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Plans (57) ,4d crika S----- (>D12 0 a 7712_ 56t 43Gifted 45'-0" l'i 21'-11 1/2" -1 17'-0 1/2" I 51-0" 1 I rsiJ J ■ 7 v �' m g toe BSI1 ,_ N f—' BSl2 _ BHS �< � . , ■ N AJ1 �2 � - - a� (3) \ 4 � • 3D-6" 02 .. C1 (3) �A,12�(11) m k W 17%1o0 -.\ J —.►J� v N m CH 011, y 4 (?) 1 111116. y BS12 , m B.s�2 � ' BSl1 . g 12 AJ1 - ,�S EEEEEEEE E EEE E ', N � •- L2,1-611 3T-6" I 5'43 " 1 45'-0" I ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS JT SMITH 06/29/15 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL NB PROJECT 17504-J REVISION-1: DRAWINGS IINEEROR FURTHERFEC umber JT SMITH-PLAN 2523-ELEV A INFORMATION.BUILDING INFORMATION. FOR OF RECORD PLAN: RESPONSIBLE FOR ALL NON-TRUSS DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING 2523 / A CHECKED BY: DESIGNER ENGINEER OF RECORD TO & TRUSS REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. LOT 4 J1 UPPER 7-10-15 Roseburg 9:25am -A F 1 L Product,(nmpam 1 of 1 as Beam 4.12.3.5 kmBeamEngine 4.12.5.1 Materials Database 1518 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 1610 0 16 10 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall Steel N/A 1.750" 589# — 2 16'10.000" Wall Steel N/A 1.750" 589# — Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 453#(340p1f) 136#(102p10 2 453#(340p1f) 136#(102p1f) 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 589.# 1480.# 39% 0' Total Load D+L TL Deflection 0.3613" 0.8490" U563 8.42' Total Load D+L LL Deflection 0.2780" 0.4245" U733 8.42' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All PflSdOCt names are trademarks of thee mspedoe owners KAMI L HENDERSON EWP MANAGER Strong-Tie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 T (/^ 11111 MiTek$ LOT (r) MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 17504- JT SMITH- PLAN 2523 - 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: K1314871 thru K1314901 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. P79� GINE4\ 89782PE r- "---$74/ 9,L &` OREGON o' "9, 1 R 15 J (Z* —AUL 0,0 : 1 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. 1 f 1 This design prepared from computer input by • e JP 0 LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1SBTR 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=(-81) 31 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POE 0'- 0.0" -77/ 316V -12/ 53H 5.50" 0.51 KDDF ( 625) 1'- 2.9" -50/ 20V 0/ OH 1.50" 0.03 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -29/ 26V 0/ OH 5.50" 0.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacilg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF 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" 1 fMAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.012" MAX BC PANEL LL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" 12 MAX BC PANEL TL DEFL = -0.000" @ 1'- 4.0" Allowed = 0.072" 9.00 F77MAX HORIZ. LL DEFL = -0.000" @ 1'- 2.9" MAX BORIS. TL DEFL = -0.000" @ 1'- 2.9" 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, MWERS(Dir), load duration factor=1.6, 3 -I Truss designed for wind loads in the plane of the truss only. rn O 0 O CD I 1/Hari pAUL E,`,p v WASyw�`9 \ 1 l l � / 1-00 2-00 r''P + 51976��� 'PROVIDE FULL BEARING;Jts:2,3,4 ' +t'�s CISTBR G., ' 1001 .•1 ..� N I E '4 s/6, 89782PE yr JOB NAME : PLAN 2523 ELEV A - ASJ1 „yl -1► Scale: 0.7478 XXV WARNINGS: GENERAL NOTES, ad...othanise noted' 1.aiaar end erection contactor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an individual! 1r/k, OREGON 4, 1. Truss: ASJ1 aro Warnings before construction concerns. bwdng aompooant Appliabaity of design panm.ten and proper �' 2.2s4 compression web bracing must W installed when drown inooryontion of component is 1W responsibility of the building designer_ -9, /f R y 1`1 V,<(.,A 3.Additions.temporary bracing to insure stability during conebucton 2.atipn assumes the bp end bottom Gorki to W laterally bead n 7 x7Ry is the responsibility of the erector.Additional per anent bracing of 7 o.c.and at 1tl oc.respectivelyplywood urbr bead throughout their length by DATE: 7/21/2015 the overall.ware i.the responsibility or trie bulbi designer. antnuoa 8d hg ng such as plywood abed odg(TC)and/or drywall(BC). �'A U L l\ M 3.2s Impact bridging or lateral bracing required when down+it SEQ.: <]3 14 8 7 1 4.No lad should be applied to any component until after all tracing and 4.Installation of truss is the responsibility of the respective contractor. fasten.*are complete and at no time should any loads greater then 5.Deign assumes wars are to W used in a non-corrosive environment, and are for'dry sedition'of uuse.Ioads be applied to any component TRANS ID: LINK design 6.assumesD..ig^a.e,^eshillWaringatallsupportedewn.Shimorwedg.� EXPIRES: 12/31/2016 5.ConpuTrus hes no control over and assumes no reepo,eiblay for the awry, tabsaSon.handling.eWpment and installation ofcomponents.set for.nts 7.Design,assumes adequate dniage is provided. July 21,201 5 6.This design is Meshed subject to B.limitations forth by B.Rates shall W located on both teas of urs.and placed r their center TPIM?CA in SCSI.copies of which will W fumishad upon request lines coincide with joint center lines. MiTek USA,InciCompuTrus Software 7.6.7-5P2(1 L)-E 10 Digitseonoo�a�opplebe ign vol pleb design vela.see ESR-1311.ESR-1968(MiTek) T 1 T This design prepared from computer input by e JP r► 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: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-66) 43 e TC LATERAL SUPPORT <= 12"OC. UON. LOADING • BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -57/ 308V -23/ 80H 5.50" 0.49 KDDF ( 625) 1'- 9.2" -27/ 27V 0/ OH 5.50" 0.04 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 2'- 7.6" -32/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) 9.00 7 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - 0.004" @ 1'- 6.2" Allowed = 0.178" 3 -! MAX TC PANEL TL DEFL = 0.004" @ 1'- 6.2" Allowed = 0.267" MAX HORIZ. LL DEFL = -0.000" @ 2'- 6.9" MAX HORIZ. TL DEFL = -0.000" @ 2'- 6.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, 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 N • /- a O 0 • a O O 2_ 4 11131:11111 •I r M-3x9 PAUL .R j` 1 4oV7__WASgte�� AT - rat.,C,,' .1-, J 4. ifr pit. ,�,, 51976 / .i, C/STES . Gti4 S 1 l l l �►,� ���► 1-00 2-00 0-07-10 !OKI rA (PROVIDE FULL BEARING;Jts:2,9,3 I �f�J� !N I `�nJ6)O� 8.782PE 9r JOB NAME : PLAN 2523 ELEV A - ASJ2 , 77 2 Scale: 0.9581 ./ WARNINGS: GENERAL NOTES, unless otherwise noted: t'/ 10 I 1.Builder and erection contractor should le advised of Truss: ASJ2 2.and consbuclion eb bracing b.nances.balled ..e al Nara building d or anentdsedypn of Mmis�ofdes design and di nodesigner.n the parameters shown and is for an iwdaal 9��0/�REGONI5 Q' • 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1� 'l R Y .A., is the rosponsibilay of the erecter.AdtlNonal permanent bracing of 2'o.c.and at 1a c.c.respectively unless braced throughout their length by \ V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). p/I 1 DATE: 7/21/2015 the overall sbucture is the responsibility of the building designer. 3.2,Impact bridging or lateral bracing required where shown s+ PAUL SEQ. : K 1314 8 7 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respecbve contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied teany component. and are for'dry coed tion'of use. 5.Compolrus has no control over and assumes no responsibility for the E Design assumes MI bearing at all supports shown.Shim or wedge if C°ssary. EXPIRES: 12/31/2016 fabThis design hs tsons.sMpment and iretellation of componerds. 7.Design assumes adequate drainage is provided. July 21,2015 S.This design is famished subject m the limitation set forth by 0 Plates shall be located on both faces of buss,and placed deo their center TPIA TCA in BCSI,copes of which will be fumisyed upon request. lines coincide with joint center lines. 9.MiTek USA,Inc./Com uTrus Software 7.6.7-5P2 1 L-E o For b scion seeofplate a inches. vat P ( � 10.For basic connector pleb design values see ESR-1311.ESR-1988(MiTek) f 1 • e This design prepared from computer input by e JP • LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #15BTR SPACED 24.0" O.C. 2-3=(-67) 41 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT r- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -73/ 404V -10/ 68H 5.50" 0.65 KDDF ( 625) 2'- 11.0" -66/ 83V 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 0.0" 0/ 45V 0/ OH 5.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX 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" 1' ,' MAX BC PANEL TL DEFL = -0.001" @ 3'- 3.0" Allowed = 0.272" 12 MAX HORIZ. LL DEFL = -0.000" @ 2'- 11.0" MAX HORIZ. TL DEFL = -0.000" @ 2'- 11.0" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. oo o 0 o ,±.1c 0 2 1110. 11 ►4 1 M-3x4g�PAUL �`� 110.1. y y :,ir r 1 1-06 5-00 ��O.t�^'��G13TER� �4� 'PROVIDE FULL BEARING;Jts:2,3,4 "t�s _ �1 89782PE 9r JOB NAME : PLAN 2523 ELEV A - AJ1 4/7 4 :/f1 Scale: 0.6791 WARNINGS: GENERAL NOTES, uNess otherwise noted: t/ <1) 1.Builder and erection contactor should be advised of all General Notes 1.This design is based only upon Ore parameters shown and is for an individual OREGON Truss: AJ 1 and Warnings before constuaton commences. building component Apgirabaity of design parameter)and proper1, ;,1741, I's.' O Q' 2.2r4 compreaeion web Madre must be instilled where shown+. incorporation of component is the responsibility of the building designer. - V r� 3.Additional temporary bracing m insure stability during construction 2 Design assumes the top end bottom chorda m be laterally bread at -":1Y GJ �` b the responsibility of the erecter.Additiaml gentian bracing of Z o.s.and at 10 o.c.respectively unless braced throughout that length by J DATE: 7/21/2015 the overall structure is the recontinuous sheathing such as plywood aired wh resTC)and/or dryaall(BC). p/I U L responsibility of the building designer. 3.2z Impact bridging or teterel bracing required where shown++ �'1 SEQ. : Ki314 8 7 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectve contactor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment design loads be applied to any component and are for'dry condition'of use. TRANS ID: LINK S Design assumes full bearing at all supports 5. shown.Shim or wedged EXPIRES: 12/31/2016 CompuTrus has no control over and assumes no responsibility for the tebncation,handling,shipment mBsary. pmeM and installation tion of components.b tet 7.Design assumes adequate drainage is prodded. pl July 21,201 5 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of trues,and aced so their center TPIANTCA in SCSI.copes of which will be furnished upon request linea coincide With joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.7SP2(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 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 #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. 2-3=(-89) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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" -72/ 446V -17/ 96H 5.50" 0.71 KDDF ( 625) 4'- 9.2" 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 0.0" -55/ 131V 0/ OH 1.50" 0.21 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. �CDND. 2: Design checked for net(-5 psf) uplift at 24 "01 spaci g. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" 6.00 MAX TC PANEL LL DEFL = 0.042" @ 3'- 0.4" Allowed = 0.328" MAX TC PANEL TL DEFL = -0.039" @ 2'- 10.4" Allowed = 0.492" 3 -I MAX HORIZ. LL DEFL = -0.000" @ 4'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 4'- 11.2" Design conforms to main windforce-resisting 11 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. ti 0 N o ,F o o f 2►►_� 4►►_� 1 M-3x4 PAUL R!L .ecciLOV _WAS/1%*/ei till' 1 �o J 1-06 • y 5-0o y �� ,��51976� 1.4414 CISTER A. 49 'PROVIDE FULL BEARING;Jts:2,4,3 I 1 11011) tuR. "is �<.° 1 4-63. s�o2-9 :9782PE r JOB NAME : PLAN 2523 ELEV A - AJ2 .•.✓"„07 Scale: 0.7166 WARNINGS: GENERAL NOTES, unless otherwise noted: (z 4) 1.Builder and erectbn contactor should be advised of all General Nobs 1.This design is based only upon the parameters shown and is bran individual 1741/ V OREGON Truss: AJ2 and Warnings before conebuction commences. building component Applicability of design paremebrs and proper j j I n0 //��� 2.2x4 compression web bracing must be installed where shown+, incoryoration of company is the reeponsibilky of the building designer. l/ V y� 3.Additional temporary bracing to insure stabil65 during consWction 2.Design and at 10 the top and bosom chords to ba laterally braced at 9 q/�y 15:1' is the responsibility of the erector.Additional permanent bredng of Y o.c.eM at 10 o.c.respectively unless braced throughout their length by A continuous sheathing such as plywoodshed sheathing(TC)ardor drywall(BC). " A U L 9'\ DATE: 7/21/2015 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or latent!bracing required where shown++ SEQ. : Ni3 14 8 7 5 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is to responsibility of the respective contractor. fastenere are complete and at no tine should any bads 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 br'dry condition'.of use. 5.Compurrue has no control over and assumes no responsibility for the 6.Design assumes full bearing a1 all support spawn.Shim or wedge if EXPIRES: 12/31/2016 caccary fabrbation,handing,shipment and insolation of uomponents. 7.Designassumesaedbothfageio buss, . July 21,2015 6.This design is furnished subject to the lirtdbtlons set forth by 8.Plates shell be located on both aces of truss,and placed co their center y TPIM7CA in SCSI,copies of which will be furnished upon request linea coincide with joint canter lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./compuTru6 Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-t988(wick) 4 I r 1 This design prepared from computer input by e JP s LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1bBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x4 KDDF #15BTR SPACED 24.0" O.C. 2-3=(-315) 264 3-4=(-115) 50 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -43) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 7.6" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 375V -96/ 2880 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -229/ 378V 0/ OH 1.50" 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0" -105/ 172V 0/ OH 1.50" 0.22 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOPor AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, I{IOND. 2: Design checked for net(-5 psf) uplift at 24 " snag g. . -, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.000" @ 10'- 7.6" Allowed = 0.064" MAX TL CREEP DEFL = -0.001" @ 10'- 7.6" Allowed = 0.085" MAX TC PANEL LL DEFL = 0.052" @ 3'- 4.9" Allowed = 0.459" MAX TC PANEL TL DEFL = -0.059" @ 2'- 11.9" Allowed = 0.689" MAX HORIZ. LL DEFL = -0.004" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.004" @ 9'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h23.2ft, TCDL4.2,BCDL6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loadsn the plane of the truss only. 0 PAUL • ,,/ 3x9 6-= A -r.irr ,� 51976 94' CISTER� Ci 1-00 6-00 4-o7-locD'c$ a.. I E. `sW (PROVIDE FULL BEARING;Jts:2,6,3,4 I f\ 'ci `/9 C44 4 8.782PE 9r JOB NAME : PLAN 2523 ELEV A - BJ8 / // Scale: 0.3978 ./ WARNINGS: GENERAL NOTES, unless otherwise noted: V 1.Builder and erection contractor should be advised of all General Notes 1.This design 6 based only upon the parameters shown and is for an individual -y OREGONI Truss: BJ8 and Warnings before construction commences. building component Applicability of design parameters and proper ?� /lid 20 0, 2.2e4 compression web bracing must be installed where shown+ the of component is e responsibility of the building designer. 3.Additional temporary basing to inure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '9 -1/f y A 6'ir _{ w the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by V DATE: 7/21/2015 the overall strumae is the responsibility of the building designer. 3.continuous,ITh bridging ng l braaeg reod sheathing(TC)shown eryaag(Bc). �A U L �\ Impact dgirg« ng required SEQ.: K1314 8 7 6 4.No lad should be applied b any component until after all bracing and 4.Installation of trues is the responsibility of the respective contractor fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are b be used in a non-comae.environment, TRANS I D: LINK design loads be applied to any componentand are for en conditionof use. 5.CompuTnrs has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if carry. EXPIRES: 12/31/2016 fabrication.handling,shipment and installation ofmmponents. 7.Design assumes adequate drainage is provided. July 21,2015 6.This design is furnished subject to the hmifations set forth by 8.Plates shall be located on both faces of truss,and placed so their center • TPIM?CA in SCSI,copes of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc/CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) i II This design prepared from computer input by e JP e - LUMBER SPECIFICATIONS TRUSS SPAN 9'- 3.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 68 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-265) 238 3-4=( -92) 40 e TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -86/ 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 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=l.6, Truss designed for wind loads �) in the plane of the truss only. 1 u) 0 c 0 r ?AUL R!` 0V WASh��`9 yl / o 5 I Ills 0 1 M-3x4 /� / �0P R 51976w� °A, �CISTER� 1 1 1� 1' �Cs rj ' G� 1-00 6-00 3-03-10 (�`` ,`^ E.4.-AN (PROVIDE FULL BEARING;Jts:2,5,3,4 I `,�,A�J !\�. ' E.`AN O�9 :9782PE c JOB NAME : PLAN 2523 ELEV A - BJ7 i i Scale: 0.4258 -/ - WARNINGS: GENERAL NOTES, unless otherwise noted: V 40 1.Balder and erection contractor should be advised of e1 General Notes 1.This design is based only upon me parameters shown and is for an individual ?A OREGON 17.** � 'Cr Truss: BJ7 and Warnings before construction commences.ences. building component Applrabaiy of design parastate,and Rogan Z 2.2r4 conprernion web bracing nest be installed where thrown+, incorporation of component r the responsibility of me bolding designer. 1.9 3.Additional temporary bracing to insure stability dung conNUGtlon 2.Design assumes the top and bottom chords r be laterally braced at R Y 1 v *the responsibility of ma forester.Additional p.rmanent bracing of 7 o.c.and et 10 on.respectively unless braced(TC)throughout their length by n v DATE: 7/21/2015 me overall ebudure is the responsibility of the building designer. continuous sheathing or such as plywood aired i here shssorand/or dryw'all(BCI. PA U L C`\ 3.2x Impact bridging or terral bracing required where shown++ SE K1314 8 7 7 4.No load should be applied b any component until after all braang and 4.Installation of trues is me responsibility of me respective contractor. 4' ' fasteners are complete and at no time should any loads greater than 5 Design assumes aliases are to be used in a noncorrosive environment, design bads be applied to any component. end are for%ry coMNon'of use. TRANS ID: LINK 5.CompuTraehas no control over and assumes no responsibility for m. 8.Design assumes full bearingct NIsupports ahovm shim orweds.d EXPIRES: 12/31/2016 rruaaary. fabrication.handing.hipmant and irstababon of component. 7.Design assumes adequate drainage is provided. July 21,201 5 6.This design is finished subject to me limitations set form 8locatedlocatedby .Plates shall blocated on both faces of buss,and placed so their center TPIIWTCA in SCSI.copies of which will be furnished upon request. lines coincide with joint center Ines. • 9.Digits indicate size or plate n inches. • MiTek USA,Inc/CompuTrus Software 7.8.7-SP2(1L)-E to.For basic mmecter plate design values see ESR-1311,ESR-1868(MiTek) • a 4 This design prepared from computer input by , JP .- LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-215) 192 3-4=( -85) 34 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -74/ 2128 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -198/ 344V 0/ OH 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 IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 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 = 0.459" /IIIIII7111 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" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. c o to PAUL �`.p pv WAS,rf�'`9 o 4, PIA 1111111111111111111111 c.. , -at , 1,�O 5 2� '� _ / M-3x4 h. irr 16 * 51976 w� °,s s�G/sTER� 1 1 l l S I.► , 1-00 6-00 1-11-10 4 ` ScS PROVIDE FULL BEARING;Jts:2,5,3,4 II SCO' �N EF9 /p2 �' 8.782PE 9r JOB NAME : PLAN 2523 ELEV A - BJ6 -/ Scale: 0.4476 • WARNINGS:ddere GENERAeignAb, unyuponeelarnrnee: '9 OREGON 4. 1.Bolder and erection mntracbr should be advised of all General Noma 1.This design b based only upon the paremstere shown and is for an individual Truss: BJ6 end Warnings before construction commences. building component.Applicability of design parameters and proper O P 2.2t4 compression web bracing must be installed where snows�. in orporetron of component is the responsibility of the building designer. �" 3.Additional temporary bating to insure stability during construction 2.Design sesames the top and bottom tirorda to be laterally braced et "9,4�'9 RY 15 t 61�, is the responsibility of the erecter.Additional permanent laming o/ 7 co end at 10'o.c.respectively unless braced throughout their length by DATE: 7/21/2015 the overall structure is the responsibility of the building designer. continuous sheathing such l b acirq rplwooe�ired sheathing(TC)s ownand/ur drywab(Bc). �j^U L n. spo dY rq 3.2x Impact bridging or lateral bredng required where shown++ ^ SEQ. : K1314 8 7 8 6.No bad should be spelled to any component until after all bracing and 4.Installation of teres is the responsibility of the respective contractor. fastened are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, and are for'Mg condition'of use. TRANS ID: LINK design loads be applied toany component. 5.Compslna has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ��,ry_ EXPIRES: 12/31/2016 fabrication,handling,shipment and instellation ofcomponents.ma. 7.Design assumes adequate drainage is provided. July 21,2015 6.This design is furnished subject to the limitations set form by 8.Plates shall be located on both faces of truss.and placed so their center TPUW1CA in BCSt copes of which will be famished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) 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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 68 2-6=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3-(-354) 330 3-4=(-167) 121 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -51) 25 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -112/ 316H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -229/ 366V 0/ OH 1.50" 0.47 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -123/ 189V 0/ OH 1.50" 0.24 KDDF ( 625) 11'- 11.6" -27/ 47V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 5 -i VERTICAL DEFLECTION LIMITS: LL--L/240, TL=L/180 04) MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.054" @ 3'- 4.9" Allowed = 0.459" MAX TC PANEL TL DEFL = -0.062" @ 2'- 11.9" Allowed = 0.689" 4 MAX HORIZ. LL DEFL = -0.005" @ 11'- 10.9" jP MAX HORIZ. TL DEFL = -0.005" @ 11'- 10.9" 12 Design conforms to main windforce-resisting 9.00 system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 Truss designed for wind loads 0 I in the plane of the truss only. v I') o I PAUL R!L 4,s7/.,,, IVA o / 0 1 M-3x9 6►=' ''''6'( \:,.%:,1,1 :4-47.;,:r9 �O p�5:r9 �w`'� .,,s GIST l -44 S 4 1-00 6-00 5-11-10 r'C''°�4 I E --„0 /,, (PROVIDE FULL BEARING;Jts:2,6,3,4,5 t,v (/9 89782PE I-- JOB JOB NAME : PLAN 2523 ELEV A - BJ9 „-_.-00''' ,„...- Scale: 0.3424 41111, WARNINGS: GENERAL NOTES, unless othervrise noted: 1.Builder and erection contactor should be advised of all General Nobs 1.This design is based only upon Or.parameters shown and is for an individual OREGON '' Truss: BJ9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary basing to insure stability dump canetrution 2.Design assumes the top and bottom chords to be laterally braced at 9,Q �q R y Ab 2 .P rty o permanent bredrg of 2'oc.and at 10 o.c.respectively unless lanced throughout their length by �{ 5 is the respbrdbif /the erector.Additional continuos sheathing such as plywood sheathing(TC)and/or drywall(BC). -1 PA U L �\ DATE: 7/21/2015 the overall structure is the responsibility of the building designer. 3.2X Impact bridging or lateral tracing required where shown++ SEQ. : K1319 8 7 9 4.No load Mould be applied b any component unit atter all bndng and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no tame should any loads greater than 5.Design assumes trusses are to be used in a noncononve environment. • Id applied a any component. and are for'dry condition'of use. TRANS ID: LINK design loads 5.CompuTns 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 mu..,. This handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. July 21,201 5 6.This design is furnished subject to the Iimitabona set forth by 8.Plates shall be located on both faces of Ws,and placed so their center TPIAWfCA in SCSI.copes of which will be furnished upon request lines coinede with joint center lines. MiTek USA,Inc./Com Trus Software 7.6.7SP2 1 L-E 9.Digits indicate size of plate in inches. W ( ) 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) t This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=)-105) 47 - TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -93/ 931V -22/ 120H 5.50" 0.69 KDDF ( 625) 1'- 9.2" -46/ 152V 0/ OH 5.50" 0.29 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.8" -67/ 144V 0/ OH 1.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciflg. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -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 = 0.059" 12 MAX BC PANEL TL DEFL = -0.009" @ 1'- 0.1" Allowed = 0.072" 6.00 3 --! MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.0" MAX HORIZ. TL DEFL = -0.001" @ 5'- 11.0" Design conforms to main windforce-resisting 11 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. m 0 I I 0 M O /- O ` 2 111.--- 119► ' ?AUL R!L7 M 3x4 Qv WAsliti `r ...;,. i',.. I.4., y ), y y A16 51976 w4 1-06 2-00 3-11-12 0,, �QISTBR� 7s (PROVIDE FULL BEARING;Jts:2,4,3 S �41.14IPIR t OGSs ,c' �N I EF9 /'-- :9782PE I-- JOB JOB NAME : PLAN 2523 ELEV A - BSJ2 i Scale: 0.6580 -/ - I Builder G.This deNOTEb, uny upon the game parameters '9 OREGON '^ • 1.Builder and erection contractor should be advised of all General Notes 1.Thio design is based only upon the paremebrm shown and ie for an individual 43 1. Truss: BSJ2 and warnings before oonsm,ction commence. buikbrg component AppiMability of design parameters and proper O Tr 0. 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of Me budding designer. ,(� 3.Additional temporary bredng to insure stability during construction 2.Design assumes the top and bottom chords to be laterally brand at �9,4 Lq R y 15 2 is the responsibility of the erecter.Additional permanent bracing of 7 o.c.and at ig'nisi respectively unless braced throughout Their length by DATE: 7/21/2015 me overed w veno b the responsibility of me building deai continuous sheathing ash as plywood sheathing(TC)ot,e rc)and/or drywall(BC). PA U L Ck\ mY ng gner. 3.2a Impact bridging or lateral bracing required where shown++ SEQ. : K1314 8 8 0 4.No lad should be applied b any component and 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 busses are to be used in a noncorrosive environment. TRANS ID: LINK design loads be applied to any component. and are for"dry conddon"of use. 5.Coml.-friss has no control over and assumes no responsibility for 6.Design assumes full bearingat all supports shown.Shim or wedge g EXPIRES: 12/31/2016 cassery. fabrication,5dahandling.ed shipment and installation oc eelfo components. 7.Design assumes adequate drainage is provided. July 21,2015 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of Wss,and placed so their center TPIM?CA in SCSI,copies of which will be Nmished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,IneJCompuTrus Software 7.6.7-SP2(1 L)-E 10.For bade connector plate design values see ESR-1311,ESR-1986(MiTek) 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&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=(-64) 23 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LLI 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 = 92.0 PSF 0'- 0.0" -117/ 932V -11/ 740 5.50" 0.69 KDDF ( 625) 1'- 9.2" -70/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 11.8" -32/ 69V 0/ OH 1.50" 0.11 KDDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1 6.00 COND. 2: Design checked for net(-5 psf) uplift at 24 "on SPaci_k. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.9" Allowed = 0.177" MAX TC PANEL TL DEFL = 0.002" @ 1'- 0.9" Allowed = 0.266" MAX BORIZ. LL DEFL = -0.000" @ 2'- 11.0" 3 MAX HORIS. TL DEFL = -0.000" @ 2'- 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 0 f 0 1 `- ' (7, /- 2/ 4. . -/ M-3x4 1 ?AUL R!L ��WASy 7`9 cA /Kt1976 ,q, rsTER 4l 1 l l SS b� til 1-06 2-00 0-11-12 (PROVIDE FULL BEARING;Jts:2,9,3 "'Ire) AC 3 tN EFI9 -29 8.782PE r JOB NAME : PLAN 2523 ELEV A - BSJ1 ' ''/\d& Scale: 0.9666 Ir' WARNINGS: GENERAL NOTES, unless otherwise noted: 40 1.Builder and erection contractor should be adansed of all General Notes 1.This design is based only upon the parameters shown and is for an individual `y2 OREGON 'n� Q, Truss: ES J 1 and Warnings uc rnings batons oonsbdon commences. bulking camponef.Applicability of design parameters and proper /• n 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. VQ. 3.Additional tampon.tracing to insure stability during construction 2 Design assumes the top and bottom chords to be!Morally braced at 9 �9/�y 15 s a the responsibility of the erector.AddNone permanent bracing of 7coo.c.and at 10 0 0.respectively unless brscad throughout their length by J DATE: 7/21/2015 the overall:trrrcaae is the responsibility M the building designer. n°"1018 sheathing such°°plywoode sheathing(TC)and/or drywan(Bc). p^U 1 rl > nY ng 9 3.2x Impact bridging or lateral bracing required whereshown++ PAUL SEQ. : K1314 8 81 4.No bad should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contactor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are b be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component and are for'dry condition"of use. 5.Campolrus has no control over and assumes re responsibility for the 8.nnee Design assumes full bearing at all supports shown.Shim or wedge if ry. EXPIRES: 12/31/2016 fabrication.handing,shipment end installation of components. 7.Design assumes adequate drainage is provided. 8. July 21,2015 This design is furnished subject the limitations tions set forth by Plates shall be located on both aces of truss,and placed so their center TPINVTCA in BCSI,copies of which will be furnished upon request. line°coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc/CompuTrus Software 7.8.7-SP2(1 L)-E 10.For basic connector pate design values see ESR-1311,ESR-198,13(MiTek) s This design prepared from computer input by JP - LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-9=0) 0 BC: 2x9 KDDF 4I1&BTR SPACED 29.0" O.C. 2-3=(-61) 69 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -97/ 299V -13/ 57H 5.50" 0.48 KDDF ( 625) 1'- 2.9" -75/ 115V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 98V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spaciing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 9.4" Allowed = 0.066" 1-03-10 MAX TC PANEL TL DEFL = -0.001" @ 0'- 9.8" Allowed = 0.099" I. MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.019" @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 2.9" 9.00 17 MAX HORIZ. TL DEFL = 0.000" @ 1'- 2.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 3 -/ in the plane of the truss only. o a 0 I CD f ! CD CD CD 011110110Milliiiiiiiilillillin2►Z 1 ►►.� 1 M-3x4 PAUL Ri` ,,,,C0 WASH �'� 14, A girl 1-00 y 'PROVIDE FULL BEARING;Jts:2,3,9 I 6-00 y -itO ,p�51976� `4!" ,t C]STER V 6.� C'\��F,N I EF9 s/�2 89782PE yr JOB NAME : PLAN 2523 ELEV A - BJ1 ., - ° Scale: 0.7269 _ WARNINGS: GENERAL NOTES, Wass otherwise noted. V 10 1.Builder and erection contactor should be advised 0121 General Notes 1.This design is based only upon the parameters anon and is for an individual "7,y OREGON Zo PQ„ Truss: BJ1 and Warnings before construction cam encee, building component.Applicability of design perenrten and proper 2.era compression web bracing met be irglled where shown+. incorporation of component a d»reapon:eiliry of age bolding eeofaner. .9 ,q�j 3.Additional tempon7 Miming a insaa stability during construction 2 Design assumes or top and bosom chords to be laterally braced at Fly 1 �� is the reeponsiality of the erector.Additional permanent bracing of 7wo.c.and at 1tl oats respectively plywood.s braced throughout ark sll(B by n DATE: 7/21/2015 fie Doren structure is the roeporaibi of bulging designer. continuous ddg,ng sheathing such l bs e sn.amr ore s angor dryw.n(Bc>. �� PA U L r`\ responsibility o 3.2r Impact badging or latent bracing required where shown++ S E K 1314 8 8 3 a.No lad should be applied a any component until after all biasing and a.Inealaaon of buss is to rosponelbiity of the respective contractor. 4 fasteners aro complete and at no tine should any wads greater than 5 Design assumes trusses are to be used in a noncorrosive enYmnment. design Iwds be applied to any component. and aro for"dry condition'of we. TRANS I D: LINK 6 Design assumes full beefing at all supports shown.Shim or wedge t n 5.con purrus hes copal over and am mo,no responsibility for e „a,,.ry EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of components. 7.Deun assumes adequate drainage is provided. July 21,2015 6.This design is furnished subject to the limitations setca forth by 8.Plates shall be located on both hoes of buss.and paced so their canter TPIAVICA in SCSI.copies of which will be fumehed upon request lines coincide with joint canter linea. 9 Digits indicate size of pate in inches. MiTek USA,InciCompuTrus 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 - LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1416BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-12=( -825) 2418 12- 3=( 0) 233 BC: 2x4 KDDF #1613TR SPACED 24.0" O.C. 2- 3=(-2835) 1037 12-13=( -826) 2415 3-13=(-375) 105 WEBS: 2x4 KDDF STAND 3- 4=(-2404) 1042 13-14=(-1062) 2512 13- 4=)-220) 674 LOADING 4- 5=( 0) 0 14-15=(-1062) 2512 13- 6=(-660) 390 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2074) 965 15-16=( -862) 2415 14- 6=( 0) 314 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-2074) 965 16-10=( -860) 2418 6-15=(-660) 391 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8-15=(-220) 674 8- 9=(-2404) 1042 15- 9=(-375) 104 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL - 25 PSF Ground Snow (Pg) 9-10=(-2835) 1037 9-16=( 0) 233 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 76 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 18.0" 18.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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 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 = 0.186" @ 12'- 0.0" Allowed = 1.829" MAX TL CREEP DEFL = -0.332" @ 18'- 9.0" Allowed = 2.439" MAX LL DEFL = 0.013" @ 39'- 0.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 39'- 0.0" Allowed = 0.200" MAX HORIZ. LL DEFL = -0.071" @ 37'- 0.5" MAX HORIZ. TL DEFL = 0.114" @ 37'- 0.5" Design conforms to main 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), 'l' '1 1 1' load duration factor=1.6, 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 08 6-00 5-05-11 6-02-13 in the plane of the truss only. T T T T T I' T T T 12-00 12-00 T T M-4x6 4 1' 12 14-3x9 M-4x6 12 6.00Q 6.00 M-3x5(5) +/` �M-3x5(5) PAUL �`, M-4x6 M-4x6 WASti� +Q9 4 6 M-3x4 M-3x4 i 3 klft + N •. - y0� R 51976 w� 0 0 CAS 4CISTER� ��C) Z' O 1 2 12 13 4 15 16 \1 O S,S •� I M-3x6 M-1.5x3 M-3x8 1.25" M-3x8 M-1.5x3 M-3x6 o M-5x6(5) o C� i` t - ! ss J, 1 1 l 1 1 l C?5 . I EF9 /e)2 6-01-01 5-05-11 7-02-04 7-02-04 5-05-11 6-01-01 1-06y 37-06 1-06 4 - 89782PE 9r JOB NAME : PLAN 2523 ELEV A - BH4 ,.`tel Scale: 0.1450 _ WARNINGS: GENERAL NOTES, unlessotMmis*noted'. V �4) 1.alder and erection contractor should be advised of al General Notes 1.This design s based only upon[nro parameters shown and is for an individual -9 OREGON r�y ' Q' Truss: BH4 and w,mno.bean.cowwtion comm encs. biding component Applicability of design paramerrs and prop.. & V 2.2,4 compreeaion web bracing must be installed when shown+. incorporation of component is the recpontebilily of the building daspnar. if1 /1 G 3.Addiborul temporary bang to inure stability dump agnea tion 2 Design assumes the top and bottom chords b be laterally braced at 7 'l A Y 1:J �<<,'is the responsibility of the erector.Pdditionel penracent bracing of 7 gets and at 10 gets respectively unless tinted tTC)a out they length by DATE: 7/21/2015 the overall aware is the rosporaibi of the bulbi designer. con°"1D1 cadging or late as acing relysvood shed where shown drywau(ec). �JA I I L �\ iy rq 3.21 Impact bridging or latent bracing required when.dlovm++ V SEKi314 8 8 4 4.No bed should be applied b any component until after all bracing and 4.Installation of trues is the responsibility of the respect.contractor. Q' fasteners an complete and at no time should any bads greater than 5.Design MAIMS mosses are to be used in a non-corrosive environment, design bads be applied to any component. and are for"dry condition.of we. TRANS I D: LINK 6.Design assumes full bearing at all supporta shown.Shim or wedge if m 5.Conpurrusfasnocontroloverandaaeu .snorespaaibiNyfor n.a..wry. EXPIRES: 12/31/2016 tabr<ab on.handing,shipment and installation of components. 7.Design assures adequate drainage is provided. July 21,2015 6.This design is tarnished subject to be i .. mows nrtabons t forth by S.Plate.shag be located on both faces of .and paced o theircenter TPINWCA in SCSI.spies of wheal will be furnished upon request lyes coincide with joint center lines 9.Digits indicate size of plate n inches. MiTek LISA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E IS For Welt connector plate design values we ESR-1311.ESR-1986(MiTek) 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 #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 76 2-12=(-1610) 4922 3-12=( -134) 276 2x6 KDDF #1&BTR T2, T3 2- 3=(-5686) 1888 12-13=(-2582) 7120 12- 4=( -326) 1982 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-5674) 1936 13-14=(-2612) 7128 12- 6=(-2930) 1099 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( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 0.0" V 4- 6=(-5048) 1770 15-11=(-1544) 4638 13- 7=( 0) 98 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 9'- 0.0" TO 28'- 3.0" V 6- 7=(-7138) 2694 14- 7=( 0) 389 • BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 28'- 3.0" TO 37'- 3.0" V 7- 9=(-4910) 1726 7-15=(-2576) 1178 BC UNIF LL( 0.0)+DL( 40.0)= 90.0 PLF 0'- 0.0" TO 37'- 3.0" V 8- 9=( 0) 0 9-15=( -354) 1958 9-10=(-5520) 1890 15-10=( -164) 368 NOTE: 2x9 BRACING AT 29"01 UON. FOR TC CONC LL( 375.0)+DL( 105.0)= 480.0 LBS @ 9'- 0.0" 10-11=(-5942) 1828 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 375.0)+DL( 105.0)= 480.0 LBS @ 28'- 3.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 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" -699/ 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: ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 rows) throughout 2x9 top chords, 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" 9" oc in 1 row(s) throughout 2x4 webs. MAX IL CREEP DEFL = -0.003" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.182" @ 15'- 5.3" Allowed = 1.817" ** For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.361" @ 15'- 5.3" Allowed = 2.422" MAX HORIZ. LL DEFL = 0.055" @ 36'- 9.5" MAX HORIZ. TL DEFL = 0.090" @ 36'- 9.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 0-05-03 0-05-03 Truss designed for wind loads 14-1 in the plane of the truss only. 8-11-11 19-06-10 8-08-11 T . T T 4-06-05 4-00-03 6-02-02 7-00-09 6-03-14 4-00-03 4-03-05 8-11-02 ,y 8-08-02 12 *480# M-7x8(5) +980# 12 6.00 L7 M-4x64 5 0.25" M-3x8 8 M-4x6 J 6.00 ?AUL RI f T2 6 y T3 7 w WAS ,.r`'' M-1.5x33 0-1.5x3 ,��0�' YVC O N ,a/ rrr 1111° .." DJ $ "°� 51976 w� 1I.001110'111' 12 13 14 15 * 11 of M-3x6 M-3x8 M-3x4 M-1.5x3 M-3x8 M-3x6 0 0) 4'4' gR� M-5x6(S) �s �jl' .6 l J' 1 l y 8-04-12 7-00-09 6-09-01 6-10-13 8-01-12 � _ e l l 17-06 y 19-09 y RNs.,�N 1 EF'.t-V 1-06 37-03 9 :9782PE r JOB NAME : PLAN 2523 ELEV A - BH1 ,0, i Scales 0.1800 -/ - WARNINGS: GENERAL NOTES, unless otherwise noted: (0 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 .. 1'4, OREGON '° Truss: BH1 and Wamings before construction commences. budding component.Applicability of design paremetes and proper /, 01 ) 2.204 compression web bracing must be instated where shown+. incorporation of component is the responsibility of the building designer. V V A 2.Design assumes the top and bottom chords to be laterally braced at �n '1 R y Ab s �! 3.Additional temporary bracing to insure stability during construction 7 o.c.and at id o.c.respectively arena braced tomo ,T ,(/ is the neaponsibdRy of the erector.Additional permanent bracing of ughouttheyengdh). A \ DATE: 7/21/2015 draw overall structure is the responsibility acne builds dens continuous sheathing such as plywood aheatNng(TC)ander drywall(BC). - A U L lig designer. a 20 Impact bridging or lateral bracing required where shown++ SEQ. : K1314 8 8 5 4.No lad should be applied to any component until after all bracing and 4.Installation of Suss le the responsibility of the respective contractor. fastener are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be appied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full hearing at all supports shown.Shim or wedge if wry. EXPIRES: 12/31/2016 Fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. Si U Iy 2 ,2015 a This design is furnished subject to the limitations set forth o by S.Plates shall be located on both faces of buss,and placed so their center TPIANI-CA in SCSI.copies of which Sill be furnished upon request lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10 Digits rasc indicate plea din inches.values p .sign veWes see ESR-1311,ESR-1968(MiTek) 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 1-2-1 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-61) 54 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LLI 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 310V -25/ 87H 5.50" 0.50 KDDF ( 625) 2'- 6.9" -121/ 111V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PIF 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'CORD. 2; Design checked for net(-5 psf) uplift at 24 "oc spaci g- VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.005" @ 1'- 6.2" Allowed = 0.178" MAX TC PANEL TL DEFL = -0.009" @ 1'- 6.2" Allowed = 0.267" MAX BC PANEL LL DEFL = 0.008" @ 2'- 8.6" Allowed = 0.254" 2-07-10 MAX BC PANEL TL DEFL = -0.025" @ 3'- 3.8" Allowed = 0.339" ` MAX HORIZ. LL DEFL = -0.000" @ 2'- 6.9" MAX HORIZ. TL DEFL = 0.000" @ 2'- 6.9" 12 9.00 177 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=l.6, Truss designed for wind loads ,' in the plane of the truss only. 0 0 c 0 o ,_ cPrAMIIIMIIMIMIMMIIMIll o ci, ►a14 PAUL �000 ` 1 M-3x4 /:0V was11w c'ty ts. J. l J. ����51976GG9 tq� 1-00 'PROVIDE FULL BEARING,Jts-2,3,4 16 00 �1,'s�CI,S_T�.'RV G� lquilitiiaMom c�•''- �N i LYS S,,„ �� :9782PE 9r JOB NAME : PLAN 2523 ELEV A - BJ2III"Scale: 0.6394 . WARNINGS: GENERAL NOTES, unless otrnwi..nodal: V 1.RaId.r and.rection ncntraaor should be ac�eed of al General Nor. 1.This awn is based only upon the pommeled atown and is for an inti wuel 7 •R E G O N O Q Truss: BJ2 and Wamings bar.oon sbuaon n,...nese building component.Applicability of<nip penmen.end proper '9,4 & FJ �' Q` 2.2s4 oomprea.on web Inning must b.installed when shown. incorporation a component is die n..pwnsial y or the buidig designs, xlRy 3.Additional temporary bracing m insure stability during construction 2.Design essumea the top and bosom Mora m In laterally braced at 1 `V b the rasponsibllity of to erecter.Additional permanent brad a continuous oA.and at 10 o.n.ro wl,a ply union braced throughout their length by j german. 20 ,p.tie d n:ngnM as plywood r.eheathing(T.)and,trrdrywall(RC). pA U L F�\ DATE: 7/21/2015 to wend.ware*the renonsibaly of the building designs. 3.2.Impact bddang or lean booing required where shown.. SEQ. : Ki314 8 8 6 4.No bad should be applied to any component until after all bracing and 4.Installation Design Ilon of truss neu is he res o obiund rata respective esile ma's environment. . fastens.a.compl.r and at no rile should any baa greater thanare TRANS I D: LINK design cads be applied to tiny component e.aDesslgn assudmes ry condition.' ni beefing.t ail supports shown Shim or wedge t S.CompuTnus has no control over and.sales no inborn/tidily iy forteEXPIRES: 12/31/2016 weeny farication.handing.shipment and installation of components. b 7. Design assumes braNdorofc.obuss. July 21,2015 S rres design is furriN.d subject m ms dmimtons eat rout,by 8 Plates shall be lonrd on both testis of anis and plowed so their center TPIIWIIA in SCSI,copies of which will be fumbhed upon request. lies coincide wit,pint center lies. 9 Digits indicate sire of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-5P2(1 L)-E I9.For basic connector plr design values see ESR-1311,ESR-1988(MiT.k) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-152) 105 3-4=( -93) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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" -39/ 399V -59/ 189H 5.50" 0.69 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) 6'- 0.0" -141/ 229V 0/ OH 1.50" 0.29 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacihg. 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" @ 6'- 7.6" Allowed = 0.064" MAX TL CREEP DEFL = -0.001" @ 6'- 7.6" Allowed = 0.085" °I/ MAX TC PANEL LL DEFL = 0.116" @ 3'- 4.8" Allowed = 0.459" MAX TC PANEL TL DEFL = -0.120" @ 3'- 5.0" Allowed = 0.689" •12 9.00 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, w Truss designed for wind loads o in the plane of the truss only. 0 N PAUL �` of 10/4 CZ' .. `� .?'0,�, J Ilik it 4a 51976_ ,..44, J. J. l l 9,t,, 4CIST'ERe 4' 1-00 6-00 0-07-10 S"' vi G� `PROVIDE FULL BEARING;Jts:2,5,3 �!_ ',(�� ccc;z) �N ' Ek- �p29 89782PE r JOB NAME : PLAN 2523 ELEV A - BJ5 ,.-,,� ".- Scale: 0.5309 _ WARNINGS: GENERAL NOTES, unless otherwise noted: C./ �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is bawd only upon the paremetere shown end is for an individual -9 OREGON Truss: BJ5 and Wamings before consbudon commences. budding component.Applicability of design parameters and proper '/. ( ' ' 2.2c4 compression web bracing must be instilled where shown.. incorporation of component is the responsibility of the building designer. V Q+ 3.Addibonel temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '9 -9/�y 15 �&` le the roeponsibilily of the ereebr.Additional pemronent bracing of 2'o.c.and at 10 o.c.respectively unless brecod throwout their length by DATE: 7/21/2015 the avereN sbucare is the responsibiity of the buiding designer. continuous sheathing such as plywood sheathing(TC)en, and/or drywall(BC). p/(U L �\ 3.2i Impact bridging or lateral bracing required where shown r t �'1 SEQ. : K1314 8 8 7 4.No load should be applied to any component until after all bracing and 4.Installation of trues is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied m any component. and are for"dry condition"of use. 5.ComWTrus has no control over and assumes no responsibility for the 6.Design swims full bearing at all supports shown.Shim or wedge if necessary. EXPIRES: 12/31/2016 fabrication.handling,shipment and instillation of components. 7.Design assumes adequate drainage is provided. July 21,201 5 6.This design is furnished subject to the limitations wWes t forth by 8.Plates shall be located on both faces of ,and placed so their center TPIAMICA 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,InciCompulruo Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1996(MiTek) 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=)-114) 91 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.012" 5-03-10 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.016" MAX TC PANEL LL DEFL = 0.075" @ 3'- 0.3" Allowed = 0.401" 1 I MAX TC PANEL TL DEFL = -0.072" @ 3'- 0.4" Allowed = 0.601" 3 -✓ 12 MAX HORIZ. LL DEFL = -0.001" @ 5'- 2.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 2.9" 9.00 17Design 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=1.6, Truss designed for wind loads in the plane of the truss only. oPAUL WA.3/,, - � ' /, -41 • O,4� TER ':s' � �� 4, w 1 l y s G1 1-00 6-00it '„j�,' - (PROVIDE FULL BEARING;Jts:2,3,4 I -r�'S S+ :9782PE r JOB NAME : PLAN 2523 ELEV A - BJ4 Scale: 0.5322 WARNINGS: GENERAL NOTES, unless otherwise noted: Cr. �4) I.Builder and erection contractor should be advised of al Gseral Notes 1.This design N based only upon tis parameters shown and is for an individual 9A- OREGON p Truss: BJ4 and Wamirps before comb tion commences. building component Appiwblity of design p°ramstet sod P.P. -✓ n 2.m4 compression web brackq must be installed where shown+, incorporation of component N de naponrbilly d the building designer. -,ys �Q[� v Q 3.Additional temporary tracing b insure stability during ron.m,oeom 2.Design assumes the top and bottom lords b be laterally braced at •Fly 1 4 N the responsibility of tie erecter.Additions! M tend of 2.o.c.and at 10'o.c.respectively unless braced throughout bier Nimbi by /r NI f1°^^°^° ng continuous sheeting such as plywood gMathing(TC)and/or drywall(BC). p/f U 1 �\ DATE: 7/21/2015 tine owral structure is the responsibility of the bedding designer. a 2c Impact bridging or lateral bracing required where shown++ �'1 L SEQ. : K1314 8 8 8 4.No bad aloukl be applied b any component until alter all bracing and 4 Installation of truss N the responsiblity of the respective contractor. fasteners are complete and at no stye should any loads greater than 5.Design aesunea busses are b be used in a noncorrosive environment, TRANS ID• LINK design loads be applied to any component Sand are br"dry coednono/use. 5.CompuTrus hes ro control over and assumes ro responsibility for the -Design aswnes NI beannp al ell supports sown.Shim or wedge g EXPIRES: 12/31/2016 ussary. fabrication handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 21,201 5 6.This design is furnished the nished subject imitations set forth by e.PNM shall be located on both faces of trues,and placed so Mak center TPIIWICA in RCS(,copies of which will be furnished upon request. lines coincide with joint center lies. MiTek USA,Inc/Com Trus Software 7.6.7-SP2 1L-E 9.ForDigbats sic size ofplaten inches. vel Pu ( ) 10.For hart comednr plate design cotes see ESR-1311,ESR-1988(MiTek) 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=(-85) 72 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 BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 346V -37/ 118H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -116/ 130V 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "tic spacihg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.079" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 3-11-10 MAX TC PANEL LL DEFL = 0.020" @ 2'- 2.2" Allowed = 0.290" 1' '1 MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" • 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 9.00 [77 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. ko O c O M o PIAAMIIIII PAUL R/` O �`�S" 0 WA811 9 M-3x9 ,��G J i��l y l y �150� ��ISTSR�,�� 1-00 6-00 ;(0,S�Sty�� G (PROVIDE FULL BEARING;Jts:2,3,4 IC. V� 1 - �N I E�'9 /t414 y 89782PE r-- JOB JOB NAME : PLAN 2523 ELEV A - BJ3 Scale: 0.6064 rif"...4\CI:71" - WARNINGS: GENERAL NOTES, unless otherwise rated: C/ �43 1.Builder and erection contractor should be advie.d of as Genual Notes 1.The design w based only upon tile parameters shown and is for an individual A "7.. OREGON �„ Truss: BJ3 and Warnings before construction commences. building component Applicability of design Penmate,.and proper (7 /j/ O 2.244 pression web ening must be intend where shown+. incorporation of component is the reppnsibility of ae Wiring aaeprer. 9� �/1 G Q 3.Additional temporary bracing to insure stability during construction 2.Design and atassumes the tap and bottom chords to he nanny brand at 7 --,Ry :J e the responsibility of the smatter.Additional permanent bracing o/ 7 cc.cad at IT cc.respectively unless braced throughout thee.angel by N DATE: 7/21/2015 the overall awdure is to responsibility of to buildingdernnrpaN ridging or later I b epcng re aired 4rar ondror drycwn(Bc). �J^ 1 �� Weer. a Dt Impact bridging or lateral bracing required where shown++ �'t L SEQ. : K1314 8 8 9 4.No bad should be applied to any component until aNer all bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners ere complete and at no time should any bads greater than 5.Design assumes Misses are to be used in a noncorrosive environment, are forof use. TRANS I D: LINK design loads be applied to any component. S. eepassumes and Dn assudhe e S.ConpuTnm has no control over and assumes mr..pornbity for the ...q. bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 taldcation,handing,.Npnent and irmhsation of components. 7.Design assumes adequate drainage I.provided. July 21,201 5 6.TN.design is furnished.d subject to the limitations set forthby a.Plates shell be looted on both faces of buss.and placed so thea center TPIIWTCA in SCSI.copies of which will be furnished upon request linea coincide with joint center lines. S.Digits innate size of plate n inches. MiTek USA,Inc/CompuTrus Software 7.6.7SP2(1 L)-E 10.For basic connector plate design wins see ESR-1311,ESR-1988(MINN) This design prepared from computer Input by JP LUMBER SPECIFICATIONS TRUSS SPAN 37'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1- 2=(-2744) 603 1- 9=(-963) 2316 9- 2=( 0) 226 6-13=(0) 233 BC: 2x9 KDDF #15BTR SPACED 24.0" O.C. 2- 3=(-2353) 587 9-10=(-465) 2313 2-10=(-311) 196 WEBS: 2x9 KDDF STAND 3- 4=(-2030) 562 10-11=(-464) 2980 10- 3=(-102) 652 LOADING 4- 5=(-2055) 580 11-12=(-469) 2980 10- 4=(-649) 163 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2382) 600 12-13=(-505) 2397 11- 4=( 0) 314 BC LATERAL SUPPORT <= 12"OC. UON. 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: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -195/ 1564V -134/ 125H 5.50" 2.50 KDDF ( 625) OVERHANGS: 0.0" 18.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 37'- 3.0" -257/ 1742V 0/ OH 5.50" 2.79 KDDF ( 625) JT 1: Heel to plate corner = 2.50" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci},g. 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=22.2ft, TCDL=9.2,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 T T T T 5-11-13 5-08-14 6-09-05 6-09-05 5-08-14 6-02-13 4 4 1 T 1 T T 12 12 6.00 M-4x6 M-3x8 M-4x6 Q 6.00 3 4 f roe ?AUL 101,OV WA84 ' M-3x42 ,M-3x4 A79 6' M-3x8 cv o �� $ M .., ��� ,p 51976 :4,� 0 1 9 10 11 El 1 12 13 '. 7 8 . f�^ CIST'ER I M-1.5x3 M-3x8 0.25" M-3x8 M-1.5x3 M-3x6 o ss G M-5x6(S) �� l l k 1 1 l l �, St s1 5-10-01 5-05-11 7-02-04 7-02-04 5-05-11 6-01-01 1 y ��, .,...t.‘ I EFc$ cS/02 37-03 1-06 -y__... 89782PE JOB NAME : PLAN 2523 ELEV A - CH2 Scale: 0.1875 /.447\41 ;:r _ WARNINGS: GENERAL NOTES, wlessotherwieenoted. C., OREGON h 1.Builder and erection contractor should be advised of all General Notes 1.The design is based only upon the parameters shown and is for an individual Truss: CH2 and warnings before construction commences. building component Applicability of design pararnebre and proper - jj n- ' ' 2.2x4 compression web bracing mast be installed where shown* 2.Design assumes the of component is the responsibility of the building designer. 1,9 (fnIl `J V �Q' 3.Additional temporary bracing to insure stability during construction nt top and bosom chords to he laterally bread et e 1M responsibility of the erecter.Additional permanent bracing of c o.c.and et 1 c.c.respectively less braced throughout their length by continuous sheaa thing ouch as plywood eheatHrg(TC)and/or drywag(BC). ir A.4 U L DATE: 7/21/2015 the overall structure is the reeporaibility of the building designer. 3.2x Impact bridging or labral bracing required where shown i 4 SEQ.: K1319 8 9 0 4.No bed should be applied b any component until after all bracing and 4.Installation of trues i the responorbiity of the respective contractor. faebnets are complete and at no time should any bads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and aro for'dry coed tion'of use. 5.Compu7rus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if m ry. EXPIRES: 12/31/2016 fabrication,handling,eeubjt and installation of components. 7.Design assumes adequate drainage is provided. July 2 ,2015 6.This design is furnished d subject to the limw itations t forth by 8.Plates shall be located on both aces of truss,and placed so their center TPINVICA in BCSI.Dopes of which will be furnished upon request. lines coincide with joint center lines. 8.Digits indicate size of plate in inches. MiTek USA,Inc/CompuTrus Software 7.6.7-SP2(1 L)-E la For basic connector pate design vakies see ESR-1311,ESR-1988(MiTek) I • This design prepared from computer input by JP a LUMBER SPECIFICATIONS TRUSS SPAN 37'- 3.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2749) 815 1-11=(-666) 2316 11- 2=( 0) 226 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2353) 812 11-12=(-668) 2313 2-12=(-311) 121 WEBS: 2x9 KDDF STAND 3- 9=( 0) 0 12-13=(-739) 2480 12- 3=(-133) 652 LOADING 3- 5=(-2030) 758 13-14=(-739) 2480 12- 5=(-667) 230 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-2055) 774 14-15=(-689) 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) 2900 5-19=(-639) 230 TOTAL LOAD = 42.0 PSF 7- 8=(-2382) 829 7-19=(-122) 665 8- 9=(-2819) 833 19- 8=(-377) 122 NOTE: 2x4 BRACING AT 29"0C 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 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/ 1569V -134/ 125H 5.50" 2.50 KDDF ( 625) M-1.5x9 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" ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spaci}tg. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/290, 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 = -0.019" @ 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=9.2,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. T 1' ' 1' 5-11-13 5-05-11 3-03-03 3-09-05 3-09-05 3-03-03 5-05-11 6-02-13 1 1' T T 4 '1 4 4 4 11-09 12-00 1' 1' 4 6 ' 1' 12 12 6.00 p M-4x6 M-3x8 M-9x6 Q 6.00 3 5 pow • ?AUL /,` 40V WA814 �+Ql M-3x9 M-3x4 'W 2 +. .+ a mw '' c�o1. `I . M-3x8 ! fir N _ t '. 6 », ® a.a 6 A�0 R�51976 47� 0 1** 11 12 13 1 19 15 -9 0 �� V'ISTEg �� o M-1.5x3 M-3x8 0.25" M-3x8 M-1.5x3 M-3x6 ,, SS G M-5x6(S) -,,a01.1.31/4f4114,-Ai 1 1 1 1 1 1 1 '4� ^ - 061 1 5-10-01 5-05-11 7-02-04 7-02-04 5-05-11 6-01-01 1 1 \5 . 1 EFn /O 37-03 1-06 :9782PE/ ,_ 9r JOB NAME : PLAN 2523 ELEV A - CH3 r,✓...�� Scale: 0.1875 . WARNINGS: GENERAL NOTES, unless otherwieenoted: Li, '9 OREGON I.Bolder and erection contractor should be advised of ale General Notes 1.This design B based only upon the parameters shown and is for an individual "S Truss: CH3 and warnings Debre construction commences. budding component.Applicability of design parameters and proper -k/� CP Q' 2.2s4 compression web bracing must be installed where sham+, iricorporetion of comporont is the responsibility of the budding designer. �� A?R y 15 V �,� 1 Additional to2.Design assumes the top and bottom chords to be laterally bread at temporary bracing to insure stability during construction 2'o.c.and at 10 o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of it. NI continuous sheathing such as plywood sheathing(TC)and/or dr/vnll(6C), PA A U L �\ DATE: 7/21/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or latral bracing required where shown++ SEQ. : K1314 8 91 4.No bad should be applied b any component until after all bracing and 4.Installation of truss is the responsibility of int respective contractor, fasterore are complete and at no time should any bads greater than 5.Design assumes trusses are b be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component and are br'dry condition"o use. • 5.CompuTrus hes no control over and assumes no responsibiaty for the 6.Design assumes full hearing at all supports shown.Shim or wedge i/ roan. EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design aaeumea adequate drainage is provided. July 21,2015 6.This design is furnished subject to the Nmitstions set font 6helocatedby .Plates shall loted on both faces of truss,and pined so their anter TPIIWICA in BCSI,copies of which will be furnished upon request. lines coincide with pint enter 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-1968(MiTak) I t • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 37'- 3.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2799) 1033 1-11=( -854) 2316 11- 2=( 0) 226 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2353) 1043 11-12=( -855) 2313 2-12=(-311) 97 WEBS: 2x9 KDDF STAND 3- 9=) 0) 0 12-13=(-1068) 2980 12- 3=(-221) 652 LOADING 3- 5=(-2030) 969 13-19=(-1068) 2980 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 19-15=) -866) 2397 13- 5=( 0) 314 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 15- 9=( -869) 2900 5-19=(-646) 384 TOTAL LOAD = 92.0 PSF 7- 8=(-2382) 1096 7-19=(-222) 665 8- 9=(-2814) 1091 14- 8=(-377) 104 NOTE: 2x4 BRACING AT 29"OC 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 BRG REQUIRED BRG AREA OVERHANGS: 0.0" 18.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -908/ 1564V -135/ 125H 5.50" 2.50 KDDF ( 625) • M-1.5x9 or equal at non-structural • 37'- 3.0" -469/ 1742V 0/ OH 5.50" 2.79 KDDF ( 625) vertical members (uon). JT 1: Heel to plate corner = 2.50" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.182" @ 11'- 9.0" Allowed = 1.817" MAX TL CREEP DEFL = -0.321" @ 18'- 6.0" Allowed = 2.922" MAX LL DEFL = 0.013" @ 38'- 9.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ 38'- 9.0" Allowed = 0.200" MAX HORIZ. LL DEFL = -0.070" @ 36'- 9.5" MAX HORIZ. TL DEFL = 0.111" @ 36'- 9.5" Design conforms to main 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 19-04-12 '1' 1' '1' '1 load duration factor(All Heights), s1.6 'ed, Cat.2, Exp.B, MWFRS(Dir), 17-08-11 7-06-05 12-00 Truss designed for wind loads I f f f f in the plane of the truss only. 5-11-13 5-05-11 6-00 1-00.-08D-08 6-00 5-05-11 6-02-13 4 4 f T T T T T 4 11-09 M-4x6+ M-4x6+ 12-00 12 r=� 12 6.00 M-3x5(S) Q 6.00 13AUL D� M-4x6 M-4x6 Y+ jot_ M-3x4 M-3x9 C� C' ��� Q7-' z ,111111111r w M-3x8 0 ��C."), IS51976,:l.,/4�R `T SSG i 1«« . 12 13 19 15 - 0 0 A o M-1.5x3 M-3x8 M-5x6(S)0.25" M-3x8 M-1.5x3 M-3x6 0 C ' �Ni`I YEf��0�O J' l l 1 l l l 19 y 5-10-01 5-05-11 7-02-04 7-02-04 5-05-11 6-01-01 l 1 :9782PE yr 37-03 1-06 / JOB NAME : PLAN 2523 ELEV A - CH4 �" 'Ifir / Scale: 0.1750 11411 OREGON h WARNINGS: GENERAL NOTES, unless otherwise noted: O� 1.Builder and erection contractor should be advised of all General Notes 1.This design a based only upon the parameters shown and is for an individual �� �'-'•=1R). 15,2 4.. Truss: CH4 and Warnings before consWctarsrs n commences. building component.Applicability of design pameteand proper 2.204 compression web bracing must be installed where shown+ incorporation of component ie the responsibility of the building desigrrer. R \it `, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom fords to be laterally braced at ' A U L 9 v is the responsibility of the erector Additional permanent brsdnp of con2.o.c.and at 1tl in respectively unless braced throughout their length by DATE: 7/21/2015 the overall structure is the responsibility of the building designer. 35,mnuousSdging or such)bracing red iced were shown)and/or drywall(BC). Impact badging or lateral aaarp rsgaled where tensors++ SEQ. : K1314 8 9 2 4.No load should be applied to any component until after all bracing and 4.Installation of base a he rseponsibtity of the respective contractor earners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment • TRANS ID: LINK design loads be applied to any componentadarefor'drycandme^"ora». EXPIRES: 12/31/2016 5.Candi-Truehas no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge if J • abnication,handling,shipment and installation ofoomponena. `°"'" July 2 ,2015 • 7.Design assumes adequate drainage is provided. A This design is furnished subjects the limitations set forth by S.Plates shall be anted on both faces of truss,and placed so their center TPINVICA in BIS',copies of which will be furnished upon request. lines noimide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA.Inc./ComouTrus Software 7.6.7-SP2(1L1-E 1 f i This design prepared from computer ynput by JP LUMBER SPECIFICATIONS TRUSS SPAN 37'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2690) 578 1- 9=(-435) 2322 2- 9=(-223) 202 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2449) 550 9-10=(-286) 1978 9- 3=( -26) 462 WEBS: 2x9 KDDF STAND; 3- 4=(-1759) 481 10-11=(-301) 1965 3-10=(-694) 253 2x9 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=(-2999) 534 10- 5=(-720) 258 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2754) 563 5-11=( -17) 501 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 7- 8=( 0) 76 11- 6=(-277) 194 OVERHANGS: 0.0" 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA JT 1: Heel to plate corner = 2.50" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -221/ 1569V -212/ 203H 5.50" 2.50 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 37'- 3.0" -285/ 1742V 0/ OH 5.50" 2.79 KDDF ( 625) • 'COND. 2: D_i.1--1... .Aia ..c ati._do.rS-..... U.--,,,,r,--... .../.. ..,,40 g. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.134" @ 18'- 6.0" Allowed = 1.817" MAX TL CREEP DEFL = -0.272" @ 18'- 6.0" Allowed = 2.922" MAX LL DEFL = 0.013" @ 38'- 9.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 38'- 9.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.059" @ 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: 190 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, !, 18-06 18-09 Truss designed for wind loads f ,r f in the plane of the truss only. 6-03-11 6-01-02 6-01-02 6-01-02 6-01-02 6-06-11 T T I T '1 1 T 12 12 6.00 p M-4x6 Q 6.00 4.0" 4 .h( M-5x6(S) at� M-5x6(S) I 0.253 05 25" ?AUL R/ $3.-‘,,,LovvAli-4"\l, 11\ M-1.5x37... /)100„:7-1.5x3 ._, ti� ,:, �O 1 ib. 44 N M-3x8 0 ��+ 51976 w� o io :� A M711 '• -. O'�'�s�CIST'Eg G�w 1** 9 1 11 %%4%; 0 M-3x9 1.25" M-3x4 M-3x6 0 wi;W M-5x8(S) may` [e - s l l l l y CO N 1 4- s/O y 9-04-05 9-01-11 9-01-11 9-07-05 y ,�\ 2 37-03 1-06 89782PE yr JOB NAME : PLAN 2523 ELEV A - Cl .,47,?fl Scale: 0.1625 WARNINGS: GENERAL NOTES, unbssot hemise noted: 40 Truss: C 1 1.Builder and erection contractor should be advised of all General Notes 1.This design b based one upon the parameters shown and is for an individual yol„ OREGON K. and warnings before construction commences. budding component Appliability of design parameters and proper 2.2x4 compassion web bracing must be installed where shown+. incorporation of component is the responsibility of the budding designer. 9 3.Additional temporary bracing to insure arability during construction 2.Design assumes the top and bottom chords to be laterally braced at "9,4 �q R Y 15 2 tG b the reoponsibilop of the erecter.Additional permanent bracing of 2'o.c.and at 10'wets respectively unless awed throughout thee length by continuous sheathing such as plywood sheathing(TC)and/or drywad(SC). p^U L �V� DATE: 7/21/2015 the wend stnaure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown.+ PAUL SEQ. : K 1314 8 9 3 4.No bad should be applied to any component until sten all bhang and 4 Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment TRANS ID: LINK design loads be applied toany component. and are for"dry condition.of use. 5.CompuTnx has w control over end assumes no responsibility for the 8 Design assumes hill bearing at all supports shown.Shim or wedge if wry. EXPIRES: 12/31/2016 fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This deign is furnished subject to the!imitator.eet forth by 8.Plates shall be located on both faces of Bun.and planed so their center July 21,2015 TPIANI-CA in SCSI.copes of which wit be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1 L)-E 10.For basic connecter plate design values see ESR-1311,ESR-1988(Nick) • This design prepared from computer input by • JP LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-10=(-394) 2402 3-10=(-276) 195 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2775) 555 10-11=(-272) 2013 10- 4=( -17) 501 WEBS: 2x4 KDDF STAND 3 4=(-2516) 527 11-12=(-294) 1984 4-11=(-719) 258 LOADING 4- 5=(-1780) 474 12- 8=(-435) 2363 11- 5=(-248) 1185 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1780) 474 11- 6=(-720) 258 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2516) 527 6-12=( -17) 501 TOTAL LOAD = 42.0 PSF 7- 8=(-2775) 555 12- 7=(-276) 195 OVERHANGS: 18.0" 18.0" 8- 9=( 0) 76 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -284/ 1746V -217/ 217H 5.50" 2.79 KDDF ( 625) 37'- 6.0" -284/ 1746V 0/ OH 5.50" 2.79 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.140" @ 18'- 9.0" Allowed = 1.829" MAX TL CREEP DEFL = -0.283" @ 18'- 9.0" Allowed = 2.439" MAX LL DEFL = 0.013" @ 39'- 0.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 39'- 0.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.061" @ 37'- 0.5" MAX HORI Z. TL DEFL = 0.101" @ 37'- 0.5" 18-09 18-09 T f ' Design conforms to main windforce-resisting 6-06-11 6-01-02 6-01-02 6-01-02 6-01-02 6-06-11 system and components and cladding criteria. Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), 6.00 M-4x6 ' 6.00 load duration factor=1.6, 4.0" Truss designed for wind loads 5 45( in the plane of the truss only.-` M-5x6(S) \ M-5x6(S) 3.14144400/1444444444%*0.25" PAUL RI � � C,��F WASy� `p 9 L 94 M-1.5x3 +I M-1.5x3 �P _ 4' v 3 + + 7 / o \ / c, 41 r A .114 I 4 51976 w. Off, 4CISTEg� w p 1 ., 10 11 12 di p 'SS Gl I wM-3x6 M-3x4 0.25" M-3x4 M-3x6 I C' •� 'j3{ o M-5x8(S) O �C' ` f'iss y ), /. y y "5 ` N I EF yO J, l 9-07-05 9-01-11 9-01-11 9-07-05 1 l ,.., 'T 1-06 37-06 1-06 89782PE 9r JOB NAME : PLAN 2523 ELEV A - C2 a.,_...,- 4111Scale: 0.1575 WARNINGS: GENERAL NOTES, tin...oaawdse noted: V 40 1.Builder.rd.lesion oontrac.or should be.dviesd of all 's based Nobs 1.This design only upon A.pommels'dawn and is for en individuel �A- OREGON ^ Truss: C2 and Wanings before construction commences. budding component Applicability of design perawebraand bib* -107• O Nr 2.254 anp..don web bracing must be installed when shown incarporaan of component is me ra.pMaldlily of me budding'Wagner. 1/t;) V/1 G v� Q 3.Additional temporary bracing to insure stability doing combs tion 2.Coign and l O ms fop and bottom cords m a throughout laterally bread at --,Ay :J <j_ c ms responsibility c.me erecter.Additional permanent bracing of 7 ossa and at 1G ossa respectively unless braced Ihwglout mak length b) L `\V DATE: 7/21/2015 me wend structure is the ra nebd of the building deignsr. continuous sheeting such as asmg relywoodquired airedsheatwhere s and/or arywan(acl. '1 p^ L n�v spo dY ng 3.20 Impact bddprg or lateral bracing requirM vd,ero shown.. �`f C` S E K13 14 8 9 4 4.No bad slould be applied to any component tint!after all bracing and 4.Installation is of truthe responsibility of me respective contractor. 4 batmen,ere complete and at no tine should any bads greater than 5.Design assumes Suedes an to be used in.noncorrosive environment, TRANS ID: LINK design bads be applied to any component 8t ao..ign assumees condition. full bsamp at ail supports down.Shim or wedge if 5.ConwuTrw has no control over and assumes no responsibility for themry_ EXPIRES: 12/31/2016 fabrication.handling.shipment and installation of components. 7.D..ip,assumes adequate drainage is provided. Si u ly 21,201 5 6.This Weir a furnished subject m the lndatione set form by e.Pleas dell a bated on both aces of wee.and peed leo their anter TPIIWfCA in SCSI,copies of which will be furnished upon request lines coincide with joint anter lawn. ' 9.Digits indicate size of gab n inches. MiTek USA,Inc/CompuTrus Software 7.8.7-SP20 L)-E 10.For basic connector pleb design values see ESR-1311.ESR-1988(MiTek) '. This design prepared from computer input by • JP LUMBER SPECIFICATIONS 37-06-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 76 2-13=(-1582) 4954 3-13=( -136) 278 ' 2x6 KDDF #1&BTR 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 a 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 9'- 0.0" V 4- 6=(-5086) 1780 16-11=(-1582) 4956 14- 7=( -30) 66 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 9'- 0.0" TO 28'- 6.0" V 6- 7=(-7208) 2718 15- 7=( 0) 382 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 28'- 6.0" TO 37'- 6.0" V 7- 9=(-5086) 1782 7-16=(-2478) 1118 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 37'- 6.0" V 8- 9=( 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 @ 9'- 0.0" 10-11=(-5724) 1900 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 375.0)+DL( 105.0)- 480.0 LBS @ 28'- 6.0" 11-12=( 0) 76 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 18.0" 18.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -962/ 3225V -104/ 104H 5.50" 5.16 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 37'- 6.0" -962/ 3225V 0/ OH 5.50" 5.16 KDDF ( 625) JC ( 2 ) complete trusses required. Attach 2 ply with 3"0.131 DIA GUN nails staggered: �/,� 9" oc in 1 row(s) throughout 2x4 top chords, ,XVXt 9" oc in 2 row(s) throughout 2x6 top chords, n checked for net(-5 ICONS. 2: Design 9" oc in 2 row(s) throughout 2x6 bottom chords, psf) uplift at 24 "oc spacing. 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 LL DEFL = -0.187" @ 15'- 5.3" Allowed = 1.829" MAX TL CREEP DEFL = -0.371" @ 22'- 2.4" Allowed = 2.439" MAX LL DEFL = 0.003" @ 39'- 0.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.003" @ 39'- 0.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.056" @ 37'- 0.5" MAX HORIZ. TL DEFL = 0.092" @ 37'- 0.5" 0-05-03 0-05-03 Design conforms to main windforce-resisting system and components and cladding criteria. 8-11-11 19-06-10 8-11-11 '1' '1' 4 4 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 4-06-05 4-00-03 6-02-02 7-00-09 6-03-14 4-00-03 4-06-05 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 '1 '1.1 1 'f 'f'f 1' 1 load duration factor=l.6, 8-11-02 8-11-02 Truss designed for wind loads 480# 480# in the plane of the truss o 12 M-4x6 M-7x8(S) M-4x6 12 PAUL �`� 6.00 4 5 0.25"6 M-3x8 g Q 6.00 rj O WAS J�� o T'L -- 1 Ti .� ,'C, YYC� M-1.5x3 M-1.5x3 AT //may ::, O- 3 t + p Vj Q� , • o i ' 2 / 13 14 5 16 1 O 51976 I M-3x6 M-3x8 M-3x4 M-1.5x3 M-3x8 M-3x6 0l �O��S FCIS.LER��-v M-5x6(S) 1 1 1 1 1 y !'S .ia , ,m 1 8-04-12 7-00-09 6-09-01 6-10-13 8-04-12 1 , ` / - Ss 1 1 17-06 20-00 1 1 e\� eN E T,9 �O 29 1-06 37-06 1-06 8.782PE r JOB NAME : PLAN 2523 ELEV A - CH1 / / ....,,\Z2 Scale: 0.1575 WARNINGS: GENERAL NOTES, unless otherwise noted: '9 OREGON 4) 1.Builder and erection contactor should be advised of at General Notes 1.This design h based only upon the parametens shown and is for an individual Truss: CH1 and Warnings before construction commences. building component Applicability of design on Alit of the proper O 2.2a4 compression web bracing mast be installed where shown+. incoryoraoon or component b the responsibility or me Wikirg designer. ' 3.Additional bmporery bracing to insure stability during construction 2 Design assumes me top and bottom chords to be laterally braced at '9 ��9/�y -‘5, _,<(,'2 b the responsibility of the erector.Additional pe,nre bredrg of n o.c.and at ID ctn.respecti ply unless bated throughout thee length by DATE: 7/21/2015 me overall structure is the recontinuous sheathing such I b plywood uir sheathing(TC)and/or drywei(BC,. k �'A U L R� responsibility of m.baiting designer. 3.2a Impact bridging or lateral bracing required where shown.. SEQ. : K1314895 4.No bad should be appliedto any component until after all bracing and 4.lretellationo truss lath responsibilityof he respective contractor fastenere are compote and at no time should any bade greater than 5.Design assumes tures are to be used in a noncorrosive environment, TRANS ID: LINK design bads be applied to any component. and are for'thy condition"of use. 5.ConipuTnw has no control over and assumes no responeibiliry for the 8.Design assumes full bearing at all supporta shown.Shim or wedge a c••sary. EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 21,2015 6.This design is furnished subject to the limitations set form by 8.Plates shall be located on both faces of truss,and paced so their center TPIANTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate k1 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 ipput by JP • LUMBER SPECIFICATIONS 11-05-00 GIRDER SUPPORTING 37-06-00 FROM 7-00-00 TO 11-05-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00. 1, TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-3950) 882 1-9=(-626) 3010 4-2=(-966) 9450. BC: 2x8 KDDF #1SBTR 2-3=(-3950) 882 4-3=(-626) 3010 WEBS: 2x9 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 11'- 5.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 7'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ,_,r BC UNIF LL( 443.8)+DL( 321.8)= 765.5 PLF 7'- 0.0" TO 11'- 5.0" V 0'- 0.0" -526/ 2467V -91/ 91H 5.50" 3.95 KDDF ( 625) ( 2 ) complete trusses required. 11'- 5.0" -1075/ 9816V 0/ OH 5.50" 7.71 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN **ADDL: BC CONC LL+DL= 3031.0 LBS @ 6'- 0.0" nails staggered: I / 9" oc in 1 row(s) throughout 2x4 top chords, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked foI net(-5 psi) uplift at 24 "oc sBacillg. /y\V/y\ 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 lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = -0.057" @ 3'- 1.0" Allowed = 0.396" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.004" @ 10'- 11.5" MAX HORIZ. TL DEFL = 0.010" @ 10'- 11.5" 5-08-08 5-08-08 4 f ' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x6 9.00 17 Q 9.00 Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 2 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, il Truss designed for wind loads in the plane of the truss only. **HANGER BY OTHERS TO APPLY CONC. LOAD(S)EQUALLY TO ALL MEMBERS. M-5x16 M-5x16 PAUL RIL o 1 ® -ro /4:0V� WASIi �`9 M-4x12 h� - !..C,, COQ CO l , +3031. y A16 4,ISTER� 5-08-08 5-08-08 .Jr l A`S'S .►J y G\ 11-05 A 0 .- C:-.<''(' .1 s .......... IE / �' '9 O � 89782PE 9r JOB NAME : PLAN 2523 ELEV A - D2 ,,,_...,ge''' Scale: 0.4631 WARNINGS: GENERAL NOTES, unless otherwise noted: v 1.Builder and erection contractor shoud be advised of all General Nobs 1.This design is based only upon the parameters shown and is for an individual -y OREGON K. Truss: D2 and Vulnemgs before construction commences. building component.Applicability of design parametersend proper O Q 2.2x4 compression web bracing must be installed where shown+ incorporation of component is the responsibility of the buildup designer. 1:9 �q Ry A 5 2 �Q 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bosom chords to be laterally band at is the res• ponsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.e.respectively unless braced throughout their by n DATE: 7/21/2015 the overall structure is the responsibility of the buildingde So Impact coding or such as plywood aired where s)hown drywan(ac). pA U L ``\ .poet. 3.2x Impact bddprp or lateral bracing required where shown++ SEQ.: K 1319 8 9 6 4.No lad should be applied to any component until after all brwevg and 4.Installation of truss's the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be apgied to any component. and are for"dry comdmon•of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all support shown.Shun ar wedge'rf EXPIRES: 12/31/2016 bbripton.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 21,2015 8.This design is furnished subject to the limibtons set forth by 8.Plates shall be located on both laces of truss,and placed so their center TPINdTCA in SCSI.copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of pate in inches. MiTek USA,Irlc/CempuTrus Software 7.6.7-SP2(1 L)-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" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacifig TC: 2x4 KDDF #laBTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. system and components and cladding criteria. - TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PDF 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 = 92.0 PSF load duration factor=1,6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Gable end truss on continuous bearing wall UOV. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL N-1x2 or equal typical at stud verticals. REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-08-08 5-08-08 1' T T 12 12 IM-9x4 9.007 N 9.00 3 ,4lllIi PAUL 44 sWAS m.or iiiiiiiiiiiiii.Ar.1w iiiiiii. .reiiiiiiiiiiiiii- /4:/iiiiiiiiiiAl12I ii411%/ iiiiiiiA M-3x4 M-3x9 t. ��`�r nil 41 51976 w� °,17;t., FcrsTE0x y y y y S G1 1-00 11-05 1-00 -44 S it 8.782PE yr JOB NAME : PLAN 2523 ELEV A — D1 / �/� Scale: 0.5041 r WARNINGS: GENERAL NOTES, unless otherwise noted: V ^40 1.Builder and erection tont/victor should be advised of aN General Notes 1.This design Is based only upon the parameter*shown and is for an indvidual -57,/, OREGON Truss: D1 and Warnings before construction commences. building component.Applicability of design pannroters and proper /, (�� 2 S,4 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer. 9,4 WA G•V 3.Addibonel temporary bowing to insure stability during oonebudion 2.Design assumes the top and bosom chords ted Worldly braved.t5 7 'l R Y 10. l(, is the responsibility of the erector.Adeitional permanent bracing o/ 7 o.c.and at id o.c..n,oh a sly sinless braced throupfteut their length by J DATE: 7/21/2015 the wend structure is the responsibility of the building de continuous'heating lateral b plywoodr.000dshealwI ere s ownand/•r aryw.n(Bc). A/� 1 �� dY sip lapur. 3.Di Impact bridging or lateral bracing required where drown.. �'1 L� SEQ. : K 1314 8 9 7 4.No bad amid be applied to any component until after all bracing and 4.Imrtallaton of trues is the responsibility of the r•spectve contractor. fastener.are complete and at no time should any bads greater than 5.Design assumes busses ere to be used in a non-corrosive environment. TRANS I D: LINK design loads be component.appeny component. B and sr.for"dry condition•of use. 5.CompuTruehasno lover and assumes nor..ponsibiNyforthe esign••w" �a•rang.t.11,a aatedown Shim arwedge d EXPIRES: 12/31/2016 mumary. fabrication.handlig.shipment and instaietion of component. 7.Design assumes adequate drainage is provided. B. July ly 21,201 5 This design is furnished subject to the irnimtca one set forth by S.Plates shall be located on both faces of truss,and paced so their center TPIM?CA in BCSI,copies of whits will be furnished upon request. lines coincide with joint center lines. MiTek USA,InciCom Trus Software 7.6.7-SP2 1L-E B.FDor indicate r plateplatin inches. W ( ) 10.For beak dor design values tea ESR-1311,ESR-1988(MiTek) ' a1 This design prepared from computer input by • JP LUMBER SPECIFICATIONS 11-06-00 GIRDER SUPPORTING 37-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-4242) 926 1-4=(-660) 3240 4-2=(-1020) 4810 BC: 2x8 KDDF #1SBTR 2-3=(-4242) 926 4-3=(-660) 3240 WEBS: 2x4 KDDF STUD LOADING - LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 11'- 6.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. 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) 0'- 0.0" -1064/ 4770V -92/ 92H 5.50" 7.63 KDDF ( 625) J''-' ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 6.0" -1064/ 4770V 0/ OH 5.50" 7.63 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. I nails staggered: [COND. 2: Desinn checked for net(-5 osfl uplift at 24 "cc spacipg. \/�/ 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR DSPSF LIVE LOAD. TOP /yvy\ 6" oc in 2 row(s) throughout 2x8 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.062" @ 5'- 9.0" Allowed = 0.706" MAX TC PANEL LL DEFL = -0.059" @ 3'- 1.3" Allowed = 0.400" 5-09 5-09 MAX HORIZ. LL DEFL = 0.006" @ 11'- 0.5" 1' 1' '' MAX HORIZ. TL DEFL = 0.011" @ 11'- 0.5" 12 12 M-4X6 Design conforms to main windforce-resisting 9.00 9.00 system and components 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(Sir), load duration factor=1,6, Truss designed for wind loads in the plane of the truss only. 4111111111141111111111114 M-5x16 M-8x16 A II (41 o ®Mill *A �,� 1.:::'e AUL R!L0 ��3 1�� 4O M-4x12 Illse w�y s-o9 l s o9 1 y y 11-06 �5 �N ' -Et- 6'6% 7 8 2PE 8 JOB NAME : PLAN 2523 ELEV A - E3 / Scale: 0.4835 ./ . -- WARNINGS: GENERAL NOTES, animas otherwis.noted, V ^10 1.Builder and erection contractor shout be advised of all General Notes 1.This design is based only upon the parameters Hawn and is for an indiidual 114/1/OREGON o Q' Truss: E3 and VWmin before construction commences. building component.Applicability of deign persmeters and proper. w 2.Dt4 compression web bracing must be installed where shown•. inoorporatbn d component b the responsibility of the buildup designer. ifl q R y 1 y 2 �Q� 3.Additiasl temporary bracing to inure stability dung construction 2 Design assumes the lop and bottom diards m G Morally braced at 7 _` is the responsibility of the erecter.Additional rat bracing of c on and at 10 o.c.reSCI,..ply orbs braced throughout then length by A 'l a^TM^econtinuous sheathing such as dog required aheathirg(TC)and/or drywall(BC). �� A U L 1. • DATE: 7/21/2015 be overall structure is the responsibility d the building designer. a 2x Impact bridging or lateral bracing required when shown r s SEQ. : K1314 8 9 8 4.No bad should be applied b any component until after all bracing and 4.Installation of buss b the responsibility of the respective contractor. fasteners ars complete and at no time should any bads 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 6 aDeesspi ssumees condition' q of all supporta shown.Shan or wedge H 5.CompuTrus hes no control over and,.flame n responsibility for the se a„a,y EXPIRES: 12/31/2016 fabeinton,handing,shipment and installation of components. 7.Design satsumas adequata drainage is provided. JUIy 2 ,2015 8.This design is finished subject to the imihtons eat a ce t forth by 8.Plates shall be located on both faces of truss,and placed so their TPIIWTCA in BCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Duds indicate size of plate in inches. MiTek USA,IncicompuTfus Software 7.6.7-SP2(1L)-E 10 For basic connector plate design velues se ESR-1311,ESR-1988(MiTek) 4 1\ This design prepared from computer i,nput by • JP LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-14) 284 6-3=(0) 26i BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-473) 102 6-4=(-14) 284 WEBS: 2x4 KDDF STAND 3-4=(-473) 102 LOADING 4-5=( 0) 68 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HOAZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -103/ 597V -110/ 1108 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. 'COND. 2: Design checked for net(-5 psf)WAuplift aty 24 "oc spaci g. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 12'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 12'- 6.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.077" @ 8'- 4.8" Allowed = 0.436" 5-09 5-09 MAX TC PANEL TL DEFL = 0.173" @ 8'- 2.4" Allowed = 0.655" 1 1' MAX HORIZ. LL DEFL = 0.002" @ 11'- 0.5" 12 IIM-4x4 12 MAX HORIZ. TL DEFL = 0.004" @ 11'- 0.5" 9.00 Q 9.00 4.0" Design conforms to main windforce-resisting 3 system 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. PAUL !, .5,1'.!;( ...- a � `� _=11.1.1111111110=11111=111111--1014 I M-3x4 M-1.5x3 M-3x4��16111111111111111111111111111116. �( y ,` 101.111/411111 �I •.0Irr � �, 51976 q� 1 1 1 0 •6‘o . JSTER� 5-09 5-09 �S Cj;\ 1 11 1 1-00 11-06 1-00 � ' ,S.. 7- N I Ec1 c.v,, 89782PE yr JOB NAME : PLAN 2523 ELEV A - E2 ......."0"-- Scale: 0.4382 ''AA _ WARNINGS: GENERAL NOTES, unless otherwise noted'. V �Y' 1.Builder and•radon anbactor should be advised of all General Notes 1.This design a basad on9 upon the parameters shown and is for an individual 1:11,7 9 OREGON Truss: E2 and Warnings before consbudon ananen.. building component.Appiability of design panmetere and proper 1 : 20 Q 2.Wit compression web bracing mat be installed where shown+. iroorpontlon d component is M.naponsidldy of Ms building designer. .f1 !�q R Y 15 Q� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom dards w be IeterallY broad at 7 �� A the responsibility of the erector.Additional pe,anent bracing d 7 o.c.and et as o.c.respectivelyp9.unless bland throughout Thea length by DATE: 7/21/2015 true owral Wool,,s is the neponsib48y of the building cosi continuous sheathing such as plywood Shea ing(T)and/or drywall(BC). !J/�U 1 �\ ng par. 3.2x Impsd bridging or nen lancing required whore shown++ �1 L- S E K 13 14 8 9 9 4.No wad should be applied t any component until after ell bracing and 4.Ieatllation d truss is the nyeonsibiity of the reepedve contractor. 4 fasteners are complete end at no time should any beds greater than 5.Design assumes buses are to be used in a non-conneive environment, TRANS I D: LINK design w.de to applied to any component. and ere 8.Design assumes"thy mes full Wang at all supports shown.Shim or wedge i1 5.ConpuTne has no control over end assumes no responsibility forte nanny. EXPIRES: 12/31/2016 fabniabon,handing,shipment and installation of anponents. 7.Design assumes adequate drainage is provided. July 2 ,2015 8.This design is furnished subject to the limitebons eat forth by 8.Plates shall be located an both faces of b truss,and placed so their reenter TPIANYCA in SCSI,copies of which will be furnished upon request lines coincide with pint anter lines. 9.Digits indicate size of plate n inches. MiTek USA,Inc/CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mask) 4 This design prepared from computer input by , • JP . LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacine TC: 2x9 KDDF #laBTR LOAD DURATION INCREASE = 1.15Design conforms to main windforce-resisting BC: 2x9 KDDF #1SBTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. UON. LOADING Wind: 190 mph, h=21.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Gable end truss on continuous bearing wall U09. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 5-09 5-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1 12 12 9.00 v I IM-4x4 9.00 3 AloogllgIAIIIIIIIIINI ?AUL �` a '4 1e- F WAS li sky 0 1 F'1 \ � M-3x4 M-3x9 ��`Jf / i4, 51976 ' l 1 * 1 ro-.,ss CISTER G�4 1-00 11-06 1-00 •i � �N I EF9 /0* 144 :9782PE r JOB NAME : PLAN 2523 ELEV A — El Scale: 0.5132 .r WARNINGS: GENERAL NOTES, unless otherwise noted: V 1.Builder and.recon contractor Noud be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -574/4/ •R E G O N o^ Truss: El and Warnings before construction eonanerw.a building component Applicability of d.eigo parameters and proper fL �Q 2.m4 compression web bracing tater a installed where shown inarpor.bon of component is the responsibility of the boding designer. .9 ,q a Additional temporary bracing to insure stability during construction 2 Design a.wmn Ws e.and bottom chords b braced aterally braatl at Y 1 a Bre rsaponsibilily of 0te.neater.Pdtlitional pemtenaM brecirp of 7 o.c.and n 1d o.c.rsapectl plyely god.nless..fon throughout Weir tengtlt). �ntinuoussheathigsuchaseewoadN»eb.ng(Teheendrywall(BC).bpA U L F\ DATE: 7/21/2015 the oven..structure is me responsibility of the building designer. 3.2a Imp..bridging or lateral bracing required where shown•a SEQ. : K 1314 9 0 0 4.No load should be applied to any component until alter all bracing and 4.Installation llation of buss busses are responsibility be uliydnarequestvnon-corrosive ntaan cr. erne tastes.,e a,.complete and at no re should any loads greater than Design assumes design lads be applied b any component. and are br'tl7 condition-of use. TRANS I D: LINK 6.Design assumes full bearing at all supports Nwwn. im or wedge Shim if 5.conpuTrushas nuecontrol over ahaassumes nuer.responsibility farIh. ..n., EXPIRES: 12/31/2016 fabrication.handling.shipment and installation of components. 7.Deign assumes adequate drainage is provided. July 2 ,2015 8.This design is furnished subject to the iwha limitation. t forth by B.Plates shall be!coated on both s of b truss,and placed so their center TPIMITCA in SCSI.copies of which will be fumished upon request. lines coincide with joint anter lines. 9.Digits indicate size of plate b inches. MiTek USA,InciCompuTrus Software 7.8.7-SP2(1L)-E IS.For basic connector pate design values see ESR-1311,ESR-1908(MiTek) 4 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 1i163TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 • BC: 2x4 KDDF H1LBTR SPACED 24.0" O.C. 2-3=(-123) 97 = TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -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 'COND. 2; Design checked for net(-5 psf) uplift at 24 "oc spaci g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.107" @ 3'- 5.4" Allowed = 0.435" 5-08-08 MAX TC PANEL TL DEFL = -0.098" @ 3'- 3.1" Allowed = 0.652" f MAX HORIZ. LL DEFL = -0.001" @ 5'- 7.7" • 3 MAX HORIZ. TL DEFL = -0.001" @ 5'- 7.7" Design conforms to main windforce-resisting 12 6 system and components and cladding criteria. 9.00 F Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. W 0 c PAUL R!L '?;-1,,:6-17:1---, a WASh� `9 O M-3x9 h� / '' \C:)\ r�l'r A it \\ !r p 5197 cq 1-00 6-00 -.0 S .i G� (PROVIDE FULL BEARING;Jts:2,4,3 I <<,.A.�` �-, s �\��v�N I EF9 s/`. c :9782PE JOB NAME : PLAN 2523 ELEV A - SPJ1 Scale: 0.5373 .tOr WARNINGS: GENERAL NOTES, unless otherwise noted'. V 1.Builder and earthen sortactor should be advised of an General Notes t This design is based only upon the parameters shown and is ler an individual -7 •R E G O N N. o Q' Truss: SPJ1 and Warnings before construction commences. building component Appllgbllity of design parameters and proper 2.W4 compression Grob bracing mgt w installed where shown+. incorporation of component is M.responsibility of M.herding designer. .e7 (�q R Y 15,`L �Q- 3.Additional temporary bracing m insure stebility during construction 2.Design assumes the top and bottom Cattle m w laterally braced at 7 le the responsibility of Ms erecter.AddNorel permanent braising of z o.c.and at 10 Data rsedn 5 ply anleas brand throughout Mer length by ri DATE: 7/21/2015 the overall Wrutia.is 1he responecilay of the building der . 2%Innuous sheeting such ab plywood requisheatred ereand/or aryw.n(ecl. PAUL I I L �\ nB On•n 3.2x Irtpad bridging«iteral bracing requrad where shown++ �'1 V SEQ. : Ki3 14 9 0 1 4.No bad should be applied to any component until atter all bracing and 4.Installation lla of trusses respoto nsibility ^the•re eve contractor, agmen,as complete and at no ems should any bade greater Man g" ition'of use. TRANS ID: LINK design loads w applied m any component. 8 anDergn aewd as for dmss ry 1Wlwa ng at all supports raven.Shim or wedge 5.CompuTrue has no control over and warms no r.epa,rbikty forte EXPIRES: 12/31/2016 dsrry. fabrication,handing,shipment and installation of oonponente. 7.Design hewmelocaadequateondrainagetfis nu.e.. July 21,2015 6.This deign is furnished subject to Me limitations rt forth by 8.Plebs dull w located an both hoes of built,and placed so Mair center TPWi CA in SCSI,copies of which will be famished upon aquae. lines coincide wins joint center lines. MiTek USA,InciCompuTrus Software 7.8.7-5P2(1 1.1-E 10 For basic indicate size Mite inches. p design glees see ESR-1311,ESR-7988(MTak) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. I (Drawings not to scale) Damage or Personal Injury 1E� Dimensions are in ft-in-sixteenths. ii;b4b. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For 0'/16„ wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I , 11.1111111111;114 p bracing should be considered. illwilor 3. Never exceed the design loading shownand never stack materials on inadequately braced trusses.a O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 1— 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 4 x 4 width measured perpendicular ESR 1311, ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362, ESR 1397, ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,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 b s acro shown and/or SYP represents values as publishedspecified. 0-** y Y 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. ifreaction indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. •I".•-• 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved _ 16.Do not cut or alter truss member or plate without prior approval of an engineer. section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. Ilii 18.Use of green or treated lumber may pose unacceptable ® environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI(: 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. isnotsufficient. BCS(: Buildin Com onent Safet Information, 20.Desi n assumes manufacture in accordance with 9 P Y MiTek® 9 Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. , Installing&Bracing of Metal Plate • Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 • ' t