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Plans (80) 7t C 7` / 5- 67 Il ' 7 7 5w 1(-5,r,JaavC 50'-0" r12'-0' I 10'-0" I 10'-6" I 17'-6" 1 ASJ1 _, / a 6:12 / ASJ1 Q , ASJ g:1 , 0 1 ASJ2 4' 11 • 0. • / 0 0 / / �e 0 `0 /A 9 t v / iA A 8 -/ /' A 3 t 4 �P B / • ■ 4 M ■ 3 B 3 3 9 3 I 3 3 3 3 dI MM co, . i s • • 9:12 • Q1 - ,_, "' El�J ,98 N 12'-0" 11'-5' I8'-1" ( 11'-6" I 71-0" 50'-0 • ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS JT SMITH 06/29/15 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND PROJECT TITLE: REVISION-1: ENGINEERED STRUCTURAL 17504-JT SMITH-PLAN 2523-ELEV B DRAWINGS GINEER FURTHEpailili 11.R umber INFORMATION.BUILDING DE DRAWINGS FOR AL OF RECORD PLAN: DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 2523 / B CHECKED BY' DESIGNER/ENGINEER OF RECORD TO & TRUSS REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. UPPER 0_ ti Roseburg9:25am ''"1""'L.uu,p:up 1 of 1 CS Beam 4.12.3.5 kmBeamEnginc 4.12.5.1 Materials Database 1518 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 T Ir / / 16 10 0 O 0 16 10 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall Steel N/A 1.750" 589# -- 2 16'10.000" Wall Steel N/A 1.750" 589# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 453#(340p1f) 136#(102p1f) 2 453#(340p1f) 136#(102p1f) Design spans 16'11.750" " Product: 11 7/8" RFPI-400 16.0" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2499.# 4315.# 57% 8.42' Total Load D+L Shear 589.# 1480.# 39% 0' Total Load D+L TL Deflection 0.3613" 0.8490" L/563 8.42' Total Load D+L LL Deflection 0.2780" 0.4245" L/733 8.42' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER Strong-Tie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet The design BEAV E 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 I 3 Re: 17504- JT SMITH- PLAN 2523- 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: K1314967 thru K1314980 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. P R OF 6-.0 Fs �c?�5 NGINEF9 s/C! 89782PE < 9 OREGON o �4 y \<eQ' MAUL R 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 This design prepared from computer input by • ' a e JP LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 68 2-9=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-81) 31 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -77/ 316V -12/ 53H 5.50" 0.51 KDDF ( 625) 1'- 2.9" -50/ 20V 0/ OH 1.50" 0.03 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -29/ 26V 0/ OH 5.50" 0.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICQND, 2: Design checked for net(-5 oaf) uplift at 24 "oc soacihg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 1-03-10 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" f f MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.012" MAX BC PANEL LL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" 12 MAX BC PANEL TL DEFL = -0.000" @ 1'- 4.0" Allowed = 0.072" 9.00 17MAX HORIZ. LL DEFL = -0.000" @ 1'- 2.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 2.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 -i Truss designed for wind loads in the plane of the truss only. O 111H-- ME:M09 l M-3x4 l , y 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,3,4 ���Eo P R 0FFss ��� �tJG I N EFPE/I /O�444 �r :9782 JOB NAME : PLAN 2523 ELEV B - ASJ1 /---!`�� Scale: 0.7478 Tr - WARNINGS: GENERAL NOTES, uNesa otherwise noted' (/ 10 1.Builder and erection contractor should be advised of at General Notes 1.This design b based only upon the parameters shown and is for an individual i' OREGON Truss: ASJ1 and Warnings before construcbon commences. building component Apgiab,liy of designparameters andproper 2.2x4 compression web bracing must be installed where shown�. incorporation of component i•the responsibility o/the budding 'post. O 3.Additional temporary bracing b insure stability during construction 2.Design assumes the top and bottom chords b be laterally broad at '9,4 �q R y A6,2 Q� b the responsibility of the erecter.AddNonal pemenen bracing of 7 o.c.and at 10'e.o.c.rood,asvsly robes brach throughout third:length by /r- DATE: 7/21/2015 tee ovsrol structure b the rseponaibif stn.building 20continuousn,p sheathing such ring replywood ere min,.'.s ardor eyw.lyec>. 1 dY ng designer. 3.2x Unpack bddprg or lateral bracing required where shown++ �°A U L R SEQ. : K1314 9 6 7 e.No bad shoed be applied b any component until after all brsdng and I.Installation of truss is the responsibility of the respective contractor. fasteners an complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, and are for'dry condition'of use. TRANS ID: LINK desCon sTrload•a•pp.db°^yandasao B.Design assumes fulbearing atall su parte shown.Shhimorwedge d EXPIRES: 12/31/2016 N CarpuTrus hes no control over and assure ne responsibility for me Indication,heading.sNpnen and vetalabon of anponents. Design^ese. 8.This design is famished subject to t e limitations est forth by 8.P shell be located on m`m�is provided. Et placed so their center July 21,2015 TPINVTCA in BCS(,copies of which will be fumehed upon mimed. lines coincide with joint anter lines. 9.Digits indicate size of pate in inches. MiTek USA,InciCompuTrus Software 7.6.7-SP2(OL)-E 10.For bean connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by ' , . . ' JP a LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. 2-3=(-66) 43 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 BERING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -57/ 308V -23/ 80H 5.50" 0.49 KDDF ( 625) 1'- 9.2" -27/ 27V 0/ OH 5.50" 0.04 KDDF ( 625) • 12 LL = 25 PSF Ground Snow (Pg) 2'- 7.6" -32/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) 9.00 V 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 oaf) uplift at 24 "oc soaci.hg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 1'- 6.2" Allowed = 0.178" 3 -I MAX TC PANEL TL DEFL = 0.004" @ 1'- 6.2" Allowed = 0.267" MAX HORIZ. LL DEFL = -0.000" @ 2'- 6.9" MAX HORIZ. TL DEFL = -0.000" @ 2'- 6.9" 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 00 cl 0 f c I f2 111110...- 114► 1 M-3x4 y 1-00 y 'PROVIDE FULL BEARING;Jts:2,4,3 y 0-07-10 y rr�wC;\ G N EFS`dip 89782PE 1--- JOB 'JOB NAME : PLAN 2523 ELEV B - ASJ2 - Scale: 0.9581 _/ WARNINGS: GENERAL NOTES, odes.oterwte noted'. / 1.Budder and erection contractor should be advised of at General Note 1.This design t based only upon the parameters shown and is for an individual y OREGON ... Truss: ASJ2 and Warnings before constitution commences. building component.Applicability of design parameters and proper 'j/ O Nr 2.2s4 compression web bracing must be installed where shown+. irowpwation of component is the reaponelbiliry of the buildup designer. �J� �0 ' P 3.Additional temporary tinning to inure stability during conshoslon 2 Design assumes the twig and bottom chords b d literally braced at 1 'ly :7 j_` N the rseponsibddy of the erector.Additional pemaard bracing of 7 o.c and at 10'on.respectively unless braced throughout their length by V DATE: 7/21/2015 the went Mixture is she responsibility of to building designer. 3 continuous0Impatndg,ngsheator such as acing reodquired sheathing(TC)sown cr drrw•nll3cl. pA U L ir �\ Imbed bridging or lateral bracing raghrted where shown++ SEQ. : K 1314 9 6 8 4.No bad should be applied b any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are b be used in a noncorrosive environment. TRANS ID: LINK design bads be applied to any component and an for*dry condition'of use. 5. over and asses mno responsibility for e.Design assumes MI bearing at all support shown.Shim or wedge t Co puTrus has no control o EXPIRES: /2016 fabrication.tuning.shipment and installation of components This 7.Design haemes adequate drainage t provided. 6.Tw July 21,2015 design t furnished subject to the limitations set form by e.Plates shell be bated on both faces of buss,and aced so their anter TPINVICA in SCSI,copies of which will be furnished upon request. lines coincide with joint anter fes. S Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.8.7SP2(1L)-E 10.For basic connector pts design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 76 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-67) 91 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -73/ 409V -10/ 68H 5.50" 0.65 KDDF ( 625) 2'- 11.0" -66/ 83V 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 0.0" 0/ 45V 0/ OH 5.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc sacci g. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX BC PANEL LL DEFL = 0.011" @ 2'- 3.6" Allowed = 0.209" 2-11-12 MAX BC PANEL TL DEFL = -0.011" @ 2'- 5.5" Allowed = 0.272" I I MAX BC PANEL TL DEFL = -0.001" @ 3'- 3.0" Allowed = 0.272" 12 MAX HORIZ. LL DEFL = -0.000" @ 2'- 11.0" MAX HORIZ. TL DEFL = -0.000" @ 2'- 11.0" 6.00 17' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 co 0 0 0 / D 2►� 0E2' -r 1 M-3x9 l l 1 1-06 5-00 'PROVIDE FULL BEARING;Jts:2,3,4 ��• P R OFFss ��\� <c" -7/O20r /89782PE JOB NAME : PLAN 2523 ELEV B - AJ1 �: . Scale: 0.6791 V Mil, WARNINGS: GENERAL NOTES, unless oth.nese noted'. 1.Budder and erection contractor should be advised of al General Notes 1.This design is based only upon the pan...shown and is for an individual y OREGON �``' Truss: AJ1 and Wamings Wore consbuceon commences. budding component.Applicability of design parameters and proper -V/, r,0 Q' 2.2c4 compression web bracing must W imbibed when shown+. incorporation of component is the responsibility of the building designer. 3./the temporary bracing to insure stability during conatnction 2.Design assumes the rap and bottom as.choten m be laterally braced at �n R Y ` �<<"' le tide rssponsibil59 of the erector.Additional immanent bracing of 2.O.titin and at ID etc.respectively unless braced throughout their length by ,T A DATE: 7/21/2015 5n.ovenl ebudun is me responsibility of tie budding de continuous Nestling such as plywood re sheathing(TC)aote.laandlor tlrywall(BC,. - AUL r\ signer. 3.2z Impact bridging or lateral bracing requked Whale shown++ SEQ. : K1314 9 7 0 4.No bad should be applied to any component until after all bncirg and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no bine should any bads greater than 5.Design assumes busses are to W used in a noncorrosive environment, TRANS ID: LINK design keds be applied to any component. and are for"dry condition'of use. 5.CompuTn.has no control over and assures no responsibility for 6e 6.Design assumes full ba.ring.t all opposite shown.Stam or wedge d EXPIRES: 12/31/2016 fabriuBon.handling,slspr ent and installation of components. neaawrygn ssu 6.This design is furnished subject to the lmitetions sit forth by 8.PPlatess shell be loca ted on bote th ace of provided. 6. placed so their center July 21,2015 TPIMVTCA in SCSI,copies of which will be(unbend upon request. lines coincide with pint center lines. 9.Digits indicate size of plate in inches. MiTek USA,InclCompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ' This design prepared from computer input by , JP ' LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-89) 40 TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) li OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -72/ 946V -17/ 96H 5.50" 0.71 KDDF ( 625) 4'- 9.2" 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) I LL = 25 PSF Ground Snow (Pg) 5'- 0.0" -55/ 131V 0/ OH 1.50" 0.21 KDDF ( 625) • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL • REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci}lg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" 6.00 MAX TC PANEL LL DEFL = 0.042" @ 3'- 0.4" Allowed = 0.328" MAX TC PANEL TL DEFL = -0.039" @ 2'- 10.4" Allowed = 0.492" 3 -/ MAX HORIZ. LL DEFL = -0.000" @ 4'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 4'- 11.2" Design conforms to main windforce-resisting 15 system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. 0 (V O /- ,-I c 0 o 2��I 4��lil 1 M-3x4 1 l l 1-06 5-00 (PROVIDE FULL BEARING;Jts:2,4,3 �C'�5 ANG 9 I N E /01, 8.782PE r JOB NAME : PLAN 2523 ELEV B - AJ2 % /` Scale: 0.7166 •/ WARNINGS: GENERAL NOTES, edeas othenvis.noted: V ^4!) 1.Builder and erection contractor should be advised of al Genera Notes 1.This deeign is based only upon the parameter.shovn,and is for an individual y , OREGON 2 Truss: AJ2 and Warnings before construction commences. building component.Appliability of design parameters and proper /li Q QQ" 2.2r4 compression web bracing must be Installed where shown♦, incorporation of component is the responsibility of the building designer. �� kl A `, 3.Additor.l tempoery bracing to insure stability during mretruction 2.Design assumes the top and bottom donde to be leterolly broad et 'liiy :J <j_ b the reepahsibilily of the erecter.Additional permanent bracing of 7 Data and at 10 Data respectively unless broad throughout their b by A V DATE: 7/21/2015 the Dong structure b the responsibility continuous sheathing such as plywood sheathirg(TC)and/or drywall(BC). A U L r\ aponsibiiity of the building designer. a a<Impact bridging or lateral bracing required where shown.. SEQ. : K 1314 9 71 4.No load should be applied to any component until alar all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes tosses are to be used in a noncorrosive environment. TRANS I D: LINK design lads be applied to rely component 6. and are br oras condition'bearin g at ail supports shown.Shim or wedge d 5.CarpuTnehesnom,troloverandaseraneenresponsibilityfonte EXPIRES: 12/31/2016 necessary. fabrication,henakg,shipment and installation of cenpwrords. 7.Design same'adequate drainage is provided. July 21,201 5 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both hoes of buss,and placed so their center TPI,WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 8.Digits indicate size of Mete in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector Mate design value.we ESR-1311,ESR-1988(Mitek) This design prepared from computer input by JP LUMBER SPECIFICATIONS 11-05-00 GIRDER SUPPORTING 37-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2-(-5534) 1212 1-4=(-1028) 4892 4-2=(-994) 4694 BC: 2x8 KDDF #16BTR 2-3=(-5534) 1212 4-3=(-1028) 4842 WEBS: 2x4 KDDF STUD LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <- 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 11'- 5.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 443.8)+DL( 321.8)= 765.5 PLF 0'- 0.0" TO 11'- 5.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) �� 0'- 0.0" -1053/ 4735V -48/ 488 5.50" 7.58 KDDF ( 625) ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 5.0" -1053/ 4735V 0/ OH 5.50" 7.58 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. nails staggered: \AVI 9" oc in 1 row(s) throughout 2x9 top chords, 'COND. 2: Design checked for net(-5 pot) uplift at 24 "oc soacih9- /X\/X\ BOTTOM CHORD CHECKED FOR DOPSF LIVE LOAD. TOP 6" oc in 2 row(s) throughout 2x8 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = -0.091" @ 5'- 8.5" Allowed = 0.525" MAX TL CREEP DEFL = -0.084" @ 5'- 8.5" Allowed = 0.700" MAX HORIZ. LL DEFL = 0.009" @ 10'- 11.5" MAX HORIZ. TL DEFL = 0.016" @ 10'- 11.5" Design conforms to main windforce-resisting 5-08-08 5-08-08 system and components and cladding criteria. T T f 12 12 Wind: 190 mph, h=20.6ft, TCDL-4.2,BCDL-6,0, ASCE 7-10, 6.00 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-4x6 Truss designed for wind loads in the plane of the truss only. 4.0" 2 ¢-,( ON% 111111 M-6x16 M-6x16 -A1110/411 I .401° .111111..11111 a I 1�. 4 ��i I 0 0 M-3x5 M-4x12 M-3x5 i' y y 5-08-08 5-08-08 l l 11-05 ���!p PRQp4 ��5 �cNGINEF9 /029. 89782PE JOB NAME : PLAN 2523 ELEV B - D2 Scale: 0.5131 i:/ WARNINGGENERAL NOTES, unless otherwise noted: !./ / S: 1.Builder and erection contractor should be advised of at General Notes 1.This design is Weed only upon the parameters shown and 4 for an Individual 9 OREGON �' Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper o 2.gra compression web bracing must W installed wh.r.shown+. .Design assumes the top and bottom horde to be laterally broad at 7� 'l 2incorporation of component is reeponaibresponsibility of the buildup designer. ��J �^R Y G,2 1 QT 3.Additional temporary bracing to ainsure stability during construction J `l� ir is the responsibility of the erecter Additional pemnnent bracing of 7 o.c.and at 10 o.c.respectively unless braced throughout tireir length by continuous sheathing such as ply„aod sheathing(TC)and/or drywall(BC). Pq U L Ck\ DATE: 7/21/2015 h.°wrap*whirs is the responsibility of the building designer. 3.ar Impact bddarp or littoral b gong required weer.shown++ SEQ. : 1<1314972 4.No load should be applied to any component until afar all bilking and 4.Inebllaton of truss is the responsibility of the respective contactor. fasteners are complete end at no time should any loads greater than 5.Design assumes tosses are to be used in•noncorrosive environment, TRANS I D: LINK design loads be applied m any component and are for ary condition"m use. 5.ConpuTrw has no control over and assumes no responsibility for the B.Design assumes"'bearing at all supports Mown.Bhirn°r wedge H EXPIRES: 12/31/2016 nsaeeeary. mbnaWn,handling,shipment end installation of anorthby. 7_D„ign.esamescatedoadequate drainage is provided. July 21,2015 S.This design is furnished subject to the limitations wt forth by S.Plates shall W bated on boar Noes of trues,and 9aoad so their anter TPINJTCA in SCSI.wpbs of which will be furnished upon request. Ines coincide with joint anter linea. MiTek USA,Inc/CompuTrus Software 7.6.7-SP2(1 L)-E 10.�sic indica* as of leis n isles. pleb design wires aN ESR-1311,ESR-1988(MTep This design prepared from computer input by , ' JP • LUMBER SPECIFICATIONS TRUSS SPAN 11'- 5.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci g. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <- 12"OC. UON. LOADING Wind: 140 mph, h=20.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIF (All Heights), Enclosed, Cat-2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. Refer or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-08-08 5-08-08 T 1' 1' 12 12 6.00 IIM-4x4 Q 6.00 3 2 ' M1 ////////////////////////////////////////////////////////////////////////////////////////// s O M-3x4 M-3x4 y l 1' l 1-00 11-05 1-00 PR QFes ' F.` - ��' NGINEFS/ �R2C� � `� 89782PE -r JOB NAME : PLAN 2523 ELEV B - D1 �G% Scale: 0.6166 V _ WARNINGS: GENERAL NOTES, unless otherwisersted: v 1.Binder and erection contractor should be advised of all General Notes 1.This design b based only upon the parameters shown and is for an individual 9 OREGON Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters end proper 2 O Q' 2 2x4 compression web bracing must be installed where shown�. incorporation to component is the responsibility of the building designer. �� lJ/f `Ry ,f/ <(5"- 3. A 3.Add'Nonal temporary booing Oa insure stability during construction 2.Design assumes the top and bottom unlchoess b,to be laterally braced at '1 b the responsibility of the cretin.Additional permanent bracing of o do and at 10 o.c.respectively intoes braced throughout their II)B by it \J DATE: 7/21/2015 Ihaowmi.traducebb.raeporieibiiryorBsborer ds con0nioiaodglrg"glord,lbarngas od«nedn.fr(Tc)andforerywan(ec). 1 p^U L M signer. 3.2x Impact bridging or lateral bracing required afiere shown.. �`I SEQ. : K1314 9 7 3 4.No load should be applied to any eomponeM until abler all bracing and 4 Installation of buss is the reeponsibiity of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D' LINK cicalas loads be applied to any component. and are for"dry condition'of use. 5.ConpuTns has no control over and arum.no responsibility for B,. 6.D..ign assumes tail baring at all supports shown.Stam or wedge 8 EXPIRES: 12/31/2016 necessary, fabriaBon.handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 21,201 5 6.This th design is furnished subject to e limitations set forth by 8.Plates shall be located on both faces of Dues.and placed so thew center TPI/WTCA in BCSI,copies of Which will be furnished upon request. lines ooindde with pint center lines. 9.Digits indicate size of plate in inches. WI*USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For been connector plate design values see ESR-13t1,ESR-1988(Mask) This design prepared from computer input by . JP LUMBER SPECIFICATIONS 11-06-00 GIRDER SUPPORTING 37-06-00 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2-(-5584) 1229 1-4=(-1038) 9886 9-2=(-1004) 4736 BC: 2x8 KDDF #16BTR 2-3=(-5584) 1224 9-3=(-1038) 4886 WEBS: 2x9 KDDF STUD LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 11'- 6.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 493.8)+DL( 321.8)= 765.5 PLF 0'- 0.0" TO 11'- 6.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1060/ 9770V -48/ 48H 5.50" 7.63 KDDF ( 625) J'- ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 6.0" -1060/ 9770V 0/ OH 5.50" 7.63 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. nails staggered: O 0 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP �C' ND 2: Deaf an chcrked for net(-5 psf) irolift at 24 "oc soaci g. )Y�Y\\ 6" oc in 2 row(s) throughout 2x8 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 V 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = -0.092" @ 5'- 9.0" Allowed = 0.529" MAX TL CREEP DEFL = -0.086" @ 5'- 9.0" Allowed = 0.706" MAX HORIZ. LL DEFL = 0.009" @ 11'- 0.5" 5-09 5-09 MAX HORIZ. TL DEFL = 0.016" @ 11'- 0.5" f 1' ' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 Q 6.00 M-4x6 Wind: 140 mph, h-20.6ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 24.0" Truss designed for wind loads �� in the plane of the truss only. 11=1%11141%0140004444 M-6x16 M-6x16 ill 44. Aillgg ISI �� 0 ® �® I 1 0.E.04 9 o O M-3x5 M-4x12 M-3x5 y l 1 5-09 5-09 b l 11-06 PROFFsd�� -� -� c\ 2_, L-4, � JOB NAME : PLAN 2523 ELEV B - E3 `�/ t1 Scale: 0.5460 WARNINGS: GENERAL NOTES, unessotsrwise noted: ('..174, / ^� 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an individual -9 OREGON (�. Truss: E3 and Warnings before corntrutioncomeow building component.Applicability of design parameters and proper (//, AO ^[ 2.2s4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the buildup designer. .1/3) A/ C/q R y - 6 \U 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top and bosom horde to be laterally braced at 1 is the responsibility of the erecter.Additional pemaneM bracing M 7 o.c.and at 1d o.c.respectively unbar.braced throughout Mev length by continuous sheathing such as plywood sheathing(TC)and/or drrwanBC). P^U L r` DATE: 7/21/2015 the overall swrn,re is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ �1 S E K 1314 9 7 4 4.No bad should be applied to any component until after all braving and 4.Installation of truss is the responsibility of the respective contractor. Q' ' fasteners are complete and at no ane should any bads greater Man S.Design assumes fusses are to be used in a non-corrosive environment, TRANS ID: LINK design loadswapplied to any component. 6 aDess�gn.sumesfullbaringatonsupportsshown.Shenorwedgeif S CompuTrua has no control over and assures no responsibility forth. ne�.ea,ry. EXPIRES: 12/31/2016 fabrication.handling.shipment and inatelatien of components. 7.Design assumes adequate drainage is provided. 6. July 21,2015 This design is furnished subject to the MuM e limitations set forth by 6.Plates shall be located on both faces of Miss,and placed so their center TPIM/1CA in SCSI,copes of which will be fumiahed upon request. lines coincide with joint center lines. 9.Digits indicate sire of plate in inches. MiTek USA,InciCompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector piste design wlues see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by • • • JP LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: l mph, h=20.6ft, osed .at.2, EASCE RS(D DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor-1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Gable end truss on continuous LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIALbearingwall REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer or equal typical at stud verticals. 004. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-09 5-09 T T T 12 12 6.00 p I I M-4x9 Q 6.00 3 11 no Oli c O ��� ///////1���������������������������������� /////1/////I/////f////////////////////// // 0 0 M-3x4 M-3x4 y y l l 1-00 11-06 1-00 ROF '�� G.P EFq s> 2v 89782PE r-- JOB JOB NAME : PLAN 2523 ELEV B - El G% Scale: 0.6132 V - WARNINGS: GENERAL NOTES, unless otherwise noted: V 40 1.Builder and erection cordredor should be advised of all General Notes 1.This deapn is based only upon the peranMers shown end is for an individual -yam OREGON X o Q' Truss: El and Warnings before consbuclion commences. building component.Applicability of design parameters and proper & L 2.204 compression web bracing must be imbued where shown«, inppgwraeon of component is the responsibility of the building designer. 'IAN( 1 3.Addiborsl temporary bracing to imus stability during conwuTon q. 2.Design assumes the top and bottomchordsb be laterally booed et 1 • �� le We responsibility of the erector AddNorel permanent bndng of 2'o.c.and st 1G sc.respectively unless booed throughout their length by ir.DATE: 7/21/2015 the overall ebuTae is the responsibility of the buildingde continuous Impact or atcir as dog re eheatlso) wn ar aryw.u(Bc). �J/h �� designer. 3.ar Impecl bedpng or labial bracing required where shown a a �'1 SEQ. : K1314 9 7 6 4.No bad should be applied to any component until alter all bodrg and 4.Installation or bus's the responsibility of the respective contractor. fasteners are complete and at no bine should any baa greater than 5.Design assumes busees are b be used in a non-corrosive environment. TRANS I D: LINK design band are for'dry condition'of use. bads a applied b my conpw•M. H.Design assumes full bearing at all supports dawn.Shim or wedge if 5.Noahasmamoloversodawanesnorwppodbibtyfortia as wry. EXPIRES: 12/31/2016 bbroEon.handling.shipment end imbibition of oomponenb. 7.Design assumes adequate drainage is provided. July 21,2015 S.This design is furnished subject to the limitations set forth by B.Plates shall be bated on both faces of trust uend placed s a their nter TPINVECA in BCSI,copies of which will be furnished upon request. lie.coincide with joint center lines. MiTek USA,Inc/CompuTrus Software 7.6.7-SP2 1L-E 0 For b indicate cn ect r pate n inches. ( ) 10.For basic connector piste design wires see ESR-1311,ESR-1838(MTek) • This design prepared from computer input by • • JP • LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 50 2-6=(-22) 920 6-3=(0) 261 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-562) 110 6-9=(-22) 920 WEBS: 2x9 KDDF STAND 3-4-(-562) 110 LOADING 4-5=( 0) 50 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -98/ 597V -58/ 58H 5.50" 0.96 KDDF ( 625) 11'- 6.0" -98/ 597V 0/ OH 5.50" 0.96 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL • REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci g. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 12'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 12'- 6.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.018" @ 3'- 3.7" Allowed = 0.377" MAX TC PANEL TL DEFL = 0.064" @ 3'- 1.2" Allowed = 0.566" MAX HORIZ. LL DEFL = 0.003" @ 11'- 0.5" MAX HORIZ. TL DEFL = 0.006" @ 11'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. 5-09 5-09 ,r Wind: 1(A40 lmph,Heights)),6Enclosed,ft, 9 Cat.2, Exp.B,ASCE lMWFRS(Dir), 12 12 load duration factor=l.6, 6.00 11M-4x4 Q 6.00 Truss designed for wind loads 4 o in the plane of the truss only. 3 �� _I y 1.1 tees (n i L © , ii I rn o f 1 2 6 L5425 I I M-3x4 M-1.5x3 M-3x4 y l y 5-09 5-09 y 1 0o y 11-06 y 1-00 y \�'\<<" - N FF`SS/O 9 ..0..v 89782PE r JOB NAME : PLAN 2523 ELEV B - E2 4,,1 '/)\ Scale: 0.9382 WARNINGS: GENERAL NOTES, unless otherwise noted'. V ^<0 I.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and is for an individual 'V OREGON Truss: E 2 and Wamings before construction mmnanas. building component Applicability of design parameters and proper -y� (LD �' 2.244 compression web bracing newt be installed where shown+. incorporation of component is the responebility of be building designer. •9,(� q R Y 15' 3.Additional temporary bracing to insure etadlW during comm¢tion 2.S oar assumes 0e fop and bottom dards to M laterally bead at ,7 _`� r 8e responsibility of Uta erectile.Additional panmaront deicing of 7 a.a and at 1G o.c.respectively unless braced throughout Cher all)B by v DATE: 7/21/2015 tie oven!ammere is me responeibiity of the buildingda continuo.bleating sad'as acing requirede iwhere r s Smote drywan(ec). p/f 1 �\-...1 designer 3.2,Impact bddprg«larrel bracing where shown++ PAUL S E K 1314 9 7 5 4.No mad should be applied to any component until after all bracing and 4.Inetellebon of truss is the responsibility of the respective contractor. 4 fasteners are complete and at no titin should any mads greater than 5.Design assumes burs are to be used in a noncorrosive environment TRANS I D: LINK as.gra loads he applied o eny component 6.alesign assumes for'dry oee l supports shown.Shim or wedge if 5.G«mgtleas has no control over and assumes no responsibility for the n,a„.ry EXPIRES: 12/31/2016 tabnintion,handling.shipment and installation manpon.nts. 7.Design assumes adequate drainage is provided. July 2 ,2015 6.This design is furnished subject to the limitations set forth by e.Plates shall be located a ted on both faces of Mies,and placed so theirnter TPI)WTCA in SCSI,copies of whir will be furnished upon requestlines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,InclCompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) • This design prepared from computer input by ' , JP LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1dBTR 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: 190 mph, h=23.9ft, 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 = 92.0 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 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 18-09 18-09 1 T T 9-09-11 8-11-05 8-11-05 9-09-11 T T T .( T 12 IIM-4x4 12 6.00 [7 3 Q 6.00 M-3x5(S) M-3x5(S) .. 4 r1 2 _do • 1 `� v 6 1M-3x5(S) o 0 M-3x4 M-3x4 y 18-09 y 18-09 ����E GINE()FR. 1-00 37-06 2 89782PE 9r JOB NAME : PLAN 2523 ELEV B - G1 Scale: 0.2289 r �G% - WARNINGS: GENERAL NOTES, unless°berwiss noted: V 40 1.Builder and erecfon contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 11,1, OREGON o. Truss: G1 and Warnings before construction commences. building component Appliablity of design preamble and proper /I 2.204 compression web bracing must be installed where shown.. ryoratron of component r the responsibility ohne buildup designer. "1/) V A^ G 3.Additronal temporary bracing to insure stability during construction 2.Design seethes the fop arrd bottom derma to be laterally braced at 7 �l/`� :J r the responsibility of be erecbr.Additrorsl permanent est bnoirg of �o.c.and at 12 0.4 respectively cod.esse braced throughout their length by /1 V DATE: 7/21/2015 ere owrel structure is the responsibility of the budding designer. 3.Zr sheathing Warm as eniplyng re aired where s cm.and0 d yw"II(BC). A�1 U L �\ M Impact bridging or rrrel brecirrg required where shown.. SEQ. : K 13 14 9 7 7 4.No rad should be applied to any component until after all bracing and 4.Installation Iletlon of truss i the responsibility ^ respect.,contractor. testers are complete and at no time should any rads greeter than Design assumes trusses to be used • TRANS ID: LINK denloadsbeappliedtoenyco pones and.err dnoondtrn otos.. w assumes s.Deeig s.CompuTrus has no control over and assumes no responsibility forme r' full bearing at all supporta shown.shin or wedge n EXPIRES: 12/31/2016 mammy. fabrication.handling.shipment and installation of components. 6.This de fwni.hed sub' to the limitations set forth byT.Design halassumes e 'd°d on othfo.,nage of trues.providn d July 21,2015 spm r lett B.Plebs shall be hoard on born rtes buss,and aced oro Inti center TPIMYICA in SCSI,copies of which will be furnished upon request. lines coincide with joint anter lines. S.Digitsradar ecce of plat inches. MiTek USA,Inc/CompuTrus Software 7.6.7-SP2 1L-E 10.For baste connector pier design whass w ESR-1311,ESR-1988(MTap • e e This design prepared from computer Input by ' JP ' LUMBER SPECIFICATIONS TRUSS SPAN 37'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 9=(-449) 2399 3- 9=(-292) 196 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2776) 565 9-10=(-308) 1988 9- 4=( -17) 520 WEBS: 2x9 KDDF STAND 3- 4=(-2512) 536 10-11=(-291) 1961 4-10=(-728) 256 LOADING 4- 5=(-1763) 476 11- 8=(-453) 2282 10- 5=(-255) 1166 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1763) 483 10- 6=(-711) 246 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2430) 541 6-11=( -16) 447 TOTAL LOAD = 42.0 PSF 7- 8=(-2699) 590 11- 7=(-247) 212 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -263/ 1682V -201/ 208H 5.50" 2.69 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 37'- 3.0" -221/ 1564V 0/ OH 5.50" 2.50 KDDF ( 625) ICOND. 2: Desian checked for net(-5 osf) uplift at 24 "oc soacillg. 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 = -0.136" @ 18'- 9.0" Allowed = 1.817" MAX TL CREEP DEFL = -0.276" @ 18'- 9.0" Allowed = 2.422" MAX HORIZ. LL DEFL = 0.060" @ 36'- 9.5" MAX HORIZ. TL DEFL = 0.099" @ 36'- 9.5" Design conforms to main windforce-resisting system and components and cladding criteria. 18-09 18-06 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-07-05 6-00-13 6-00-13 6-00-13 6-00-13 6-04-05 load duration factor=1.6, Truss f 'l' '' 'l 1 1 f inthe dplane ef oftheor wtrussind oonly. 12 12 6.00 M-4x6 Q 6.00 4.0" . M-5x6(S) ( I% M-5x6(5) 3.1" 0.25" 0.25" 4 v w 4 +9 M-1.5x3 M-1.5x3 + +. co lel rn 1 .7 Y M ,!. 1 O 2 9 11 `*8 O I M-3x6 M-3x4 a•25rr M-3x4 M-3x6 0 M-5x8(5) ��0p PR OFFS .6 l l y l � GINE S/ J, l 9-07-12 9-01-04 8-05-15 10-00-01 y �;co'• �N F19 0� 1-00 37-03 :9782PE -9r JOB NAME : PLAN 2523 ELEV B - G2 4`_,-- Z Scale: 0.1830 WARNINGS: GENERAL NOTES, unless otherwise noted: Ilir (.� _J 1.Builder and erection Gianni :tor should be whined of al General Notes 1.This dean A based only uponparameters shown and is for an in,iduvl -9 OREGON '.. Truss: G2 and Warnings before construction commences. building component Applicability of design parameters and proper -1i (IC) �T 2.2o4 compression web bracing must be installed where stow„.. inmmoromn of component is the reeponedldy or the bidding designer. .9 �/q 3.Additional temporary bracing to inane stability during oonemlraon 2.Design assumes ite top and comm chordsm be tensity braced.t /�Y A the responsibility of the erector.Additiaral pernsront bracing of continuo.o.o..nd at 1a o.o.n..p.pr sir slew braces tt.oudout 1,dry I.ngm cy /� J DATE: 7/21/2015 is oven(strumae is therosponsib( of thebu ds 20actrid ng orlaud,Ibacingreuired where shown 1 �J^ L �� M kkne designer. 3.2z Impact bridging or ural bracing required shown.. SEQ. : K 1314 9 8 0 4.No bad should be applied to any component until afar all brodng and 4 Installation of truss is the responsibility of the respective contractor. fasteners are compete end at no time should any bads greeter than 5.Design assumes trusses are to be used in.non-corrosive environment TRANS I D: LINK design loads be applied to any component. and are ter-dry condition'of 5.ConpuTrus has no control own and assumes co rsaporaibiity for 8w 6.Design assumes MI bearing at all supports shown.Shim or wedge if «s-ry. EXPIRES: 12/31/2016 fabrication,handling,shipment and a err tbn of components. 7 Deep assumes eclogues both fee a is provided. July 21,2015 6.This deign is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and paced ea their center TPINJICA in BCSI,copies of which wall be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of pate in inches. MiTek USA,InciCompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plan design values,,,ESR-1311,ESR-1988(Musk) • e This design prepared from computer Input by ' ' JP ' LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE - 1.15 1- 2=( 0) 50 2-10=(-423) 2423 3-10=(-291) 196 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2797) 570 10-11-(-281) 2013 10- 4=( -17) 519 WEBS: 2x9 KDDF STAND 3- 4=(-2533) 540 11-12=(-295) 2000 4-11=(-728) 256 LOADING 9- 5=(-1785) 980 12- 8=(-948) 2377 11- 5=(-259) 1186 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1785) 480 11- 6=(-737) 250 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2491) 530 6-12=) -7) 485 TOTAL LOAD = 92.0 PSF 7- 8=(-2784) 578 12- 7=(-301) 202 • OVERHANGS: 12.0" 12.0" 8- 9=) 0) 50 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA I 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" -263/ 1689V -211/ 211H 5.50" 2.70 KDDF ( 625) 37'- 6.0" -263/ 1689V 0/ OH 5.50" 2.70 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacihg. 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 = -0.142" @ 18'- 9.0" Allowed = 1.829" MAX TL CREEP DEFL = -0.287" @ 18'- 9.0" Allowed = 2.439" MAX LL DEFL = 0.002" @ 38'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 38'- 6.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.062" @ 37'- 0.5" MAX HORIZ. TL DEFL = 0.102" @ 37'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. 18-09 18-09 Wind: 140 mph, h=23.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (Ali Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), fload duration factor=1.6, 9-09-11 8-11-05 8-11-05 .( 9-09-11 Truss designed for wind loads 6-07-05 6-00-13 6-00-13 6-00-13 6-00-13 6-07-05 in the plane of the truss only. 12 12 6.00 1 .. M-9x6 6.00 4.0" 5 .h( 3.1" M-3x4 M-3x4 4 6 M-3x5(S) M-3x5(5) M-1.5x3 M-1.5x3 3 + /Illppo, 7 M / rn 0 o . ii i 12 of i. 1�M-3x6 M-3x4 0.25" M-3x4 M-3x6 r oI o M-5x8(S) <�vv) PRores, l ).' y l l �C NG I N EF /O 9-07-12 9-01-09 8-05-15 10-03-01 R 2 1-00 37-06 1-00 � 8.782PE r JOB NAME : PLAN 2523 ELEV B - G3 / '^a#:/7< > Scale: 0.1506 ./ WARNINGS: GENERAL NOTES, unless otherwise noted: V �� 1.Bolder and erection conbaaor should be edvieed of ab General Notes 1.This design's based only upon Pro aerometers ahown end is for an individual �9,L OREGON go Truss: G3 and Wsnngs bears combustion commences. bulking component Appicabiity of design parameters and proper /I 2.2 4 compression web bracing must be installed where shown.. inoonporatlon of component lam*rasportd6hlity of the building designer. .A� V A^ G v 3.Additional temporary bracing to insure stability during combustion 2.Design assumes to top and bottom cthords o be laterally braced at 77 �l/`� :J �j- b the responsibility of the arecbr.Additional permanent laming of 2'sacs and at 10 cess.resp.4vNY unbar braced Peoughout Oran length by �/ itYcontinuous sheathing s in as plyawd ehsa8rrg(TC)and/or dryer n(BC). �1 n\ DATE: 7/21/2015 to moray sbucbre is the responsibility of the bolding designer. 3.2i Impact bridging or lateral bracing required NMra shown♦. PA U L `` S E K 1314 9 7 9 4.Na bad should be applied to any component until afar all bracing and 4.Installation of truss b the rasporeibility of the respective contractor. Q fasteners are complete and at no time should any Had.greater than 5.Design assumes busses are to be used In a non corrosive environment, TRANS I D: LINK design Ions he applied to any component aA Design wdry mes lull bearing use. at supports Wan.Shin or wedge P 5.ConpuTn s has no control over and assumes no re.�ibiRy for the EXPIRES: 12/31/2016 seamy. fabrication,handling,shipment and instillation of components. 7.Design assumes adequate draimge is provided. July 2 ,2015 A This design is furnished subject to to limitations set forth by S.Plates shall be located on both boss of buss.and placed so Pi ecantor TPIMRCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lies. 9.Digits indicate eine of plate in inches. MiTek USA,InciCompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design value.see ESR-1311,ESR-1988(MiTek) • • This design prepared from computer Input by ' , JP LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=23.9ft, TCDL=9.2,BCDL-6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 18-09 18-09 T T 1' 9-09-11 8-11-05 8-11-05 9-09-11 T T 1' T 1' 12 IIM-4x4 12 6.00 3 Q 6.00 i • M-3x5(5) M-3x5(5) h O 2 • 9 0 r NN a 7 I 0 M-3x5(S) o M-3x4 c]` M-3x4 Ore l 18-09 y 18-09 c'��C'```D PNE FCgqssi i-00 37-06 �� 9782P 00 O�9r JOB NAME : PLAN 2523 ELEV B - G4 /-' `�� Scale: 0.2256 '^ _ WARNINGS: GENERAL NOTES, unless ottentise noted: • Ci �(J 1.Budder and erection contractor should be advised of all General Notes 1.The design K based only upon the panneten shown and is for an individual ., y,L OREGON o ,. Truss: G4 and waminge before construction commences. building component.Applicability of design parameters end proper /- 2.Ica compression web bracing must be installed where shown+ incorporation of component is the responsibility o/me budding designer. .A� V/1^ 7` 2 Q 3.AddiEmel temporary bracing to insure stability during construction 2.Design assumes IM tap and bottom dems b be!atonally braced at 1 ' /`{ J� e the re 900 brlily of the erecter.Additional penrenerd bracing o/ continuous o.c.and st 1d o.c.nsoot,.elyp5 u,ees traced tawgheut Sed englh by DATE: 7/21/2 015 the overall prow.is the responsibility of the buding designer_ 3.20 1n5.tbridging on WWen bracingp�requiresheathing(TC) where shown°f drywn(Bc). `J/f 1 �\ SEQ. : K1314 9 7 8 4.No lad should be applied b any component untt after all bndng end 4.Installation of truss a the responsibility of the respective contractor. /1 L fasteners are compete and at no time ppdd any bads greater ten 5.Design assumes busses are to be used in•noncorrosive environment TRANS ID: LINK design keds be applied to eny component and.nbr dyoodtipn popes. 5.Conpu7rw has no control over end assumes nor.apor,sidpy for the s.D"°r'...,meertdlb..rimg.iplsupporep,own.shim°`w'd°ed EXPIRES: 12/31/2016 fabrinton,handling,shipment and inaebEon of components. 7.Design assumes adequate drainage is provided. July 21,201 5 6.This design A furnished subject to the imiespv ons set forth by 8.Plates all be located on both faces of trues,and paced so their center TPIIWICA in BCSI,copes of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indinte size of plate in inches. MITek USA,Inc/CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mirek)