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Plans (7) /1467– / 5 -0 0/( S ( 3'402 S&L) 3i- 12'-O" I 19'-1' t 14'-11" 1 I I I I Ite I I I I ■ ro 111.11.111.11161111,4.111.11111111.11.111 d�.12 _. .a:12 H3 m -- .> 18' 1/2 " Iv F- EN -- - b) -_ 8T12 b en ch � cl I) EJ1 _ ► 812 a _ . .. ,. H2(12)EJ2 - . -- _ .. EJ3 _, 5:12w ' -- ••- - - E4 _ , o EJ5 N EJ4 NNW -t H1 • • _ En -w \ e� B ■ DJ4 En -- _, 5:12 .-- ,�- DJ3 q EJ1 __ . sew (3) eJ N,_ DJ2 ED 8:12 / / o I �.I DJ1 N W W I----_--- - \ N / 11'-111/2" N i �'� I 22'-3' 17-0' 10'-3 1/7 11'-11 1/2' 11-9' -0' ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS JT SMITH 06/29/15 TRUSS CALCULATIONS AND PROJECT TITLE: ENGINEERED STRUCTURAL REVISION-1: DRAWINGS FOR ALL FURTHER emit b er 17529-JT SMITH-PLAN 2545-3CAR ELT V B INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN: RESPONSIBLE FOR ALL NON-TRUSS DRAWN BY: JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING 2545 / 3CAR-B 3C�RECKED BY: DESIGNER/ENGINEER OF RECORD TO Bt T R U S S REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 0.116"-1' r ALAI!designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. J H J3 UPPER 7-10-15 , 04 Roseburg 7:32am t► loft CS Beam 4.12.3 i km BeamEnginc 4.12.5.1 Materials Database 1 518 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 T 7, / / 19 0 0 0 0 19 0 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" 498# -- 2 19' 0.000" Wall Steel N/A 1.750" 498# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 383#(383p1f) 115#(115p1f) 2 383#(383p11) 115#(115p1f) Design spans 19' 1.750" J Product: 11 7/8" RFPI-400 12.0" O.C. PASSES DESIGN CHECKS It.li 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 2383.# 4315.# 55% 9.5' Total Load D+L Shear 498.# 1480.# 33% 0' Total Load D+L TL Deflection 0.4422" 0.9573" L/519 9.5' Total Load D+L LL Deflection 0.3402" 0.4786" L/675 9.5' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% -r- ) SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON t 4. t. EWP MANAGER Stronelle 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 BEAVE RTON,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 ,0T 7 Re: 17529- JT SMITH- PLAN 2545- 3CAR ELEV B 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: K1314903 thru K1314933 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. <cQ`ED P R OFFS 7GlN5 \ 89782PE r (7"7 OREGON �4° Q 9q �' R 5• <Q U L R\ �EXrI : 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. r, r • ` s C T V T I This design prepared from computer input by SP LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-6=(-17) 331 6-3=(0) 273 BC: 2x4 KDDF g15BTR SPACED 24.0" O.C. 2-3=(-515) 107 6-4=(-17) 331 WEBS: 2x4 KDDF STAND 3-4=(-515) 107 LOADING 4-5=( 0) 63 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 42.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -104/ 616V -98/ 98H 5.50" 0.99 KDDF ( 625) 11'- 11.5" -104/ 616V 0/ OH 5.50" 0.99 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -11- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 12'- 11.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 12'- 11.5" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.040" @ 3'- 2.6" Allowed = 0.434" 5-11-12 5-11-12 MAX TC PANEL TL DEFL = 0.165" @ 3'- 5.1" Allowed = 0.652" 12 12 MAX HORIZ. LL DEFL = 0,003" @ 11'- 6.0" IIM-4x4 MAX HORIZ. TL DEFL = 0.005" @ 11'- 6.0" B.00 7 Q 8.00 4.0" Design conforms to main windforce-resisting 3 system and components and cladding criteria. ROO 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=l.6, Truss designed for wind loads in the plane of the truss only. r--. r 7 1: 1 NiZMI 17 0 1 0 M-3x4 M-1.5x3 M-3x4 5-11-12 5-11-12 1 1-00 1 1 ,I, 11-11-08 1-00 �k�ED PROFF�,s mac; �NGINEF,9 �0�9 cz- 89782PE c JOB NAME : PLAN 2545- 3 CAR EL B - A2 .i Scale: 0.4572 '^ - WARNINGS: GENERAL NOTES, unless otherwae noted ',/ V / rJ 1 Budder and erection contractor Mold be satirised of W General Notes 1 Tae design a baled only upon the parameters shown and is for en individual 1,-,17/1//, OREGON Z . Q. Truss: A2 end Warning.before construction commences budding component Appeobaay or deargn parameters and proper 2.hs compression web bracng must be eletalted where shown• vxorpuaaon or component is the responsibility of me building deagnar /I 3.Additional temporary bracing 10 insure sUbarly during construction 2 Design assumes Me top and bottom chords to be laterally brand a1 '1 An �G. iris the re din r the erector Additional bean n Z o.c.and a110 o c rSuch a p4 unities brand throughout their length by v apona y o permanent g o continuous sheathing such ea plywood sheathing(TC)and%or drywalllRC) PA U L F'`\ DATE: 7/21/2015 Me overall structure is the responsibility of the budding designer 3.2a Impact bridging or lateral bracing required where shown•• SEQ. : K!31 4 90 3 4.No load Mould be applied to any component until after all bating and 4 Installation of truss a the responsibility of the respective contractor Reamers are compete and at no time should any bads greater Man 5 Design assumes trusses are to be used In a red-corroswe environment. TRANS ID: LINK assign bads be applied to any component 6 aannaerarefoUary i�eeea�olu an su pone shown Shim or wed f 5.CompuTrus has no control over and assumes no respona elay for the Design ea bearing a P 9e EXPIRES: 12/31/2016 rym fabrication landing shipment and installation of components 7 Design assumes adequate drainage a provided July 21,2015 6 mia design is furnished subred to the hmitatans set form by B Plates shalt be located on both laces of truss and paced no thee center Y TPIMRCA in SCSI rapes of which will be furnished upon request Ives coincide wan Joint center Imes 9 Oges indicate see of plate in inches MiTek USA,Inc/CompuTrun Software 7.6.7-SP2(1 L)-E 10 For bane connector pate design values see ESR-1311,ESR-1968(MiTek) C .1 I r Y r 1 This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacik. TC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF k10BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, Its), En TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall U04. REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. 4-102 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-11-12 5-11-12 4 4 4 12 12 IIM-4x4 8.00 Q 8.00 Ills 1Il1 2 r r o 0 1 . M-3x4 M-3x4 1 1 1 1 1-00 11-11-08 1-00 Ep PR 0FFs<0�LNGINEF / �, R O� 8•782PE r" JOB NAME : PLAN 2545— 3 CAR EL B — Al ;, /� Scale: 0.5072 ./ WARNINGS: GENERAL NOTES. unless otharwtee noted C/ 40 1 Builder and erection contractor should be advised of all General Notes I The design is bard only upon the parameters shown and is bran Individual -7/'/,OREGON o Q, Truss: Al and warnings before construction commences building component Applicability of design parameters and proper t2 2 2aa compression web bracing must be installed where shown• incorporation of component is the reeponability of the building designer. [� 3 Addtional temporary bracing to insure stability during construction 2 Design assumes the tap and bottom chants to be Ialerally braced at /1 Y 1 �� is the re dirt i Me erector AdtlRipnal bracing of 2 p.c.and at 10'o c respectively unless braced throughout thou length by ir sponsi y o permanent 9 o continuous shaathing such as plywood sheathe-19(TC)endio,dywall(BC) PA U 1 �\ DATE: 7/21/2015 Me overall structure is the,esponslbilrty of the Wilding desgner 3 2s Impact bodging or lateral bracing required where shown.. f'1 L SE K131 4 9 0 4 a ho bad should he applied to any component until after all bracing and a Installation of truss is the reepon»bilrty of Me respective contractor. 4' ' fasteners are compete and at no time should any bads greater than 5.Design assumes trusses are to be used m a n on-mnosive environment, and TRANS I D: LINK cespn bads be applied to any component 6 Deesg esossumes runll bearing a1 of supports shown Shoo or wedge if 5 ComWTor s has no control over and assumes nonesponalaktyterthe u,,,ry July EXPIRES: 12/31/2016 fabrication.handling.shipment and installation of components 7 Design assumes adequate drainage a provided 21,2015 6 This design is furnished subpd to Me vmitatons set bob by B Plates shall be located on both faces or buss.and payed so their center TPIANTCA in BC SI copes of which will be furnished upon request Imes coincide with joint center Ines 9 Dgrts mdinate size of plate in inches MiTek USA,Inc bCompuTrus Software 7.6.7-SP2(1L)-E 10 For basic connector pale desgn values see ESR-1311.ESR-1988(MiTek) C ] a e i ' I I This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 22'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF $1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- 8=(-145) 1021 3- 8=(-296) 251 BC: 2x4 KDDF 011&BTR SPACED 24.0" O.C. 2- 3=(-1273) 289 8- 9=( -78) 662 8- 4=1-146) 530 WEBS: 2x4 KDDF STAND 3- 4=(-1122) 349 9- 6=(-171) 964 4- 9=(-146) 531 LOADING 4- 5=1-1122) 349 9- 5=(-296) 251 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1273) 289 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 63 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -166/ 1049V -176/ 178H 5.50" 1.68 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 3.0" -166/ 1048V 0/ OH 5.50" 1.68 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.030" @ 14'- 8.4" Allowed = 1.067" MAX TL CREEP DEFL = -0.062" @ 14'- 8.4" Allowed = 1.422" MAX LL DEFL = -0.002" @ 23'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 3.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.014" @ 21'- 9.5" MAX HORIZ. TL DEFL = 0.023" @ 21'- 9.5" 11-01-08 11-01-08 Design conforms to main windforce-resisting f r system and components and cladding criteria. 5-09-03 5-04-05 5-04-05 5-09-03 f 7` 1 f 1 Wind: 190 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 load duration factor=l.6, 8.00 17 Q 8.00 Truss designed for wind loads 4.0" in the plane of the truss only. JL\ M-1.5x3 M-1.5x3 3 r o m rte- Fl!1 ss� m 0 1 8 9 o M-3x4 4.25" M-3x4 M-3x4 0 M-5x6(5) y 7-06-10 y 7-01-12 7-06-10 y �C... F R oFFSS c� G I N E % 1-00 22-03 11-00 ,\I �N F9 029 89782PE c JOB NAME : PLAN 2545- 3 CAR EL B - B2 ._,,e''' '-1010w Scale: 0.2396 WARNINGS: GENERAL NOTES. unless otherwise rated V _J I Builder and erection contractor should be hosed of all General Notes t This design is based only upon the parameters shown and is for an individual -y2 OREGON '� Truss: B2 and warnings before construcnon commences building component Applicability of design parameters and proper / t�� 2 2.4 compres°ion web bracing must be installed where shown• incorporation of component is Ue responsdl or the building detegner V v , 3 Additional temporary bracing to insure staberry during construction 2 Design assumes the top and bottom chords to be left grtO braced at `9,9� q R Y 5 � a the reaponeibtbfy of the erector Additional permanent bracing of 7 o c and at ea d c respectively unless bated throughout their length by \V DATE: 7/21/2015 the overall structure is the responsibility of designer mmiwot shgingorautoasplywowshredwfr(TC)anmprdrywaulBC) RA UL R sponsl y o building igner. 3 20 Impact bridging or lateral bracing required where shown.. SEQ. : K 1314 90 5 4 No Had should be applied to any component until after all bracing and a Installation of truss is the reespo Sibglyo f the respective contractor rmem.in e fasteners are complete and at no time should any bads greater then Design assume: TRANS ID: LINK design wads be applied to any component 6 are for rbean of use eu mown shim or wedge r 5 CempuTrus has no control over and assumes no responsibility for tro U°s;assumes "°a'a pp°"° d°e EXPIRES: 12/31/2016 n ratuaamn handling shipment and installation of components 7 Design assumes adequate drainage is provided July 21,201.r7 6 Thal design Is furnished subs.to the bmwtans set form by 8 Plates avail be located on both races or Imes and placed so thee center y TPIANTCA in SCSI capes of which will be furnished upon request lines coincide wan joint center Imes 9 Degas indicate sae of plate In inches MiTek USA.Inc/CornpuTrus Software 7.6 7-SP2(1 L)-E t 0 For basic connector plate design values sae ESR•131 t.ESR-1946(ulTeu) I I I This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 22'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 810BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 63 2- 8=1-96) 143 3- 8=(-364) 268 BC: 2x4 KDDF #1(BTR SPACED 24.0" O.C. 2- 3-(-198) 94 B- 9=1-37) 180 B- 4=(-560) 130 WEBS: 2x4 KDDF STAND 3- 4=( -65) 173 9-10=1-37) 180 4-10=(-155) 476 LOADING 4- 5-(-556) 225 10- 6=1-97) 505 10- 5=(-324) 257 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-703) 164 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 63 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PIE Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -62/ 407V -179/ 179H 129.00" 0.65 KDDF ( 625) Unbalanced live loads have been REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 6.6" -170/ 933V 0/ OH 129.00" 1.49 KDDF ( 625) considered for this design. 10'- 9.0" 0/ 101V 0/ OH 129.00" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 22'- 3.0" -123/ 723V 0/ OH 5.50" 1.16 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 9 -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.013" @ 16'- 6.8" Allowed = 0.552" 11-01-08 11-01-08 MAX LL DEFL = -0.002" @ 23'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 3.0" Allowed = 0.133" 1 f MAX BC PANEL TL DEFL = -0.028" @ 18'- 6.2" Allowed = 0.462" 5-09-03 5-04-05 5-04-05 5-09-03 f 1 1 f { MAX HORIZ. LL DEFL = 0.004" @ 21'- 9.5" 12 12 MAX HORIZ. TL DEFL = 0.007" @ 21'- 9.5" 8.00 [7. M-4x6 Q 8.00 Design conforms to main windforce-resisting 4 0„ system and components and cladding criteria. M-3x S4 'f'/ M-3x5 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Sat.2, Exp.B, MWFRS(Dir), ugned for wind lds M-1.5x4 1'iM_15x4 in the plane of the truss only. M-3X5 M-3X5 M-2.5x4 o equal at non-structural diagonal inlets. M 1.5x3 M-1.5x3 Truss designed for 4x2 outlookers. 2x9 let-ins of the same size and grade as structural top M-3X5 3 I00 chord. Insure tight fit at each end of let-in. y \, Outlookers must be cut with care and are Ilk permissible at inlet board areas only. M-1.5x9 o M-3x 2 0.41 �-./I ° o M-4x6 M-3x5(S) M-4x6 M-3x4 0 lo M-3x4 1 1 .6 ) 1 7-06-10 2-04-05 4-09-07 7-06-10 1 12-03 1 10-00 1 "��C.-. O PRop,. 1 1 1 1 ,�\� 04GINE�cR /O-9 1-00 22-03 1-00 Q 89782PE r JOB NAME : PLAN 2545- 3 CAR EL B - Bl ___- -41,•" Scale: 0.2396 i _ WARNINGS: GENERAL NOTES. unlessotnerwree noted'. C/ ^J I Balder and erection contractor should be advised of all General Nan I Tess deefgn is based only upon me parameteo shown and is for an individual "9A OREGON ,. Truss: B1 and Warnings before construction commences H,adng component Applhnbinly of design parameters and proper ' . rs 2 2,4 compression web Pacing must be installed where shown• hraorpbranon 01 component i6 Me responvPliry of Me building designer .t1� Vii `•V 3 Addeional temporary bracing to insure staPley during construction 2 Gaston assumes tM top and csic a chords to d i laterally braced at 77 `l :J �G time res dirt Tins erector Adderonal permanent of Wesin and at10oc resnaspyante%Faced(TC)nd/melt length by \ v pons/ y o permanen bracing o continuous sheathing such as plywood sheatnmg(TC)and/or erywelkBC) PA U L R DATE: 7/21/2015 the overall structure is the responsibiley of the buil.,designer 3 21K Impact bracng or lateral Pacing required.where shown•• SEQ. : K 1 31 4 90 6 4 No loan should be applied to any component until after all braising and 4 Installation or truss is thhe reepconnabllaYof^Me reslwnael contract.n ment. fasteners are compete and al no time should any Toads greater than Design assumes design bees be applied to any component and are for-dry condition"of use TRANS ID: L INK 5 CompuTrus has no control over and assumes no epotist eliry for the Design ass es fun bnnng at all supports shown shim or wedge d n EXPIRES: 12/31/2016 ssary u fabr ication.handling scpment and instalAtion of components 7 Design assumes adequate drainage Is proraed July 21,2015 6 Ten design Is furnished subpd to me nmealans set forth by B Plates stall be located on both faces of truss and paced so their center J TPIiNVICA in BCS1 copes of when war be furnished upon request lines°encode wen joint center lines 9 Diggs indicate size of plate in inches MiTek USA,Inc/CompuTrus Software 7 6 7-SP2(1 L)-E 10 For basic connector pate design values see ESR.1311,ESR-1988(MiTek) e a a 1 This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 KDDF k16BTR SPACED 24.0" O.C. 2-3=(-98) 77 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" -28/ 361V -36/ 1160 3.50" 0.58 KDDF ( 625) 4'- 10.7" -89/ 145V 0/ OH 1.50" 0.23 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.9" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.029" 4-11-08 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" f f MAX TC PANEL LL DEFL = 0.050" @ 2'- 9.2" Allowed = 0.354" MAX TC PANEL TL DEFL = -0.058" @ 2'- 7.2" Allowed = 0.532" 12 MAX HORIZ. LL DEFL = -0.001" @ 4'- 10.7" 8.00 17" MAX HORIZ. TL DEFL = -0.001" @ 4'- 10.7" ) Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, N Truss designed for wind loads o in the plane of the truss only. 0 m r 0 c W MMO- MEMO, o M-3x4 y 1 1 1-00 5-11-15 (PROVIDE FULL BEARING:Jts:2,3,9 I \��` P R O��x, , cr- N V E 29 89782PE c JOB NAME : PLAN 2545- 3 CAR EL B - DJ4 . Scale: 0.5692 - .^. IMIN WARNINGS: GENERAL NOTES. unless otneraise note0 '•/ V / I,_J I Builder and erection contractor should be advised of all General Notes 1 This design n based only upon the parameters snow"and is bran Individual 17/1/&OREGON o^ Truss: DJ4 and wammgs before construction commences building component Applicability of design parameters and proper r1' 2 2.4 compression web braang must be installed where shovel. Inmrporabon of component is the responsiblity of the building devgnei .l1� �1^ G " Q 3 Aochhonal temporary bracing to insure atablny during consnurbon 2 Desig^assumes the 0 top and bosom chords to be wteralry braced en 77 'l/-� 1:7 �l• In the responeldlet of the erector Addnlonel permanent damp of 7 o c and a1 ea o c raspectwery unless baud throughout their length by it \ `(� DATE: 7/21/2015 me overall structure ts there nwdn 1 the budding de Z∎Impact sheathing such l b plywood aired sheathing(TC)e s anmo•drywall(BC l FJ^ L svo y o rig sgn.r 3 a Impaa eMgirg or lateral baang required where shown•• �"1 SEQ.: K1314908 4 No bad should be applied tO t no component un,ll after a.bracing s salltion of truss r scathe aewo be ileyya nne respective contractor oorme5 fasteners are complete and at ro time 4wub any bads greater man gn assumes tl loads De applied 10 any component and are for"dry coMnion"of use TRANS ID: LINK asgn 5.eompurrus has no control over and assumes nor..ponsbNgbrthe 6 .g-=so me"°"blanngetallwppdnaanownsmmorw edg.d EXPIRES: 12/31/2016 badman..handling.ship-mai and melalNbon of components 7 Design assumes adequate drainage Is provided. July 21,201 5 E Th(a Gaston is furnished subject to the limitations eel forth by 9 Plates shall be located on both laces of truss.and placed so their ranter TPIAARCA in BCSI,copies of which w111 be furnished upon request l coincide with loin center lines 9 Dgosdicate sue of plate In inches MiTek USA.Inc/CompuTrus Software 7 6.7-SP2(1L)-E 10 For basic wnneaor plate design values see ESR-1311.ESR-1NB8(Welt) i I I 5 1 I e This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 4.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-4=(0) 0 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-97) 44 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: 19.2" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -85/ 415V -7/ 9911 3.50" 0.66 KDDF ( 625) 1'- 9.2" -52/ 170V 0/ OH 5.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 9.6" -74/ 159V 0/ OH 1.50" 0.25 KOOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacibg. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.016" @ -1'- 7.2" Allowed = 0.160" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.018" @ -1'- 7,2" Allowed = 0.213" MAX BC PANEL LL DEFL = 0.005" @ 0'- 10.9" Allowed = 0.099" MAX BC PANEL TL DEFL = -0.007" @ 0'- 10.9" Allowed = 0.065" 12 5.00 MAX HORIZ. LL DEFL = -0.000" @ 6'- 3.8" MAX HORIZ. TL DEFL = -0.000" @ 6'- 3.8" 3 --✓ Design conforms to main windforce-resisting system and components and cladding criteria. 11 Wind: 140 mph, h=15ft, TCDL=9.2,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. cal 4 o f 2 M1 �� M-3x4 1-07-C3 2-00 4-04-09 (PROVIDE FULL BEARING;Jts:2,9,3 I ,,\Ep PROF-4, ��\� �NGINEF9 /02� :9782PE JOB NAME : PLAN 2545- 3 CAR EL B - DSJL2 Scale: 0.6676 1 irM WARNINGS: GENERAL NOTES. unless otherwre noted. V • t Bu4cer and erasion contractor N^Wd be ad+rl0 of all General Notes 1 This aeagn is based only upon me parameters shown and is siren nhvrausl -V OREGON O Truss: DSJL2 and Warnings before construction commences buomng component Apo..., sig of den parameters and proper 2 2,4 compression web bracing must be mwlled where shown• ncorporassu or component is the responds 10 or me wilding da>iprar '9,4 Ciq RY 3 Additional temporary bracing to assure atabaM awing construction 2 Design assumes the lop and bottom chords to be laterally braced at 1 is the resporrsidlay of the erector Adddional permanent baling of 7 o c and at l0 o c respectively unless braced throughout their length by \1 DATE: 7/21/2015/2 015 the overall structure rc the ra mu of wadi de continuous x Impa t sheathing such as bracing re aired where enemy drywaulec/ p yl L / sponsi y o ^e apner 3 Dr Impact bridging or labial bracing rpuiretl where shown•• SEQ.: K1314909 4 No load should be applied to any component unto alter an bracing and 4 Installation of truss is thereaponslbnlsy of the respearve contracior fasteners are compete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. design loads be appa±0 to any component and are for"dry condition'of use des TRANS ID: LINK 5 CampuTrushasnocontrolover andassumesnoresponablityforthe B aag"see °'r°"b°°r"g°'°°suppon:wpwnsnrmgrw.ag.ir EXPIRES: 12/31/2016 wry abrcaton handling.shipment and installation of components 7 Design assumes adequate drainage rc proyded July 21,2015 S This design.a furnished subpe to the smrtatons set forth by 8 Pates shall be loured on both faces of truss,and placed so thee center y TPIrWICA n BCSI copes of which will be furnished upon request Ines coincide with pint coley Imes 9 Dges indicate age of plate in inches MiTek USA,Inc/CompuTrus Software 76.7-SP2(1 L)-E 10 For basic connector pate design values see ESR-1311.ESR 1988 IM■Teal I a I • I This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 3'- 2.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 70 2-9=(0) 0 BC: 2x4 KDDF p1&BTR SPACED 24.0" O.C. 2-3=(-56) 21 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: 19.2" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -101/ 415V -2/ 62H 3.50" 0.66 KDDF ( 625) 1'- 9.2" -45/ 93V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 2.2^ -37/ 80V 0/ OH 1.50" 0.13 KDDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacilhg. 5.00 REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.016" @ -1'- 7.2" Allowed = 0.160" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.018" @ -1'- 7.2" Allowed = 0.213" MAX TC PANEL LL DEFL = 0.002" @ 1'- 2.5" Allowed = 0.179" MAX TC PANEL TL DEFL - 0.002" @ 1'- 1.3" Allowed = 0.269" MAX HORIZ. LL DEFL = -0.000" @ 3'- 1.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 1.4" Design conforms to main windforce-resisting 3 -, system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), lf load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. D 0 O r - - 0 ° 2X 4zs L M-3x9 l ) l 1-07-03 2-00 1-02-03 PROVIDE FULL BEARING:JCS:2,4,3 I (c�pp P R Gress mac. ,NG I N EF9 /02-9 89782PE JOB NAME : PLAN 2545- 3 CAR EL B - DSJL1 ___,.!" '41.0.- Scale: 0.9213 - I.. 4111,WARNINGS: GENERAL NOTES. unless olherwlse noted C./ _J 1 Builder and erection contractor mould be advised of all General Notes I This design is based only upon me parameters shown and is for an individual "7 OREGON O' Q' Truss: DS JL 1 and Warnings before construction commences building component Applicability of design parameters end proper Q 2 2,0 compression web bracing must be installed where shown. incorporation of component is the responsibility of me DuiWmp designer '9,9 �q R Y 5 3 Addhonal temporary bracing to insure stabilky during construction 2 Des'g^assumes the top antl bottom chords to de Laterally braced at -{� is the responsibldy of the erector Addeional permanent bracng of 2 a l and et ea o n respectively b en as o unless braced throughout (TC)n dr their length I PA U L. `�J DATE: 7/21/2015 the overall structure"the re bile of budding d continuous sheathing or such re uiredweresandor drywan(BC) \U` spomr r o rg eagner 3 2.Imbed bridging or utewl bracing required collate srown.. SEQ. : K 1314 910 a No load mould be appiwd m any component unld ener ea b,aceg and 4 lnmalleten of n me reeponub Ip of me respective contractor fasteners are complete and at no bide mould any loads greater than 5 Deep^asst es trusses are to be used in a inn-corroswe environment. TRANS ID: LINK design wads be apwed to any component 6 a�nduare assumes r deoe.ri m use m mown shim or wed f 5 CompuTrus has no oontrdl over and assumes no respomYbkty the n aawmea ate supports EXPIRES: 12/31/2016 ry latoncatbn.handling.shipment and installation of components 8 Decpn assumes adequate drainage n provided July 21,2015 7 6 This design is furnished subpa la the limdatwns set forth by 8 Plates shall be located on both faces of Muss.and placed so their center y TPIANrCA in BC SI copes or which will be furnished upon request lines coincide with Joint center lines 9 Dgds,ndcete see of plate in inches MiTek USA,Inc/CompuTrus Software 7.6.7-SP2(1 LIE I I For basic connector plate design values see E5R-1311.ESR-1988(MiTek) • e a li e This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-72) 63 TC LATERA. SUPPORT 4= 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^ -28/ 324V -27/ 93H 3.50" 0.52 KDDF ( 625) 3'- 7.8" -103/ 126V 0/ OH 1.50" 0.20 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.9" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 Dolt uplift at 24 "oc spacil:g. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.091" 3-08-09 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.122" MAX TC PANEL LL DEFL = 0.016" @ 1'- 10.2" Allowed = 0.255" MAX BC PANEL TL DEFL = -0.039" @ 3'- 0.3" Allowed = 0.342" 12 MAX HORIZ. LL DUI = -0.000^ @ 3'- 7.8" 8.00 17 MAX HORIZ. TL DEFL = -0.000^ @ 3'- 7.8" 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (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. r ` o ilk a -, ■ �4 0 1 M-3x4 1 l 1 1-00 5-11-15 'PROVIDE FULL BEARING:Jts:2,3,4 P R ore. FS 0 NCINEF /o Ca � R Ct- v, 89782PE JOB NAME : PLAN 2545- 3 CAR EL B - DJ3 i sale: .4 ./4 . � ,-. WARNINGS: GENERAL NOTES. antes°Memw,e cad V / !4J 1 Bander and erection contractor should be edused or all General Notes 1 This design is based only upon the parameters shown and is for an individual A y^� OREGON '� Truss: DJ3 and Warnings before construction commences building Component Applicability of design parameters and proper 7 1/ 2Ql 2 21,1 compression web bracng must be nstaaed where renown• rncorpombon of component is the responabtlrto of the DaiMm9 designer '1,9/�. RY 5 P 3 Additional temporary bracng to insure alabdrty during mnstructon 2 Haag"and at t assumes the too and venom moms to he bteralh d the,,at - 1 N1 n the responsibility of Me erector Addrtional permanent bracing of 7°c arM at tp o c respectively unless traced MrougfroW thee length M 'I \ V continuous sheathing such as plywood sheathing(%)and/or dtywefl(BC) PA U L ' DATE: 7/21/2015 he overall structure n the responsbnrty of the wilding designer 3 a,limped bridging or lateral bracing required where shown.. SE K 1314 911 a No bad should be applied to any component until after all bracing and a Inatalitun or truss a Me responsibility or Me respective contractor 4' fasteners are compete and at no lima should any bads greater than 5 Design assumes trusses are to be used Ina urn-conoswe environment. TRANS ID: LINK design bads be applied to any component 6 and are for condom,ri of use an supports shown Shim of wedge 5 eompuTrus has no control over and assumes no responsiblI4 roe the °,g„a•'wm°' '�a °°° g°" EXPIRES: 12/31/2016 ry fabrication handling.shipment and installation of components 7 Design assumes adequate drainage is provided p July 21,2015 6 urn design is furnished subject to the limnatons set forth by 8 plates shall be looted on both laces of buss.and aced so their center -PIM/TCA in BC SI.copies of Much will be furnished upon request lines=mete wan)Dint center lines 9 MITek USA.Inc./CompuTrus Software 7 6 7-SP2(1 L)E 10 Opts or basic connector ate in inches pate design values see ESR_)3t t.ESRt 9B8(MiTak) i • a This design prepared from computer input by JP LUMBER SPECIFICATIONS 10-00-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #1bBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 70 2- 7=(-345) 536 3- 7=( -388) 351 BC: 2x4 KDDF#16BTR 2- 3=(-637) 171 7- 8=( -49) 133 7- 4=( 0) 973 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-264) 11 4- 8=(-1136) 3 LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 8- 6=( -274) 148 TC LATERAL SUPPORT 0= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 7.2" V 4- 6=( -72) 87 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 126.0 PLF 9'- 7.2" TO 10'- 0.0" V BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 10'- 0.0" V - - BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 400.0)+DL( 112.0)= 511.9 LBS @ 9'- 7.2" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -50/ 734V -45/ 141H 3.50" 1.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -251/ 1041V 0/ OH 5.50" 1.67 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 19.2" 0.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacitg. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.016" @ -1'- 7.2" Allowed = 0.160" 0-03-14 MAX TL CREEP DEFL = -0.018" @ -1'- 7.2" Allowed = 0.213" MAX LL DEFL = 0.012" @ 4'- 10.2" Allowed = 0.463" 9-06-13 0-05-03 MAX TL CREEP DEFL = -0.025" @ 4'- 10.2" Allowed = 0.617" f f f MAX HORIZ. LL DEFL = -0.005" @ 9'- 8.5" 4-10-14 4-04-01 0-05-03 MAX HORIZ. TL DEFL = 0.006" @ 9'- 8.5" f f f f-f Design conforms to main windforce-resisting system and components and cladding criteria. 9-06-04 f 511.90# Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-7x8 5.00 D load duration factor=l.6, M5155x3 End vertical(s) are exposed to wind, 111° Truss designed for wind loads 1011 . --! in the plane of the truss only. M-1.5x3 3 0 0 ee . ...111111 .......... ,... illil 0 o IN OI t 2 Ka. 7 le 8 -, ° M-3x4 M-3x4 M-3x5 1 l -y 8-11-07 1-00-09 y 1-07-03 y 10-00 <<.. �Q PROFESS 89782PE c JOB NAME : PLAN 2545- 3 CAR EL B - DH1 Scale: 0.4084 • WARNINGS: GENERAL NOTES. unless otherwise notetl. - I Builder and erection contractor should be advised of all General Notes I This designs based onty upon the parameters shown end is for an individual 9 OREGON Truss: DH1 end warnings before conArucbon commences building component Applicability of design parameters and proper 15Y ti� 20 Q 2 2r4 compression web bracing must M Installed where shown• incorporation m component Is the resoonwbluly mine bmwwg designer /^7 Q 3 Additional temporary bracing to Insure stabilM during construction 2 Design assumes the tap and bottom chords ba to be letera o bread at �� 'l R Y !• Is IM responsiblly of the erector AddRio^al permanent bracing or 2°c and at ea fin respectively as plywood unless braced throughout moist length I \�`� DATE: 7/21/2015 me overall structure is IM responsibility r IM build) a continuous sheathing such as plywood aneathinglrc)androi drywall(BC) 1JAi U L aponsi y c building esq^er 3 2,Impact bridging or lateral bracing required where shown.. SEQ. : 1<1314 912 4 No wad should be aerated to any component until after all bracing and 4 Installation of russ*the responsibn4y or toe respective centred°, fasteners are compete and at no Brno mould any wads greater men 5 Design assumes trusses are to be used Ina inn-comosme environment. TRANS ID: LINK dew,loads be ape,.to any component and are assumes foil bearing al e 5 Compu Trus has no control over and assumes no responvbli5 for IM 6 Desig^assumes rule Dearing al all supports mown Shim or wedge if ntxwatwn.handling wperc H and installation of components Design as EXPIRES: 12/31/2016 Design assumes adequate drainage is provided July 21,201 5 6 stn a design is furnished subject to the limitations set form by 8 Plates shall be located on both races or truss.and placed so then center y TPIMrrCA in BC SI.copies of which will be furnished upon request Imes coincide with joint center Imes 9 Dgns Indicate s¢e of plate in Inches MITek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10 For basic mnnedor plate design values see ESR-1311_ESR•1988(MITee) a Is 5 1 g • • • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF •1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 70 2-5=1-214) 508 5-3=( 0) 231 BC: 2x4 KDDF k16BTR SPACED 24.0" O.C. 2-3=(-609) 113 5-6=1-217) 503 3-6=1-566) 185 WEBS: 2x9 KDDF STAND 3-4=1-107) 109 6-4=1-134) 115 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.2" 0.0" 0'- 0.0" -96/ 629V -51/ 159H 3.50" 1.00 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 10'- 0.0" -50/ 920V 0/ OH 5.50" 0.67 KDDF ( 625) For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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 = 0.016" @ -1'- 7.2" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ -1'- 7.2" Allowed = 0.213" MAX LL DEFL = -0.010" @ 5'- 2.8" Allowed = 0.463" MAX TL CREEP DEFL = -0.020" @ 5'- 1.7" Allowed = 0.617" 5-03-07 4-08-09 MAX HORIZ. LL DEFL = -0.004" @ 9'- 8.5" 1' ' '1 MAX HORIZ. TL DEFL = 0.006" @ 9'- 8.5" 12 5.00 p M-1.5x3 4 -e' Design conforms to main windforce-resisting = system and components and cladding criteria. Y 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=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x9 in the plane of the truss only. 0001111111111111111111111111111111111111111111111111111111111111 0 0 r v NMI 0 2,_��. 5 J' 6 0 1 M-3x4 M-1.5x3 M-3x4 _ - -- - 1 Y 5-01-11 4-10-05 y j y 1-07-03 o-00 ,C 5ED PROF = Q.c, AC'■NMFR /Ov 89782PE JOB NAME : PLAN 2545- 3 CAR EL B - D1 / Scale: 0.4531 • WARNINGS: GENERAL NOTES. unless otherwise noted 10 1 Budder and erection connector Mould be advised of all General Not« I The design n based only upon Me parameters shown and is for an individual OREGON 5 Truss: D 1 and Warnings before construction commences building component Applicability of design parameters and proper " ._..:174/&, n0 P' 2 2.4 compression web bracing must be installed where shown• incorporation of mmpone nt is me responsbillry of the building designer � ` V Q' 3 Additional temporary bracing to insure stability during construction 2 Design and et a IM top act bottom chords to be Nteulry braced length 7 L 'l :J• �G is IM responsibility of the erector Addtlonal permanent bracing of 7 a c ant et lie o c respectively as rvery unless braced throughout their length by 'I \ v DATE: 7/21/2015 the overall structure is the ra b6rt f the building designer Dampe continuous riginior such hlbalywme uirethneresssn•drywau(BCl pr U eponai Y" ^g 9ner 3.3lmpsd bridging or lateral bracing required where Nwwn.. SEQ. : K13 1 4 91 3 4 No hoed should be applied to any component until after all bracing and 5.Installation of truss issthhelie responsibility m the respective lment, fastener,.are compete and at no time should any bads greater than Design assumes TRANS ID: LINK desgn bads be applied to any compon.rn anaaremumesIudrtidn•Betel s Compu Trus Ma no control over end aswmea no reaponsidliry br iM 6 Design assumes lull beanrg at ail supports shown Shm or wedge if nemry EXPIRES: 12/31/2016 fabriation handing,shipment end installation of components 7 Design gnomes adequate drainage is provided July 21,2015 6 This design is furnished obted to Me limitations set forth by 6 Plates stet!be located on both faces of truss and paced to thee center TPLWTCA in SCSI copes of which will be furnished upon request Met coincide with loi^t center lines 9.Digts indicate see of plate in inches Mtrek USA.Inc/CompuTrus Software 7.6.7-SP2(1L)-E 10 For basic connector plate design values see ESR-1311.ESR-1966(MiTae) a ti • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 KDDF #laBTR SPACED 24.0" O.C. 2-3=(-49) 51 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" -34/ 286V -19/ 70H 3.50" 0.46 KDDF ( 625) 2'- 4.8" -109/ 110V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.9" 0/ 52V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I-� REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ry.OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 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'- 4.2" Allowed = 0.154" 2-05-09 MAX TC PANEL TL DEFL = -0.009" @ 1'- 3.1" Allowed = 0.232" MAX BC PANEL LL DEFL = 0.005" @ 2'- 7.4" Allowed = 0.257" MAX BC PANEL TL DEFL = -0.028" @ 3'- 2.8" Allowed = 0.342" 12 MAX HORIZ. LL DEFL = -0.000" @ 2'- 9.8" 8.00 17 MAX HORIZ. TL DEFL = 0.000" @ 2'- 9.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. f� M-3x9 l l l 1-00 (PROVIDE FULL BEARING;Jts:2,364 1 5-11-15 \��`�� PRores 5 NG I N FF9 i�Z\ 9782PE JOB NAME : PLAN 2545- 3 CAR EL B - DJ2 Scale: 0.6776 WARNINGS, GENERAL NOTES, unless otherwise rated h 1 Builder and erection contractor should be advised of all General Notes 1 This design*based only upon the parameters shown and Is for an MalvIaual 9,L OREGON p'- Truss: DJ2 and wammgs heron«nxmcton common«s buading component Appk«mhry or design parameters end doper 2 2a4 compression web Gating must be metalled where shown n Incorporation of component Is the reepon•t>IBry of me building designer .y,9 Ci-1 R Y 2 �.• 3 AMMO.,temporary bracing to insure stability during construction 2 Design assumes the coo and bottom chords m be laterally brand at 1 !' a the re•ponslGlay of me erector Addaronal permanent bracing of 2 o c and at 10'a c respenivery unless baud throughout their length by \�`(� DATE: 7/21/2015 me overall structure n the re wblln r me wIIaI a continuous sheath.such as plywood sheathing(TC)and/or drywel868) pq U L p, .po^ y o rag designer 3 a Impact bodging or lateral bracing required where shown•• SEQ. : K 1314 914 4 No wad snoua be Bolded to any component urn!after all bracing and 4 Installation of truss s e resporwhrlrty of respective contractor fasteners are complete and at no time should any bads greater than 5 Design assumes trusses are to be used m a roil-coroshe environment TRANS ID: LINK conpunadsbeappliedtoanycomponeM and aremr-enporaalon muse 5 CompuTrus has no control over and assumes no responslaety for the 6 Oesrgn assumes cull bearing al all supports shown shim or wedge a EXPIRES: 12/31/2016 fabrten handling shipment and inetallaron at components gae ra ry 7 Design aallhel a«doneolnfdrainage Ispro.ldea July Z1,201rJ 6 Tno aeekgn I.n,mrenea eubpa m the kmmmns eat horn w a pates shall he located on bons races or vuu.one placed so rhea center y TPINJTCA n BCSI copes or winch op be furnished Upon request knee comcwe wan joint center Ines 9 Dlgas indicate sue of plate In Inches MiTek USA,Inc/CompuTrus Software 7.6.7-SP2(1 L)-E 10 For basic connector date desgn values see ESR-1311.ESR-1986(MITek) a fa I t a a a a This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 616BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 KDDF R1&BTR SPACED 24.0" O.C. 2-3=(-33) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -74/ 256V -10/ 47H 3.50" 0.41 KDDF ( 625) 1'- 1.8" -78/ 117V 0/ OH 1.50" 0.19 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.9" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc 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^ 1-02-09 MAX TC PANEL LL DEFL = 0.001" @ 0'- 7.8" Allowed = 0.054" T f MAX TC PANEL TL DEFL = -0.001" @ 0'- 8.2" Allowed = 0.081" MAX BC PANEL LL DEFL = 0.005" @ 2'- 7.4" Allowed = 0.257" MAX BC PANEL TL DEFL = -0.022" @ 3'- 5.3" Allowed = 0.342" 12 8.00 177 MAX HORIZ. LL DEFL = -0.000" @ 1'- 1.8" MAX HORIZ. TL DEFL = 0.000" @ 1'- 1.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 -/ r•1 0 N O r � � 0 c O 1 -M-3x4 1 l • 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 1 5-11-15 F�� PR OFFS'�S' ,C.D. �tJG N EF9 ioZ9 c - :9782PE r JOB NAME : PLAN 2545- 3 CAR EL B - DJ1 /---'<,__��7\° Scale: 0.7401 Illir WARNINGS: GENERAL NOTES. unless otherwise noted V I Builder and erection contractor should be advised of all General Notes I.Tnre design re based only upon me parameters shown and is for an individual y/L OREGON o^ Q' Truss: DJ1 and wammgs before wnsrucnon commences wilding component Applicability of design parameters and proper //, n 2 2a4 compression web bating must be Installed where Nown• incorporation or component rs the responsidl,ry of the building deagner V v Q 3.Addhonal temporary bracing to insure Nabaay durng corWru000n 2 Design assumes she lop and Defy u chords to be laterally braced at �� R Y G. s the resporradlay of Me erector Addalonal permanent bump of w�c and at 1P o c respectwely umess raced tnroughoN thee length by \J v DATE: 7/21/2015 me overall structure re the re bra of building d Dnwus sheathing such as plywood veameg(TCI armor drywanlBCI PA U L R aponst y o ng eegner 3.Zs Impact bacmg or lateral bacmg regwred where shown•• SEQ.: K 1314 915 4 No bad should be spotted to any component until after all bracing and 4 Installation of truss is the responsibility of me respective contractor rareners are complete and at no time should any loads greater than 5 Desgn assumes trusses are to be used in a ran-corroshe environmert. design n loses be lopped any component and are for dry condaan'm use TRANS ID: LINK 5 CompurrushasnocontroloverandassumesnoresponndlMforte 6 Desas°m°"°"be°^g""'wppo^•"°w^5"'m°'wedge" EXPIRES: 12/31/2016 necessary abl handling shipment and insulation of components 7 Design assumes adequate drainage is prowled July 21,2015 desIg 6 Thee deagn is furnished subject to the limitations vet forth by B Plates shall be located on both faces of truss and placed s°their center TPIAVTCA in BCSI.copes of whah well be furnished upon request tines coincide watt lomt center Ones 9.Sods 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-1965(Wok) • • 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 81SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-9=(0) 0 BC: 2x9 KDDF )tl&BTR SPACED 24.0" O.C. 2-3=1-120) 90 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12^OC. UON. LL( 25.0)+DLI 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" 2.1" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 403V -42/ 133H 5.50" 0.65 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) L:. = 25 PSF Ground Snow (Pg) 6'- 0.0" -82/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 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 LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.017" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.023" MAX TC PANEL LL DEFL = 0.110" @ 3'- 7.4" Allowed = 0.438" MAX TC PANEL TL DEFL = -0.109" @ 3'- 5.0" Allowed = 0.657" 12 MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" 8.00 j ,' MAX HORIZ. TL DEFL = -0.001" @ 5'- 11.2" 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=1.6, Truss designed for wind loads in the plane of the truss only. 0 4-= 0 1 M-3x4 y y ll 1-00 6-00 0-02-01 'PRO'VIDE FULL BEARING;Jts:2,4,3 ,ED P R OFF 0.1G1 9 siO2v 89782PE JOB NAME : PLAN 2545- 3 CAR EL B - EJ5 Scale: 0.5662 WARNINGS: GENERAL NOTES. unless otherwise noted V 40 t Baader and erection contractor should be advised of all General Notes t This devgn is based only upon me parameters shown and is for an nandu.l 1' OREGON �'� Truss: EJ5 and Warnings before construction commences Wilding component Applicability or design parameters and proper . 2 2x4 compression web bracing must be nSta6ed where shown• 2 incorporation of c Design assumes the lie the reapona 4 ty of the building designer R Y 15 tG 3 Additional temporary bracing to insure stabiley during construction . top l and bottom chords to bra laterally braced at .�l .1 ,s the responsibility of the erector.Additional permanent bracing of 7 o c antl x110'o c respectively unless braced throughout Met,length by 'I \ mnbnuous eheamirg such as plywood sheathing(TC)andlor drywall(BC) /}I '1 DATE: 7/21/2015 the overall structure a the respons,bilay of the building designer 3 2s Impact bridging or lateral bracing required where clown•• ll l- SEQ. : K1314916 4 no load mould be applied to any component until after an damp ag and 4 Insiallatan of russ is the respons,brlrty of the respective contractor rasteners are compete and at no time should any loads greater man 5 Devon assumes trusses are to oe used m a non<omosw.environment. design pads be applied m any component and are for-dry condition of use TRANS ID: L INK 6 Desrgn assumes es full bearing at all supports mown Shim or wedge it 5 Compu7rus has no control over and assumes norespontgGltry for the awry EXPIRES: 12/31/2016 hbrratan,handling m,pmeM and aalallahon of components 7 Design assumes adequate drainage*provided July 21,2015 6 This deegn is furnished subru to the limitations set forth by B.Dates shall be located on both faces of truss,and placed so their center TPIiWTCA In DES,.copes of which wit:be Nm,shed upon request fines coincide with lo,nt center Ines 9.Doges indicate size of plate in inches MiTek USA,Inc./CompuTrus Software 7 6.7-SP2(1 L)-E to For basic connector plate design values see ESR-1311.ESR-1986(MiTek) a This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-99) 76 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)ODL( 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/ 37W -35/ 119H 5.50" 0.60 KDDF ( 625) 9'- 10.8" -88/ 13911 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 65V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacillg. 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 = 0.029" 9-11-09 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" MAX TC PANEL LL DEFL = 0.045" @ 2'- 10.2" Allowed = 0.355" f I MAX TC PANEL TL DEFL = -0.050" @ 2'- 8.2" Allowed = 0.532" 12 MAX HORIZ. LL DEFL = -0.001" @ 4'- 10.8" 8.00 3 -, MAX HORIZ. TL DEFL = -0.001" @ 4'- 10.8" Design conforms to main windforce-resisting '' system and components and cladding criteria. Wind: 140 mph, h=15f t, TCDL=9.2,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. not 0 m rat 0 c 0 1 M-3x9 l )' 1 1-00 6-0C [PROVIDE FULL BEARING;Jts:2,3,4 I ��p P R press c. �N('I N EF9 /off 89782PE JOB NAME : PLAN 2545- 3 CAR EL B - EJ4 ,.__ .; _ Scale: 0.5939 WARNINGS. GENERAL NOTES, unless otherwiss noted V CO 1 Builder and erectgn contractor should be advrsed of all General Notes t This design is based only upon the parameters shown and is for an inayorW 'IA OREGON o Truss: EJ4 and Warnings before construction commences Padding component.Applicability of design parameters and proper (T 1 2s4 mmpresuon web Pacing must be installed where shown. incorporation of component is the responsblity of the building designer V 3 Ammons,temporary bracing to insure stability during construction 2 Design a,.am.s the top and hOdom chords to be laterally braced at ,4` q R y 15 !G is me responublay Of the erector Additional permanent wading of 7 0 c and al 10'o c respectively unless braced throughout their length) 0 continuous sheathing such as plywmd sheathing(TC)and/or drywall(BC) PA U 1 L DATE: 7/21/2015 the overall structure is the responsibility of the building designer 3 2s Impact bodging or lateral bracing required where shown.. �`I SEQ. : K1314 917 4 No dad should be applied to any component urns after an bracing and 4 Installation of truss re the responsibility Of the respective contractor fasteners are complete and at no time shoed any bads greater than 5 Design assumes trusses are to be used in a non-corrosne environment TRANS ID: LINK design bads be applied to any component 6 are for condition'arin you supports shown shim"r wed f 5 CompuTrus has no control over and assumes no oesponNwpty for the aaa ea g at a pporta g• EXPIRES: 12/31/2016 fabrcaton.handing.shipment and Installation of components 7 Design assumes adequate drainage re provided July 21,201 5 6 The design is furnished sub,.to the imitations set forth by 8 Plates shall be located on both faces of truss and placed so their center TPI/WTCA r BC51.copies Of which will be furnished upon request lines coincide weh joint center Ines MiTek USA,Inc/Com Trus Software 7 6.7-SP2 1 L-E 9 For b indidatn sae r in inches psi ( ) 0 For baud connector t plate design values tie ESR•1311 ESR•1988(MiTek) • e e This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 4.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-97) 44 TC LATERAL SUPPORT 0= 12"01. CON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0).DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.2" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -93/ 44BV -6/ 97H 5.44" 0.72 KDDF ( 625) 1'- 9.2" -57/ 175V 0/ OH 5.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 4.6" -72/ 154V 0/ OH 1.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf: uplift at 24 "oc spacijrg. REQUIREMENTS OF IBC 2012 AND SRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.016" @ -1'- 7.2" Allowed = 0.160" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.018" @ -1'- 7.2" Allowed = 0.213" MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.0" Allowed = 0.049" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.0" Allowed = 0.065" 12 5.00 C7 MAX HORIZ. LL DEFL = -0.000" @ 6'- 3.8" MAX HORIZ. TL DEFL = -0.000" @ 6'- 3.8" 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=1.6, Truss designed for wind loads in the plane of the truss only. 0 o M-3x4 y l 1 1 1-07-03 2-00 4-04-09 'PROVIDE FULL BEARING:Jts:2,4,3 ��'�� P R ores � �\ NG I 144 N EFy4 17 8.782PE JOB NAME : PLAN 2545- 3 CAR EL B - ESJ2 �/ Scale: 0.6676 WARNINGS: GENERAL NOTES. unless pmerwlse noted (/ 1 &Alder and erection contractor should be advised of all General Notes 1 This design m based only upon the parameters shown and is for an mdwidual yti O R E GO N O P, Truss: E SJ2 and Warnings before mnstru tlon commences budding component Apphmbrldy of design parameters and proper U 2 2a4 compression web bracing must be installed where shown• incorporation or component is the responsrdllty of the budding designer l' 3 Additional temporary bracing to insure stabllM during consbuidPon assumes the top and bosom chords to De laleralry braced at R q R Y 15• V the resl>onalbdny of the erector Additional permanent bracing of 7 o c and at 1Q o c respectively unless dated through°.their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BCI pA U L R° DATE: 7/21/2015 the overall structure is the responsibility of the building designer 3.a Impact bridging or lateral bracing required where shown.. SEQ.: K1314919 4 No load should be applied to any component until any after all bracing and 4 Installation of truss the a espo bIll d m amen scat o ncontractor t mern. fasteners are complete and at no time should any loads greater man gn assume. TRANS ID: LINK deign loads be applied to any componern. 6 and°`e f°`•dry condemn"lrof ut all supports shown shim or wedge 1 5 CompuTrua has no control over and assumes no responsdllty forth s"°" °° '° °°° °° EXPIRES: 12/31/2016 as dm rebricatlon handling shipment and installation of components 7 Design assumes adequate drainage IS prodded July 21,2015 6 This deign is furnished subtect to the Ilmdafrons set forth by a Plates shall be located on both races or truss.and placed so then canter TPIIWTCA In BCSI copes of which will be furnished upon request lines coincide won joint center Ines 9.Doges indiule sae of plate In Inches MiTek USA.Inc ICompuTnns Software 7.6.7-SP2(1L)-E 10 For basic connector plate design values see ESR-1311.E5R-1960(Mask) i • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 3'- 2.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1416BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-4=(0) 0 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-58) 21 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: 19.2" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -113/ 457V -2/ 60H 5.49" 0.73 KDDF ( 625) 1'- 9.2^ -77/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 2.2" -34/ 75V 0/ OH 1.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I- 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC 12 2: Design checked for net(-5 psf) uplift at 24 "oc spacii)g. 5.00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.016" @ -1'- 7.2" Allowed = 0.160" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.018" @ -1'- 7.2" Allowed = 0.213" MAX TC PANEL LL DEFL = 0.003" @ 1'- 1.4" Allowed = 0.179" MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.065" MAX HORIZ. LL DEFL = -0.000" @ 3'- 1.4" MAX HORIZ. TL DEFL = -0.000" @ 3'- 1.4" Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCOL=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. ca co 0 r cl• Ell 0 i M-3x4 1 1 1 1 1-07-03 2-00 1-02-03 ROVIDE FULL BEARING:Jts:2,4,3 1 S'', -° P R of-4, ,�\� �NGINEF9 io,9 89782PE r JOB NAME : PLAN 2545- 3 CAR EL B - ESJ1 --_ ‘'' '411MP' Scale: 0.9083 i _ WARNINGS: GENERAL NOTES. unless otherwise noted I Builder and erectors contractor should be adorned of all General Notes 1 The design is based only upon Me parameters shown and 4 for an leavldual y^� O R EG ON Truss: E SJ 1 and Warnings before construction commences weal g component Appe®mrrq of design perimeters end paper ✓ 'IQ' ' ' 2 2x4 compression web bracing must De Installed where Mown• incorporation of component lathe responsadllre of the bust 9 designer �9,4it-- �q R y A 5' P 3 Additional temporary bracing to insure Yabaay during mnMUCnun 2 Design assumes the top and bottom chords to be leletslN braced at G- is the responsib ty of the erector Additional permanent bracing of 7 o c aM al I O o c respedwary unless braced throughout their length by \�V DATE: 7/21/2015 me overall snucturen:the responsibility of bursa 2sImpatMgmg,r laterlbaung required ui .rtre soon•drywautBCt PAUL a spo y o leg designer 3 co Impact bridging or lateral beano plywood s at where shown.. �1 l- SEQ.: K1314920 a No bad Mould be appaed to any component unto altar all bracing and 5 I Ileton or truss is the responsibility o of the respective contractor fasteners are compete and at no emit should any bees greater than Design assumes applied to any component are for"dry condemn'of use TRANS ID: LINK d•agn bads De 5 comp,rrus has no control over and assumes noresponelNlty for Bx B oestgnaseumeawnbealingatauaup70 SRwnsnungl wedge lr EXPIRES: 12/31/2016 awry fatbn.handling.shipment and Installation of components br va 6 This design furnished sub d to the limitations set forth by 7 Design assumes adequate both Page Is truss a p July 21,2015 qn Ia p g Plates Mall De Iou1e0 on both laces of trues.and and»their center TPIAARCA m SCSI copies of which was be furnished upon request Imes coincide with io nt center Ines 9 Cges md■ate sue of plate In Inches MiTek USA.Inc/Compurrus Software 7.6.7-SP2(1 L)E to for bas.c mnrdor pate design values see ESR-sit I.ESR-t 9138(MiTek) • • • This design prepared from computer input by JP LUMBER SPECIFICATIONS 20-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1116BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 70 2- 9=(-464) 2849 9- 3=( 0) 265 BC: 2x6 KDDF #1&BTR 2- 3=(-3182) 589 9-10=(-470) 2843 3-10=(-380) 152 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-2809) 698 10-11=(-530) 2560 10- 4=( -54) 305 LL = 25 PSF Ground Snow (Pg) 4- 5=(-2564) 671 11-12=(-468) 2851 10- 5=(-115) 121 TC LATERAL SUPPORT 0= 12"OC. UON. TC UNIF LL( 50.0)+OL( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 7.2" V 5- 6=(-2818) 696 12- 7=(-462) 2857 5-11=( -9) 301 BC LATERAL SUPPORT 0= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 9'- 7.2" TO 10'- 4.8" V 6- 7=(-3190) 585 11- 6=(-382) 154 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 10'- 4.8" TO 20'- 0.0" V 7- 8=) 0) 70 6-12=( 0) 263 --- BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 20'- 0.0" V NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 400.0)+DL( 112.0)= 511.9 LBS @ 9'- 7.2" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 450.0)+DL( 112.0)= 511.9 LBS @ 10'- 4.8" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -324/ 1760V -62/ 62H 5.50" 2.82 KDDF ( 625) OVERHANGS: 19.2" 19.2" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 0.0" -324/ 1760V 0/ OH 5.50" 2.82 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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.016" @ -1'- 7.2" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ -1'- 7.2" Allowed = 0.213" MAX LL DEFL = -0.088" @ 10'- 4.7" Allowed = 0.954" MAX TI. CREEP DEFL = -0.172" @ 11'- 0.4" Allowed = 1.272" MAX IL DEFL = 0.016" @ 21'- 7.2" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ 21'- 7.2" Allowed = 0.213" MAX HORIZ. LL DEFL = 0.026" @ 19'- 6.5" MAX HORIZ. TL DEFL = 0.044" @ 19'- 6.5" Design conforms to main windforce-resisting 9-06-15 0-10-01 9-07 system and components and cladding criteria. f 1 1 -f Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-03-01 4-03-14 1-01-15 4-01-12 5-01-06 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f ' £511.91)N T '( load duration factor=1.6, 12 12 Truss designed for wind loads 5.00 D M-4x6 iMi69SE( Q 5.00 in the plane of the truss only. M-3x4 M-3x4 3 t 0 i s+ + 1 2 - 9 10 11 12 - 0 o M-3x6 M-1.9x3 M-3x8 M-3x6 M-1.5x3 M-3x8 0 y 5-01-05 y 4-00 j1-11-01 4-00 y 4-11-10 y 5��' D PR 0/4.6_, y1-07-03y 20-00 ,I. .1. �� - INEFR /0� c" 8•782PE JOB NAME : PLAN 2545- 3 CAR EL B - EHl / > �� Scale: 0._804 ''^^ _ WARNINGS: GENERAL NOTES. unless otherwise noted. •/ V YJ 1 Builder and erection contractor should be adwsed of all General Notes 1 This design Is based only upon the parameters shown and is for an individual i' OREGON o'er Q, Truss: EH 1 and Warnings before construction commences. building component Applicability of design parameters and proper 2 2 2a compressoe web bracing must be installed where snow"• Incorporation of component�s the responsiblllry of the building braced i,4 �q R 5 3 AdAlwnal temporary brscng to insure stability during con ruction 2 Oesrgn assumes the top and Dodom esS b to be 4leralty braced at 1 • �G- n tFe ra d4 I the erector Adae:onal brat I Z otc and at 1 d o c respectively unless fraud Mrouphout Mnr length M / \ V aponu y o permanent lip o con moue sheathing such as Plywood sheathing(TC)and/or drywatuecl pA U L R DATE: 7/21/2015 Ms overall fbuclure es Me responnAlNy of Me Wading designer 3 25 Impact bridging or lateral bracing required where shown.. SEQ.: El 314 921 a No bad should be applied to any component until afer an bracing and s Design alwtnn of truss s the a e�eebulseya f the o�rnocontractor e m<n. fasteners compete and at no time should any bads greater than s desgn bads be epptletl to any component and are for'dry condition'of use TRANS ID: LINK 5 Compo True has nocnmrol over and assurnesnorespon sibillryforthe s neseSnass°""salubearlrgataus"pponsanown snimorwedgelr EXPIRES: 12/31/2016 fabricatin.handing,shipment and installation of components necessary 7 Design drainage is truss a July 21,2015 6.con design Is Nnnsned subpd to me bmrmtans set forth M B Gates shalt be located on both laces of truss.and paces ti their center Y TPIANTCA in BC SI.copes of which will be furnished upon request lines Winude wen font center lines 9 [0955 ndlcate we or pate in inches MiTek USA,Inc ICornpuTrus Software 7.6.7-SP2(1 L)-E to For basic connector plate design values see ESR-I 311.ESR-1988(MITek) i • • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF p1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 70 2- 8=(-263) 1285 3- 8=(-370) 256 BC: 2x4 KDDF H1SBTR SPACED 24.0" O.C. 2- 3=(-1473) 368 8- 6=1-303) 1285 8- 4=( -39) 551 WEBS: 2x4 KDDF STAND 3- 4=1-1100) 225 8- 5=(-370) 256 LOADING 4- 5=(-1100) 225 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1473) 368 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 0) 70 TOTAL LOAD = 42.0 PSF OVERHANGS: 19.2" 19.2" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -166/ 1022V -67/ 67H 5.50" 1.64 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 0.0" -166/ 1022V 0/ OH 5.50" 1.64 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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.016" @ -1'- 7.2" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ -1'- 7.2" Allowed = 0.213" MAX LL DEFL = -0.045" @ 10'- 0.0" Allowed = 0.954" MAX TL CREEP DEFL = -0.090" @ 10'- 0.0" Allowed = 1.272" MAX LL DEFL = 0.016" @ 21'- 7.2" Allowed = 0.160" MAX TL CREEP DEFL = -0.018^ @ 21'- 7.2" Allowed = 0.213" MAX HORIZ. LL DEFL = 0.020" @ 19'- 6.5" MAX HORIZ. TL DEFL = 0.031" @ 19'- 6.5" 10-00 10-00 Design conforms to main windforce-resisting f f f system and components and cladding criteria. 5-03-06 4-08-10 4-08-10 5-03-06 Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f 1 f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 5.00 17 11M-4x9 Q 5.00 Truss designed for wind loads in the plane of the truss only. 4.0" 4 4-sf 1.0" M-1.5x3 M-1.5x3 3 r r- 0 •r• t MM 0 8 0 M-3x4 M-3x8 M-3x4 y 10-00 y 10-00 y �(5ED PRQFes, y1-07-03. 20-00 )1-07-03y fir.:: CNGINEF9 io19 8•782PE c JOB NAME : PLAN 2545- 3 CAR EL B - El / / �;(7tC) Scale: 0.2804 V WARNINGS: GENERAL NOTES. unless°therwrse holed ` CO Builder and erector.contractor should be advised of all General Notes I This design is based only upon the parameters mown and is for an indeed.' -9 OREGON o� Nr Truss: E 1 aid warmr.gs Derore construdron commences euMeng component Appeobrory of de5ign parameters and roper �4//, 2 2 2.4 camprese,on web bracing must be installed she shown• incorporation of component rs tree responsibility of me founding designer �� CJ^ V ` 3 Additional temporary bracing to Insure stabtlay dung canstructon 2 Design assumes the top and bottom ehorde t0 he rougho traced at '1 f 1:J• <("C'' Is the respanvblrty of the erector Addawnel permanent Pacing of corer nuo^d at 1d o c rsuch as¢ly unle5a D'a«tl tnrougnout their length by \� DATE: 7/21/2015 me overall structure re the reaponsrbrN us sheathing such as pywooe required where shown•• SEQ. : K 1314 922 4 No load should be applied to any component until aver all bracing and 4 Installanon of truss Is the responsibrlay of the respective contactor fasteners are compete and at no time should any loads greater than 5 Design a are to be used in a non-corrosive environment clew lease De apples m any componerN and are for dry condlbonaof use TRANS ID: LINK 6 teagn assumes full bearing at all supports shown Shen Or edldde it EXPIRES: 12/31/2016 s compuTrua has no control over.red assumes no responsibility for the necessary 'abrratan.handling shipment and Installation of components / Design assumes adequate drainage is pro,Med July 21,2015 6 This design is furnished subject to the Ilmrtatons set forth by 6 Plates shalt be located on both faces of truss.and paced so their center Y TPI/WTCA in BC St copes of which will be furnished upon request lines coincide with joint center lines MiTek USA,Inc/Coco Trus Software 7 6 7-SP2 1 L-E s Ogres isn con sae r pate m rgcnes Pu ( ) 10 For basic connector pate design values see ESR-131 t.ESR-11388(MiTek) II II 11 • • This design prepared from computer input by s 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) 63 2-4=10) 0 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 2-3=1-63) 84 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)011( 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" -100/ 304V -9/ 458 5.50" 0.49 KDDF ( 625) 1'- 1.8" -55/ 115V 0/ OH 1.50" 0.18 RIDE ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IC CND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 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'- 9.0" Allowed = 0.053" 1-02-09 MAX TC PANEL TL DEFL = -0.001" @ 0'- 9.3" Allowed = 0.079" f_ T MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.019" @ 3'- 6.2" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 1.8" 8.00 MAX HORIZ. TL DEFL = 0.000" @ 1'- 1.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 -I 0 N 0 r 0 I - 0 2.>".(j �A M-3x4 1 l l 1-00 (PROVIDE FULL BEARING:Jts:2,3,4 I 6-00 P �`: G E `/, 2 89782PE c JOB NAME : PLAN 2545- 3 CAR EL B - EJ1 ,� ,,,,,-- ',,,,,.. Scale: 0.7269 a' II'� _ WARNINGS: GENERAL NOTES, unless otherwise noted C/ �•0 t Bunter and erection contractor should be advised of all General Notes I This design is based dnN upon the parameters shown and is bran individual 57 OREGON O Truss: E J 1 and warnings before construction commences building component.Applicability of design parameters and proper 2 2 2x4 compression web bracing must W installed where shown• incorporation of component is the resmnmbliry of the building designer 3 Additional temporary bracing to insure stebiiey during construction 2 Design assumes the top and bottom chords to be bteralty braced at ,4 q R y A 5 rcthe responabld of Me erector Addrbnnai permanent brabn f 7 e c and at 10 o c respectnety p9 unless braced throughout their length by y o permanen g o continuous shearmrg such as plywood sheathing(TC■and/or drywall(BC) f'A U L R\ DATE: 7/21/2015 he overall structure is the resporwb ley of bulldog desgner 3 a Impact bodging or lateral bracing'soured where shown•. SEQ.: K1314923 • No toad mould be applied to any component ore after all bracing and s installation otrussrcmerespoeeoseydhotheronrespective octor environment. Nmeners are complete and at no time mood any loads greater than Design assumes wages are TRANS ID: LINK design wads be applied to any component 6 are for-dry ruo oean�rur an su toss mown stolid or r 5 CompuTrua has no control over and assumes no resconsashty for l w eg assumes g al a s EXPIRES: 12/31/2016 , tebraahon handling shipment and installation of components 7 Deagn assumes adequate drainage is provided July 21,2015 6.This demon re furnished subject to the iimitabons set forth by B Pbles shall be located on both faces of truss and placed so their center TPIANTCA in SCSI.copra of which will be furnished upon request lines coincide wen point center lines 9 Dods indicate sire of plate in inches MITek USA,Inc.iCompuTrus Software 7.6.7-SP2(1 L)-E 10 For basil connector plate design values see ESR-1311,ESR-1968(MITeM) i • 4 a • s • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-75) 60 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/ 339V -26/ 91H 5.50^ 0.54 KDDF ( 625) 3'- 7.8" -101/ 119V 0/ OH 1.50" 0.19 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 56V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spaci'1g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133^ MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.091" 3-08-09 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.122" / 1' MAX TC PANEL LL DEFL = 0.013" @ 1'- 11.2" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.032" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 7.8" 8.00 MAX HORIZ. TL DEFL = -0.000" @ 3'- 7.8" 3 Design conforms to main windforce-resisting -'! system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �� load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o 0 CA r 0 I 1 M-3x4 ) l 1 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 1 6-00 �,,s-,0 P R oFFs.s �r\N VNG I N EF9 /�7'y cc- :9782PE JOB NAME : PLAN 2545- 3 CAR EL B - EJ3 .kale: 0.6394 r - in WARNINGS: GENERAL NOTES. unless otherwise noted V OREGON • 1 Builder end erection contractor should be advised of all General Notes I Thee design is based only upon the parameters shown and is for an Individual Truss: EJ3 and Warnings before construction commences building component Applicability of design parameters and proper 92(/ 20 �T 2 2se compression web Pacing mug be installed where shown• inmryorelion of component rs Me responabliy of the buiding designer 9 3 Additional temporary Oracng m insure stability cuing mmlrudion 2 Des∎gn assumes the lop and bottom chords to M laterally braced at ",9 'I RY A 5• -\� rc the respongbaly of me erector Addegnal Pacing 1 7 ote and at ea o c respectively as ery unless re aced throughout merr length by �y permanent g b con mucus eheammg such as plywood sheathing(TC)and er drywall(BC) PA U L R° DATE: 7/21/2015 eras structure Is the responsrbdrty of the balding designer 3 2.Impact bodging or lateral Pacing requred where shown.. SEQ. : K1314924 4 No road should ba applied to any component until alter all Pacing and a Design n of is a respons■PlM of Me respective contactor fasteners are compete and at no time should any loads greater man 5 Design assumes trusses are to be used n a con-corrosive CO design beds oe al*.to any component and are for-dry condition"of use design TRANS ID: LINK 5 CompuTru a has no control over and assumes noreapendPtiy for the 6 Deg assumesMIDeangalallsuppotlamownShimprwedgeJ EXPIRES: 12/31/2016 aria labocstnn handling shipnent and rnstallebon of components 7 Design assumes adequate drainage is prusded July 21,2015 6 TA design is n,mrsned subject to me limrtatdns set forth by 8 Plates shall be located on both faces of truss and paced so thee center -PIANPCA in SCSI copes of which wall be furnished upon request Ynes minute wrth joint°War Ines 9 Dges indicate sae of plate n inches MITek USA.Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10 For basic mnnedor plate design values see ESR.1311.ESR-ruse(MITea) i e • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0^ IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-55) 49 TC LATERAL SUPPORT <= 12^OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. IL( 25.0)ODL( 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" -39/ 306V -18/ 68H 5.50" 0.49 KDDF ( 625) 2'- 9.8" -105/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.003" @ 1'- 5.2" Allowed = 0.154" 2-05-09 MAX TC PANEL TL DEFL = -0.006" @ 1'- 4.2" Allowed = 0.231" MAX BC PANEL LL DEFL = 0.008" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 2'- 9.8" 8.00 (7 MAX HORIZ. TL DEFL = 0.000" @ 2'- 4.8" Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. O O � M-3x4 1 y l 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 J 6-00 PRoFFss 7GINE \LN :9782PE JOB NAME : PLAN 2545- 3 CAR EL B - EJ2 Scale: 0.6519 r WARNINGS: GENERAL NOTES, unless°terwee roved -- 1 Builder and erection contractor should be advsed or all General Notes 1 The designs bard only upon me parameters shown and is for an indwdual y OREGON Truss: E J2 and Warnings before construction commences. tinkling component Appkcability of design Parameters and proper V°'41R 20 PCZ- 2 2aa compression web bracing must be installed where shown• Incorporatkn of component is me responvdliry or the building designer Y 15. 3 Additional temporary bracing to insure stability during construction 2 Design aswnesc c top end bottom moms to be rcvg lh ct their at �� G. is the reaponudldy or the erector Additional permanent bracing or 7 a c and Sr 10 o c respectively 5,100 a pit unless braced throughout bier'lenolh by \ V continuous sheansrg such as plywood sheathing(TC)and/or dywall(BC) P^' 1 1 a DATE: 7/21/2015 me overall structure is the responsmerty or me budding Cesgner 3 2s Impact maging or lateral bracing requaed where shown.. �-1 U l_ SEQ.: K1314925 1 No bad should be aPpeed to any component until after all demo and a Installation of truss s the responsibility of'he respective contractor fasteners are complete and at no time shook any bads greater Mar 5 Devon assumes trusses are to be used in a non-corrosne environment TRANS ID: LINK assgnbadsbeappledtoanycomponem and are for-arycorkaori of 5 CompuTrue has no control over and assumes no responsibility for the g Design a assumes rp"lea°nna°'all supports shown Shim or wedge d EXPIRES: 12/31/2016 fabrication,handling shipment and installation of components 7 P evgnaasumeaededobdrainage isprusad JUI`,21,2015 8 This design is furnished wbpct to the limitations set forth by B Plates shall be located on Dom faces of Iruss and placed so their center ] TPIN✓TCA in BCSI copes or which wdi be furnished upon request lines coincide wine joint canter Imes MITek USA,Inc ICompuTrus Software 76.7-SP2(1 L)-E 1a For basic indicate platem�gcnes /988 MiTek pate 4vgn values see ESP-1311.ESP- (Mass) • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-69) 15 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: 19.2" 0.0^ TOTAL LOAD = 42.0 PSF 0'- 0.0" -118/ 456V 0/ 47H 5.50" 0.73 KDDF ( 625) 1'- 9.2" -78/ 90V 0/ OH 5.50" 0.06 KDDF ( 625) IL = 25 PSF Ground Snow (Pg) 2'- 0.0" -28/ 43V 0/ OH 1.50" 0.07 KDDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5.00 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net)-5 psf) uplift at 29 "cc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.016" @ -1'- 7.2" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ -1`- 7.2" Allowed = 0.213" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.099" MAX TC PANEL TL DEFL = 0.003" @ 1'- 0.2" Allowed = 0.140" MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2" MAX HORIZ. TL DEFL = -D.000" @ 1'- 11.2" 3 Design conforms to main windforce-resisting "V 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, r Truss designed for wind loads ° in the plane of the truss only. N o r f '� 0 o o O ,- 2 = 4 = -/ 1 M-3x4 1-07-03 2-00 PROVIDE FULL BEARING;Jts:2,4,3 1 �Ep P R OFF c��`D NG I N FF'q`i� 2 8.782 P E '7T JOB NAME : PLAN 2545- 3 CAR EL B - FJ1 .,.:7_e: 0.9995 / / - _ WARNINGS: GENERAL NOTES. unless otherwise voted •/ Builder and erection contractor should he advised of all General Notes 1 This design le bard only upon me parameters mown and Is for an individual `17 OREGON O^ P Truss: FJ1 and Warnings before oonmuchon commences W nd building component Applicability of design parameters a proper 2 2 2.4 compression web bracing must be installed where shown• Design abon of component.s the responadary or me building designer 1Ll/� q R Y 5' Q 3 Addlbonal temporary bracing to Insure atabiley during construction 2 Design and at rI s e top act bottom chards to be tale rely braced at J. N4 _ rs the responsibility of me erector AtltlRlonal permanent bracing of 7 o.c and at IG a<reapctwey unless braced mrougnout inert length by i I \ V DATE: 7/21/2015 rallstructure Ismere nslmrao1meemlm 2aImpact•abaetmngeachgeepywooedr wherelandrordrywaniBCi PAUL R•spo y rig desyner 3.2a Impact brdging lateral bracing required babas.shown. SEQ.: 1<1314927 4 No toad should be applied to any component until alter all bracing and 4 Installation of trues is the responsibility of the respective contractor fasteners are complete and at no time should any bads greater than 5.Design arum`s trusses are to be used In a non-conosne environment. TRANS ID' LINK design bads he appwd to any component and are for"dry condition-pluse s comes*run has no wmml over and assumes no rosppnaallry forme 6 Des n brumes full hearing at an supports shown Shim or wedge If filmutbn handling shipment and Installation of component: ax EXPIRES: 12/31/2016 1 Design assumes on July 2 ,20 5 s This design is furnished subpa m me hmnatbns set forth by a elates Snell be located on born ferns onrur,and placed so thee renter y TPINJrCA In BCSI.copies of which will be furnished upon request lines coincide with pint center Imes 9 Dyes Indlute see of plate In Inches MiTek USA.Inc/CompuTrus Software 76.7-SP2(1 L)-E 10 For beat connector pate design values see ESR•1311 ESR-1966(Welt) i a a . • • e This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-4=1-46) 62 3-4=(-163) 140 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2-3=(-90) 79 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -64/ 383V -27/ 83H 5.50" 0.61 KDDF ( 625) OVERHANGS: 12.0" 0.0" 5'- 6.0" -25/ 215V 0/ OH 5.50" 0.34 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) •e For hanger specs. - See approved plans k'OND. 2: Design rherked for net(-5 osf) uplift at 24 "oc soacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.064" @ 3'- 0.7" Allowed = 0.329" MAX TC PANEL TL DEFT. = -0.068" @ 2'- 10.6" Allowed = 0.493" 5-06 f f MAX HORIZ. LL DEFL = 0.000" @ 5'- 4.3" MAX HORIZ. TL DEFL = 0.000" @ 5'- 4.3" 12 5.00 c7' Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads (t in the plane of the truss only. m 0 N ICI I 4 M-3x4 M-1.5x3 1 ) 1-0C 5-06 c1/40:1 PR`�� N S .. tNC ER/ , � c_ Z ' v - :9782PE JOB NAME : PLAN 2545- 3 CAR EL B - G2 7: :' Scale: 0.6416 r WARNINGS: GENERAL NOTES, upeaa otherwise noted V • 1 Builder and etechon contractor should be advised of all General Nctes t The design is based only upon the parameters shown and is for an individual -y OREGON o Truss: G2 and Warnings Mare constr.-bon commences buildup component Applicability of design parameters and pope' �/� (T 2 2aa compression wen nrsolrp must M installed where shown• Design assumes or component is the mono sidbry of the building designer V Q• 3 Additional temporary bracing to insure stabiley during construction 2 Design assumes the tap and bottom chords to M laterally Dread at `9,9-. q R Y 5 n the responeiplay of the erector Addaional permanent Bracing at Z o c 000 at ea sin'such as plywood unless eacetl throughout mein length by \� continuous sheathing such as plywood lotted w g(TC)sndlor drywall(8C) p^U'1 DATE: 7/21/2015 the overall structure is the responsibility of the building designer 3 2&Impact bMyrp or lateral bracing required where shown•• A 1.1 l- SEQ. : K1314 92 8 a No load should be appMd to any component until alter all tinning and 5 MMn of truss is ses are De used m e roil mdme contractor fasteners are compete and at no time should any bads greater than Design assumes eapn bads M applied to any component and are for'dry conch.,01 use d TRANS ID: LINK 5CompuTnus has no control over and assumes noresponvdary for M soev. asaamesmuMangatall&appmashownsmmorwage.r EXPIRES: 12/31/2016 ry fabrratbn handling shipment and installation of components 7 Design assumes adequate drainage a provided. July 21,2015 8 The design is furnished&abed to the limitations set tor=n by 8 Fates shall be located on both laces of truss,and placed so their center TFIANTCA in RCSI copes of which will be furnished upon request lines coincide with Joint center lines MiTek USA,Inc/Coin Trus Software 7.6.7-SP2 1 L-E g cot Digits n indicate sae 01 plate m imhea pu ( ) to Eo Iccete ae of plate Oesgn Inc values see ESR•1311 ESR-1958(MiTek) • a I I a • • a ■ • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 6.0" ICOND. 2: Design checked for net)-5 psf) uplift at 24 "or spacing. TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF R16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12"OC. DON. LL( 25.0)t-DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft,Enclosed, Cat.L=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 POE (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall U04. M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12 Refer to CompuTrus gable end detail for 5.00 BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0 r 0 N ti r cr cr 4 - llIli } y y 1-00 5-06 :9782PE r" JOB NAME : PLAN 2545- 3 CAR EL B - G1 / -'-'`_ � Scale: 0.7916 WARNINGS: GENERAL NOTES. unless otherwise noted V UJ 1 Builder and erection contractor should be advised of all GenersI Notes 1.This design is based oh9 upon the parameters shown and is for an lndlwdual y OREGON e.. Truss: G 1 and warnings before construction commences building component Applicability of design parameters and proper 74/ �� Q' 2 2a4 compression web bracing must be Installed where shown• incorporation of component as the responsibility or me building designer 9, Coq RY A Q.. a 3 Additional temporary bracing to insure stabilen during constriction 2 Deapn asaumea the top and bosom chords to be Wlerally braced et ``G- s Ins responabuty of the erector Addmonal permanent bracing of 7 o c and at t17 o c respectNely as plywood unless braced throughout their length M V V DATE: 7/21/2015 me overall structure as the re bat of anal g 2,Impact sneatnaor such as q bracing re sired where 5 manor arywantBp PA U L R� aponsl ay o building designer 3.2a Impact bridging or lateral bracing rmared where shown•• SEQ.: K1314929 4 No load should be applied to any component ursd after ail bracing and a Installation of truss is ressp sib,.ea�the respective a tr mem. Fasteners are complete and at no time snow any loads greater Mal Design assumes TRANS ID: LINK desgn loads be apples to any component ma are for ary condition.'of use responsibility t,e 8 Devon assumes lull beanng at all supports shown Sham or wedge it 5 2ompuTrua has no control over and assumes no raaponsi fabrication.handling shipment and moralatlonorcompo ems '" EXPIRES: 12/31/2016 T Design assumes aderainageis provided. July 21,2015 6.This design is furnished sub)ect to the limitations set forth by B Plates shall be located d o n on both faces of truss,and placed so their center TPIMTCA in SCSI copes of which will be furnished upon request lines ncie with pint canter lines 9 Nits indicate side of plate in Inches MiTek USA,Inc./CompuTrus Software 7.6.7-5P2(IL)-E 10 For basic connector plate design values see ESR-1311.ESR-1988(MiTek) i a a . , a This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 63 2-10=(-259) 1768 3-10=(-235) 191 BC: 2x4 KDDF #10318 SPACED 24.0" O.C. 2- 3=1-2080) 436 10-11=(-172) 1480 10- 4=1 -43) 464 WEBS: 2x4 KDDF STAND 3- 4=1-1873) 460 11-12=1-172) 1361 4-11=1-618) 266 LOADING 4- 5=1-1341) 440 12- 8=1-273) 1609 11- 5=(-316) 1111 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1341) 440 11- 6=1-618) 266 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-1873) 460 6-12=1 -43) 464 TOTAL LOAD = 42.0 PSF 7- 8=(-2080) 436 12- 7=1-235) 191 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 63 LL= 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -260/ 1542V -286/ 2868 5.50" 2.47 KDDF ( 625) 34'- 0.0" -260/ 1542V 0/ OF 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.080" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.162" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.040" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.065" @ 33'- 6.5" 17-00 17-00 Design conforms to main windforce-resisting 1 1 1 system and components and cladding criteria. 5-11-04 5-06-06 5-06-06 5-06-06 5-06-06 5-11-04 Wind: 140 mph, h=24.9ft, TCDL-4,2,BCDL=6.0, ASCE 7-10, 1 1 1 1 1 1 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 8.00 M-4X6 1 8.00 Truss designed for wind loads 9 0" in the plane of the truss only. 5 Ors( INN M-5x6(5) M-5x6 0.25" 0.25" 4 • M-1.5x3 3 M-1.5x3 , .AX r 0 0 10 11 12 t o o M-3x5 M-3x4 M-5x8 M-3x4 M-3x5 to c `<<y U P R OFFS-S 1 1 l , l �co \AGINEF i0 J, y 8-08-07 8-03-09 8-03-09 8-08-07 l l ,c 'T 2'9 1-00 34-00 1-00 CC 89782PE r JOB NAME : PLAN 2545- 3 CAR EL B - H2 , Scale: 0.1601 i�� / AIM IWARNINGS: GENERAL NOTES. unless otherwise noted (. 40 H2 1 Builder and erector contractor mould be.domed of all General Notes 1 This design is based only upon the parameters shown and is ter an individual y OR EG O N a•" Truss: H2 and warnings before mnArucbon commences budding component Applicability of design parameters and wooer '1/, 20 T 2 2s4 compression web bracing must be matabed where shown• mmrporauon of component is the responsrblih of the building designer -9� q R Y A 5• 3 Additional temporary bracing to insure slabiloy during construction 2 Design assumes the lap and bosom chaos to d I laterally braced at �<<51-' Is the resporrndlby of the erector Add rtlonal permanent bracing of 7 o c and at 10 o c respennety unless braced throughout men length by n k. DATE: 7/21/2015 the overall structure mine re Bert 1 the buedr des continuous meaning such as plywood aired where s anoror arywanfecl p/i' 1 1 C zoo nsi y o ng designer 3 2a Impact bridging or lateral bracing required wlx re 91bwn�• �'1 lJ L SEQ. : K1314930 4 No bad should be applied to any component until after all bracing and 4 Installation or truss is the ieeapo a be oeeafMerespective s rvcoe contractor fasteners are complete and at no time should any bads greater than gn assumes and are for"dry cords on"of use TRANS ID: L INK Oeapn bads Ds rippled to any component 5 Compurma has no control over and assumes no responsdl4y for the 6 Design""'mss full bearing al all supports shown shim or wedge if necessary EXPIRES: 12/31/2016 labroatan,handling shipment and mstellabon of components 7 Design assumes adequate drainage mIxuasad July 21r2015 8 That design m furnished sub)ect to the Ilmltatons set forth W B Pales shall be located on born feces of nuu.and pared so Ines center Y L C TPIANTCA in BC SI.copies of which will be furnished upon request lines coincide with joint center lines MiTek USA,Inc/Coin Trus Software 7 6.7-SP2 1 L-E B ogre indicate um r of plates inches Du ( ) 10 Fors is connector um f pre design values see ESR•1311 ESR-1988 1MiTeMI i . a 1a • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1- 2-( 0) 63 2-10=(-171) 1223 3-10=1 -260) 197 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. 2- 3=1-1403) 293 10-11=1-119) 903 10- 4=1 -47) 506 WEBS: 2x4 KDDF STAND 3- 4=1-1196) 316 11-12=1 -55) 226 4-11-1 -644) 268 LOADING 4- 5=( -637) 293 12-13=1 -55) 226 11- 5=( -158) 346 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 -632) 298 13- 8=1-121) 113 11- 6=1 -4) 498 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE' 6- 7=1 -83) 342 6-13=(-1198) 311 TOTAL LOAD = 42.0 PSF 7- 8=( -171) 173 13- 7-1 -343) 221 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 63 LL = 25 PSF Ground Snow (Pg) M-1.5x4 or equal at non-structural vertical members (ion). BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Unbalanced live loads have been LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) considered for this design. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -198/ 1144V -288/ 288H 5.50" 1.83 KDDF ( 625) 21'- 9.5" 0/ 152V 0/ OH 146.50" 0.24 KDDF ( 625) 25'- 3.6" -308/ 1507V 0/ OH 146.50" 2.41 RODE ( 625) 34'- 0.0" -51/ 368V 0/ OH 146.50" 0.59 KDDF ( 625) }COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciJtg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.040" @ 8'- 8.4" Allowed = 1.067" MAX TL CREEP DEFL = -0.073" @ 8'- 8.4" Allowed = 1.422" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 17-00 17-00 1 1 1 MAX HORIZ. LL DEFL = 0.017" @ 25'- 3.6" 5-11-04 5-C6-06 5-06-06 5-06-06 5-06-06 6-11-04 MAX HORIZ. TL DEFL = 0.025" @ 25'- 3.6" 1 1 1 1 1 1 1 Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. I IM-4x4 8.00 17 Q8.•0 4.0" Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3165 .1-,(M-3x5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6r M-3x5 .vn Truss designed for wind loads M-1.5x4 in the plane of the truss only. M-5x6(5) M-1.5x9 i % M35) M-2.5x4 or equal at non-structural diagonal inlets. 0.25" 0.25" Truss designed for 4x2 outlookers. 2x4 let-ins I of the same size and grade as structural top A' ��e chord. Insure tight fit at each end of let-in. Outlooks rs must be cut with care and are 1 permissible at inlet board areas only. M-1.5x9 M-3x5 M-1.5x3 M-1.5x3 4/ M 3x5 'I 16-1.5x4 111 IIIII■ '---,- ../I I,'` MB 3x5 0 0 lo/M-3x4 M-3x4 110.25" 12 M-4x6 o ° M-5x12(S) M-3x4 ° � �p PROF . 1 l l l l l c�< G I N E s/ y l 8-08-07 8-03-09 5-04-07 2-11-02 8-08-07 l l ,�\ 0•••\ F/4 q� 1-00 34-00 1-00 Q 89782PE r JOB NAME : PLAN 2545- 3 CAR EL B - Hl 7 Scale: 0.1729 • WARNINGS: GENERAL NOTES, unless otherwise noted v 40 t Builder and erection contractor should be advised of all General Notes f This design rs based only upon the parameters shown and is for an individual -y a OREGON o'er Truss: H 1 and Warnings before construction commences building compo.n.Appliability of design parameters and proper 4'(" r1 2 :ace compression web braurg court be installed where shown• incorporation or component is the responsibility or the building designer C/ v 3 Additional temporary bracing to insure sabrrey during wnstrucnon 3 Design assumes the top and bottom chords to to laterally braced at 9,9� q R Y 6 e the resporwbley of the erector Addemnai permanent bracing or 7 o c and at 10 o c respectnery unless braced mrougnout mein length by \� continuous sheathing such as*wood sheathing(TC)and/or drywall(BC) '°A U L R DATE: 7/21/2015 a overall structure is the remonatbney of the building designer 3 a impact bodging or lateral Pacing requred where shown•• SEQ. : K 1314 931 4 No load should be applied to any component until after all bracing and s Installation ortn,'a�thenaspo si i ydo the respective in a fasteners are compete and at no time should any pads greater than gin assumes TRANS ID: LINK design loads be appwd to any component B are for"dry wnd ari or use au shown swim or wed T 5 :ompuTrus has no control over and assumes no respongbrtey for the v assumes n9 at a supports wedge l EXPIRES: 12/31/2016 ry Soma.,,.design handlng.shipment and installation of components 7 Design assumes adequate drainage is provded July 21,201 e,J s Tura design is furnished•ubpct to the Nmhtatane set forth by B Pates shall be h0ated on both faces of Miss,and placed so their center Y TPI/WTCA in BCSI,copies of which will be furnished upon request. Nnes coincide wen pint center lines 9 Dp45 indicate size of plate in inches MiTek USA.Inc.)CompuTrus Software 7.6.7-5P2(1 L)-E 10 For basic connector pate design values see ESR431 L ESR-1988(MiTek) i a This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF 101dBTR LOAD DURATION INCREASE = 1.15 Design conforms to main 'aindforce-resisting BC: 2x4 KDDF NSdBTR 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 PSF Wind: 140 mph, h=24.9ft, 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), Unbalanced live loads have been TOTAL LOAD = 42.0 PSF load duration factor=1.6, considered for this design. 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 UO4. 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 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17-00 17-00 1' . T 11-03-11 5-08-05 5-08-05 11-03-11 T 1 1 1 f 12 IIM-4x4 12 8.00 F N11 Q 6.00 M-3x5(5) M-3x5(5) po 1r- :::•..................................................................................,..... .................,,. ,,.,.,.........................................................................,................................. `+moo 0 M-3x5(S) I 0 M-3x9 y y 17-00 Q, D P R ore Ss .1,--y `° G'I EF /O 1-00 1-00 R �9 8•782PE v JOB NAME : PLAN 2545- 3 CAR EL B - H4 , �/2 Scale: 0.2351 , __ WARNINGS: GENERAL NOTES. unless olerwrse noted 1 Bmlder and erection contractor should be advsed of all General Notes I This design is based only upon the parameters shown and n for an milividual -^, OREGON � Truss: H4 and warnings before construction commences building component Applicability of design parameters and proper "✓ C) Cr ^ ^ compression web bracing must be installed oilers shown• incorporation of component is me reaponvdli'S of the bolding tlevgner YYY1, "'q R Y 15, V P 3 Additional tent brace, Shaba dune snuction Design auumes the lop and bottom unless braced 10 d t rcurely heir al �!' temporary g to insure M 9 coil T o c and at IU o c respectively unless braced throughout their length by .,'q' n iM reapsmibrlay of me erector Addeonal permanent Mating of conhnuous sheathing such as plywood sheething(TCl and/or drywall(BCI pA U L a� DATE: 7/21/2015 me overall structure is the responslbrlay of me building designer 3.2s Impact bridging or lateral bracing required where shown.. SEQ.: K13],4932 4 No bad should be applied to any component until alter all bracing and 4 Installation of buss is the reaponsibdoy of the respective contractor fasteners r compete a.at no time should any bads greater than 5 Design re to be used in a iron-corrosive environment. TRANS ID' LINK design loads be app.to any component and are to"dry cow o0 of use no for me 6 Design assumes fu bearing al all suppods shown Shim or wedge it 5 CompuTrua has no control over and assumes abrcatron andng shipment and inalallehdn Or components ass" EXPIRES: 12/31/2016 7 Design assumes adequate drainage is provided July 21,2015 6 This design is furnished subject to me limitations set forth by 6 plates shall be located on both laces of truss and paced so their center TRIMRCA in SCSI,copes of which unit be furnished upon request lines corrode sly joint center lines 9 Dgas indicate size of plate in inches MiTek USA.Inc/CompuTrus Software 7.6.7-SP2(1 L)-E 10 For basic connector pate design yalues see ESR-l31l ESR-1988(MiTee) i 'I • a , I_ I This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2-10=(-252) 1720 3-10=( -235) 192 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2093) 427 10-11=(-178) 1403 10- 4=( -60) 508 WEBS: 2x4 KDDF STAND 3- 4=(-1916) 476 11-12=(-145) 1144 4-11=( -613) 273 LOADING 4- 5=(-1418) 473 12-13=(-282) 2072 11- 5=( -198) 326 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1809) 515 13- 8=(-586) 3073 5-12=( -232) 1191 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3337) 621 12- 6=(-1436) 391 TOTAL LOAD = 42.0 PSF 7- 8=(-3666) 745 6-13-( -256) 1937 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 63 13- 7=( -249) 236 LL - 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED 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" -260/ 1542V -286/ 286H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -260/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacipg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1i- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1i- 0.0" Allowed = 0.133" MAX LL DEFL = -0.202" @ 24'- 6.5" Allowed = 1.654" MAX TL CREEP DEFL = -0.400" @ 24'- 6.5" Allowed = 2.206" 17-00 17-00 MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 1 1 1 7-00-03 9-11-13 6-03-19 { 8-08-02 MAX HORIZ. LL DEFL = 0.138" @ 33'- 6.5" 1 5-11-04 15-06-06 5-06-06 1 5-06-06 5-06-06 5-11-03 1 MAX HORIZ. TL DEFL = 0.227" @ 33'- 6.5" 1 1 1 1 1 1 1 Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 8.00 M-4x6 Q 8.00 Wind: 140 mph, h=24.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 9.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 .h( load duration factor-1.6, !�\ Truss designed for wind loads in the plane of the truss only. M-3x9 111111nr-5x6 9 aM-3x5(S) M-3x5(5) M-1.5x3 -1.5x3 3 Fa- 13 M-7x8 2 M-3x8 o �M -9x9 0 o 10 i3 1 M-3x5 M-3x9 M-5x6 0 0 .. 4.00 4.00 C .. 12 12 y 7-11-11 y 7-06-13 y 4-06 y 9-06 y 9-05-08 1 �� D PROF�c�,s l l l l l 0 c ' LNG I N MFR /�2 1-00 15-06-08 9-00 9-05-08 1-00 l 1 9 34-00 (Z- 89782PE r JOB NAME : PLAN 2545- 3 CAR EL B - H3 ,r Scale: 0.1601 'vim, WARNINGS: GENERAL NOTES, unless otherwise noted / CO I Burbler and erectnn contractor should be advised of all General Notes 1.This design is based only upon the parameters Mown and is for an individual y OREGON Truss: H3 and warnings before mnmrucuon commences building component APPlicablity of design parameters and proper 74// 2� /�s- 2 ba compression web branrg must be installed where shown• kxorporabon or component is the responsdliry of the building designer. (/ f 3 Additional temporary bracing 10 insure Ma belay during mnstr section 2 Design assumes IM lop and bottom chords to be laterally braced at 1,9/- 4 R Y 1:.1' n the responsblity or me erector Addtional permanent baling 01 7 o c and at tl7 o c respectively unless brand throughout their length by 'I \� DATE: 7/21/2015 the overall structure is the re nubnn of mnmpact sheathing stunt baongreuiredweresown drywalkBCl -1 PA 1 1L a spo Y o rg designer 3 Di Impact brdgirg or lateral bracing requires wnera shown.. �'1 ll S E Kl 31 4 93 3 4 No load should he applied to any component until after all bracing and 4 Instalabon of truss is the responsbnily of tM reape(.tive contractor 4 fasteners are complete and at no time Mould any bads greater than 5 Design assumes trusses are to be used in a inn-corrosive environment, TRANS ID• LINK design loads beappbedtoanyComponent and are for condition use 5.CompuTrus has no central over and assumes no reslaonebliry b,the 6 Design assumes lull bearing at all supports Mown Sham or wedge i/ hbricetbn.handling.shipment and Installation of components necessary EXPIRES: 12/31/2016 7.Design assumes adequate drainage is provided July 21,2015 6.The design m Furnished subject to the limitations set forth by 8 Plates shall be located on both laces of truss and placed so their center TPIM?CA in SCSI copies of which will be furnished upon request lines coincide wall loin center lines 9 Digits indicate sae 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)