo � 0-07-10 L , NG N O PROVIDE FULL BEARING;Jts:2,4,3 rr^^ V 89782PE r JOB NAME : PLAN 2523 3 CAR ELEV A - ASJ2 Scale: 0.9581 WARNINGS: GENERAL NOTES, unless otherwise noted f.Builder and erection contractor should be advised of all General Notes i.This design is based only upon me parameter,shown and Is for an individual -9 OREGON Truss: ASJ2 and Warnings before construction commences. building component,Applicability ofdesign parameters and proper /Ij 2Q) Q 2.2a4 compression web bracing must be installed where shown.. incorporetlon of component Is me responsibility of the building designer. ��R Y 3.Atltlitlonal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of me erector.Additional permanent bracing of 7 o.c.and at 1p o.c.respectively unless braced throughout mein length by \ DATE: z 1/z U 15 the overall structure le the responsibility f the building die wnmpact ridging or latera as acing re uired in ere s and/or drywall(BC). PAUL^U L / upon y o g signer. 3.2a Impact badging or lateral bracing plywood shertl where shown d /9 SEQ.: K 1314 9 3 5 4.No bad should be applied to any component until after all bracing and 4.Installation of truss fa the raspansibilfty,of the respective contractor. fasteners are complete and at no time should any load,greater man S.Design amumes mases are W be used in a non-wrmsNe envimnment TRANS ID• LINK de sign bads ba applied tc any component. and ere for'tlry condftion"ofum. 5.CompuTrus has no control over antl assumes no responsibility for the fi.Design assry umes full bearing at all supports shown.Shim or watlge if EXPIRES: 12/31/2016 wgn fabrication,handling,ed wbje and a limitgon orwmpon.nts. T.Design assumes b adequate both Page is Imes,an July 21,2015 6.This design is Nmlehetl wb)ed to me Ilmitatlons set Wrth by 8.Plates shell be located on both feces of Imes,end placed w their center Y TPIANTCA In BC SI,copies of which will be famished upon request. lines coincide"In Joint center lines. 9..Digits indicate mm of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basis connector plate design values we ESR-7311,ESR-1988(MiTek) to • e N 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 #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #I&BTR SPACED 24.0" O.C. 2-3=(-67) 41 TO LATERAL SUPPORT <= 12110C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG 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 01- 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) 51- 0.0" 0/ 45V 0/ OH 5.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Desian checked for net(-5 sf) uplift at 24 "oc s aci g. REQUIREMENTS OF IHC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -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" 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 indforce-resisting system and componentsand 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), 8 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 0 o I rn o - - 0 2 M-3x4 1-06 5-00 PROVIDE FULL BEARING;Jts:2,3,4 0 P R oFe. G I N EFR 8 782PE 9r JOB NAME : PLAN 2523 3 CAR ELEV A - AJl Scale: 0.6791 WARNINGS: GENERAL NOTES, union otherwise noted : 9 OREGON 1.8,11dor and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and Is for an Individual � Truss: AJ1 and Warnings before construction commences, building component.Applicability of design parameters and properIncorpo 2.2x4 compression web bracing must W Installed where shown•. Design of component b the responsibility t ty of the allybraced building edatdesigner. �.�1 R Y , 3.Additional temporary bracing to insure stability during construction 2.Design assumes int res and bottom chords to braced t aougho braced at T by h the responamllfty of Me erector.AddPoonal permanent bracing of 2'o.c.and a l r0 o.c.rsuch vply unless-thin throughout their length), \ V DATE: 7/21/2015 the overall structure is the responsibility ofthe building designer continuous ahaathing ater ac plywood,Imd in em s and/or tlrywall(BC). Pq U L apona y o g g 3.2x)copes bridging or lateral brarbg regwnea where shown.. S EQ.: K 1314 9 3 7 4.No load should be applied to any component until after all bracing and 4.Installation of trusts is the responsibility of the respective contractor. fasteners are complete and at no time should any load,greater than 5.Design aoumea trusses are W be used in a twn-mrmsive environment, TRANS ID• LINK design loads be applied W any component. and are for'dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility ler the 8.Desk 6n assumes full bearing at all supports shown.Shim or wedge it EXPIRES: 12/31/2016 fabrication,he ridging,shipment and installation of components. ry 7.Dasign tessall esadequate donbodrainage hfacesomanprovided. JUIy 21,2015 S.This design is ramianed subject to me timaatfona set forth by B.Plates shall be locates on both rotes a weld,and paces so their ranter TPINOrCA in BC SI,copies of which will be lumistmd upon request. lines coincide with joint center lines. MiTek USA,Inc.ICompuTrus Software 7.6.7-SP2(1L)-E 10.Fo basic coits l nectorf plate l pia Un values we ESR-7311,ESR-1948(MiTek) A GA r Ia M a la This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 51- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2X4 KDDF #19BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #I&BTR SPACED 24.0" O.C. 2-3=(-89) 40 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BEG 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 01- 0.0" -72/ 446V -17/ 96H 5.50" 0.71 KDDF ( 625) 4'- 9.2" C/ 61V 0/ OR 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 51- 0.0" -55/ 131V 0/ OR 1.50" 0.21 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Desian checked for net(-5 sf) uplift at 24 "oc s aci g. REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF 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 C77, MAX TC PANEL LL DEFL = 0.042" @ 31- 0.4" Allowed = 0.328" MAX TC PANEL TL DEFL = -0.039" @ 21- 10.4" Allowed = 0.492" 3 MAX HORIZ. LL DEFL = -0.000" @ 4'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 4'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. I 0 N O O - - O 2 4 1 M-3x4 1-06 5-00 PROVIDE FULL BEARING;Jts:2,4,3 0P R 0FFss ANG I 89782PE JOB NAME : PLAN 2523 3 CAR ELEV A - AJ2 Scale: 0.7166 WARNINGS: GENERAL NOTES, unless othenwiss noted: 1.Builder and erection contractor should be advised of all General Notes t.This design is bawd only upon Me parameters shown and Is for an Individual A y OREGON Truss: AJ2 and Warnings before construction commences, building component.Applicability of design parameters and properL �/ nQ) Q' 2.2x4 wmprewion web bracing must be installed where shown+. Incorporebon of component is the responsibility or the building designer. R Y Q. 3.Additional temporary bracing to mount stability,during construction 2.Design assumes the top and bottom chords b be laterally braced at is the responsibility,of the erector.Additional permanent bracing of 7 o.c.and at f 0 o.c.respectively unless braced throughout their length by DATE: 7/21/2015 Me overall structure la the responsibility of the building designer. continuous sheathing latera as plywood required et whom and/or drywell(BC). A AUL 1 �\ sPo g 3.2x Impact bridging or lateral bracing required where shown++ �'7 l� SEQ.: K 1314 9 3 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of Me respective contractor. fasteners arc complete and at no time should any loads greater than 5.Design assumes tmsws are W be uwd In a non wco sive environment, TRANS I D• LINK design loads be applied to any component. and are for*dry condttlon"of use,5.Compurrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports Mown.Shim or wedge If EXPIRES: 12/31/2016 ry fabrication,handling,shipment and Installation of components. 7.8.This design Is furnished subject to the limitations wt forth by 8.Plants nMalll W locaassumes ted on both faces o ttrequate drainage isuss end placed w their center July 21,2015 TPINJrCA M SCSI,wpbs of which will be furnished upon request. Innes coackle with Joint center Innes. 9.Dlgta Indicate size of plate In Inches. MiTek USA,Ino./CompuTfus Software 7.6.7-SP2(1L)-E 10.Forhesic connector plate design values we ESR-1311,ESR-1988(MITek) ,y c! 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=( O) 68 2-6=(0) 0 BC: 2x4 KDDF #I&BTR SPACED 24.0" O.C. 2-3=(-315) 264 3-4=(-115) 50 TC LATERAL SUPPORT - 12"OC. CON. LOADING 4-5=( -43) 0 BC LATERAL SUPPORT G= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSP 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) 01- 0.0" -22/ 375V -96/ 288H 5.50" 0.60 KDDF ( 625) 51- 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. 101- 0.0" -105/ 172V 0/ OH 1.50" 0.22 KDDF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP Desian checked for _ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. g' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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" @ 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" @ 31- 4.9" Allowed = 0.459" MAX TC PANEL TL DEFL = -0.059" @ 21- 11.9" Allowed = 0.689" MAX HORIZ. LL DEFL = -0.004" @ 9'- 11.2" 12 MAX 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, h=23.2ft, 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 1p in the lane of the truss only. o P Y• 0 0 rn 0 6 o M-3x9 L L ���ED P R OFFss 1-00 6-00 4-07-10 PROVIDE FULL BEARING;Jts:2,6,3,9 lr,\" t�NG'INEF,q �p2 9782PE v� JOB NAME : PLAN 2523 3 CAR ELEV A - BJ8 Scale: 0.3978 WARNINGS: GENERAL NOTES, union otherwise noted: C/ OREGON 1.Builder and erect4nshown and contractor should be advised of all General Nates 1.This design bad only upon the parameters shoand is for an individual 'r7 Truss: BJ8 and Warnings before construction commences, building component.Applicability of design parameters and proper �/� ^Q) 2.2x4 compression web bracing must be installed where shown«. inoorpowtion of component is the responsibility of the building designer. ///��� V Q� 3.Additional temporary bracing to inure stability during construction 2.Design and! at 1 s the top and bottom unlchoess for to d t roughoederally bracatl at �� q R Y 15 by is the responsibility of the erector.Additional permanent bracing of T continuous and et 1 a hint rsuch as ph unless braced throughout Meir length). \ DATE: 7/21/2015 Me overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as ding re meed horn s and/or drywall(BC>. p^ 1 3.Di Impact bridging or lateral bracing required where shown«« /-1 1._ SEQ.: K 1314 9 3 9 4.No bad should be applied to any component urall eller all bracing and 4.Installation of truss is the responsibility of the respective connector. fasienere are complete and at no time should any bads greater than 5.Design assumes uusaes are to be used in a rwmconcelve environment, TRANS I D' LINK design loads be applied to any component and are for"dry condMlon'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design siery ss mea full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 ho'catbn,handling,shipment and Installation of components. July 7.Design uthesh shot sadequatedonbothface Is provided. s/UI 21,2015 6.This design is furnished subject fo the Ilmltatbna est bah by 6.PkNa shall be located on both faces of truss,and placed so Nei center Y TPINVrCA in SCSI,copies of which will be furnished upon request, lines coincide with joint canter lines. 9.Digits indicate sae of plate In inches. MITek USA,In O./CompuTrus Sof core 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESRA 311.ESR-1966(MITek) 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 68 2-5=(0) 0 BC: 2x4 KDDF #1&HTR SPACED 24.0" O.C. 2-3=(-265) 238 3-4=( -92) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12110C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED ERG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 01- 0.0" -23/ 377V -86/ 245H 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/ 358V 0/ OH 1.50" 0.46 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 3.6" -41/ 66V 0/ OH 1.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. GOND. 2: Design checked for net(-5 sf) uplift at 24 "oc s act g. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 MAX TL CREEP DEFL -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL 0.055" @ 3'- 4.9" Allowed = 0.459" 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,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 m 0 I - c _ 0 5 I 0 1 M-3x4 L 1-00 I. 6-00 3-03-10 L \� NG N 0 �s�/O ROVIDE FULL BEARING;Jts:2,5,3,9 rrA� 8 782PE f JOB NAME : PLAN 2523 3 CAR ELEV A - BJ7 Scale: 0.4258 WARNINGS: GENERAL NOTES, unless olheralse noted: 1.Builder and erection oontrector should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual v OR E G O N Truss: BJ7 and Warnings before mnatructlon commences. building component.Applicability of design parameters and proper /li 20 Q 2.2,4 cempmanion wab bracing must be Installed where shown+. incerporetlon of component Is the m chords to of Ms building designer. 3.Additinal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle b bre laterally braced at - is the'reapoh."Ify of the erector.Additional permanent bracing of 7 o.c.end et ea hin rsuch a vely unless braced Ihroug and/or their length). \J v DAT E: 7/21/2015 the overall structure is the responsibility f the building deal by continuous sheathing such ea acing rp1mooequired uirederrsst and/or drywall(BC). PA L sponsi yo g 9ner. 3.9l Impact bridging or lateral bracing requiretl when shown++ /'1 SEQ. : K 1314 9 4 0 4.No bad ahou tl DB applied to any component until after all bracing and 4.5.Installation of truss is trusses are bebulity of sstl In aemspective nos-cortoeWaenvronrment, fasienes aro complete antl at hotline should any loads greeter than gra assumes TRANS I D: LINK design loads be applied W any component. and are for"dry cRion"of use. S.CompuTms has no control over and assumes no responsibility for the 8.Design aoumantles lull bearing et all supports shown.Shim or wetlge if EXPIRES: 12/31/2016 fabrication,Ihand,fulls shi ssary. g, pmentantlinstallationofcemponenls. 7.Design assumes adegwtedrainage Isprovided. JUI`'2,2015 6.This design la lurManed subject to the limitations set forth by 8.Plaa m,shall be located on both faces of truss,and placed so their center TPIANTCA in SCSI copies of which will be furnished upon request, linos coincide with joint center lines, 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTnls Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1Will(MITek) sa , to is This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 71- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #I&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x9 KDDF #1SBTR SPACED 24.0" O.C. 2-3=(-215) 192 TC LATERAL SUPPORT <= 12"OC. DON. LOADING 3-4=( -85) 34 BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 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/ OR 5.50" 0.11 KDDF ( 625) 5'- 11.2 -198/ 344V 0/ OR 1.50" 0.44 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 IHC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR ICPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 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 TC PANEL LL DEFL = 0.079 @ 2'- 11.8 Allowed = 0.959" 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 3 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=l.6, Truss designed for wind loads o in the plane of the truss only. 0 0 I 5 0 1 M-3x4 i-oo 6-00 i-ii-io �e, sir PROVIDE FULL BEARING;Jts:2,5,3,9 rrww 89782PE f JOB NAME : PLAN 2523 3 CAR ELEV A - BJ6 Scale: 0.4476 WARNINGS: GENERAL NOTES, unless otherwise noted 1.Builder and erection comraaor should be advised of all General Notes 1.This design Is based only upon the paname es shown and is for an individual O R E G O N oN Truss: BJ6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2,4 compression web bracing must be Installed tl whomshown+, inrporebon of component is the maponsiblllN of Me bulldog designer. 2.Decosign assumes the top and boffom Chords b be atonally braced al 9 'l J' 3.Additional temporary bracing to insure stability during constructionp o.c.end et 10?ac.respectively unless braced throughout Mair length by Is the responslbilily,of Me erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)mdlor tlrywell(BC). DATE: 7/21/2015 the overall structure Is the responsibility of Ma buildup designer. DI Impact bridging or lateral bracing required where shown++ PA UL C` S EQ.: K 1314 9 41 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. asienem are complete and at co tome should any bads greater than 5.Design assumes trustee are to be used in a con-conoWe environment, TRANS I D• LINK design loads be applied to any component, and are for"dry condition"of use. 5.CompuTma has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge It EXPIRES: 12/31/2016 abrbellon,handling,Wipnint and insulation of components. 7.Design assumes adequate drainage is provided. �UIy 21,2015 6,ThMrts Innis design is furnished subject to e limitations set foby 8.Paas shall be located on both aces of trust,and placed so Meir center TPINJICA in BC SI,copies of which will be Nmiahed upon request. lines coincitle with joint center lines. 9.Digits indicate sae of pate In inches. MITek USA,Inc./CompuTnls Software 7.6.7-SP2(1 L)-E 1D.For basic connector plate design values see ESR-7311,ESRA 968(MiTek) + >r r • a s 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: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-359) 330 3-4=(-167) 121 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5-( _51J 25 BC LATERAL SUPPORT <= 12"OC. CON. 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 REACTIONSREACTIONS 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/ ON 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 IAC 2012 NOT BEING MET. 9'- 11.2" -123/ 189V 0/ OH 1.50" 0.24 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 11'- 11.6" -27/ 47V 0/ OH 1.50" 0.08 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5 GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -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" @ 111- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 111- 10.9" 12 9.00 Design conforms to main windforce-resisting 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 facto-1.6,3 o Truss designed for wind loads in the plane of the truss only. 0 m 0 rn 0 I 1 6 M-3x4 o0y 6-00 5-11-10 cNG NE`c9 Sj� PROVIDE FULL BEARING;Jts:2,6,3,4,5 8 782PE v� JOB NAME : PLAN 2523 3 CAR ELEV A - BJ9 Scale: 0.3429 WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: B J 9 1.Builder and emdion contractor should be adNised of all General Notes I.This design la based only upon me Parameters shown and la for an individual `9^- O R E G O N and Warning,before construction commences. building component.Applicability of design parameters and proper •✓ Q 2.2a4 compression web tracing mu&be installed where shown+. Incorporation of component la the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2_Design M at IU the by end bottom chords c l throughout laterally bracetl at '9,Q Uq R y by is the responsibility of the erector.Additional permanent bracing o! 7 continuous tin ou at ea hin rsuch a ply unless brecea nd/their length). L DATE: 7/21/2015 the overall structure is the responsibility f the builtli tl Z'Imps ua sheathing and,as ding reywood meedWeetn ere show +arywall(BC). 't PAUL A U L a� spoils y o rg designer. 3.2x Impact bridging or lateral bracing required where stgwn+. /� `SEQ. : K 1314 9 4 2 4.No load should be applied to any comporem until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasterere are complete and at no time Would any loads greater than 5.Design a a sumestmmsamtobeuwdinanon msiveenvimnmeM, TRANS ID: LINK design lose:be applied to any component. and are for"dry condition•o!use. 8.cam Trus has no control over and assumes no red fi.Design assumes NII beefing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 pu responsibility for the receswry fabrication,handing,dsubje and installation ofcomponents.s. 8.Design assumesadequateoth Cage is truss,a. d July 21,2015 8.Thla tlestgn is Nmlahed subject h the limitalicns set forth by 8.Plates shall be locetatl on both Nces of trues,and aced so their center TPINVrCA in SCSI,copies of which will be fumished upon request. tins coinddle with joint center lines. 9.Digit' indicate size of Plate in Inches. MITek USA,IRC./COmpuTlus Software 7.6.7-$P2(1 L)-E 10.Far basic connector plate design values see ESRA 311.ESR-1988(MITek) r y• r r �• a r �r This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 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=(-105) 47 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 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 01- 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) 51- 11.8" -67/ 144V C/ OH 1.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Desicin checked for net(-5 Psf uplift at 24 "oc s aci g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF 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 3 MAX HORIZ. LL DEFL = -0.001" @ 51- 11.0" MAX HORIZ. TL DEFL = -0.001" @ 51- 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=1.6, Truss designed for wind loads in the plane of the truss only. 0 0 M o I - c o - 0 2 4 1 M-3x4 1-06 2-00 3-11-12 ROVIDE FULL BEARING;Jts:2,4,3 897 PE JOB NAME : PLAN 2523 3 CAR ELEV A - BSJ2 Scale: 0.6580 WARNINGS: GENERAL NOTES, unlade otherwise noted: 1.B,Ada,and emdbn contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and Is for an Individual 9 OREGON Truss: BSJ2 and Warnings before construction commences. balding component.Applicability of design parameters and proper /ti� 2Q) Q 2.2x4 compression web bracing must be Installed where shown.. Incoryoreboumes the top and bottom chords to be laterally braced at n of eomponant is me maponslbility of the bullelrq designer. 2Design= q R Y 3. Additional temporary bracing to Insure stability 0urin8 conabuclion . by b the responsibility of me erector.Additional permanent bracing of 2 continuous and slumming Ding respectively unless bracod throughout melt length). \ conmact idgngr such asgywooeuired where shng(TC)andlor ow P/{�L DATE: 7/21/2015 the overall structure is the responsibility of me building designer. 3.2s Impact bridging or lateral bracing required wMre etwwn++ �'1 SEQ.: K 1314 9 4 3 4.No load should be applied W any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 8.Design assumes trusses ata to be used in a non-corrosive enyinmmem, TRANS ID• LINK design loads be applied W any component. and amfor-ary condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment components, ry pmject.tolimitaonotcom is 7.Design assumes adequate donWinfdrainage la trun.a. July 21,2015 e.This design is mmien.d aabpa te me limitations oat roan by a.Plater anon ba located an born races m toss,and paces so mak tamer y TPIIWTCA in SCSI,copies of which will be famished upon request. lines coincide with joint canter lines. 9.Digits indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values we ESR-7311,ESR-1988(MITek) is 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: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. 2-3=(-64) 23 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 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/ 432V -11/ 74H 5.50" 0.69 KDDF ( 625) 1'- 9.2" -70/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 2'- 11.8" -32/ 69V 0/ OH 1.50" 0.11 KDDF ( 625) 6.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for met(-5 sf) uplift at 24 "oc s aci g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -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 TO PANEL LL DEFL = 0.003" @ 1'- 0.9" Allowed = 0.177" MAX TO 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" @ 21- 11.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 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=1.6, Truss designed for wind loads in the plane of the truss only. m 0 0 I o 0 I - - O 2 4 M-3x4 1 1-06 2-00 0-11-12 PRQFFss PROVIDE FULL BEARING;Jts:2,9,3 INC R /0 89 82P v� JOB NAME : PLAN 2523 3 CAR ELEV A - BSJ1 Scale: 0.9666 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection cordrador should be advised of all General Notes 1.Tibia design is based only upon the parameters shown and Is for an Individual y O R E G O N Truss: BSJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper z.zea compression web bracing must be installed cotters mown.. inmrporelion of componentla me responsibility of the building designer, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom css ba c d throughout laterally bracetl at by is the responsibility of me erector.Additional permanent bracing of 2 ntin and ai eaI(Y o.c.such as ply unless braced d/their length). ' DATE: 7/21/2015 Me overall structure Is the responsibility f the building desi continuous sheathing sten as plywood airedsheatn ere s end/or drywall(BC>. PA U L apo y o g goer. 3.2a Impact bridging or lateral bracing required where shown«. SEQ. : K 1314 9 4 4 4.No load should be applied to any component until eller all bracing and 4.Installation of truss is the responsibility of the respective contmdor. /asteners are complete and at no time Mould any loads greater than 5.Design aasumestrosms are to be uwd in a non-conoslve environment, TRANS ID• LINK design loads be applied to any component. and are for"dry condition"of use. S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta Mown.Shim or wedge if EXPIRES: 12/31/2016 /abricetbn,handling,shipmentand installation of componenh. necessary 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of trues,and placed ad their center July 21,2015 TPIANTCA in BCSI,copies of which will be furnished upon request, lines coincide with Joint center lines. 9.Digits Indicate see of plate In inches. MiTek USA,Ino./CompuTrus Soft Ware 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-7 31/,ESR-1988(MITek) r• 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 #1bBTR LOAD DURATION INCREASE SE - 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1 BTR SPACED 24.0" O.C. 2-3=(-61) 69 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12110C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 01- 0.0" -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) 61- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND, 2: Design checked for net(-5 sf) uplift at 24 "oc s aci g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-03-10 MAX TC PANEL LL DEFL = 0.001" @ 0'- 9.4" Allowed = 0.066" MAX TC PANEL TL DEFL = -0.001" @ 0'- 9.8" Allowed = 0.099" 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 HO RIZ. LL DEFL = -0.000 @ 1'- 2.9" 9.00 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, (A11 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 I o � � m o - 0 2 M-3x4 1-00 PROVIDE FULL BEARING;Jts:2,3,9 6-00 �-o P R OFe' LS', �NGINEER /0 8 7 2P 9r JOB NAME : PLAN 2523 3 CAR ELEV A - BJl Scale: 0.7269 WARNINGS: GENERAL NOTES, unless otherwise noted (� 1.Builder and erection connector should be advised of all General Notes 1.This design is bard only upon the parameter:shown and Is for an individual v OREGON Truss: BJ1 and Warnings before wratuetion commences. building component.Applicability of design parameters and proper 2.2a4 compression web bracing must be installed where shown+. Incorporebon ofcempomnt Is the responsibility of the building designer. Cl V A 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to d t roughoaterally braced et q R Y is the responsibility of Me erector.Additional permanent bracing of 7 ocon.c.and al ICY o.c.respectively unlet brecetl throughout Meir length by \ DATE: 7/21/2015 the overall structure is thereresponsibility of building des Z(Imp cue breathing latchasplywcod uiredwomshwn-heathing(TC)and/or drywell(BC). AA�1 pansi y c g Igner. 3.2a Impact bridging'ane lateral bracing required where shown++ �'1 L SEQ.: K 1314 9 4 6 4.No load should be applied to any component until eller all bracing and 4.Installation of truss W the responelbllby of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design arumes musts are to be used in a noMcomosive environment, TRANS I D• LINK design wads W applied to any component. and are for•dry condition"of use. S.CompuTrue has no control over and assumes no responsibility for the 8.DoWginassumes full bearing at all supporta Mown,Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,Mi ry pmeecttomslimitaonofceorthbyte. 7,DesigPlates arumesadequate donbothfacebpmesetl. July 21,2015 6.This design is famished subject to the limitations rt foM by 8.Plebs small be located on both laces of Wss,and placed so their center TP IANTCA in BC 51,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./CompuTms Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values we ESR-1311.ESR-7988(MITek) e is is 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 #I4BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-12=( -825) 2418 12- 3=( 0) 233 BC: 2x4 KDDF #1hBTR 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. DON. 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. DON. 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=( O) 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 ERG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 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) COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s aci g. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -11- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed= 0.200" MAX LL DEFL = 0.186" @ 121- 0.0" Allowed= 1.829" MAX TL CREEP DEFL = -0.332" @ 18- 9.0" Allowed= 2.439" MAX LL DEFL = 0.013" @ 391- 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 windforce-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), 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 1-0 3-08 6-00 5-05-11 6-02-13 in the plane of the truss only. 12-00 12-00 M-4x6+ M-4x6+ 1z I�-3x� 12 6.00 F7' Q 6.00 -3x5(S) M-3x5(S) M-4x6 M-4x6 4 6 M-3x4 M-3x4 3 + + 9 0 o 12 13 14 15 16 1 p ED P R OFFss MM-3x6 M-1.5x3 M-3x8 0.25" M-3x8 M-1.5x3 M-3x6 M-5x6(5) �5 tJGINEF /� L 6-01-01 5-05-11 7-02-04 7-02-04 5-05-11 6-01-01 89 7 8 2 P E 1-06 37-06 1-06 JOB NAME : PLAN 2523 3 CAR ELEV A - BH4 Seale: 0.1450 h WARNINGS: GENERAL NOTES, unless othi rwiss,noted: OREGON O 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual (� Truss: BH4 and Warnings before construction commences. building component.Applicability of tlesign p"remeters and proper 2.2k4 compression web bracing must be installed where shown* 2.Design eswincorporation of comes the top and mponent la the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction bottom chartls to be laterally braced at is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10 .c 'o ,respectively unless braced throughout MPA their length by C� DATE: 7/2 1/2 0 1 5 the overall structure is the responsibility of building deal continuous sheathing such as plywood Weathing(TC)and/or drywall(SC). sponsi y o g gner. 3.It Impact bridging or lateral bracing required where shown•t SEQ.: K 1314 9 4 7 4.No load should be applied to any component until after all 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 s.Design assumes,trusses are to be used in a non-r;onosbe environment, TRANS ID• LINK design loads be applied to anycomponent. and arefor'dry condition"of use. EXPIRES: 12/31/2016 5.Compunus has no control over and assumes no responsibility for the 6.Design a mas full bearing at all supporta shown.Shim or wedge if fabrication,handling,shipment antl installation ofcomponents. seeryJuly 21,2015 7.Designassumesbe satled on both faces of truss, 6.This design Is furnished subject to Me limitations set forth by 6.Plates shell be located on bath(aces of Truss antl placed so their center TPIM?CA in SCSI,copies of which will be furnished upon request. Tins colnekle with joint center lines. 9.Digits Indicate 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-1968(MiTek) r. 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: 2x9 KDDF #I&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 76 2-12=(-1610) 4922 3-12=( -139) 276 2x6 KDDF #1&BTR T2, T3 2- 3=(-5686) 1888 12-13=(-2582) 7120 12- 4=( :326J 1482 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-5679) 1936 13-14=(-2612) 7128 12- 6=(-2430) 1094 WEBS: 2x9 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( 19.0)= 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. DON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 9'- 0.0" TO 28'- 3.0" V 6- 7=(-7138) 2694 19- 7=( 0) 384 BC LATERAL SUPPORT <= 12"OC. DON. 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( 90.0)= 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 ERG REQUIRED ERG AREA OVERHANGS: 18.0" 0.0" REQUIREMENTS OF IHC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 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" -899/ 3031V 0/ OH 5.50" 4.85 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. nails staggered: COND. 2: Desi n checked for net(-5 sf uplift at 24 "oc s aci 9" oc in 1 rows) throughout 2x9 top chords, g. 9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.003" @ -1'- 6.0" Allowed = 0.150" ** For kianQ�r r3��csrowj sJett a � �f4nnswebs. 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 HO RIZ. LL DEFL = 0.055" @ 361- 9.5" MAX HORIZ. TL DEFL = 0.090" @ 361- 9.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Ca .2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0-05-03 0-05-03 Truss designed for wind loads f_� in the plane of the truss only. 8-11-11 19-06-10 8-08-11 4-06-05 4-00-03 6-02-02 7-00-09 6-03-14 4-00-03 4-03-05 8-11-02 8-08-02 12 980# +M- 80# 6.00 p M-4x6 . M-3x8 M-4x6 12 " g Q 6.00 9 5 0.2255"6 L 7 9 T -I T M-1.5x3 M-1.5x3 3 + + 0 O N � O I l0 0 1 12 **11 0 to M-3x6 M-3x8 M-3 19 x4 M-1.5x3 M-3x6 M-3x6 0 M-5x6(S) L 8-04-12 7-00-09 16-09-01 6-10-13 8-01-12 ED PROFFS L L 17-06 19-09 ;s ��5� `iAGINEF�4 1-9/ 1-06 37-03 '9 89782PE r JOB NAME : PLAN 2523 3 CAR ELEV A - BH1 Scale: 0.1800 WARNINGS: GENERAL NOTES, unless otherwise noted: t.Builder and erection contractor Mould be advised of all GeneralNotas 1.This design Is based only upon the parameters shown and Is for anindividual yti OREGON Truss: BH1 and Warnings before construction commences. building component.Applicability of design parameters and proper O 2.2x4 compreselon web bracing must W Installed where shown+, incorporebon of component is the mspcimbiNty of Me building designer. � 2 3.Additional temporary bracing to muse stability during construction 2.Design assumes the top and bottom chords to be ki,mily, /braced at 7� q R y A5, 4 the responsibility of the erector.Additional permanent bracing of Z o.c.and at 1 O o.c.respectively unless braced throughout their length by n Impact bridging or lateral bracing required where continuous sheathing such as plyemod Meathing(TC)and/or drywall(BC). PA�� C`\ DATE: 7/21/2 015 Me overall ebucture b the responsibility of the Wilding designer, 3.2x Mown*+ ` - S EQ. : K 1314 9 4 8 4.No load Mould be applied to any component until after all bracing and 4.Installation of truss N Me responsibility of me respective contractor fasteners are complete and at no lime should any loads greater than s.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID• LINK design load,be applied to any component. and are for"dry condition"of use. S.Comps Trus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports Mown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,Mi sery pmjectto me hby 7.PlatesDesigaallbesadequate donboreMageisprovided. ss,an JUI 21,2015 8.This design is fumiahed eubjed te me limitations set forth by B.Plates shell be located on both faces of truss,and placed se[belt center y TPINdfCA 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,InCJCOmpUTfU6 Software 7.6.7-SP2(i L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(hi �a le 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 2-4=(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 <= 12110C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED ERG 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 ICOND. 2: Desian checked for net(-5 sf) uplift at 24 "oc s aci g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF 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" @ 21- 6.9" 12 MAX HORIZ. TL DEFL = 0.000" @ 2'- 6.9" 9.00 F7 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 in the plane of the truss only. 'o 0 0 N O 1 - C O O 4 M-3x4 1-00 ROVIDE FULL BEARING;Jts:2,3,4 6-00 G I N EFR`S/O 8972P JOB NAME : PLAN 2523 3 CAR ELEV A - BJ2 Scale: 0.6394 WARNINGS: GENERAL NOTES, unless otherwise noted'. 1.Builder and election contractor should be advised of ail General Notes 1.This design Is based only upon Me parameters shown and isbranlndiviEual y OREGON a- Truss: BJ2 and Warnings before construction commences. Wilding component Applicability of design parameters and proper �/ nQ1 Q 2.2x4 compresaion web bracing must be installed where shown+. Incorporation of component Is Me responsibility of the building designer. �n R `, Additional temporary bracing to Insure stability during construction V Q� 3b. 2.Design assumes the top and bottom chords be laterally braced at •l Y 5. is the responsibility of to erector.Additional permanent bracing of T continuous ou at 10'hint won a plyely unless braced throughout their length). \J DATE: 7/21/2015 Me overall structure is the responsibility f the buildi deo continuous sheathing won as plywood required ething(TC)and/or tlrywell(BC). Pq U L o building designer. 3.�Impact brldgirg or lateral bracing required where shown++ S E K 1314 9 4 9 4.No bad should be applied b any component until after an bracing end 4.Installation of buss is the responsibility of the respective contractor. 4' ' fasteners are: and at no time should any loads greater Man 5.Design assumes trusses are to be used In a non-comosive environment, TRANS I D• LINK design loads be applied to any component. and are for•dryco ditimof ase. S.CompuTrus has no control over and assumes no responsibility for the 6.Design e sii ssewumes full bsaring at all supports shown.Shim or wedge if fabrballon,handling,shipment and installation of components. ". ,l EXPIRES: 12/31/2016 T.Plates assumeselocaedonbothfagakpross,an July 21,2015 S.This design Is furnished subject fo Ma limitations set bnh by 6.Plates shall be located on both(aces of truss,and placed so their caner TPNA/TCA in BC SI,copies of which will be furnished upon request. lines colnGde with joint center lines, g.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTfus Software 7.6.7-SP2(1L)-E 10 .For basic connector plate design values we ESR-1311,ESR-1988(Miiek) ra • s This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 61- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #I&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 KDDF #I&BTR SPACED 24.0" O.C. 2-3=(-152) 105 3-4=( -43) 0 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12110C. 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) 51- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) 61- 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. COND. 2: Design checked for net(-5 sf uplift at 24 "oc s aci g. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.000" @ 61- 7.6" Allowed = 0.064" MAX TL CREEP DEFL = -0.001" @ 61- 7.6" Allowed = 0.085" 3 MAX TC PANEL LL DEFL = 0.116" @ 31- 4.8" Allowed = 0.459" MAX TC PANEL TL DEFL = -0.120" @ 31- 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=1.6, Truss designed for wind loads o in the plane of the truss only. 0 ui 0 m o - 1 5 0 1 M-3x4 1-00 6-00 0-07-10 ROVIDE FULL BEARING;Jts:2,5,3 P R OFFss �NGINEFR 9782PE JOB NAME : PLAN 2523 3 CAR ELEV A - BJ5 Scale: 0.5309 WARNINGS: GENERAL NOTES, union otherwise noted (/ t.Builds,and erection contractor should W advintl of all General Notes 1.This design Is bend only upon the parameters shown and is for an Individual -9 OREGON Truss: BJ5 and Warning,before construction commences. building component.Applicability ofdeslgn parameters and proper �//- n0 Q' 2.2x4mmprenionwebbrecingmuatbelnslalletlwhereshown*. Incorporation of component Is the responsibility ofthe building designer. CIgRY 15 V 3.Additional temporary bracing to insure stability during construction 2.Design and the top and bottom chards fo d throughout atrally bracetl et L1 - is the responsibility of the a actor.Additional permanent bracing of 7 ntino.c antl at ss ninWoorespectively oo M eacatl(TC)an their length). �� continuousOssiningor webasplywood meed hetes own.tlrywall(BC). DATE: 7/21/2015 the overall structure retha reeponeibilty of the building deapnar. 3.It Impact bridging or lateral bradng required wears shown++ S E K 1314 9 5 0 4.No load should be applied to any component until after all bracing and 4.Installation of muse Is me responsibility of the respective contractor. 4' listeners are complete and at no time should any loads greater than 5.Design esnmestrueaes are W be and in a nont sive environment, TRANS I D: LINK design I,ad.be applied to any component. and are for"dry condition"of use. 5.CumpuTrus has no control over antl assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 cognacs fabrication,handling,shipment and installation ofcompth by 7.Design euumeseded on both fadrainage oprovided. July 21,2015 8.This design is furnished wbject to the limitations eat form by S.plates abet Da located on Dom faces oftruss,and placed n their center TPIWrCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Ina./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values we ESR-1311,ESR-1988(MITek) r to This design prepared from computer input by JP LUMBERSPECIFICATIONS TRUSS SPAN 61- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2 x 4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-9=(0) 0 BC: 2x4 KDDF #I&BTR SPACED 24.0" O.C. 2-3=(-114) 91 TO LATERAL SUPPORT <= 12"OC. DON. 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" -32/ 384V -49/ 149H 5.50" 0.61 KDDF ( 625) 5'- 2.9" -103/ 152V 0/ OH 1.50" 0.24 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. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP GOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. 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'- 0.0Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.012" 5-03-10 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.016" MAX TC PEL LL DEFL = 0.075" @ 3'- 0.3" Allowed = 0.901" MAX TC PANEL TL DEFL = -0.072" @ 3'- 0.4" Allowed = 0.601" 3 12 MAX HORIZ. LL DEFL = -0.001 @ 5''- 2.9" 9.00 MAX HORIZ. TL DEFL = -0.001" @ 5 - 2.9" Design conforms to main windforce-resisting system and components and 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-'-% Truss designed for wind loads o in the plane of the truss only. 0 I o � - m 0 4 O 1 7--3x4 1-00 6-00 PROVIDE FULL BEARING;Jts:2,3,9 ,ED P R press ANG I N&,c- /0 89782PE v� JOB NAME : PLAN 2523 3 CAR ELEV A - BJ4 Scale: 0.5322 WARNINGS: GENERAL NOTES, unlet otherwise noted V t.Builder and erection contractor Mould be advised of all General Notes 1.This design is based only upon the parameters shown and 1°for an individual -9 O R E G O N -1 Truss: BJ4 and Warnings before construction commences. building component.Applicability ofdesign parameters and properQ 2.1,1 compression web bracing mst be uinstalled where shown Incorporation of commonM ent is e responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '9,9 �q R Y 15 �tG P is the responsibility of the erector.Additional permanent bracing of 2 o.c.ant at 10 o.c.respectively unless braced throughout their length by L continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,1 PAUL DATE: 7/21/2015 Me overall structure k p the responsibility of Me building dial 3.2s Impact bridging or lateral bracing required where shown+♦ i'1 SEQ.: K 1314 9 51 4.No bad should be applied to any component unit after all bracing and 4.Installation of buss is the responsibility of Me respective contractor, fast°ner°am complete and at no time Mould any load.greater than 5.Design emmestrusaesam to be used In a non-conosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition'•of use. 5.CompuTrus has no control over and assuno responsibility for the 8.neces�^°°°°m°°'°"b°°rir'g at°"supports shows Shim on wedge it mes ry. EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design eeilbesadedonbothfageia buse,a. July 21,2015 6.This design is/umished subject to Me limitations set forth by S.Pkles shall be located on both faces a(tmss,and placed co their center To NVICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Dlgks intlicele s¢e cl plate in Inches. MITek USA,Inq./CampuTfus Software 7.6.7-SP2(1 L)-E t0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) is This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 61- 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 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-85) 72 TC LATERAL SUPPORT - 12"OC. UON. LOADING BC LATERAL SUPPORT G= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ ERG 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 COND. 2: Desian checked for net(-5 sf) uplift at 24 "oc s aci g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0- 0.0" Allowed = 0.079" 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" MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL -0.000" @ 3'- 10.9" 9.00 3 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 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=1.6, Truss designed for wind loads in the plane of the truss only. 0 c 0 o m o - I 4 O M-3x4 1-00 6-00 PROVIDE FULL BEARING;Jts:2,3,9 NGI S/� 89782PE JOB NAME : PLAN 2523 3 CAR ELEV A - BJ3 Scale: 0.6064 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection wn(mctof should be advised of all General Notes t.This design is bawd only upon the parameters shown and Is for an intlividiml OREGON Truss: BJ3 and Warnings before construction commences. building companant.Applicability of design parameters and proper /L� ZQ) Q 2.D�4 compression web bracing must be installed where shown+ Incorporebon of companent is the responsibility of the building designer. �/ 3.Additional temporary bracing to Insure stability during construction 2.Design awumea thetop end bottom chortle to be faterelly braced at 7,(1 q R Y 5 GSC isthe responeiNlay of the erector.Adtlglonal permanent bracing or ci o.c.afW at t a ox.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)antl/or drywall(BC). p�( DATE: 7/21/2015 the overall structure is the responsibility of the building designer, 3.N Impact bridging or lateral bracing required whore shown++ A SEQ.: K 1314 9 5 2 4.No load should be applied to any component until after all bracing and 4.Installatbn of trues is lha maponsibilily of the respective contractor. fasteners are complete and at no time should any loads greater than S.Design awumea trusses are to be used in a rwn-corrosive environment, TRANS ID• LINK design loads be applied to anycomponent, and are for"dry condition'pf use. 5.CompuTms has no control over and assumes no responsibility for the 6.Design awumea full bearing at all supports shown.Shim or wedge i/ EXPIRES: 12/31/2016 fabrication,handling,shipment sign pmeMaotheWlbganpfcomOrthby. 7.plate aseumesadequate donbothfageisprovided. July 21,2015 8.This design is furnished subject b the limitations wt brth by 8.Plates shall be located on both faces of trate,and planed w theacenter Y TP WVECA in SCSI,copies of which will be furnished upon request. lines wincMe with lost center lines. MiTek USA,Inc./Com uTrus Software 7.6.7-SP2 1 L-E 9.Digits indicate ect of plate In Inches. P ( ) 9 For basic cote sibs of tlesignvelues we ESR-7311,ESR-7988(MITek) e e a a This design prepared from computer input by Jp LUMBERSPECIFICATIONS TRUSS SPAN 37'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2 x 4 KDDF #1GBTR LOAD DURATION INCREASE = 1.15 1- 2=(-2744) 603 1- 9=(-463) 2316 9- 2=( 0) 226 6-13=(0) 233 BC: 2 x 4 KDDF #16BTR 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) 2480 10- 4=(-649) 163 TC LATERAL SUPPORT <= 12110C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2382) 600 12-13=(-505) 2397 11- 4=( O) 314 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2814) 626 13- 7=(-503) 2400 4-12=(-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 DON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ ERG 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" checked - t 9 g. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.157" @ 181- 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" @ 381- 9.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.066" @ 36'- 9.5" MAX HORTZ. TL DEFL = 0.111" @ 36'- 9.5" Design conforms to m ) windforce-resisting system and componentsand 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 in the plane of the truss only. 11-08-11 13-06-10 11-11-11 5-11-13 5-08-14 6-09-05 6-09-05 5-08-14 6-02-13 12 12 6.00 D M-4x6 M-3x8 M-4x6 Q 6.00 3 4 M-3x9 M-3x9 z + + 6 M-3x8 N O O o � 1 9 10 11 12 13 7 9 M-1 5x3 M-3x8 0.25" M-3x8 M-1.5x3 M-3x6 0 0 M-5x6(s) � L � ED�P(VOFF`S�i 5-10-01 5-05-11 7-02-04 7-02-04 5-05-11 6-01-01 �N F,9 02 37-03 1-06 897 2P JOB NAME : PLAN 2523 3 CAR ELEV A - CH2 Scale: 0.1875 WARNINGS: GENERAL NOTES, unless otherwise noted: V i.Builder antl mectbn contractor should be advlastl of all General Notes 1.This design is bawd only upon the parameters shown and Is for an individual -9 OREGON Truss: CH2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2s4 compression web bracing must be installed where shown+. Incorporation of component is me responsibility of the building designer. /� V 3.Additional temporary bracing to insure stability during construction 2.Z ox.assumes the lop and vely un esschoba M d t roughoaterally t their at q R Y 6, by is the responsibility of the erector.Additional permanent bracing of 7 ox.and at list sheathing respectively unless braced throughout their length). \J DATE: 7/21/2015 me overall struaum is the responsibility of building des) conmuoussidging or wchaapywg required heresown-g(TC)andlor drywan(ec). P�1 L sponai y o g goer. 3.2s Impact bridging or lateral bracing required where atavm«* �`t SEK 1314 9 5 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 4'' fasteners are complete and at no,time should any bads greater than 5.Design assumes trusses are to be usstl in a con-conosive environment, design loads be applied to any component, and are for'dry condition"of use Design TRANS ID: LINK s.CompuTmehasno control over and assumesnomepormbllityfor the e.necessawumefull beadngatall supponsshown,Shim orwedge ll EXPIRES: 12/31/2016 ery. I fabrication,I,Mrng,shipme t andcant elimitatioon ofcomorthby. 7.Design ewumeadequate donbothI... la trovitled. July 21,2015 8.This design ie hmiahatl wbjep to the limitations wt forth by 5.Plates shall De located on bath faces o/tress,and placed w their center TPINVTCA In SCSI,copies of which will be furnished upon request lines coincide with joint canter line. 9.Digks indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design value we ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBERSPECIFICATIONS TRUSS SPAN 37- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2 x 4 KDDF #ISBTR LOAD DURATION INCREASE = 1.15 1- 2=(-2744) 815 1-11=(-666) 2316 11- 2=( 0) 226 BC: 2 x 4 KDDF #ISBTR 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 <= 12110C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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 DON. FOR LL = 25 PSF 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: Desian checked for net(-5 sf) uplift at 24 "oc s aci g. ** 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 14-08-11 7-06-10 14-11-11 in the plane of the truss only. 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 4 6 12 12 6.00 p M-4x6 M-3x8 M-4x6 Q 6.00 3 5 M-3x4 M-3x4 z + + e M-3x8 o 1** 11 12 13 14 15 9 0 0 o M-1.5x3 M-3x8 0.25" M-3x8 M-1.5x3 M-3x6 to M-5x6(5) Ep PROFFS L L L L L L s L 5-10-01 5-05-11 7-02-04 � 7-02-04 5-05-11 6-01-01 � L ��5 �NGIN EF,9 �p 37-03 1-06 2'9 89 82P JOB NAME : PLAN 2523 3 CAR ELEV A - CH3 Scale: 0.1875 WARNINGS: GENERAL NOTES, unleasotherwise noted "A OREGON 7.Builder and emotion contractor should be advised of all General Notes 1.This design Is based only upon Me parameters shown and is for an Individual 7 Truss: CH3 and Warnings before construction commences. Wilding component.Applicability of design parameters and proper �/� nQ) Q 2.2x4 compression web bracing..at be Installed where shown*. incorporation of component le the raeponsidlity of the building designs, V A 3.Additional temporary bracing to insure stability during construction 2.Design aeaumea the top and Wtom chords c d throughout aterally braced et q by is the responsibility of Me erector.Additional permanent bracing of 7 ntin antl s i V hino.crsuch as ply woods braced(TC)ad/their dry length). \J DATE: 7/21/2015 the overall structure is the responsibility f Me Wilding d continuous sheathing such as acing re uired in whom s own+tlrywall(BC). PA ^ aponsi ty o ng ealgner. 3.2s Impact bridging or lateral bracing required wlrore slgwn++ �'1 S E K 1314 9 5 4 4.No road should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4' fasteners are complete and at no time should any one greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design bade be applied to any component. and are for"dry condition"of us. TRANS I D: LINK S.CompuTrus has no control over and eeaumea no responsibility for 6.Design assumes full naming at all supports shown.Shim or wedge if sssry. EXPIRES: 12/31/2016 fabg,shirlcetlon,handling, ponen shipment and installation of com ra. 7.Design assume adequate both Idrainage is hu-, n July Z 1,2015 6.This design is furnished sbjact to the limitations eat forth by S.Pklea shell be locetetl on both la...f trues,and placetl s their center TPIN✓TCA in SCSI,copies of which will be fumished upon requestlines coincide with joint center line.. 9.Digits Indicate size of plate in inches. MiTek USA,Int./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plata design values we ESR-1311,ESR-1866(MITek) is is a is 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 #1$,BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2744) 1033 1-11=( -854) 2316 11- 2=( 0) 226 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2353) 1043 11-12=( -855) 2313 2-12=(-311) 97 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 12-13=(-1068) 2480 12- 3=(-221) 652 LOADING 3- 5=(-2030) 964 13-14=(-1068) 2480 12- 5=(-674) 387 TC LATERAL SUPPORT <= 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) 314 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 15- 9=( -864) 2400 5-14=(-646) 384 TOTAL LOAD = 42.0 PSF 7- 8=(-2382) 1046 7-14=(-222) 665 --------________________------------- 8- 9=(-2814) 1041 14- 8=(-377) 104 NOTE: 2x4 BRACING AT 24-CIC UON. FOR LL _ 25 PSF 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 ERG 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) M-1.5x4 or equal at non-structural 0'- "0.0 -408/ 1564V -135/ 125H 5.50" 2.50 KDDF ( 625) 37- 3.0" -969/ 1792V 0/ ON 5.50" 2.79 KDDF ( 625) vertical members (uon). JT 1: Heel to plate corner = 2.50" ICOND. 2: Design checked for net(-5 sf) uplift at 24 "oc s i g. ** 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 = -0.014" @ 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 windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 17-08-11 5-01-09 19-09-12 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 17-08-11 7-06-05 12-00 Truss designed for wind loads 5-11-13 5-05-11 6-00 1-6Q-00-08 6-00 5-05-11 6-02-13 in the plane of the truss only. 11-09 M-4x6+ M-4x6+ 12-00 4 6 12 12 6.00 F7, M-3a5(S) Q 6.00 M-9x6 M-4x6 3 M-3x8 5 � ! M-3x4 M-3x4 2 + + 8 M-3x8 N l4 f 0 1** 11 12 13 14 15 0 o M-1.5x3 M-3x8 0.25" M-3x8 M-1.5x3 M-3x6 0 E0 P R OFe, M-5x6(s) 5-10-01 5-05-11 7-02-04 7-02-04 5-05-11 6-01-01 0 yr 37-03 69782PE JOB NAME : PLAN 2523 3 CAR ELEV A - CH4 Scale: 0.1750 (t) WARNINGS: GENERAL NOTES, unless otherwise noted: �^• OREGONnQ^ t.Builder and erection contractor should be aEvised of all General Notes t.This design Is baud only upon the parameters shown and is for an individual ���-✓�yr 'y ()� Truss: CH4 and Warnings baron,construction commences. building component.Applicability o(designparameters and proper /y 2.2z4compreaionweb bracing muslbeinstalled where shown*. incorporatlonofcomponentistheresponsibilityofthebuildingdesigner. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom unlchoess braced to be laterally braced at \v b the maponslbllny,of the erector.Additional permanent bracing of 7 continuous and at 10'o.c.such a ply unless brecetl throughout their length). �'A U L DATE: 7/21/2015 the overall structure Is the responsibility (the building desi continuous sheathing such as plywood tired share s and/or tlrywall(BC). spo Y o g goer. 3.2z Impact bridging or lateral bracing required where shown« S EQ. : K 13 14 9 5 5 4.No load Mould be applied to any component until after all bracing and 4.Installation of truss is the responsbility of the mepactiva contractor famenem are complete and at no time should any bads greater than 5.Design assumes trusses are to W used in a non-corrosive environment, TRANS ID• LINK design loadsNappliedtoanycomponent. and are for"dry condunlon°ofuse. EXPIRES: 12/31/2016 S.CommTrushasnocontroloverandassumesnoresponsibilityforthe 6.n , Design ueslullbearingatelleuppodsshown.Shimorwetlgai( July 21,2015 fabrication,handling,shipment and installation of compononts. ry, 7.Design as ll b elocaadequatedonboth face istrus,provided. 8.This design is fumiahed subject ro the limitations sat forth by S.Plates shall be located on both(aces of turas,and placed m[heir center TPIANTCA In BCSI,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.tCompuTrus Software 7.6.7-SP2(1L}E 10.For basic connector plate design values we ESR-1311,ESR-1988(MiTek) is is This design prepared from computer input by JP LUMBERSPECIFICATIONS TRUSS SPAN 37- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2 x 4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2690) 578 1- 9=(-435) 2322 2- 9=(-223) 202 BC: 2 x 4 KDDF #1 BTR SPACED 24.0" O.C. 2- 3=(-2449) 550 9-10=(-286) 1978 9- 3=( -26) 462 WEBS: 2x4 KDDF STAND; 3- 4=(-1759) 481 10-11=(-301) 1965 3-10=(-694) 253 2x4 DF STAND A LOADING 4- 5=(-1759) 469 11- 7=(-441) 2344 10- 4=(-254) 1168 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2494) 534 10- 5=(-720) 258 TC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2754) 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 IT 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. 01- 0.0" -221/ 1564V -212/ 203H 5.50" 2.50 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 371- 3.0" -285/ 1742V 0/ OH 5.50" 2.79 KDDF ( 625) ICOND. 2: Desian checked for net(-5 g. 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 = -0.014" @ 381- 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. Wind: 140 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 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 12 12 6.00 p M-4x6 Q 6.00 4 fT M-5x6(5) M-5x6(5) 3.1' 0.25" 0.25" 3 5 + M-1.5x3 M-1.5x3 2 + + M-3x8 C) C) � A I 0 l0 1 M-3x4 17.25" M-3x4 M-3x6 M-5x8(5) o PROFFS 9-04-05 9-01-11 9-01-11 L 9-07-05 ') � 1NGINEF� s�0 37-03 1-06 9782PE r JOB NAME : PLAN 2523 3 CAR ELEV A - C1 Scale: 0.1625 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon Me parameters shown and is for an Individual yy OREGON P Truss: C1 and Warnings before construction commences. building component.Applicability of design parameters and proper CyQ) 2.3x4 compression web bracing moat be installed where shown+. Incorporation of wmponoM ie the respon WNlity of the building designer. 9///��� 3.Additional temporary bracing to Insure stability during construction 2.Design.esume.the tap and bottom chords to be throughout braced et q R Y 5 by is the responsibility of Me erector.Additional permanent bracing of T contox.inuous and at ea10'ox.respectively unless braced(TC)and/or their length). \ DATE: 7/21/2015 the overall structure is the responsibility f Me building designer. coImpact sheathing such as plywood meedsheatin whom s dna/or drywall(BC). PAUL^U 1 aporrci y o ng sgner. 3.IDt Impel bridging or lateral bracing required contra slwwn*+ �•1 l_ SEQ.: K 1314 9 5 6 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any wads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component and are for"dry condition'of use. S.CompuTrus has no control over and assumes no responsibility for the 8.necessary.issumes full bearing at all supporta shown.Shim or wedge i/ EXPIRES: 12/31/2016 fabrication,handlin shipment components, g, pmaMdna ellaitatinofcom is 7.Plifts ewumeloadequate othfageis tus,provided. a July 21,2015 8.This design Is Nmishetl subject to the limitations set forth by B.Pisces shall be located on both faces of trues,and aced w their center TPIM/ICA In BCSI,copies of which will be furnished upon request. Anes coincide with joint center lines. 9.Digits indicate We of plate In inches. MiTek USA,Ino./CompuTus Soft Ware 7.6.7-S1p2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by JP LUMBERSPECIFICATIONS TRUSS SPAN 37'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2 x 4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-10=(-394) 2402 3-10=(-276) 195 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2775) 555 10-11=(-272) 2013 10- 4=( -17) 501 WEBS: 2 x 4 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) 1165 TC LATERAL SUPPORT <= 12"OC. DON. 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. DON. 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 ERG REQUIRED ERG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 01- 0.0" -284/ 1746V -217/ 217H 5.50" 2.79 KDDF ( 625) 37'- 6.0" -284/ 1746V 0/ OH 5.50" 2.79 KDDF ( 625) GOND. 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" @ 371- 0.5" MAX HORIZ. TL DEFL = 0.101" @ 371- 0.5" 18-09 18-09 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. Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-4x6 Q 6.00 load duration factor=1.6, 4 0" Truss designed for wind loads 5 ,F,/ in the plane of the truss only. M-5x6(5) M-5x6(5) 3.1" 0.25" 0.25" 4 6 4- M-1.5x3 M-1.5x3 3 + } 7 0 0 II 11 12 e d' of M-3x6 M-3x4 0.25" M-3x4 M-3x6 P R M-5x8(5) �Q,ED OFFS L INE �io� 9-07-05 9-01-11 9-01-11 L 9-07-os �' INE '1-06' 37-06 1-06 8982P v� JOB NAME : PLAN 2523 3 CAR ELEV A - C2 � Scale: 0.1575 WARNINGS: GENERAL NOTES, uniessotherwise noted: f/ 1.Builder and erection contractor.Would be advised of a9 General Notes 1.This deelgn Is based only upon the parameters shown and is for an individual yOREGON Truss: C2 and Wamingsbelow construction commences. Wilding componen.Applicability ofdesign paremetersand proper 2.2.4 compression web bracing moat be Herellea corers snows.. inwrporetlon of component Is the responsibility of the building designer. G 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords braced to d throughout aterally brecetl et .�1� Y �j- by is the reaponalbllity of the erector.Additional permanent bracing of 7 ntinox.ant et eathing o.c.respectively unless brawtl(TC)and/or Meir length). DATE: 7/21/2015 the overall structure is the responsibility of a commutes.ngingor.d"raapcwoodaneewhomsown++ywan(Bc>. /JA UL V spo itY o g designer. 3.ZM Impact bringing or lateral bracing required contra shown++ SEQ.: K 1314 9 5 7 4.No bad should be applied to any component until after all bracing and 4.5.Design ionassfWw ea it is the responsibility are to si uleatl In aero respective contractor. fasteners are complete and at co time should any load,greater Man and are for"drytrumecondition"of use. TRANS I D: LINK design bads be applied W any component 6.Dastpn esaumea full bearing at all supports shown.Shim or wedge if S.compuTrus has no control over and assumes no responsibility for the EXPIRES: 12/31/2016 cessary. fabrication,handling,shipment and installation ofwmponente 7.Design assumes adequatedrainage isprovided. July 21,2015 S.This design ie furnished subject b thlimitations ations sat forth by 6.Plates shall be located on both faces of truss,and placed w their center TP IANTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center linea. 9.Digits indicate We of plate in inches. MiTek USA,Inc./CompuTms Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values we ESR4311.ESR-1966(MiTek) r This design prepared from computer input by JP LUMBERSPECIFICATIONS 37-06-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2 x 4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 76 2-13=(-1582) 4954 3-13=( -136) 278 2 x 6 KDDF #1SBTR T2, T3 2- 3=(-5724) 1898 13-14=(-2568) 7190 13- 4=( -334) 1502 BC: 2x6 KDDF #16BTR 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=( 0) 0 15-16=(-2578) 7220 6-14=( 0) 390 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 91- 0.0" V 4- 6=(-5086) 1780 16-11=(-1582) 4956 14- 7=( -30) 66 TC LATERAL SUPPORT <= 12110C. 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=( O) 382 BC LATERAL SUPPORT <= 12"OC. DON. 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=( 0) 0 9-16=( -328) 1492 ------============----------_ 9-10=(-5716) 1950 16-10=( -136) 278 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 375.0)+DL( 105.0)= 480.0 LBS @ 91- 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 ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 01- 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(s) throughout 2x6 top chords, COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/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 .200"MAX LL DEFT. _ -0.187" @ 15'- 5.3" Allowed = 1.829" MAX TL CREEP DEFL = -0.371" @ 22'- 2.4" Allowed = 2.439-- MAX .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 19-06-10 8-11-11 system and components and cladding criteria. 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), 11 It load duration factor=1.6, 8-11-02 8-11-02 Truss designed for wind loads in the plane of the truss only. 6.00 480# 480# 12 M-4x6 M0.25" ) M-3x8 M-4x6 12 5 0.265" 8 Q 6.00 T M-1.5x3M-1.5x3 3 } } 0 o � C p BEE! EES 12 33 19 15 16 1 0 M-3x6 M-3x6 M-3x9 M-1.5x3 M-3x8 M-3x6 M-5x6(5) ED P 8-04-12 7-00-09 6-09-01 6-10-13 8-04-12 N OFFssj G 17-06 20-00 1-06' 37-06 6 89782PE yr JOB NAME : PLAN 2523 3 CAR ELEV A - CH1 Scale: 0.1575 WARNINGS: GENERAL NOTES, unless otherwise noted 1.Builder and erection contractor should ba advised of all General Notes 7.This design is bawd only upon the parameters shown and Is for an individual y,L OREGON O^ Truss: CHl and Warnings before construction commences. building component.Applicability of design parameters and proper /, (1 ^ 2.D�4 compression web brecing must be installed where shown.. mcorporamm of component is the responsibility of Me building designer. C/ V C` 3.Additional temporary bracing to Insure stability during construction 2 7 .c. assumes the top and viuybottom chorda b be laterally brecetl el q R Y 5 �, by k the responitibilBy of the erector.Additional permanent bracing of 2 continuous and at 70'sheathing wonmataa ply unless braced(TC)and/or Meir length), \� DATE: 7/21/2015 Me overall structure k the m roibilil ofthe building deal continuous ridging or wch as acing required uired in o,s and/or tlrywall(BC). apo y o B goer. 3.3lmpact bridging or lateral bracing requiretl where shown SEQ.: K 1314 9 5 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor fastens"are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a con-mr,s,environment, design beds be applied M any component. and are for"my condition'of use. TRANS I D: LINK 5.commTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 snary. hie,design hendiis shipment and Installation ofcomponents.by 7.Design ssumesadequate donbothdrainagere(,asetl. July 21,2015 8.This tlasign is furnished ambled W Me limitations stet forth by 8.Plates shall be located on both feces of Imsa,and placed so their canter TPIANTCA in SCSI,copies of which will be furnished upon request. Anes coincide with joint center Imes. 9.Digits Indicate s¢e of plate in inches. Nt USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values we ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBERSPECIFICATIONS 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: 2 x 4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-3950) 882 1-4=(-626) 3010 4-2=(-966) 4450 BC: 2x8 KDDF #1&BTR 2-3=(-3950) 882 4-3=(-626) 3010 WEBS: 2 x 4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)= 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) BC UNIF LL( 493.8)+DL( 321.8)= 765.5 PLF 7'- 0.0" TO 11'- 5.0" V 01- 0.0" -526/ 2467V -91/ 91H 5.50" 3.95 KDDF ( 625) ( 2 ) complete trusses required. 111- 5.01' -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 @ 61- 0.0" nails staggered: ecked for net(-5 Dsf) uolift at 24 g 9" oc in 1 row(s) throughout 2x4 top chords, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6" oc in 2 row(s) throughout 2x8 bottom chords, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.066" @ 5'- 8.5" Allowed = 0.700" BOTTOM CHORD CHECKED FOR IOPSF 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 DEFL = 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 9.00 Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 2 y err (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, I Truss designed for wind loads in the plane of the truss only. *'HANGER BY OTHERS TO APPLY CONC. LOAD(S)EQUALLY TO ALL MEMBERS. 3. " M-5x16 M-5x16 o k o c 0 0 I 1 4 73 0 M-4x12 +3031# 5-08-08 5-08-08 11-05 8 782PE JOB NAME : PLAN 2523 3 CAR ELEV A - D2 -� Scale: 0.9631 WARNINGS: GENERAL NOTES, unlesaothenalse noted: V 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon me parameters shown and is for an individual y,L OREGON o� Truss: D2 and Warnings before construction commences. buktling component.Applicability of design parameters and proper /- ^ 2.Tc4 wmprewion web bracing must be installed where shown+, inmrporatlon of component Is the responsibility of the building designer, -V V q 3.2,4 comp temporary bracing to Insure stability whenuring construction 2.Design assumes the0.oo by and bottom chords to be laterally braced at 7 'l R - by I,Me responsibility of Me erector.AddNonal permanent bracing of Zoo end al ea hin respectively unless braced(TC)an throughout Meir length). ITL V DATE: 7/21/2015 the overall structure Is the responsibility f the building ties+ continuous sheathing such as plywood required a vinare show for drywall(BC). p/t L �\ eponai Y o g goer. 3.2c Impact bMping or lateral bracing raquiretl where stawn«* �`1 SEQ.: K1314959 4.No load should be applied to any component until ager all bracing and Ilabon aesuft at rum Issthe earesto sibiility of in the non-cotivelvcoeem torment, r. fasteners are complete and at no time should any loads greater m 5.Design gn design loads be applied to any component. and are for-dry wndNon"of use. TRANS I D: LINK S.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes lull bearing at all supporta shown.Shim or wetlga i!necessary. EXPIRES: 12/31/2016 of fabrication,design I,A handling,shipment and elimittio s.1fbriny 7.Design assumesatled on both drainageis provided. July 21,2015 6.This design ie fumiahetl subject fo the Nmlteliona set forth by 8.Plalea shell be located on both favus of buss,and placed so tMlr canter TPIM/TCA In SCSI,copies of which will be furnished upon request. linea coincide with joint center lines. 9.Digits Indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 11— 5.0" COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s act g. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF #I&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12110C. DON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. uss on continuous bearing wall UO . LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL able end tr-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. afer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP oro Tete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-08-08 5-08-08 12 1M-4x4 12 9.00 9.00 3 2 4 o � - � o o - � i o 0 1 l 0 M-3x4 M-3x4 1-00 11-05 1-00 �0 PRO G 89782PE yr JOB NAME : PLAN 2523 3 CAR ELEV A - D1 Scale: 0.5041 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and ereetbn contractor should be advised of all General Notes 1.This design is bawd only upon the parameters shown and is for an individual OREGON N Truss: D1 and Warnings before constmctum commences, building component.Applicability of design paramelereand proper (� Q 2.2x4 compreaMon web bracing must be Installed where shown+. Incorporetion of component la Me respunsiMily ofMe building designer. 3.Additional temporary bracing to insure stability during construction 2.Design=umes the top and bottom chords W be laterally braced al 9,4 �4 R y 15 is the responsibility of the arector.Additional permanent bracing of 7 o.c.and at 19 o.c.respectively unless braced throughout Mair length byconfinJ DATE: 7/21/2015 the overall structure is me responsibimy ofthe Wildingde 20m aoae ridging r seen as ping reysmod uiredMeathorn s ownandl-drywan(Bc). pA U L �\ signer. 3.2x Impad bridging or lateral bracing required where shown++ SEQ.: K 1314 9 6 0 4.No bad should be applied to any component until after all bracing and 4.Installation oftross is the responsibility of the respective contractor fastenere are complete and at no time Mould any bade greater than s.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition"cf use. s.CompuTrus has no control over and assumes nomsponelbibtyfor the 6.Design asumesfullbearingatallsupportsshown.ShimorwedgeIf ry. EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Plates eswmesadequate donbothfdrainage isprovided. ss,an pl July 21,2015 fi.This design Is Nrniehetl subject to Ma limitations set form by B.Plates shall be located on both feces of trots,end aced so their center TPNNTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint canter linea. 9.Digin,indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) . is re n . This design prepared from computer input by JP LUMBERSPECIFICATIONS 11-06-00 GIRDER SUPPORTING 37-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2 x 4 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 #1&BTR 2-3=(-4242) 926 4-3=(-660) 3240 WEBS: 2x4 KDDF STUD LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. CON. 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 BRG AREA BC LATERAL SUPPORT <= 12"OC. DON. BC UNIF LL( 443.8)+DL( 321.8)= 765.5 PLF 0'- 0.0" TO 11- 6.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 01- 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 111- 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, BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 1COND 9- D-i- uplift It 4 c g' 6" oc in 2 row(s) throughout 2x8 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 TO PANEL LL DEFL = -0.059" @ 3'- 1.3" Allowed = 0.400" 5-09 5-09 MAX HORIZ. LL DEFL = 0.006" @ 11- 0.5" It MAX HORIZ. TL DEFL = 0.011" @ 11- 0.5" 12 12 9.00 M-4 x6 9.00 sysign stem and components ne main d claddingresisting y portents and cladding criteria. 2 4.0" 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=1.6, Truss designed for wind loads in the plane of the truss only. 3. " M-5x16 M-5x16 0 1 0 1 4 3 0 0 M-4x12 5-09 5-09 11-06 0 P R OF�`S'S GINE 8 782PE v� JOB NAME : PLAN 2523 3 CAR ELEV A - E3 Scale: 0.4835 WARNINGS: GENERAL NOTES, unless othenoin noted: (/ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters anew,and is for an individual y OREGON Truss: E3 and warnings before construcbo,commences. building component.Applicability ofdesign pammetareandproper /lj 20 2.2x4 compression web bracing must be Installed when shown+. inmrporalion of component Is the responsibility of aha building designer. R Y , 3.Additional temporary brechg to insure m bitty during construction 2.Design assumes the top and bottom chords to b,laterally braced at is the responsibility of the motor.Additional pe armpit bracing of 7 o.c.and at 19 o.c,respectively union braced throughout their length by DATE: 7/21/2015 the overall structure is the responsibility of the building designee continuous ehging or such as plywood tired ing(TC)and/or drywall(BC). PA �L 3.2x Impact bridging or lateral bracing rd she tl where)and/r d /'S SEQ.: K 1314 9 61 4.No load should be applied to any component unit eller all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners ere complete and at no time should any bads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID LINK designloadebeappliedfuanycomponent. and an for"drycondmon oftse. 5.CompuTrus has no control over and assumes no responsibility for the 6.ne esssa wumee full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabricatbn,handling,shipment and Installation ofoomponente. ry. T.Design hallbassumes adequate donbothfageisprovided.t,an July 21,201rJ s.Tnrc design Is fumisned subject to me limitations set conn by e.Plates shell be located on both faces of truest,end placed w their center TPIANTCA In BC SI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Diets indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values we ESR-1311,ESR-1988(Ni This design prepared from computer input by JP LUMBERSPECIFICATIONS TRUSS SPAN 11- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2 x 4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-19) 284 6-3=(0) 262 BC: 2 x 4 KDDF #I&BTR SPACED 24.0" O.C. 2-3=(-973) 102 6-9=(-19) 289 WEBS: 2x4 KDDF STAND 3-9=(-973) 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. DON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 01- 0.0" -103/ 597V -110/ I10H 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 sf) uplift at 24 "oc s aci g. BOTTOM CHORD CHECKED FOR IOPSF 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'- 9.8" Allowed = 0.436" 5-09 5-09 MAX TC PANEL TL DEFL = 0.173" @ 8'- 2.9" Allowed = 0.655" 12 12 MAX HORIZ. LL DEFL = 0.002" @ ll'- 0.5" TIM-4x9 MAX HORIZ. TL DEFL = 0.009" @ 11'- 0.5" 9.00 Q 9.00 4 0„ Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 190 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=1.6, Truss designed for wind loads 1 in the plane of the truss only. 0 0 - Z c 6 0 I I O O M-3x9 M-1.5x3 M-3x9 I I L 5-09 5-09 1-00 'I 11-06 1-00 L 0 PROFESS ANG'N EFR io29 8 782PE r JOB NAME : PLAN 2523 3 CAR ELEV A - E2 - Scale: 0.9382 WARNINGS: GENERAL NOTES, union otherwise noted 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual y,L OREGON o Truss: E2 and Mmings before construction commences. building component.Applicability of design parameter and proper /, (1 2.2s4 compression web bracing must be installed where shown 4. incorporation of component is me responsibility of the building designer, C/ V 3.Additional temporary bracing fo insure installe during construction 2.Design assumes the top and bottom chorda to be laterally braced at q R Y 5 by W the responsibility of the erector.Additional permanent bracing of 7 continuous antl sheathing 1 d o.crespectively unless brecetl throughout their length). continuous idginor such as acing required uired in ere s and/or tlrywall(BC). p A U 1 �\ DATE: 7/21/2015 the overall struefure b the responsibility of the building designer. 3.2s Impact bridging or latent bracing requiretl wTere shown.+ yl L SEQ. : K 1314 9 62 4.No load should!be applied to any component until after all bracing and 4.5.Installation of tru tryiss the ar`W b�ebulseytl in ae wrespective w rave enactor. n fasteners ars complete and at no time should any loads greeter than and e e for""dryftuscondition"of use. TRANS I D• LINK design roads be applletl to any component. 8.and gra assumes full beefing at all supports shown.Shim or wedge If 5.CompuTms has no control over and assumes no responsibility for the cessary. EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. July 2 ,2015 6.This design Is summered subject to the limitations set form by S.Plates shall be located on both face,of trues,and placed wtheir canter TPIAVrCA In SCSI,copies of which will be furnished upon request. Tins coincide with Joint center lines. 9.Digh;indicate site of plate In inches. MITek USA,Inc.(CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values we ESR-1311,ESR-1988(MITek) is This design prepared from computer input by JP LUMBERSPECIFICATIONS TRUSS SPAN 11'- 6.0" COND. 2: Design checked for net(-5 sf uplift at 24 "oc s aci g. TC: 2 x 4 KDDF #ISBTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2.4 KDDF #ISBTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: (Al mph, h=21.3ft,EnclTCDLosed, at.2,L=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.e, 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. [ableondtlu ss on continuous bearing wall UO . LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL –1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. efer to CompuTrus gable end detail for om lete specifications. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 5-09 AND BOTTOM CHORD LIVE LOADS ACT NON–CONCURRENTLY. 5-09 12 12 9.00 IIM-9x9 Q 9.00 3 ' I 0 rn o – I I o 0 1 M-3x4 M-3x4 l- 1-00 11-06 1-00 ED PROFeo GIN N EFR X0 � 29 897 PE <' JOB NAME : PLAN 2523 3 CAR ELEV A — E1 �.._� Scale: 0.5132 WARNINGS: GENERAL NOTES, unless othembas noted: V ^� 1.Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and is for an individual y,L OREGON O in.-mfion of component is thassumes the by end voltam chords to be laterally braced et Truss: E1 and Warnings before construction comcomp— m.building compnt.Applicability of design parameters and proper /, A Z z.4 compress an web plactng mus heInstalled whe.lan°con.. e responsibility of me building designer. l! R V 3.Additional temporary bracing to insum stability during construction 2.Design 9A I Y by is the responsibility of the erector.Additional permanent placing of T continuous and sheathing 1 tl respectively a ply unless beacon throughout their length), I cominuotagingrlatchasplywooduirewhom sown.drywall(Bc). PAUL DATE: 7/21/2015 the overall structure lathe reaponsibiliry of the building designer. 3.a Impact bridging°r lateral bracing required where shown�. SEQ.: K 1314 9 6 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. mstenere are complete and at no time should any loads greater than 6.Design assumes trusses are robe used in anon-corrosive environment, TRANS I D: LINK design bads be applied ro any component. and gn aossumes full bearing a a supports wedge i 6.CompuTrus has no control over and assumes no responsibility for the 6.°ems f l!heart ' "°° "=°htwn.Shim°`""' ' EXPIRES: 12/31/2016 awry. fabrication,handling,shipment and installation of components. T Design assumes adequate drainage is provided. July 21,2015 6.This design i°furnished subject to the limitations set forth by S.Plates shall be located on both faces of buss,and placed so their center TP IAYrCA In BCS!,copies of which will be furnished upon requestlines coincide with joint center line°. S.Digits indicate size of plate in inches. MiTek USA,Inc.fCompuTrus Software 7.6.7-SP2(1 LYE 10.For basic connector plate design values we ESR-1311,ESR-1 gas(MITek) 1 a , a is This design prepared from computer input by JP LUMBERSPECIFICATIONS TRUSS SPAN 121- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2 x 4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(-16) 297 5-3=(0) 274 BC: 2X4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-498) 105 5-4=(-16) 297 WEBS: 2 x 4 KDDF STAND 3-9=(-497) 109 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONSREACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 01- 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 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Desi n checked for net(-5 sf uplift at 24 "oc s aci g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 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 = 0.097" @ 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" Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. IIM-9x9 9.00 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=1.6, I I Truss designed for wind loads in the plane of the truss only. 1' 0 0 vv O 5 4 O 0 M-3x4 M_1.5x3 M-3x4 6-00 6-00 0 PROF 1-00 lz-oo �NG N F9 s�0 29 9782PE JOB NAME : PLAN 2523 3 CAR ELEV A - F2 Scale: 0.9221 WARNINGS: GENERAL NOTES, unless otherwise noted: V 1.Builder and erection commdor should be advisee of all General Notes 1.This design is based only upon the parameters shown and is for an individual �� OREGON Truss: F2 and warnings before wnstruction commences. Wilding component.Applicability of design parameters and proper /- A 2.2e4 wmpreaslon web bracing must be inslallatl where shown+. inwrporetion of wmponent Is the responsibility of the building designer. .11� V/1 R Y 3.Additional temporary bracing to insure stability during wnstruction 2.Design assumes the top and bottom charas to be laterally braved et is the responsibil8y,of the erector.Additional permanent pricing of T afrooo.and at ma o.c.respectively unless brawn(TC)u d their length by V wnmpads ridging r such as adng re meedsheathorn s own-erywall(BC). PAUL A, 11 �\ DATE: 7/21/2015 the overall structure h the responsibility of the building designer. 3.2s Imped badging or lateral bracing required where shown** �`1 ll 1� SEQ.: K 1314 9 6 4 4.No load should be applied to any wmponent until after all bracing and 5.Design Ilntlonnootruss is the am to,i alien In aero sn co ve wrtrractorr, faetenere are wmplete and at w time should any loads greater than 9 TRANS ID' LINK design loads be applied to any component. dna are fassumewndnion•ofuse. 5.Compurrushasnowrtroloverandsesamesnoresponsibilityforthe 8.mi -searyaumesfullbeatingatellaupponsshown.Shimorwetlgeif EXPIRES: 12/31/2016 ry fabrication,h.Namel,shipment and efirnit.Wheation of wmprthby T.DesigPlatin assumes adequate athfegelo provided. July 2 ,2015 6.This design ie Nmished subjeG to the limitetbns set forth W 8.Plates shall be located on both faces of tmss,and pieced so their center TPNNfCA In SCSI,espies of whWh will be furnished upon request. lilies ooincide with joint center Innes. 9.Diggs Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic wnneotor plate design values we ESR-1311,ESR-1988(MiTek) r This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" COND. 2: Design checked for net(-5 sf) uplift at 29 "oc aci s g. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTA SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12110C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. [able end truss on continuous bearing wall UO . LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL -lx2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. efer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP oro Tete specifications. 6-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-00 If 12 12 1M-4x9 9.00 Q 9.00 3 2 q rn � o - o 0 1 0 M-3x4 M-3x4 1-00 12-00 �0 PRO �tJG N P, 2 9782PE JOB NAME : PLAN 2523 3 CAR ELEV A - Fl Scale: 0.4957 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Sal dar and erection contractor should be advised of all General Notes 1.This tlostla gn based only upon the parameters shown and Is for an individual y OREGON Truss: F1 antl Warnings before construction commences, building component.Applicability of design parameters and proper 2.2a4 compression web coating must be installed where shown*. mcorporetion of component is the responsibilityonhe bilking tlestgner. -V (iq R Y 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �� Is the responsibility or the erector.Additional permanent bracing of 7 o.c.and at 1 O o.c.respectively unless braced throughout their length by \ DATE: 7/21/2015 the overall structure Is the responsibility of Wilding tl con react sheathing or sten lateral b plywcotl uired horn s ownand/-drywall(ec). pA U L epos y o rp esignar. 3.co Impact bsheatg or suchbracing required where shown SEQ. : K 1314 9 6 5 4.No bad should be applied 10 any component until other 911 bracing and 4.Installation of truss b the responsibility of the respective contractor. fastene s ere compete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment TRANS I D: LINK design Wads be applied to any component. and are!or^dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Destgn assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of coin Geary. pine ormbys. 7.DesigFalse sawmesadequate donbodrainage istrus,provided. July 21,2015 6.This design Is kimiahed subtest to the limitations set kith by S.Plates shell be located on both faces of truss,and placed w their canter Y TPINVrCA in BC SI,copies of which will be furnished upon request. lines minoke with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector pate design values we ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- D.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2.4 KDDF #1&BTR 1-2=( 0) 68 2-4=(0) 0 SPACED 29.0" O.C. BC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 2-3=(-123) 97 TC LATERAL SUPPORT <= 12"OC. DON. BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0}+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOMCHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES} TOTAL LOAD = 42.0 PSF 01- 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 SPATIAL GOND. 2: Desi n checked for net -5 s uplift at 24 "oc s aci g. REQUIREMENTS OF IBC 2012 AND TRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0,002" @ -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" MAX HORIZ. LL DEFL = -0.001" @ 51- 7.1" 3 MAX HORIZ. TL DEFL = -0.001" @ 5- 7.7" Design conforms to main windforce-resisting 12 9.00 C7Wind: and components and cladding criteria. 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=1.6, Truss designed for wind loads in the plane of the truss only. m 0 o m o - I o M-3x4 q 1-00 6-00 PR�F�S PROVIDE FULL BEARING;Jts:2 9 3 �,� ANG I Ndj02-9 8 7 2P r JOB NAME : PLAN 2523 3 CAR ELEV A - SPJl Scale: 0.5373 WARNild r a OENhi do NOTES, umeu otherwlss rested' �^- OREGON � FDATE ' SPJl edWarinnd ereMbnconlrectorshould comenceadvised orall GeneralNotes 1.buildaawnlabased oMyaponmepesign nshmnv and nw(at an opermaewe.t end warnings bebre construction commences. ibuilding ncorporation ofcmponntisith of design parameters and proper '9 Uq RY �6 � 2.2x4 compression web bracing must be Installed where shown.. incorporetlon of component le cite responsibility o/Ma bWMllrg datlpnel. 3.Additional temporary bracing to insure stability during conebucnon 2.Design assumes rite top and bottom chorda to be laterally braced at is the responsibility or me erector.Additional permanent bracing of 2 o.c.and at 10'o.c.nspsc W.V unless bncad lhnughout thou bnglh by 7/21/2 015 rite onerex alruaure Iatne reaponsrormy of me buamng deagner, wnnnuoua ehnhing such,as plywood eMammg(TC)andfordryan(BC).K1314966 3.2a Impactbrdglrgor la eretbracingnqulndwhreh ..4.No bed should be apPaed W any component until after IN bracing and 4.Installation or truss is me responelWlfly or the respective contractor. lost mom an complete and at no time should any bads greeter than 5.Dealgn aewmee trusua era b be used In a mnwrroaks anvlronmant. TRANS I D: LINK design bads be applied to any component. and aro for dry cords lon•or use. 5.CompuTrue has no oomrol over and assumes no responsibility ler the 6.Design assumes NII blaring at all supports shown.Shim or vadge If EXPIRES: 12/31!2016 fabcidion,handling,shipment and Installation of components. ' '.Deagha--.Itdequatedrairst"ispr ymd. July 21,2015 6.This design is rumlenop es of w i me nneefurnis set rosin by e.plates anon be located on both races or trues,and placed so their anter Tpvwrca m B"SI,copies of coition corn be mmianea upon requetl, lines alncide with joint center lines. MTek USA,Inc./CompuTrue Software 7.6.7-SP2(1 L)-E O.For basic connector design values sea ESR-1311.ESR.1 RPh,/sa­ Symbols Numbering System /1 General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x,y I6 4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth, TOP CHORDS diagonal or X-bracing,is always required. See BCSI. �� c1-2 c2-3 2. Truss bracing must be designed by an engineer.For 0-1/16 4 wide truss spacing,individual lateral braces themselves WEBS cs� may require bracing,or alternative Tor I W y p bracing should be considered. O 3 �y� W = b O 3. Never exceed the design loading shown and never au U stack materials on inadequately braced trusses. 00 OL 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0-'ad' from Outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. "Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the width measured perpendicular ESR-131 1,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to 4 x 4 to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 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. 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 ff.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. �� 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. R is not sufficient. BCSI: BuildingComponent SafetyInformation, 20.Design assumes manufacture in accordance with Guide to Good Practice foI/ Handling, MiTek ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connecteg Wopd Trusses. MiTek Engineering Reference Sheet:Mll-7473 rev.01/29/2013 � 1