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Plans (23) 44 S7:AN 1., —046.211 , — /Stce_i-/-1 r__ RECEIVED 11 iri "i1.5 50'-06 I 26t1 0" 41-0" 1 FEB 3 2016 CITY OF TIGARD BUILDING DIVISION rg 0 c- 4.-i ,E 61-064 1- 81-0" I — . . C•1 .11.— .44 2? ..- 4:12 - ul So _ 1 3j II m. IL 1 1 113` A 1 I. — — --= aclz DJ AA DJ3 e 1 rr AZ. 1 I( .: .GIFCER DJ5 _ _ Agglatk. , CJ1 I .. Ar . – 6•1 a i ol.......,, / Al° / D.17 IIIIII EWA/7A DJO 111 Pre J8 ,..2,? zis /9 DJ9 % We ._I? C'41 DJ7 0 4 1116%111M 1; ..d. .., a DiNs_____Ep a we ; 12 Ei a 1,11111\151thow L. I IN ‘‘MillikNON E r .11111/ CJ1 ‘itk'.. p 1,1 dtzo,;2( WW1 wizI:11 • _ 8:12 A3(",2 _A•19 Ill 8:12 H1 (4) g H1 trig I ...a. 8 . , //e m )sitc.tiJ1 I/ M Ell 1 Al 07 r a. Fll Eg CONFORMS TO DESIGCON FPI GARAGE El CONFORMS TO DESIGN CONCEPT WIIT1 REVISIONS AS SHOWN FALSE GABLE FRONT 0 NON-CONFORMING-REVISE AND RESURMT HAM CUT I 11'-3° I I- "I' KITH THE DESIGN CaNCEPT CoNLY AN DOES NCI RELIEVE THE 16'..5 1/2" FalicAToRivE.:0.or Ks.,,,,,„.„.m FON DASA AITH THE 181-2 5118° DESICA DRAWINGS AND SPECIFICATIONS All OE MICH HAVE PATOPIIY I 11 MN THIS SH.C:n DRAWING. By: Arnold A.Solomon Date:December 10.2014 CT ENGINEERING INC ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE. ABOVE PLAN PROVIDED FOR TRUSS POLYGON NIA, 1 1/21/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER al '' ii in iiiikAk dm&iiia 5017- POLYGON B POLYINFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD F.,:i„ umrii or RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: DM REVISION-2: TO TRUSS CONNECTIONS.BUILDING 5017-B / B-B CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REAr7Fg9T R U S S ",, COMPANY DELIVERY LOCATION: SCALE; REVISION-3: DESAS PIZRCtiLCTION. & 0.11,-i All designs are property of-Pacific Lumber and Truss. An designs are null and void if not fabricated by-Pacific Lumber and Truss. 50'-0" = 1. 4'42614' 19'41 I I I 88 -1? Q a z z ti r.,r4 .4, - '1 126'-.2 - nli;''''.11-,4 5MMMMMM2MMM25 Y5 ;ic'l... 0 o 2 8 .. 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V7 1 I ;.12 lk II Crl GARAGE FALSE GABLE-- 74 CONFORMS TO DESIGN CONCEPT I , ii CONFORMS TO DESIGN CONCEPT WITH HAND CUT REVISIONS AS SHOWN k - 13.r a NCI-CONFORMING-REVISE AND RESUENT 16%5 VT m/s SliGP liAWINS HAs KEN REVIEVED F.7 GENEPA,CON,-)P.MWLE r' 161-2 5/16' w,r,TH.E,rEsTa cu4EF ONLY AND DOES ROT RELIEVE 1--: FABRIC:An:VENDOR OF RES.P.INSIBILM'FGP CONFMAKE ilii,IHE DESIGN ;r4,,WINGS,AND SPECIFICMIC419 ALL 0 i'..H1C,,i 4A.VE PAIORIT)' OnThe, I: 0 DRAPiING. sy: Arnold A.Solomon Dats:0embir 10,2014 CT ENGINEERING INC 0 0...poigi.t 0....rnpaT..13 I..e.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 11/21/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL MI vi PROJECT TITLE REVISION-1: DRAWINGS FOR ALL FURTHER 5017-B POLIfGON INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD RESPONSIBLE FOR ALL NON-TRUSS pilaff ,, umber PLAN: DRAWN BY: DM REVISION-2: TO TRUSS CONNECTIONS.BUILDING 5017-B / B-B CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. & T S ..:.::• 0.1 1"-1, All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. I • MiTek USA, Inc, I CompuTrus Software Warnings & General Notes WARNINGS: 1. Bt r and erection contractor should be advised of all General Notes and Warnings before construction commences. compression web bracing must be installed where shown 4. 3AdditiorW temporary bracing to insure stability during cans ion is the responsibility of the erector.Additional permanent bracing of the overall structtrce is the respot sibifity of the trading 4. No load sbe emitted to any component trots after all bracing and fasteners are complete and at no time should any loads than design loads be appied to any component. CoermpuTrus has nont of over and assumesno r t ty for the • EhanAng,s ipment and installation of c orimonents. 8. Tttis design is furnished sUti ect to the krritations set faith by TP PTCA in BCSl,copies of which will be furnished upon request. GENERAL NOTES,unless otherwise rested`. 1. This design is based only upon the parameters shown and is for an individual ting corimonent.Apprit ity oldest**parameters and proper incorporation of component is the responsibiety ofthe txullcbrilhi designer. 2. Desist,assumes the top and bottom chords to be laterally braced at o.c.and at 10'o.c..respectively unless braced throughout their length by Continuous sh ea#hmg such as plywood sheathing(TC)and/or airy(BC) 3. 2x impact ung or lateral bracing required where shown++. 4. Instaation of truss Is the responsibility of the reepecdve ccnikcicice. 5. Desiwt assumes tis are to be used in a non-corrosive envinonmeret' and are for'dry mon'of use. 6. assumes fughewingata supportsshown.Shot or wedge it necessary. 7. Desgn assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and Owed so t ems'center Ines coincide with joint center des. 9. Digits ildicate size of plate in inches. 10. For basic connector plate desicm values see ESR-1311„ESR 1988(MITalc). cj PRape, E LGISreat EXPIRES 17.4_1/.$ IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 5.5" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF #10TR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 42.0 PSF Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall UON, 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 8-02-12 8-02-12 T T 12 12 IIM-4x4 Q 6.00 6.00 p 3 rr 0 N 4 n1 t• 2 Oqql of f �/////1////l///////!////////////////!/////////////////1///1////////////I////////l//////////////////////l////1///////////////// // o 0 1 5 /- M M-3x4 -3x4 y ), y 1-06 y 16-05-08 1-06 JOB NAME : 5017-B POLYGON - Al Scale: 0.4317 {� �� RRQF is WARNINGS: GENERAL NOTES,unless otherwise noted: 4 1.Builder and erection contractor should be adused of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual .,,S;3' tket,N� N., /Q Truss• Al and Warnings before construction commences. building component.Applicability of design parameters and proper ///, NNf I i ` 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component is the responsibility of the building designer. P 9 11 2,Design assumes the top and bottom chords to be laterally braced at `�`Z £DC' i'' 3.Additional temporary bracing to Insure stability during construction 2 o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LA Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dryvsll(BC). DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility o1 the respective contractor. 5.Design assumes trusses are to be used in a non-corrosive environment, SEQ. : 6120750 fasteners are complete and at no time should any loads greater then g design loads be applied to any component and gra for"dry full bearing of use. TRANS I D 412891 6.and are assumes full bearing at all supports shown.Shim or wedge If OREGON� 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. �i t., 6.This design is furnished subject to the Ilmflationa set forth by 8.Plates shall be located on both faces of truss,and placed so their center f11.."7 7 1 4 2.� r0.4" upon IIIIII VIII VIII VIII VIII VIII III I IIII IIII Mire SA Inc.lCompUT us TPIAATICA in SCSI,copies a (Software on will be furnished 6 6(1 L)E request 0 IDogit�indicate connecto of plate desigktee Coincide with joint center n values see ESR-1311,ESR-1908(MiTeb) V / �j AIL t{ '""+lit 11.�" EXPIRES:12/31/2015 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-161) 866 3- 8=(-256) 209 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1046) 267 8- 6=(-206) 866 8- 4=( -39) 435 WEBS: 2x4 KDDF STAND 3- 4=( -784) 176 8- 5=(-256) 209 LOADING 4- 5=( -784) 176 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1046) 267 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 18.0" 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" -151/ 862V -87/ 87H 5.50" 1.38 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 5.5" -151/ 862V 0/ OH 5.50" 1.38 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/I80 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.022" @ 8'- 2.7" Allowed = 0.777" MAX LL DEFL = 0.013" @ 17'- 11.5" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 17'- 11.5" Allowed = 0.200" MAX BC PANEL TL DEFL = -0.047" @ 12'- 8.6" Allowed = 0.481" MAX HORIZ. LL DEFL = 0.011" @ 16'- 0.0" 8-02-12 8-02-12 MAX HORIZ. TL DEFL = 0.017" @ 16'- 0.0" 1 1 T Design conforms to main windforce-resisting 9-03-12 3-11 3-11 4-03-12 system and components and cladding criteria. T T 1 1 T 12 12 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 p IIM-4x9 4 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.0" load duration factor=1.6, /- 4 .,zr. Truss designed for wind loads Ifs` in the plane of the truss only. M-1.5x3 M-1.5x3 in 3 IIIIIOIIIIIIIIII....5 0 I N O I u7 M f"1 O c O c � DD �_ O o 1 M-3x9 M-3x8 M-3x4 7 0 f b b 3. 8-02-12 8-02-12 b 3, 3 3 1-06 16-05-08 1-06 JOB NAME : 5017-B POLYGON - A2 Scale: 0.3067 �� cO PRO,e� WARNINGS: GENERAL NOTES,unless otherwise noted: C 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual J GIN Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 4'/�j�f f/ �A 2.204 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. /r�fj J (( F' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at w✓G.0 i- ' DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length byre Is the responsibility of the erector,Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact badging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6120751 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 041111011V. TRANS design loads be applied to any component. and are for"dry condition"of use. �+ ! TRANS I D: 412891 6.Design assumes full bearing at all supports shown.Shim or wedge If r0 5.CompuTrus has no control over and assumes no responsibility for the necessa t,� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is Provided. OREGON �. 4,/ IIII I VIII IIII IIII IIII IIII IIII IIII III 6.This design is furnished suof which the 11 befurns set forth by 6.Plates shall be located on both faces of truss,and placed so their center �� .4 °- TPINJfCA In SCSI,copies of which will furnished upon request lines coincide with Joint center lines. ,( '� �� 9.Digits indicate size of plate in Inches. {)„ MITek USA,InC./COrnpUTNB SOttYV6re 7.6.6(1 L(-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MITek) l'"�FO` ` EXPIRES:12131/2015 IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 16-05-08 GIRDER SUPPORTING 35-08-00 FROM 7-00-00 TO 16-05-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 76 2- 9=(-1556) 7382 9- 3=( -134) 72 7-13=(-392) 1860 BC: 2x6 KDDF #1&13TR 2- 3=( -8526) 1836 9-10=(-1560) 7388 3-10=( -154) 548 WEBS: 2x4 KDDF STAND; LOADING 3- 4=( -8708) 1942 10-11=(-1624) 7552 10- 4=( -582) 2788 2x4 DF STAND A; LL = 25 PSF Ground Snow (Pg) 4- 5=( -6820) 1562 11-12=(-1608) 7450 4-11=(-2524) 576 2x6 KDDF 42 B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 16'- 5.5'54/6=( -6824) 1562 12-13=(-1932) 8792 11- 5=(-1348) 5918 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 7'- 0.0"64/7=( -8568) 1924 13- 8=(-1950) 8880 11- 6=(-2354) 548 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 420.8)+DL( 306.2)= 727.0 PLF 7'- 0.0" TO 16'- 5.57-0+8=(-10250) 2268 6-12=( -550) 2526 BC LATERAL SUPPORT <= 12"0C. UON. 12- 7=(-1404) 342 *+ ADDL: BC CONC LL+DL= 2975.0 LBS @ 6'- 0.0" OVERHANGS: 18.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Jr- ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1041/ 4661V -74/ 86H 5.50" 7.46 KDDF ( 625) Join together 2 ply with 3"x.131 DIA GUN 16'- 5.5" -1459/ 6568V 0/ OH 5.50" 10.51 KDDF ( 625) nails staggered at: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 6" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 webs. MAX LL DEFL = 0.003" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.003" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.072" @ 10'- 7.3" Allowed = 0.777" MAX TL CREEP DEFL = -0.200" @ 10'- 7.3" Allowed = 1.036" ** HANGER BY OTHERS TO APPLY CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = -0.023" @ 16'- 0.0" MAX HORIZ. TL DEFL = 0.050" @ 16'- 0.0" 8-02-12 8-02-12 T f T Design conforms to main windforce-resisting 3-06-02 2-07-10 2-01 2-01 2-07-10 3-06-02 system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 6.00 p M-4x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4.0" Truss designed for wind loads /- 6 in the plane of the truss only. M-3x5 -- M-3x5 9 6 3.1" Ate u7 M-3x4 M-3x5 0 3 B 7 I Ln M-5x10 M-5x10 " A o 0 1 9 10 11 12 13 'a8 oI C' M-1.5x3 M-6x8 M-3x10 M-4x6 M-3x6 0 y y *2975# y y y y 3-04-06 2-05-14 2-04-08 2-04-08 2-05-14 3-04-06 1 ), /' 1-06 16-05-08 JOB NAME : 5017-B POLYGON - A3 Scale: 0.3135 q P R Q4fS WARNINGS: GENERALNOTES,unlessotherwisenoted c ft 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual c� ,NAO N� A_ /V.0 Truss• A3 and Warnings before construction commences. building component.Applicability of design parameters and proper \J tt**7 (/J({T • 2.2x4 compression web bracingmust be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• LA is the responsibility of the erector.Additionalpermanent bracing o1 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �2 e 1 { Po ty 9 continuous sheathing such as plywooding(TC)and/or drywall(BC). DATE• 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing requiredmeed where shown++ f • 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 6120752 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: 412891 design loads be applied to any component. and are for'dry full bearing of use. „,../•O.,- f� • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes"dry full bearing at all supports shown.Shim or wedge If � �� *c, necessary. fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage Is provided. �4, - N /` 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center /A 4 7 24 4. ished upon lines coincide vAth joint center lines. � IIII VIII IIII VIII IIII VIII II II IIII III MITE in fCOffIpUTn15BCSI.copies of 1Software 7ch mill be 6(1 L)E request. 9.For Digits ndiconnectoropi etdein inches. slgn values see ESR-1311,ESR-1988(MRek) t✓ T- EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC , LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-131) 93 1-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -63) 26 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -23/ 237V -30/ 119H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -149/ 338V 0/ OH 1.50" 0.43 KDDF ( 625) 8'- 2.8" -10/ 4V 0/ OH 1.50" 0.01 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 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.058" @ 2'- 11.8" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.053" @ 2'- 11.9" Allowed = 0.596" 12 6.00 3 -, MAX HORIZ. LL DEFL = -0.001" @ 8'- 2.0" MAX HORIZ. TL DEFL = -0.001" @ 8'- 2.0" 0 Design conforms to main windforce-resisting system and components and cladding criteria. 2 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, . Truss designed for wind loads 0 in the plane of the truss only. O u- o u7 (., d' I rn 7,_ ..+1, 1111111111111111111111111111111111111111111111111111111111 I 1 11.- 1 4►� M-3x4 ,1 ),. /' 6-00 2-02-12 PROVIDE FULL BEARING;Jts:1,4,2,31 JOB NAME : 5017-B POLYGON - ADJ1 Scale: 0.5354 PR OPE. WARNINGS: GENERAL NOTES,unless otherwise noted OPE. !1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Indlvidual ANG I N 4J/� Truss: ADJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. gill/ DES. BY: LA 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 92 f� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by C�G'I®i r �"' continuous sheabridging o such as plywood meed In ere s and/or drywall(BC). DATE: 11/21/2014 the overall structure is the rector.Ad it of the building designer. 3.2x Impact bridging or lateral bracing required where shown r d SEQ. : 6120753 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. te '... fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D• 412891 design loads be applied to any component. and are for"dry condition"of use. A� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at air supports shown.Shim or wedge if /f�y. fabrication,handling,shipment and Installation of components. necessary. �^r ^c✓ 6.This design is furnished subject to the limitations set forth byB.Design assumes adequate drainage is provided. '}�` ,y_dOREG V N IIIIII VIII IIII VIII VIII VIII II II IIII IIII 8 Plates shall be locatedIn on both laces of truss,and placed so their center 4 r /4 2. �4 TPINJICA In SCSI,copies of which will be furnished upon request. lines coincide with'Dint center lines. ! G 9. MiTek USA,Inc./CompuTrua Software 7.6.6(1 L)-E late in Inches. 0.For basigits iciconnector plcate size of ate design values see ESR-1311,ESR-1988(MiTek) y�. Qf EXPIRES:12131/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.8" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5-(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-132) 92 3-4=( -63) 26 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BEG AREA OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) 0'- 0.0" -60/ 456V -31/ 158H 5.50" 0.73 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -136/ 335V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 2.8" -12/ 21V 0/ OH 1.50" 0.03 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing.' 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 = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.057" @ 2'- 11.8" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.001" @ 8'- 2.0" 4 MAX HORIZ. TL DEFL = -0.001" @ 8'- 2.0" f 12 Design conforms to main windforce-resisting A) system and components and cladding criteria. 6,00 p 0 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, �' Truss designed for wind loads �0 in the plane of the truss only. m 0 u7 u1 0 0 I 1 N 0 u7 M O 1 5►t 1 M-3x4 ,1 y l /- 1-06 6-00 2-02-12 'PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5017-B POLYGON - ADJ2 Scale: 0.4775 {�C ffT Vf�V WARNINGS: GENERAL NOTES,unless otherwise noted �t( _G` ��yyy 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual w ` .4"AAI/,N �1 �`,g- Truss: ADJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper fff((( Nf YI ` !' 2.2x4 compression web bracingmust be Installed where shown+. Inoorporatlon of component Is the responsibility of the building designer. -7 3.Additional temporary bracing o Insure stabil) during construction 2.Design assumes the top and bottom chords to be laterally braced at 1t' 792.•PE r DES. BY• LA p ry g stability g 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE• 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. rri»+ SEQ. : 6120754 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, • d./�a"�'" design loads be applied to any component. and are for"dry conditioni of use. ty.. TRANS I D• 412891 6.Design assumes full bearing at all supports shown.Shim or wedge If OREGON�� f,c • 5.CompuTrus has no control over and assumes no responsibility far the necessary. "4/ fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design N furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center <6, '9 .� -2Q �^ • IIII I VIII VIII VIII VIII VIII VIII IIII IIII TPIANTCA in BCSI,copies of which will be furnished upon request. lives coincide with joint center lines. �'' {1 9.Digits Indicate size of plate In Inches. / R�t�y V MiTek USA,Inc./CompuTrus Software furnished L}E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) 1 b EXPIRES:12/31/2015 III III0IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 7.0" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR 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, h=20.9ft, 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), 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 ION. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 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. 6-09-08 6-09-08 12 T 6.00P IIM-4x4 12 3 6.00 ti 2 4 ////////////////////////////////////// 1 5 M-3x9 M-3x9 1 y 1-06 13-07 l l 1-06 JOB NAME : 5017-B POLYGON - B1 Scale: 0.4975 r n O/ rS WARNINGS: GENERAL NOTES,unless otherwise noted: 4 .Trus1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual ! N 2 s: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper '�/ 2.204 compression web bracing must be installed where shown+ 4! V . Incorporation of component Is the responsibility of the building designer. /��+'�yI DES. BY• LA 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /�/ i I I I Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ^�92..PEr+^ DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood shed where s and/or drywall(BC). beP Y g g 4.In2Impact bridging I lateral ponsibiity of fthe whereshown SEQ. : 6120755 4.No load should m applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than E Design assumes trusses are to be used in a non-corrosive environment, y y,r TRANS I D• 412891 design loads be applied to any component. and are for"dry condition of use. RA ' S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If • fabrication,handling,shipment and installation of components. necessary. OREGON f�; 6.This design is furnished subject to the limitations set forth byT.Design assumes adequate drainagefis truss,a 'p/ AZ(. �`4! 11111111111111111111111111111111111111111111 TPI,Wt CA In BCS(copies of which w 11 be furnished uponrequest. 6 Plates coincide ewith Joent ced on nter lines. of truss and placed so their center Fl i 9.Digits Indicate size of plate in inches. Q 4, � MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) fiRFi1LL EXPIRES:12/31/2015 This design prepared from computer input by INVThis LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 7.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 76 2-6=(-27) 512 6-3=(0) 314 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-681) 123 6-4=(-27) 512 3-4=(-681) 123 WEBS: 2x9 KDDF STAND LOADING 4-5=( 0) 76 TC LATERAL SUPPORT <= 12"0C. 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 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -134/ 742V -74/ 74H 5.50" 1.19 KDDF ( 625) 13'- 7.0" -134/ 741V 0/ OH 5.50" 1.19 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.I 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 = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.013" @ 15'- 1.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 15'- 1.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.035" @ 3'- 7.5" Allowed = 0.455" MAX TC PANEL TL DEFL = 0.097" @ 9'- 8.6" Allowed = 0.683" MAX HORIZ. LL DEFL = 0.005" @ 13'- 1.5" MAX HORIZ. TL DEFL = 0.008" @ 13'- 1.5" 6-09-08 6-09-08 f f T Design conforms to main windforce-resisting 1212 system and components and cladding criteria. I M-4x9 4 6.00 6.00 p Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 9.0n (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. 1, 0 M co O OI O g PV 0 5 1 M-15x3 M-3x9 M-3x4 . l y / 6-09-08 6-09-08 1 ), y 1 13-07 1-06 1-06 JOB NAME : 5017-B POLYGON - B2 Scale: 0.3975 v,0) rnQFe WARNINGS: GENERAL NOTES,unless otherwise noted: !mac 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 44,C1 `` �f )INg /0 Truss• B2 and Warnings before construction commences. building component.Applicability of design parameters and proper !t 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. p p 2.Design assumes the top and bottom chords to be laterally braced at !✓ ®C- 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 1g'o.c,respectively unless braced throughout their length by E I- DES. BY: LA s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE• 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 612 0 7 5 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ��► Design assumes trusses are to be used a non-corrosive environment, „ . design loads be applied to any component. and are for"dry condition"of use. TRANS I D 412891 6.Design assumes full bearing at all supports shown.Shim or wedge if OREGON t.. 5.CompuTrus has no control over and assumes no responsibility for the necessary. ! ^V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. f-/ d 1 J 2�� 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center "7 T (IIII VIII(IIII VIII VIII(IIII VIII IIII IIIITPINVTCA in SCSI,copies of which will be furnished upon request MiTek USA,Inc./CompuTrus Software 7.6.6(10-E y lines coinInd iide with th of plc oint a tIerllin 1g. es. For basic connector plate design values see ESR-1311,ESR-1988(Mc'k) } ` N- EXPIRES:12/31/2©15 4 III I IIII This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 13-07-00 GIRDER SUPPORTING 35-08-00 FROM 0-00-00 TO 7-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-8408) 1862 1- 7=(-1562) 7284 7- 2=( -404) 1942 BC: 2x6 KDDF SS 2- 3=(-6562) 1484 7- 8=(-1542) 7194 2- 8=(-1658) 404 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-6636) 1488 8- 9=(-1066) 5198 8- 3=( -630) 2756 2x4 DF STAND A LL = 25 PSF Ground Snow (Pg) 4- 5=(-6536) 1400 9-10=(-1150) 5660 3- 9=( -656) 3034 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 13'- 7.0" V 5- 6=( 0) 76 10- 5=(-1146) 5654 9- 4=( -142) 370 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 420.8)+DL( 306.2)- 727.0 PLF 0'- 0.0" TO 7'- 0.0" V 4-10=( -126) 74 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 7'- 0.0" TO 13'- 7.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 18.0" **ADDL: BC CONC LL+DL= 3004.0 LBS @ 7'- 7.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1252/ 5638V -72/ 61H 5.50" 9.02 KDDF ( 625) ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 7.0" -815/ 3643V 0/ OH 5.50" 5.83 KDDF ( 625) REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. nails staggered at: COED. 2: Design checked for net(-5 sf uplift at 24 "oc s acro 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP I 9 ( p ) p p 9') 6" oc in 2 row(s) throughout 2x6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = 0.047" @ 6'- 0.0" Allowed = 0.633" MAX TL CREEP DEFL = -0.133" @ 6'- 0.0" Allowed = 0.844" MAX LL DEFL = 0.003" @ 15'- 1.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.003" @ 15'- 1.0" Allowed = 0.200" ** HANGER BY OTHERS TO APPLY CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = -0.014" @ 13'- 1.5" 6-09-08 6-09-08 MAX HORIZ. TL DEFL = 0.031" @ 13'- 1.5" T 1' T Design conforms to main windforce-resisting 3-07 3-02-08 3-02-08 3-07 system and components and cladding criteria. T T T T 1' 12 12 Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 C7 M-9x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 0„ load duration factor=1.6, 3 , 0 Truss designed for wind loads rl in the plane of the truss only. in 14-3x5 M-3x9 2 4 o 1 M-5x10 M-5x10 ok A ' f, t ® A o I 1 - 7 8 9 10 s of o M-3x6 -M-4x4 M-4x8 M-1.5x3 6 0 1 1' . 3004# , /' 3-05-04 2-06-12 1-07 2-06-12 3-05-04 1 b 1' 13-07 1-06 JOB NAME : 5017-B POLYGON - B3 Scale: 0.3781 , PRope WARNINGS: GENERAL NOTES,unless otherwise noted. r r+ SS 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual J NG I N r Truss: B3 and Warnings before construction commences. building component.Applicability of design parameters and proper °. .C,r/J/4'/f17 „gs, spo 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ! /' _!�" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LA 2 o,c.and at 10 o.c.respectively unless braced throughout their length by ^��i i P '� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / " DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '' ".""."-- TRANS " SEQ. : 6120757 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component and are for"dry condition"of use. I D: 412891 6.Design assumes full bearing at all supports shown.Shim or wedge If A 5.CompuTrus has no control over and assumes no responsibility for the necessary. /t`� fabrication,handling,shipment and installation of components. 7 Design assumes adequate drainage Is provided. s I�OREGON '.. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center �"' "� �. IIII VIII III'I III IIII(IIII I I IIII III TPIAVTCA In Bcsi copies of which will be furnished upon request. lines coincide with joint center lines. `© '1F 4 2•� 9.Digits indicate size of plate in Inches. fi MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10 For basic connector plate design values see ESR-1311,ESR-1988(MITek) R R t_l V EXP4::S:1 2131/201 5 EMI III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #10BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5=(0) 0 BC: 2x4 KDDF #1OBTR SPACED 24.0" O.C. 2-3=(-103) 69 3-4=( -40) 0 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 9.5" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -74/ 471V -24/ 1418 5.50" 0.75 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) 6'- 0.0" -110/ 242V 0/ OH 1.50" 0.31 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 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.001" @ 6'- 9.5" Allowed = 0.079" MAX TL CREEP DEFL = -0.001" @ 6'- 9.5" Allowed = 0.106" MAX TC PANEL LL DEFL = 0.064" @ 3'- 2.3" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.094" @ 3'- 4.9" Allowed = 0.596" 12 4 -/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" 6.00 pMAX HORIZ. TL DEFL = -0.001" @ 5'- 11.2" 3 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, '^ Truss designed for wind loads in the plane of the truss only. <trt +1 O 4. th O/- ,r lei i / 5� 1 M-3x4 A- .J., , b ) 1-06 6-00 0-09-08 (PROVIDE FULL BEARING;Jts:2,5,3I JOB NAME : 5017-B POLYGON - BDJ Scale: 0.5302 ,� ° PROFk. WARNINGS: GENERAL NOTES,unless otherwise noted: c,,cc _\ n4.9 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual tr e,,` , � tars /0 Truss• BDJ and Warnings before construction commences. building component.Applicability of design parameters and proper , 'S1//4/ //NH (prr 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the budding designer. 1Y 3.Additional temporary bracing to insure stability during construction 2,Design assumes the top and bottom chords to be laterally braced a, p c DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2•o.c.and at 10'o.c.respectively unless braced throughout their length by i.n I E r P nY Pe 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �,�^ DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6120758 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, r � s design loads be applied to any component. and are for"dry conditions of use. fy. 4400.1* TRANS I D: 412891 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumesr"dryfull bearing at all suppo s shown.Shim or wedge If w1 OREGON � v necessary. A� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. �`!,. v \� A. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center / 4 Y At (III I VIII(III VIII(III VIII II II(III III TPINJiCA In SCSI,copies of which will be furnished upon request lines coincide with joie center lines. a 14 4 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) •.`R t[f Ii �, EXPIRES:112//31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 23-09-08 HIP SETBACK 3-10-08 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR; 23-09-08 GIRDER SUPPORTING 6-00-00 1- 2=(-4685) 1604 1-10=(-1402) 4140 10- 2=( -558) 1745 6-15=(-1734) 687 2x6 KDDF #16BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-4140) 1448 10-11=(-2367) 6584 10- 3=(-2827) 1116 15- 7=( -354) 1217 BC: 2x6 KDDF SS 3- 9=(-6816) 2481 11-12=(-3029) 8315 3-11=( -354) 1217 7-16=(-2827) 1116 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-8431) 3098 12-13=(-3264) 8944 11- 4=(-1734) 687 16- 8=( -558) 1745 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL(L 14.0)- G64.0dPLFow 0'- 0.0" TO 3'- 10.5" ®- 7=(-6816) 2481 14-15=(-3029) 8315 12-15=( --122) 606 585) 241 BC LATERAL SUPPORT <= 12"OC. UON, TC UNIF LL( 73.4)+DL( 20.6)= 94.0 PLF 3'- 10.5" TO 19'- 11.0" V- 8=(-4140) 1448 15-16=(-2367) 6584 13- 5=( -1) 291 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 19'- 11.0" TO 23'- 9.5" 8'- 9=(-46B5) 1604 16- 9=(-1402) 4140 5-14=) -585) 241 BC UNIF LL( 0.0)+DL( 29.4)= 29.4 PLF 0'- 0.0" TO 23'- 9.5" V 14- 6=( -122) 606 NOTE: 2x4 BRACING AT 24"0C UON. FOR BC UNIF LL( 50,0)+DL( 34.0)= 84.0 PLF 0'- 0.0" TO 23'- 9.5" V ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX BRG BRG AREA TC CONC LL( 92.8)+DL( 26.0)= 118.8 LBS @ 3'- 10.5" LOCATIONS REACTIONS REACTIIONS RZ SIZE SQ,IN. (SPECIES) TC CONC LL( 92.8)+DL( 26.0)= 118.8 LBS @ 19'- 11.0" 0'- 0.0" -788/ 2469V -28/ 28H 5.50" 3.95 KDDF ( 625) M-3x10 where shown; Jts:1,3,7,9-10,16 JT 1, 9: Heel to plate corner = 1.00" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 23'- 9.5" -788/ 2969V 0/ OH 5.50" 3.95 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 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 = 0.374" @ 11'- 10.7" Allowed = 1.144" MAX TL CREEP DEFL = -0.744" @ 11'- 10.7" Allowed = 1.525" MAX HORIZ. LL DEFL = -0.073" @ 23'- 4.0" MAX HORIZ. TL DEFL = 0.122" @ 23'- 4.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.5ft, 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 in the plane of the truss only. 3-10-03 16-01-02 1' i' 3-10-03 3-10-03 2-01-13 2-10-08 3-00-04 3-00-04 2-10-08 2-01-13 3-10-03 T 12 4118.804 T 1 T T T 118.804 12 6.00 p Q 6,00 M-4x10 f-- M-3x6 M-3x8 M-3x6 M-4x10 u1 1 4 5 (, 7 o M O fn p _. -11 1 _.._ : 0•..,' , N O lilli �1 1=_ 10 M-3x6 M-3x4 3 0.25" M-3x4 M-3x6 19 15 16 -9 M18HS-7x14(S) 3-05 2-10-08 2-10-08 2-08-12 2-08-12 2-10-08 2-10-08 3-05 y 23-09-08 b JOB NAME : 5017-B POLYGON - Cl Scale: 0.2711 O �^y❑ p �r WARNINGS: GENERAL NOTES,unless otherwise noted: r n QrU 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual wr{' Vl�. Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper 1 2 204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 1 /('yy7��q DES. BY• LA 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced a[ <{y /!/i�l 1 Is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by ±(92®+pC 1,,,,, DATE: 11/21/2014 the overall structure Is the responsibility of the building deli nem. 2ontinuous bridsheging r such as acing re meed where s and/or drywall(BC). L P Y 9 9 4.2x Impact boidging or lateral bracing required where shown++ SEQ. : 6120759 4.fa load should m applied to any component until after all bracing and 4.Ins allation r trues is c the responsibilityl of the respective contractor. fasteners are complete and at no time should any loads greater than S Design assumes trusses are to be used in a non-corrosive environment, r. 4,401.11" M TRANS I D• 412891 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if -''�-. 4 `r. fabrication,handling,shipment and Installation of components. necessary. 7G/ OREGON If \ 6.This design Is furnished subject to the limitations set forth byT.PlatesPshall assumes adequate on dthi facesage is truss, L+ tti 11111111111111111111111111111111111111111111 111111 VIII VIII VIII 1111 VIII VIII II I IIII TPI/WTCA in BCSI,copies of which will be furnished upon request 6 es coincideew h joint center of truss,and placed so their center /y 2.° 9.Digits indicate size of plate to Inches. © 7 4 �{� MfTek USA,Inc./COmpUTmis Software+7,6.6-SP1(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) ` p{{f T- M Fill1l- EXPIRES:12/31/2015 This design prepared from computer input by 1111111 PACIFIC LUMBER-BC LUMBER 4PECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1fiBTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 76 2-4=(0) 02-3=(-75) 26 BC: 2x4 KDDF #10TR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -105/ 405V -7/ 59H 5.50" 0.65 KDDF ( 625) 1'- 10.9" -44/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.5" 0/ 33V 0/ OH 5.50" 0.05 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 lUPSF 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 = 0.072" 1-11-11 MAX BC PANEL LL DEFL = 0.006" @ 1'- 9.9" Allowed = 0.144" f 3' MAX BC PANEL TL DEFL = 0.005" @ 1'- 8.6" Allowed = 0.192" MAX BC PANEL TL DEFL = -0.003" @ 2'- 2.0" Allowed = 0.192" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=2l.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -, load duration factor=l.6, f- Truss designed for wind loads in the plane of the truss only. :LI I Mf0to a, NoffO ,,,,0000011!.......' ►��4 1 M-3x4 b y l 1-06 3-10-08 PROVIDE FULL BEARING;Jts:2,3,4' JOB NAME : 5017-B POLYGON - CJ1 Scale: 0.6761 v,t0 PROF s WARNINGS: GENERAL NOTES,unless otherwise need: ��ff `� , „ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 4�J�\ `IGI I N f 5/0 Truss: C J 1 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2 2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. // !�.I C `7 2.Design assumes the top and bottom chords to be laterally braced a1 7 l'-G 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c,respectively unless braced throughout their length by DES. BY: LA Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �/ ' SEQ. : 6120760 5.Design assumes trusses are to be used in a non-corrostee environment, , fasteners are complete and at no time should any loads greater than 9 and are for'dry condition"of use. design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge If ,e OREGON Lf.. TRANS I D: 412891 CC 5.CompuTrus has no control over and assumes no responsibility for the necessary. ♦ \W fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 4'f �41,. ©\ 4(... 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center /\ ) T a.... IIIIII VIII(IIII VIII VIII(IIII VIII IIII IIII TPI k U A In nc./ copies of which will be 7.6.6(1 upon request. lines coincide with joint center lines. SJ 9.Digits Indicate size of plate in inches. ^yy �.i Fw MiTek USA,IDCSI,co puTfwe Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weir) /lR b EXPIRES;12/31/2015 11111110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-9=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-72) 29 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIF 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" 1.2" TOTAL LOAD = 42.0 PIE 0'- 0.0" -94/ 413V -14/ 87H 5.50" 0.66 KDDF ( 625) 3'- 7.7" 0/ 44V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.0" -43/ 103V 0/ OH 1.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" 12 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 = 0.010" 6.00 p MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.013" MAX TC PANEL LL DEFL = 0.015" @ 2'- 3.7" Allowed = 0.230" MAX TC PANEL TL DEFL = 0.014" @ 2'- 3.7" Allowed = 0.344" /- -/ MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" Design conforms to main windforce-resisting '' system and components and cladding criteria. Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, AliPr ,-1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N a, load duration factor=1.6, i of Truss designed for wind loads o N in the plane of the truss only. 0 M m or- a, o f 1 M-3x4 /- ), b lb 1-06 3-10-08 0-01-03 PROVIDE FULL BEARING;Jts:2,4,3I JOB NAME : 5017-B POLYGON - CJ2 Scale: 0.6863 at PRo e WARNINGS: GENERAL NOTES,unless otherwise noted: n 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual -, I N V 0 Trus s: C J2 and Warnings before construction commences. building component.Applicability of design parameters andan Indi „Fso �A 2.204 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. ///41// /��yjQ -f�' DES. BY: LA 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4J /// � i Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ^�.� /PE DATE: 11/21/2014 the overall structure is the responsibility of the buildingdesigner. continuous2xImctsheathing or such l racing re uiied where shown and/or drywall(BC). P itY g 4.In tmpact boil true Is thterel ponsibi i y of the where +a SEQ. : 612 0 7 61 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �IA�a®Was.-= TRANS I D: 412891 design loads be applied to any component. and are for"dry condition"of use. a� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If >f CC fabrication,handling,shipment and installation of components. necessary. 7 ,t_ OREDO NIx kii 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. /' IIII I VIII IIII VIII IIII VIII VIII IIII IIII 8.Plates shall be on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide located Joint center lines. 20 4 j 4 9. igits MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E ate in inches. 10.For basic connecate ize ctorof plate design values see ESR-1311,ESR-1966(MiTek) 111R R i LA- EXPIRES:12/31/2015 1111411 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-107) 57 3-4=( -43) 19 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -70/ 404V -23/ 122H 5.50" 0.65 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 40V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -89/ 210V 0/ OH 1.50" 0.27 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -29/ 62V 0/ OH 1.50" 0.10 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. CONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.006" @ 1'- 9.9" Allowed = 0.144" MAX BC PANEL TL DEFL = -0.006" @ 1'- 11.3" Allowed = 0.192" 12 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 6.00 4MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" f Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 190 mph, h=22.lft, 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 1 in the plane of the truss only. (' o ',Is,' 1 01O C"') O/- g ill , 511.- 111 O 1 M-3x4 f b 3, 3, 3, 1-06 3-10-08 2-01-03 'PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5017-B POLYGON - CJ3 Scale: 0.5636 C .0 PR()FE, WARNINGS: GENERAL NOTES,unless otherwise noted: 1= ` y1 061 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an IndNldual \c l"1)//h Jac..,„_' V Truss• CJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper w J� I(J r'"I!/ r 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. p C P 2.Design assumes the top and bottom chords to be laterally braced at ±J P G- 1-' 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LA s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). AiiiiIIPV DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respectNe contractor. n assumes trusses are to be used In a non-corrosive envIronmenI SEQ. : 6120762 fasteners are complete and at no time should any loads greater than 5.Design design loads be applied to any component. and are for"dry condition"of use. n f. TRANS I D: 412891 S.Design assumes full bearing at all supports shown.Shim or wedge if OREGON Lf r 5.CompuTrw has no control over and assumes no responsibility for the necessary. R v ^vW fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the Iimit flops set forth by 8.Plates shall be located on both faces of truss,and placed so their center +? 4 t .� ,� ^t- 111111111111111111111111111 TPIM?CA In BCS'copies of which will be furnished upon request. g 'lines coincide to with th of plate ioint ninches.iV/�� y MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,EBR-1968(MITek) 'R„R IRy�t+ EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 9.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1,15 BC: 2x4 KDDF #16BTR 1-2=( 0) 76 2-5=(0) 0 SPACED 24.0" O.C. 2-3=(-151) 71 TC LATERAL SUPPORT <= 12"OC. UON. 3-9=( -68) 31 BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 2.7" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -47/ 388V -30/ 150H 5.50" 0.62 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 36V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8,2" -126/ 284V 0/ OH 1.50" 0.36 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 9.0" -62/ 112V 0/ OH 1.50" 0.14 KDDF ( 625) 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 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.022" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.030" MAX TC PANEL LL DEFL = 0.009" @ 1'- 10.1" Allowed = 0.230" MAX TC PANEL TL DEFL = 0.009" @ 1'- 11.5" Allowed = 0.344" 12 4 MAX HORIZ. LL DEFL = -0.001" @ 7'- 8,2" 6.00 p MAX HORIZ. TL DEFL = -0.001" @ 7'- 8.2" A Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, O' Truss designed for wind loads r�-r 3 1 in the plane of the truss only. L' o a '/ in n1 o,- AI o.-- I 5►� -f 1 M-3x4 A- .1 ,l y b 1-06 3-10-08 9-01-03 'PROVIDE FULL BEARING;Jts:2,5,3,4' JOB NAME : 5017-B POLYGON - CJ4 Scale: 0.9616 9,,t0 PR 0A-e. ' WARNINGS: GENERAL NOTES,unless otherwise noted: n 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual C ,,1 N 43 Truss: CJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper 1 A 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 1 /(�y.4. -F. DES. BY: LA 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �fJ� 0r�"r)� I 1 7 Is the responsibility of the erector.Additional permanent bracing of l o.c.and at 10'o.c,respectively unless braced throughout their length by Q' *7G i PE ' DATE: 11/21/2014 the overall structure is the responsibility of the building designer. continuousxIm bridging ging such as plywood meed in ere shown and/or drywall(BC). p dY 9 9 4.I tmpact boil Crus or thtere boning ity of the where contractor. SEQ. : 612 0 7 6 3 4.No load should m late an to any component until after all eater th and 4.Installation of truss Is the responsibility of the o-perdue a environ. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon-corrosive environment, parr,. TRANS ID: 412891 design loads be applied to any component. and are for"dry condition"of use. #II '"" 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if # CC fabrication,handling,shipment and installation of components. necessary. OREGON L`�i 6.This design is tarnished subject to the limitations set forth 7.Design assumes adequate drainage Is provided. '\ IIII I VIII VIII VIII VIII VIII VIII IIII IIIby 8.Plates shall be located on both faces o1 truss,and placed so their center TPINVTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center Imes. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E size of le In inches. 10.For basic9. Digitsicate connector plate design values see ESR-1311,ESR-1988(MiTek) 4iR EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(0) 0 BC: 2x4 KDDF #16RTR SPACED 24.0" O.C. 2-3=(-194) 91 3-4=(-112) 58 TC LATERAL SUPPORT <= 12"OC. DON. LOADING 4-5=( -46) 21 BC LATERAL SUPPORT <= 12"OC. DON. LL( 25,0)+DL( 7,0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 18,0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -31/ 394V -38/ 187H 5.50" 0.63 KDDF ( 625) 3'- 7.7" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -113/ 256V 0/ OH 1.50" 0.33 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8,2" -114/ 236V 0/ OH 1.50" 0.30 KDDF ( 625) 9'- 11.7" -20/ 45V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.008" @ 1'- 10.1" Allowed = 0.230" MAX TC PANEL TL DEFL = 0.008" @ l'- 10.1" Allowed = 0.344" 5 MAX HORIZ, LL DEFL = -0.002" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" ° Design conforms to main windforce-resisting 6.00 p 12 4 system and components and cladding criteria. Wind: 140 mph, h=23.lft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0load duration factor=l.6, Truss designed for wind loads r, in the plane of the truss only. 0 c N o 1 1 3 0 0 I ,lo 0 rn o 4. o 6►� 0 1 M-3x4 f ,1 1, /, b 1-06 3-10-08 6-01-03 'PROVIDE FULL BEARING;Jts:2,6,3,4,5' JOB NAME : 5017-B POLYGON - CJ5 Scale: 0.4184 {- 03 PR OPE WARNINGS: GENERAL NOTES,unless otherwise noted: cr.t �`Li ,r� 1,Builder and erection contractor should be advised of aN General Notes 1.This design Is based only upon the parameters shown and Is for an Individual J� G� Ag.i..„ <V,g�� Truss• CJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper 11141117 /f ll7l 7 "I/ 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. r� 3.Additional temporary bracing to Insure stabil during construction 2,Design assumes the top and bottom chords to be laterally braced at '„'9 s r p ry ng l p 2'o.c,and at 10'c.c.respectively unless braced throughout their length by DES. BY: LA s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 7 re DATE• 11/21/2014 the overall structure tel the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4,No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,�n assumes trusses are to be used In a non-corrosive environment, r�r 4.2000 SEQ. : 6120764 fasteners are complete and at no time should any loads greater than 6. and Design for"dry condition of use. Cy. TRANS I D• 912891 design loads be applied to any component 6.Design assumes full bearing at all supports shown.Shim or wedge if .+, +. E CompuTrus has no control over and assumes na responsibility for the necesQRE�iN /`t sary. �} W fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage N provided. 4+ , 6.This design Is furnished subject to the Ilmltatlons set forth by B.Plates shall be located on both faces of truss,and placed so their center !hV 7 k .� ,O �"�" 11111111111111111 TPI W(CA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. l7 9.Digits indicate size of plate in inches. �{ 'V MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1960(MiTek) W EXPIRES:12131/2015 • EH This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 9.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #10TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-226) 108 3-4=(-155) 70 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -70) 33 BC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -16/ 398V -46/ 218H 5.50" 0.64 KDDF ( 625) 3'- 7.7" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -108/ 238V 0/ OH 1.50" 0.30 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2" -149/ 303V 0/ OH 1.50" 0.39 KDDF ( 625) 11'- 9.7" -51/ 107V 0/ OH 1.50" 0.17 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 = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.006" @ 1'- 9.9" Allowed = 0.144" MAX BC PANEL TL DEFL = -0.006" @ 1'- 11.3" Allowed = 0.192" 5 ., MAX HORIZ. LL DEFL = -0.002" @ 11'- 8.9" MAX HORIZ, TL DEFL = -0.002" @ 11'- 8.9" h Design conforms to main windf orce-resisting system and components and cladding criteria. 12 6.00 17 Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=l.6, Truss designed for wind loads 1 i( in the plane of the truss only. o 0 N I o O ti kb 3 0 rn O T 0 1M-3x4 A- 1-06 3-10-08 7-11-03 (PROVIDE FULL BEARING;Jts:2r6,3,4,5I JOB NAME : 5017-B POLYGON - CJ6 Scale: 0.3764 /'�r fy WARNINGS: GENERAL NOTES,unless otherwise noted: �Ar � N 4r� I 1. Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 5 GI N ULT Truss: CJ6 and Warnings before construction commences. building component.Applicability of design parameters and proper V�// 1 �i 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. Ezl ///! ((( 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �1.... DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 92 P E Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6120765 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, re �/' design loads be applied to any component and are for"dry condition"of use. d.r" � !- TRANS I D: 412891 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shove.Shim Cr wedge if ON (Z neces . saryG fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. h. �� orb' A 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ), n IIII I VIII IIII(IIII IIII III 111111 I II I II III TPI/WTCA in BCSI.copies of which vrill be furnished upon request. lines coincide with Joint center lines. 6, 14 !- h, 9.Digits indicate size of plate in Inches. ( T' MITek USA,IDC./COO1pl1TNS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) liffRIO- EXPIRES:12/31/2015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 35-03-04 STUB MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #168TR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1132) 412 8- 9=( -108) 142 8- 1=(-3192) 1070 11- 5=( 0) 476 2x4 KDDF #1613TR Ti 2- 3=(-1076) 404 9-10=(-2964) 6980 1- 9=( -980) 2960 5-12=(-2444) 1242 BC: 2x6 KDDF SS LOADING 3- 4=(-7814) 3158 10-11=(-4096) 9690 9- 2=( -118) 184 12- 6=( -380) 1742 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-9806) 3968 11-12=(-3994) 9474 9- 3=(-6296) 2750 6-13=(-6792) 2898 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 1'- 7.0" V5- 6=(-7290) 2934 12-13=(-2684) 6330 3-10=1 -314) 1510 13- 7=( -400) 284 TC LATERAL SUPPORT 24"0C. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 1'- 7.0" TO 35'- 3.3" V6- 7=( -42) 42 10- 4=(-2102) 1098 BC LATERAL SUPPORT <= 12"OC. UON, BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 35'- 3.3" V 4-11=( 0) 340 TC CONC LL( 66.0)+DL( 18.5)= 84.4 LBS @ 1'- 7.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON, FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1149/ 2933V -86/ 93H 5.50" 4.69 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 35'- 3.3" -1232/ 2975V 0/ OH 5.50" 4.76 KDDF ( 625) ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.357" @ 18'- 0.7" Allowed = 1.718" 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.651" @ 18'- 0.7" Allowed = 2.290" 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.070" @ 34'- 11.8" MAX HORIZ. TL DEFL = 0.106" @ 34'- 11.8" ** For hanger specs. - See approved plans Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1-06-15 33-08-05 1-06-f1515 08 05 18-00 T 1-f06-'115 6-04 6-09-03 6-X09-03 6-09-03 7-00-11 T +84.400 '1 T 1' ' 1' 12 6.00C7M-4x6 M-5x6(S) M-4x6 2 M-33110 MIAM- x4 M- 110 M-175x3 w �o ,t,- ` _ o rn o ail-1.5x3 M-1.x4 0.2gi' M-1.x4 M-3x1015* -,,r M-4x12 M-7x8(S) by y 1' 1, 1. 1-00 8-07-04 8-05-08 8-05-08 8-09 b y 35-03-04 JOB NAME : 5017-B POLYGON - D1 Scale: 0.1109 PR OFS. WARNINGS: GENERAL NOTES,unless otherwise noted: �" �+ rr 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 �(J` NAC1I Truss• D1 and Warnings before construction commences. building component.Applicability of design parameters and proper ill:///T7 jj7��9I c �/J / 2.2x4 compression web bracing must be installed 04,re shown+. Incorporation of component Is the responsibility of the building designer. 4{7 -57 3.Additions)temporary bracing to Insure stability dining construction 2.Design assumes the topand bottom chords to be laterallybraced at �. /A�r� p r1,.. DES. BY: LA Is the responsibility of the erector.Additional permanent bracing of 2'o.c..and at 10'o.c.repectively unless braced throughut their length by 7G f L P ry P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE• 11/21/2014 the overall structure Is the responsibility of the building designer. 3 2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. SEQ. : 6120767 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ✓ 4 c design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 412891 5.CompuTrus has no control over and assumes no responsibility far the 6.Design assumes Full bearing at all supportsn.showShim or wedge if 111 ^ (Z' necessary, OREGON 44/ fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 74„ 4, �t' r� \)k A. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,and placed so their center / .4 Y P: �4 IIII I VIII VIII VIII VIII II I III I III III) TPIiWTCA In SCSI,copies of which will be furnished upon request. fines coincide with joint center lines. a 14 9.Digits indicate size of plate In Inches. I !J. T91/1A/TCA USA,IRC./CompUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see EBR-1311,ESR-1988(MRek) '✓/ '(y r y t{ v EXPIRES:12/31/2015 IlaThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF fk16BTR; LOAD DURATION INCREASE = 1.15 1- 2=( -567) 173 9-10=( -121) 128 9- 1=(-1605) 389 6-13=(-1221) 378 2x4 KDDF k1,0TR Ti SPACED 24.0" O.C. 2- 3=( 0) 0 10-11=( -959) 3487 1=10=( -343) 1467 13- 7=( -62) 871 BC: 2x6 KDDF 552- 4=( =533) 178 11-12=(-1221) 4843 10- 2=( -47) 150 7-14=(-3395) 827 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-3903) 920 12-13=(-1164) 4735 10- 4=(-3149) 821 14- 8=( -200) 106 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-4901) 1094 13-14=( -792) 3164 4-11=( -22) 756 TC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3644) 809 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 11- 5=(-1052) 289 7- 8=( -37) 41 5-12=( 0) 231 LL = 25 PSF Ground Snow (Pg) 12- 6=( 0) 313 NOTE: 2x4 BRACING AT 24"OC UON, FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -231/ 1475V -86/ 93H 5.50" 2.36 KDDF ( 625) ** For hanger specs. - See approved plans 35'- 3.3" -183/ 148701 0/ OH 5.50" 2.38 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.323" @ 18'- 0.7" Allowed = 1.718" MAX TL CREEP DEFL = -0.651" @ 18'- 0.7" Allowed = 2.290" MAX HORIZ. LL DEFL = 0.063" @ 34'- 11.8" MAX HORIZ. TL DEFL = 0.106" @ 34'- 11.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3-06-15 31-08-05 3-06-15 13-08-05 1' 18-00 1-01-]22-05-03� 4-04 6-09-03 6-09-03 6-09-03 7-00-11 T T 1' 1' T '1 4 T 1' 1-07-04 1' 4 12 6.00 p 3 M-4x6 M-4x6 2 +/ M-3x10 4 M-3x4 M-5x6(5) s M-3x4 6 M-3x10 7 M 1.5x3 eI = I -/ra. w " aa1 Doo -1-: \ / rn } o w 0 00 ff- 9'* Y - M M-1.5x3 M-3x4 0.25 2 M-3x4 M-3x1014 M-4x12 M-7x8(S) / ), ,1 .1 / / 1-00 8-07-04 8-05-08 8-05-08 8-09 35-03-04 y JOB NAME : 5017-B POLYGON - D2 Scale: 0.1798 0 PROFS WARNINGS: GENERAL NOTES,unless otherwise noted ry 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameter shown and Is for an Individual �G, , {' N V/0 Truss: D2 and Warnings before construction commences. building component Applicability of design parameter and proper VP' y �yRf A_ 2.2x4 compression web bracing must be'nestled where shown+. Incorporation of component Is the responsibility of the building designer. �<., II // !of -G' DES. BY: LA 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at K I I Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by 4' !(�^LJ® FTC DATE: 11/21/2014 the overall structure is the responsibility of the building designer. continuousxImpctsheathing such as acing re mired In ere s and/or+drywall(BCJ. Aley LL P Y 9 9 4.2x Impact bridging or lateral bracing required the where shown tout SEQ. : 612 0 7 6 8 4.No load should m applied to any component until after all braceater th and 4.DesignInstallation r es trusses Is the are responsibility of the respective contractor. n fastener are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In anon-corrosive environment, Ammo.: TRANS I D: 412 8 91 design loads be applied to any component, and are for"dry condition"of use, 5.CompuTrus has no control over and assumes no responsibility for the B'ne essa ssumes full bearing at all supports shown.Shim or wedge if r fy„ fabrication,handling,shipment and Installation of components. ry.SCSI,copies of which 7� 4"OREGON A.4,./ 7.set forth byT.Design assumes adequate drainage Is provided. I IIII I VIII VIII VIII IIII VIII II II IIII IIII TPI/WTCA in will be furnished upon request a Plates nea coincide shall e with Joint center located on both of tuss,and placed so their center 9.Digits Indicate size of plate in inches. -7 Ck '4° .4r 6.This design la furnished subject to the limitations fy . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) ll CC4) EXPIRES:12/31//2015 This design prepared from computer input by 1111111 IIIA IIIIIII PACIFIC LUMBER-BC LEMBUB h8B§efF41AESON5 See approved plans TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=1-1560) 394 9-10=( -66) 129 9- 1=1-1428) 389 5-13=(-696) 219 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=1-1340) 403 10-11=1-439) 2249 1-10=( -306) 1441 6-13=(-124) 737 WEBS: 2x4 KDDF STAND 3- 4=1-2414) 629 11-12=(-525) 2643 10- 2=( -4) 351 13- 7=(-172) 186 LOADING 4- 5=1-2653) 685 12-13=1-517) 2616 10- 3=(-1228) 319 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2101) 557 13- 8=(-540) 2263 3-11=( -29) 490 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2417) 579 11- 4-( -393) 139 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=1-2649) 659 4-12=( -2) 83 12- 5=1 0) 178 NOTE: 2x4 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITEDSTORAGEDOES ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBRB NOT APPLY DUE TO THESPATIAL C 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -177/ 1468V -141/ 94H 5.50" 2.35 KDDF ( 625) 35'- 3.3" -183/ 1495V 0/ OH 5.50" 2.39 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.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.155" @ 18'- 9.7" Allowed = 1.718" MAX TL CREEP DEFL = -0.312" @ 18'- 9.7" Allowed = 2.290" MAX HORIZ. LL DEFL = 0.055" @ 34'- 9.7" MAX HORIZ. TL DEFL = 0.092" @ 34'- 9.7" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 5-06-15 19-08-10 9-11-11 T 5-06-15 4-09-09 5-00-12 5-00-12 4-09-09 4-10-03 5-01-08 T T T T f f 12 12 M-5x6(S) M-4x6 d 6.00 6.00 p M-4x6 M-3x4 0.25" M-3x4 6 f 2 3 5 `d n NW e M-1.5x3 M-3x5 7 0 1 + 1 f y 0 1 m 0 o a I / q 10 11 2 hay 13 941 o M-1.5x3 M-3x10 M- 3x4 0.25) M-3x8 M-3x6 1 M-5x6(S) 5-02 6-10-12 6-09 6-10-12 9-06-12 l * 35-03-04 JOB NAME : 5017-B POLYGON - D3 Scale: 0.1908 0 PR ��S WARNINGS: GENERAL NOTES,unless otherwise noted: Co -`tt''±± ((��yy 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an IndNidual J� {,\`!i''�N 7 h7JJ /0g.� Truss• D3 and Warnings before construction commences. building component.Applicability of design parameters and proper II i I�f //?!^ 4 2 2x4 compression web bracing must be Installed where shown+, Design Incorporation o1 component Is the m sibillly of the building designer. R A ®,.n r �,,. P 9 2.Design assumes the top and bottom chords to be laterally braced a[ 7 F-G 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10 e.e.respectively unless braced throughout their length by DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Aiiy DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 04.0111.. 5.Design assumes trusses are to be used in a non-corrosNe environment, }' Ir SEQ. : 6120769 fasteners are complete and al no time should any loads greater than g r design loads be applied to any component. and are for'dry condition"g use �: T RAN S I D 412891 .Dealgn assumes full bearing at all supports shove.Shim or wedge ifi (�TGONbV 5. fabrication, icet rus has no control over and assumes no responsibility for Incthe necessary. F+ fabrication,handling,shipment and installation a components. 7.Design assumes adequate drainage is provided. 1 A 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of trues,and placed so their center //� "7 1 4 r, �Y.44. ''' "�" I IIIIII VIII VIII VIII IIIA VIII VIII IIII IIII MITE USAninc/COmpuT S which S0will W 7 6.6(1 L)-E request. 9.lines de wth joint center lines. oDigitsIc oonnedl connector design values see ESR-1311,ESR-1988(MITeB) C! BOSI,copies of F?R11 V EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC - LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1,15 1- 2=(-1560) 494 11-12=( -67) 129 11- 1=(-1428) 469 15- 9=(-170) 173 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=( 0) 0 12-13=(-563) 2249 1-12=( -398) 1441 2- 4=(-1340) 486 13-14=(-657) 2643 12- 2=( 0) 351 LOADING 4- 5=(-2414) 753 14-15=(-673) 2616 12- 4=(-1228) 366 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2653) 819 15-10=(-648) 2263 4-13=( -31) 490 BC LATERAL SUPPORT <= 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-2101) 674 13- 5=( -393) 141 TOTAL LOAD = 42.0 PSF 7- 8=( 0) - 0 5-14=( -13) 83 8- 9=(-2417) 718 14- 6=( 0) 178 NOTE: 2x4 BRACING AT 29"01 UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2649) 784 6-15=( -696) 241 ALL FLAT TOP CHORD AREAS NOT SHEATHED 8-15=( -132) 737 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For han er s acs. - See REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 9 P approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -249/ 1468V -141/ 94H 5.50" 2.35 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 3.3" -241/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0,155" @ 18'- 9.7" Allowed = 1,718" MAX TL CREEP DEFL = -0.312" @ 18'- 9.7" Allowed = 2.290" MAX HORIZ. LL DEFL = 0.055" @ 34'- 9.7" MAX HORIZ. TL DEFL = 0.092" @ 34'- 9.7" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22,2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 7-06-15 15-08-10 11-11-11 Truss designed for wind loads T fin the plane of the truss only. 5-03-12 2-03-032-09-09 5-00-12 5-00-12 2-09-092-03-03 4-07 5-01-08 4 1' 1' 1 T 3' 1' 3' 'f 1' 5-07-04 10-00 T i' 1' T 12 3 12 6.00 p M-4x6 M-5x6(5) 2 M-3x4 0.5 5" Ki 6M-4x6 Q 6.00 y Mko M-3x5M-1.5x3 *o �. 1 +. 9rn0 I to 0 MN O r- 11** 12 R15 4 M-1.5x3 M-3x10 M-3x4 0.25'13 3 9 M-3x8 M-3x60 oI M-5x6(S) 1 5-02 6-10-12 6-09 6-10-12 9-06-12 l 35-03-04 JOB NAME : 5017-B POLYGON - D4 Scale: 0.1742 t,= PR04, WARNINGS: GENERAL NOTES,unless otherwise noted: c I n 1.Builder and erection contractor should be advised of all General Notes 1 This design Is based only upon the parameters shown and is for an individual ~J _3�' ((��(� V��1 Truss: D4 and Warnings before construction commences. building component.Applicability of design parameters and proper ,� 1 i 14 7 f v4.. 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. // /.11!?.i gip' DES. BY LA 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced a • is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by - ®`I'� �" DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. continuous bridging sheathing such as acing re shed where s and/or drywall(BC). ,0001, ,,'i ea bePo Y 9 g 4.I Impact bridging or lateral boning required the where shown+a SEQ. : 6120770 4. No load should m applied to any component until ager all bracing and 4.Installation of truss Is the responsibility oval I the respective contradom fasteners are complete and at no time should any loads greater than S Design assumes trusses are to be used In a noncorrosive environment, #>rIY�I. TRANS I D• 412891 design loads be applied to any component. and are for"dry condition"of use. + r AaA�s""'" • 8.CompuTrus has no control over and assumes no responsibility For the 6.Design assumes full bearing at all supports shown.Shim or wedge If CC fabrication,handling,shipment and Installation of components. necessary. `l 6.This design is furnished subject to the limitations set forth byB Design assumes adequate drainage is provided. `741 OREGON� t,(/ IIII I VIII VIII VIII IIII IIII IIII IIII IIII 8.Plates shall be located on both faces of truss,and placed so their center 4, ,\ TPIANTCA in SCSI,copies of which will be furnished upon request lines coincide vette Joint center Imes. 9. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E e In inches. 10.FForits basicicate slze of connecor plate design values see ESR-1311,ESR-1988(MITek) FiHiLA- EXPIRES:12/31/2015 1E11111 This design prepared from computer input by PACIFIC LUMBER-BC LNMBBB h8B§2fF6pAE6ONS See approved plans TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=)-2556) 554 1- 8=)-427) 2151 8- 2=( 0) 264 6-11=(0) 275 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2043) 520 8- 9=(-929) 2148 2- 9=(-462) 191 3- 4=(-1734) 513 9-10=(-309) 1846 9- 3=(-102) 569 WEBS: 2x9 KDDF STAND; 2x9 DF STAND A LONDIOG 9- 5=(-1755) 518 10-11=(-450) 2252 9- 4=(-232) 117 LL( 25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2067) 526 11- 7=(-498) 2255 4-10=(-198) 109 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2642) 572 5-10=(-106) 577 BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD = 42.0 PSF 10- 6=(-558) 210 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT EASOC TOS. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -192/ 1981V -141/ 191H 5.50" 2.37 KDDF LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 3.3" -189/ 1481V 0/ OH 5.50" 2.37 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 REF. '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 = -0.121" @ 17'- 5.2" Allowed = 1.718" MAX TL CREEP DEFL = -0.244" @ 17'- 5.2" Allowed = 2.290" MAX HORIZ. LL DEFL = 0.055" @ 34'- 9.7" MAX HORIZ, TL DEFL = 0.092" @ 34'- 9.7" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Sir), load duration factor=l.6, 7-08-10 13-11-11 Truss designed for wind loads 13-06-15 T T f fin the plane of the truss only. 6-10-08 6-08-07 3-10-05 3-10-05 6-OB-07 � 7-03-09 � T 4 T T T 1212 6.00 u- M-4x6 M-3x4 M-4x6 Q 6.00 4 5 404 4 1"03. .. M-3x4 M-3x4 2 0 I t� m M 5x6 0 0 o a A B ,9, w e .4.. c o f M-1.5x3 M-3x8 M-3x8 M-11 9 10 15x3 M-3x6 0 M-3x5(S) 1 1 1 1 i 1 6-08-12 6-05-04 1 8-06-08 6-05-04 7-01-08 1 1 15-03-04 20-001 1 35-03-04 JOB NAME : 5017-B POLYGON - D5 scale: 0.1782 {`a 0PFtC?p'e WARNINGS: GENERAL NOTES,unless otherwise noted, cc�LS, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parametersshown and isforan individual J ,il0�,I /N�V/0 Truss: D5 and warnings before construction commences. building component.Applicability of design parameters and proper FFF�� /(?l v 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the buildingdesigner. t-� P g 2.Design assumes the top and bottom chords to be laterally braced at C,lv �^f�^,®E" �"' 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'a.c.respectively unless braced throughout their length by DES. BY: LA Is the responsibility of the erector.Addtional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,.rr�nl "" SEQ. : 6120771 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosNe environment, Lam" design loads be applied to any component. and are for"dry condition"of use. n TRANS I D• 412891 6.Design assumes full bearing at all supports shown.Shim or wedge ifT OREGON j,¢ • 5.CompuTrus has no control over and assumes no responsibility for the necessary. 4l U A.fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �t A. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center /.0 '-T j- 14 " - I11111111111111111111111 III VIII IIII IIII TPIANTCA in SCSI,copies of which will be furnished upon request nes coincide with Joint center lines. {� 9.Digits Indicate size of plate In Inches. t{ y1 V MiTek USA,Inc./CompuTrus Software 7.6.6(1 L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) �P R IL EXPIRES:12/31/2015 • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #168TR LOAD DURATION INCREASE = 1.15 1- 2=(-2556) 700 1-10=(-550) 2151 10- 2=( 0) 264 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND; 2- 3=(-2043) 676 10-11=(-551) 2148 2-11=(-462) 176 2x4 DF STAND A 3- 4=( 0) 0 11-12=(-979) 1846 11- 3=(-128) 566 LOADING 3- 5=(-1734) 643 12-13=(-582) 2252 11- 5=(-242) 157 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1755) 649 13- 9=(-580) 2255 5-12=(-208) 146 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 7-12=(-133) 577 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2067) 683 12- 8=(-558) 200 8- 9=(-2642) 721 8-13=( 0) 275 LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED 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) ** For hon er s acs. - See THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -263/ 1481V -141/ 141H 5.50" 2.37 KDDF ( 625) 9 P approved plans 35'- 3.3" -259/ 1481V 0/ OH 5.50" 2.37 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.121" @ 17'- 5.2" Allowed = 1.718" MAX TL CREEP DEFL = -0.244" @ 17'- 5.2" Allowed = 2.290" MAX HORIZ. LL DEFL = 0.055" @ 34'- 9.7" MAX HORIZ. TL DEFL = 0.092" @ 34'- 9.7" Design conforms to main windforce-resisting system and components and cladding criteria. 15-06-15 3-08-10 15-11-11 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-10-08 6-05-04 2-03-03-10-015-10-03-03-03 6-05-09 7-03-09 load duration factor=1.6, Truss designed for wind loads 13-07-04 14-00 in the plane of the truss only. T4 6 f '1 12 M-4x6 M-3x9 M-4x6 12 6.00(7 3 5 7 d 6.00 ,r 0 0 CD M 3x9 e 2 M-3x9 M-5x6 M 1 A ft Yin B o 1 1** 10 11 '4 �' C M-1.5x3 M-3x8 M-3x8 M-1.5x33xM-3x669 0 0 M-3x5(S) J. J. J. ), 1 1, y 6-08-12 6-05-04 8-06-08 6-05-09 7-01-08 b y b 15-03-09 20-00 35-03-09 b JOB NAME : 5017-B POLYGON - D6 Scale: 0.1741 �� PRoFe WARNINGS: GENERAL NOTES,unless otherwise noted: ' r I v,/ 1.Builder and erection contractor should be advised of all General Notes 1 This design Is based only upon the parameters shown and Is for an Individual 0 Truss: D6 and Warnings before construction commences. building component.Applicability of design parameters and proper (J ,gyp, 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designee !f -Er 2.Design assumes the top and bottom chords to be lateral) t �✓ ill -fi! DES. BY LA 3.Additional temporary bracing to Insure stability during construction y braced a n.�y is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length'y d.Q` '7G `�?E DATE: 11/21/2014 the overall structure is the responsibility of the building designer. continuousxImctsheathing such as acing re aired where s and/or.drywall BC. P M g g 3.2x Impact bridging or thterel bracing required where shewn++ X SEQ. : 612 0 7 7 2 4.No loads should be applied to any component until after all bracing and 4.Installation of es trusses is the responsibility t be I the respective con tractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon-corrosive environment, ,��I1�� TRANS I D• 412891 design loads be applied to any component. and are for"dry condition"of use. rI.48/8.! + � 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ( . I bdcatlon,handling,shipment and Installatlon of components. necessary. nn �1 �. 6.This design Is tarnished subject to the limitations set forth byB.Design assumes adequate drainage Is provided, #j,,. V N L IIII I VIII VIII VIII VIII III III I IIII IIII B.Plates shall be located on both faces of truss,and placed so their center ., "4j'. 1 4 d �4 TPINVICA In SCSI,copies of which will be furnished upon request. linea coincide with joint center lines. "7 F 4 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 4 R R L.\- EXPIRES: t ) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2510) 544 1- 9=(-406) 2134 2- 9=(-181) 184 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2291) 518 9-10=1-271) 1895 9- 3=) -17) 404 3- 4=(-1661) 457 10-11=(-289) 1867 3-10=(-644) 239 WEBS: 2x4 KDDF STAND; 2x4 DF STAND A LONDIOG 4- 5=(-1661) 444 11- 7=(-922) 2227 10- 9=(-237) 1089 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2363) 508 10- 5=(-685) 247 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2613) 537 5-11=( -14) 468 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 7- 8=) 0) 76 11- 6=(-267) 184 OVERHANGS: 0.0" 18.0" LL = 25 PSF Ground Snow (Pg) 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" -205/ 1481V -199/ 189H 5.50" 2.37 KDDF ( 625) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 3.3" -269/ 1659V 0/ OH 5.50" 2.65 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.119" @ 17'- 5.2" Allowed = 1.718" MAX TL CREEP DEFL = -0.241" @ 17'- 5.2" Allowed = 2.290" MAX LL DEFL = 0.013" @ 36'- 9.3" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 36'- 9.3" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.053" @ 39'- 9.7" MAX HORIZ. TL DEFL = 0.088" @ 34'- 9.7" Design conforms to main windforce-resisting 17-05-04 17-10 system and components and cladding criteria. f '1 T 5-10-05 5-08-09 5-10-05 5-10-05 5-08-09 6-03-01 Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T 1' '1 1' 1' T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1212 load duration factor=1.6, 6.00p M-4x6 Z 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. 4 .fn' M 5x6)S) M-3x9444444444444444444:-5,x6 0. " 8 5 ep wo M-1.5x3\ . M-1.5x3 2 m rn 01 O o `oo +1 A 9 1- 'f 11 8 of ::M-4x4 M-3x4 �.25" M-3x4 M-3x6 o M-5x8(S) ,1 ) y y 1 8-09-08 8-07-12 8-07-12 9-02-04 l b b 35-03-04 1-06 JOB NAME : 5017-B POLYGON - D7 Scale: 0.1753PROF. n WARNINGS: GENERAL NOTES,unless otherwise noted ��' N V� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual <0 (L.A\�'�I N {,r�f� Truss: D7 and Warnings before construction commences, building component.Applicability of design parameters and proper 5:? // * 2.2x4 compression web bracing must Nainstalled where shown+, Incorporation of component Is the responsibility of the building designer. <{,/ 1T7 'Q P 2.Design assumes the top and bottom chords to be laterally braced at 92$,P ' 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LA is the responsibility of the erector,Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �a�s�r 5.Design assumes trusses are to be used in a non-corrosive environment, AI�a"�'"' SEQ. : 612 0 7 7 3 fasteners are complete and at no time should any loads greater than g - - design loads be applied to any component and are for"dry condition"of use. ty.. TRANS I D 412891 6.Design assumes full bearing at all supports shown.Shim or wedge if 0R QNB /, 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center .r/y '��' 14 4 ,Q �' - 113111111111111$11 VTPIM7TCA In SCSI,copies of which will be furnished upon request lines coincide withzjoint center lines. (J {y 9.Digits indicate size of plate In inches. J�A 1 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MCek) "A/ a"y. EXPIRES;12/31/2015 • BIMThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF (k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-10=(-372) 2268 3-10=(-270) 187 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. 2= 3=(-2645) 531 10-11=(-259) 1894 10- 4=( -18) 475 WEBS: 2x4 KDDF STAND 3- 4=(-2397) 503 11-12=(-281) 1889 4-11=(-679) 246 LOADING 4- 5=(-1694) 453 12- 8=(-416) 2256 11- 5=(-237) 1125 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1694) 453 11- 6=(-680) 246 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2397) 503 6-12=( -18) 475 TOTAL LOAD = 42.0 PSF 7- 8=(-2645) 531 12- 7=(-270) 187 OVERHANGS: 18.0" 18.0" 8- 9=( 0) 76 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -293/ 1669V -205/ 205H 5.50" 2.67 KDDF ( 625) 35'- 8.0" -293/ 1669V 0/ OH 5.50" 2.67 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.127" @ 17'- 10.0" Allowed = 1.738" MAX TL CREEP DEFL = -0.257" @ 17'- 10.0" Allowed = 2.317" MAX LL DEFL = 0.013" @ 37'- 2.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 37'- 2.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.055" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.092" @ 35'- 2.5" 17-10 17-10 T Design conforms to main windforce-resisting 6-03-10 5-09-03 5-09-03 5-09-03 5-09-03 6-03-10 system and components and cladding criteria. T T T T T 1' T 12 12 Wind: 140 h, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 p M-4x6 mp Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 5 Truss designed for wind loads in the plane of the truss only. M-5x6(5) \414 M-5x6(S) 0.25" 3.1 0.25" 4 ft u7 M-1.5x3 ii:/\ M-1.5x3 c, /410•,,, 1 m / ''' /t MM-3x6 M-3x4 iU•25" M-3x4 M-3x6+ 5 M-5x8(S) ,1 ), ) ,1 ), y y 9-02-04 8-07-12 8-07-12 9-02-04 1-06 35-08 l y 1-06 JOB NAME : 5017-B POLYGON - D8 Scale: 0.1638li) C) PRoFe WARNINGS: GENERAL NOTES,unless otherwise noted: ,l Sn 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual _ N V Truss: D8 and Warnings before construction commences. building component.Applicability of design parameters and proper (�„\ / 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer.DES. BY LA IP 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom rho ds to be laterally braced at / Fi7flt9 r�Is the responsibility of the erector.Additional permanent bracing of 2'titin and at 10a.c.respectively unless braced throughout their length by .C9L•+F/E 1-- DES. 11/21/2014 the overall structure Is the responsibility of the buildingdesigner. c2ontinuous sheathing r such aracing requiredd ewhere show,,0drywall(BC). aY 9 4.in Impact boil lateral bracing iof where shown a SEQ. : 612 0 7 7 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the are responsibility of the respective contractor fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Ate` TRANS I D' 412891 design loads be applied to any component. and are for"dry condition"of use. / M Mls'r 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. necessary.! OREGON\ L,(r' 6.This design is furnished subject to the limitations ono set forth by7 Design assumes adequate drainage is Provided. Ix ,\ I 111111 VIII VIII VIII IIII IIII VIII IIII III 6.Plates shall be located on Doth faces of truss,and placed so their center TPs desig In SCSI,copies of which will be furnished upon request lines coincide with joint center lines. h .44' 1 4 �,, 9. ts MITek USA,InC./COfnpUTrws Software 7.6.6(1 L)-E e In inches. 10.For Ibasicicate size connectorof plate design values see ESR-1311,ESR-1986(MUek) V "[i tt ` EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-13=(-1678) 4470 13- 3=( -486) 1450 19-11=1-436) 103 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-5079) 1922 13-14=(-1459) 3845 3-14=(-1167) 447 11-20=) 0) 246 WEBS: 2x4 KDDF STAND 3- 4=(-3050) 1240 14-15=(-1018) 2687 14- 4=( -7) 320 LOADING 4- 5=(-2497) 1181 15-17=( -898) 2228 4-15=( -584) 155 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1718) 638 16-18=( -37) 93 15- 5=( -67) 532 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF 5- 7=( -580) 604 18-19=( -788) 2045 15- 6=( -258) 47 TOTAL LOAD = 42.0 PSF 6- 8=(-1750) 641 19-20=( -877) 2299 6-17=( -55) 267 7- 9=( -469) 611 20-12=( -875) 2302 16-17=( 0) 81 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8-10=1-1487) 538 17-18=( -757) 1966 9-10=( -581) 604 17- 8=( -146) 384 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10-11=(-2259) 1075 18- 8=( -122) 163 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11-12=(-2696) 1068 8-19=( -323) 90 10-19=( 0) 475 OVERHANGS: 18.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1.5x4 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA vertical members (oon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -482/ 1675V -165/ 175H 5.50" 2.68 KDDF ( 625) ** For hanger specs. - See approved plans 35'- 8.0" -414/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) Unbalanced live loads have been considered for this design. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.205" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.388" @ 13'- 7.0" Allowed = 2.317" 15-11-11 3-08-10 15-11-11 TI MAX HORIZ. LL DEFL = -0.119" @ 35'- 2.5" 4-05-12 1-08-12 2-11-14{ 4-03-03 6-03-04 MAX HORIZ. TL DEFL = 0.191" @ 35'- 2.5" 2-09 I 19-05-12 I '-03-01 0-11115 I 5-05-09 I T Design conforms to main windforce-resisting T T 1' T T 1' 9--f T T system and components and cladding criteria. 12 12 6.00 M-4x6 M-3x8 M-9x6 - 1 6,00 Wind: 140 mph, h=24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=l.6, M-4x6 M-9x6 End vertical(s) are exposed to wind, 8 N 0 Truss designed for wind loads in the plane of the truss only. 1 M-3x4 M-3x4 0 1 1 M-3x6 M M 3x8 T' ;G, i - 3 M-5x8 4 16-17:1---'� _- 4a M-3x9+ M- x4 M-3x8 0 r 6 }y 20 *�2 i OM-116.5x3 M-�x8 0.25 M 1.5x3 M 3x M-3x4+ M-5x8 d 3.75 M-5x8(S) 12 J, > b b l l J. y J' J, 2- 05-08 9-05-12 4-07-08 2-00-044 9-11-10 5-06-10 5-05-04 6-01-08 b 1=0E-05-08 10-11-12 22-02-12 y 1-06 35-08 JOB NAME : 5017-B POLYGON - D9 Scale: 0.1465 138OPrSn WARNINGS: GENERAL NOTES,unless otherwise noted: t'6 1 h ,+t 1.Builder and erection contractor should be advWed of all General Notes 1.This design Is based only upon the parameters shown and is for anIndividual *Z, `(1"Gt V'r Truss: D9 and Warnings before construction commences. building component.Applicability of design parameters and proper J .C71/k/NNN /I7' 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designer.P 9 11 2.Design assumes the top and bottom chords to be laterally braced at d . �2`♦P ('� 3.Additional temporary bracing to Insure stability during construction 2 o.c.and of is o.c.respectively unless braced throughout their length by DES. BY: LA s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). p DATE: 11/21/2014 the overall structure is the responsibiltty of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ ! 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6120775 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 1 , 86 design loads be applied to any component. and are for"dry full bearing g use -810 TRANS I D• 412891 6.Design assumes full bearing at all supports shown.Shim or wedge ify OREGON 1�� t, 5. fabrication, rus has no control over and assumes no responsibility for the CC necessary. /' U N ^V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided t 6.This design N furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center .�/x /- .� �,� `'• ch will be furnished upon lines coincide with joint center lines. I11 1 VIII VIII VIII IIII III I VIII IIII II I M Tek USAnlnc./CompuT s iSoftware+7.6.6-SP1(1 L)-Et e in inches. 9.Digits Do Itbals c aonnectorsize oplate design values see ESR-1311,ESR-1988(MITek) V "(�r^�{i 1�T. " t'i f111.-� EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 141&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-13=(-1167) 4461 13- 3=( -327) 1448 10-19=(-132) 649 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2- 3=(-5071) 1348 13-14=(-1017) 3838 3-14=(-1154) 339 19-11=(-416) 149 WEBS: 2x4 KDDF STAND 3- 4=(-3054) 864 14-15=( -682) 2693 14- 4=( 0) 319 11-20=) 0) 246 LOADING 4- 5-(-2490) 802 15-17=( -596) 2336 4-15=( -609) 176 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2164) 746 16-18=( -27) 102 15- 5=( -248) 894 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 18-19=) -567) 2245 15- 6=( -506) 219 TOTAL LOAD = 42.0 PSF 6- 8=(-2330) 810 19-20=( -596) 2308 6-17=( -26) 251 8-10=(-1935) 676 20-12=) -594) 2311 16-17=) 0) 81 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 17-18=( -543) 2158 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2249) 721 17- 8=( -59) 176 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2703) 739 18- 8=( -147) 150 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8-19=( -452) 158 OVERHANGS: 18.0" 0.0" ** For hen er s acs, - See a BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 9 P pproved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -343/ 1675V -125/ 134H 5.50" 2.68 KDDF ( 625) 35'- 8.0" -276/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.203" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.410" @ 13'- 7.0" Allowed = 2.317" 0-06-07 MAX HORIZ. LL DEFL = 0.116" @ 35'- 2.5" 13-11-11 -(-1 MAX HORIZ. TL DEFL = 0.194" @ 35'- 2.5" 7-08-10 13-11-11 T T T 1 Design conforms to main windforce-resisting 2-09 4-05-12 4-05-12 1-08-12 4-08-11 2-11-15 2-03-03 5-05-04 6-03-04 system and components and cladding criteria. T T T T T T T T T T T 12 12 Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 p M-3x4 9 4 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 M-4x6 load duration factor=1,6, 5 6 M-38x8 o End vertical(s) are exposed to wind, MINTruss designed for wind loads in the plane of the truss only. N M-3x4 4 M-3x4 0 1 0 co M-3x6 3 , M-3x8 �'" .. r 3 M- x8 14 15, 1 -`�--rn 1-E1 is �j �I 0I 1 M-3x9+ M- x4 M-3x8 old 1165x3 M-7x8 0.25'9 M-1205x3 M-3x6 2 M-3x4+ 0 a 3.75 M-5x8 M-5x8(S) 12 b 2-05-08y 4-05-12 4-07-08 2-00-04 4-11-10 5-06-10 5-05-04 6-01-08 3, 3 y1-063 2-05-08 10-11-12 22-02-12 1-06 35-08 y JOB NAME : 5017-B POLYGON - D10 Scale: 0.1715 ��.00 PPopE, WARNINGS: GENERAL NOTES,unless otherwise noted G /}V 1. Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 6 3 G I(y /� Truss: D10 and Warnings before construction commences. building component.Applicability of design parameters and proper {� 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 1 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at V��r / 17 DES. BY: LA s the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by4 . *�2 OPE j DATE: 11/21/2014 the overall structure is the responsibility of the buildingdesigner. continuous us sheatgn or such cingoe required In ere shown and/or drywall(BC). P Y 9 3.2x Impact bridging lateral bracing where shown++ Ale, 4.No load should applied to any component until after all bracing and 4. Installation of truss Is the responsibilityof the respective contractor. SEQ. : 6120776 fasteners are complete and at no time should any loads greater than S Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• 412891 design loads be applied to any component. and are for"dry condition"of use. 111 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim ar wedge if y. ! fabrication,handling,shipment and installation of components. necessary. OREGON 6.This design is furnished subject to the limitations forth by6 4.0 7Design assumes adequate drainage Is provided. V R G V N IIIIII VIII IIII VIII IIII VIII VIII IIII IIII 6 Plates shall be located on both faces of truss,and placed so their center c, �.i)' 2 �4 TPINJTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ,!y ""11 .�a r 4. 9.Digits indicate size of plate in Inches. W MiTek USA,Inc./CompuTrus Software+7,6.6-SP1(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) ./ � *f ` EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-11=(-969) 4461 11- 3=( -265) 1448 16- 7=(-147) 150 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-5071) 1108 11-12=(-846) 3838 3-12=(-1154) 306 7-17=1-452) 128 WEBS: 2x4 KDDF STAND 3- 4=(-3054) 694 12-13=1-544) 2693 12- 4=( 0) 319 8-17=(-116) 649 LOADING 4- 5=(-2990) 628 13-15=(-424) 2336 9-13=1 -609) 190 17- 9=(-417) 162 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2164) 598 14-16=) -20) 102 13- 5=( -199) 894 9-18=1 0) 246 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2330) 638 16-17=1-408) 2245 13- 6=1 -506) 170 TOTAL LOAD = 42.0 PSF 7- 8=(-1935) 543 17-18=1-468) 2308 6-15=( -18) 239 8- 9=(-2249) 568 18-10=(-466) 2311 14-15=1 0) 81 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2703) 593 15-16=1 -391) 2158 15- 7=( -35) 159 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -270/ 1615V -125/ 134H 5.50" 2.68 KDDF ( 5 ) ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 8.0" -204/ 1498V 0/ 0H 5.50" 2.40 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.203" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.410" @ 13'- 7.0" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.116" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.194" @ 35'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. 11-11-11 11-08-10 11-11-11 f T T fWind: 140 mph, h=23.Eft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 2-09 4-05-12 4-08-15 1-05-09 5-03-02 4-11-15 5-08-07 6-03-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),T load duration factor=l.6, T 12 End vertical(s) are exposed to wind, 12 M-9x6 Truss designed for wind loads 6.00 p M-4x65 M-3x4 M-3x8 e Q 6.00 in the plane of the truss only. 6 7 r�z M-3x4 • M- 4 9 N 1 o M-3x6 I 3 mo M-3X8�1' 12 13, 15:1111111111111111110.4" 'swim -��-- > 3X4w 40 0 c. I 1 M-3x9+ o M-1.5x3 M-7x8 0.25 M-1.5x3 M-3x6 0 M-3x9+ M-5x8(5) a 3.75 M-5x8 12 2-05-08 4-05-12 4-07-08 2-00-041 9-11-10 5-06-10 5-05-09 6-01-08 b 1 y b 1-062-05-08 10-11-12 22-02-12 1 1 b 1-06 35-08 JOB NAME : 5017-B POLYGON - D11 Scale: 0.1716 t 0 ,O PRope WARNINGS: GENERAL NOTES,unless otherwise noted: J..‹.6,, N ,9 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual \ {� I N EA01.r! s✓,�y� Truss• D11 and Warnings before construction commences. building component.Applicability of design parameters and proper CI. /It/ I!41 f ,,g 2.2z4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 441c -7 3.Additional tempora bract to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at CC' ±tff92®®P E r temporary ng Y g 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LA s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6120777 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, # 1+. a y A11a1�s''m. design loads be applied to any component. and are for"dry condition"of use. J TRANS I D' 412891 6.Design assumes full bearing at all supports shove.Shim or wedge If OREGON�4* I, • 5.CompuTrus hes no control over end assumes no responsibility for the necessary. ^}X ^V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided A. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center f/q 'I), late In inches. V Z0 r4 � IIVIIVIVVIIIIIIInTPINVTCA SCSI,copies of which request. MTe SAInc./CompuTrus Software+76.6 SP1(1L)Ecenterlines coincide with joint 0DoctoneoaDigits indicate plate design values see ESR-1311,ESR-1988(MIT k) ' (yRt EXPIRES:12/3112015 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF H15BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-13=(-1325) 4578 13- 3=( -374) 1482 10-19=(-170) 817 BC: 2x4 KDDF k16BTR SPACED 24.0" O.C. 2- 3=(-5185) 1510 13-19=(-1154) 3940 3-19=(-1291) 456 19-11=( -18) 131 WEBS: 2x4 KDDF STAND; 3- 9=(-3059) 900 14-16=(-1037) 3871 14- 4=( -164) 945 2x4 KDDF H1&BTR A LOADING 4- 5=( 0) 0 15-17=( -51) 192 14- 6=(-1329) 411 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2713) 849 17-18=( -873) 3425 6-16=( 0) 286 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3843) 1172 18-19=( -812) 3060 15-16=( 0) 79 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3088) 958 19-12=) -657) 2262 16-17=( -821) 3247 8-10=(-2235) 709 16- 7=( -185) 502 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 17- 7=( -294) 171 10-11=(-2550) 760 7-18=( -436) 80 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2658) 801 18- 8=( -5) 351 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8-19=(-1065) 328 OVERHANGS: 18.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For han er s ecs. - See AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 9 P approved plans 0'- 0.0" -306/ 1675V -82/ 91H 5.50" 2.68 KDDF ( 625) 35'- 8.0" -243/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.312" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.626" @ 13'- 7.0" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.140" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.232" @ 35'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. 9-11-11 15-08-10 9-11-11 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2-09 4-11-08 2-03-03 3-05-09 5-03 4-10-04 2-01-1T-03-03 3-08-12 3-11-12 load duration factor=1.6, f T T T T T T T f f End vertical(s) are exposed to wind, 12 5 9 12 Truss designed for wind loads 6.0017' M-5x6 M-5x8(S) M-4x6 4 6.00 in the plane of the truss only. M-3x5 0.�5" M-33x4 g sil N f- _ PI-4 _ M-3x8 M 1.5x3 o M 3x103 •c' , 1 , M r. o �.��u - _ rte. A m '� 3 M-6x8 19 r= 166,, _ o 0 1 M 3x4+3x4+ M-3x8 old-1155x3 M-3x10 0.25}176 M 3x8 M 3x6 2 � o .a 3.75 M-5x10 M-5x6(S) 12 1 l l b / / / / y y-05-0 y 5-01-04 6-00-04 4-11-08 4-08-08 4-10-04 7-06-12 y1-062-05-08 10-11-12 y b 22-02-12 1-06 35-08 l JOB NAME : 5017-B POLYGON - D12 Scale: 0.1719 "'‹O\ � PR Ort, WARNINGS: GENERAL NOTES,unless otherwise noted PRO 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 C -q I N Truss: D12 and Warnings before construction commences. building component.Applicability of design parameters and proper C;5 (\l l� 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. /� ill://M9 I/fir )('�}]q, DES. BY: LA 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at +y r�l✓/ / r y Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4' !{92,`P E. S continuous sheathing such l acing e and/or drywall(BC). [- DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ SEQ. : 6120778 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ��r fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1411- TRANS I D• 412891 design loads be applied to any component. and are for"dry condition"of use. r''"r 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if yy fabrication,handling,shipment and Installation of components. nesigsnary, �f �OREGON� �t,(, " 6.This design Is furnished subject to the limitations set forth by8.Design assumes adequate drainage is provided. 111111 VIII IIII VIII VIII IIII VIII IIII IIII TPIANTCA In SCSI,copies of which will be furnished upon request. 8 Ines coincidewithJoint center liners of truss,and placed so their center 9.Digits indicate size of plate in inches. 7 Q �h, MiTek USA,Inc./CompuTrus Software+7.6.6-SP1(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) T_ EXPIRES:12/31/2015 IMIIIIIIIIMMMIMIMIIIIIMIMMMIMMIIMIMIMMIIIIIMIMIMIMMIMMIIMIIIIMMIMIMI This design prepared from computer input by 1111111111 IIIIIIIIIIII PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-11=(-1130) 4578 11- 3=( -314) 1482 16- 7=( -11) 351 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-5185) 1273 11-12=( -986) 3940 3-12=(-1241) 452 7-17=(-1065) 286 WEBS: 2x4 KDDF STAND; 3- 4=(-3059) 710 12-14=( -826) 3871 12- 4=( -138) 945 8-17=( -152) 817 2x4 KDDF #1&BTR A LOADING 4- 5=(-2713) 685 13-15=( -42) 192 12- 5=(-1329) 367 17- 9=( -21) 131 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3843) 963 15-16=( -711) 3425 5-14=( 0) 286 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PIE 6- 7=(-3088) 788 16-17=( -641) 3060 13-14=( 0) 79 BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2235) 573 17-10=) -542) 2262 14-15=( -668) 3247 8- 9=(-2550) 608 14- 6=( -130) 502 LL = 25 PSF Ground Snow (Pg) 9-10=(-2658) 659 15- 6=( -294) 161 6-16=( -436) 89 NOTE: 2x4 BRACING AT 24"0C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -241/ 1675V -82/ 90H 5.50" 2.68 NUDE ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 8.0" -178/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.312" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.626" @ 13'- 7.0" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.140" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.232" @ 35'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7-11-11 load duration factor=l.6, 7-11-11 19-08 10 9-01-13 ,. End vertical(s)Truss designed for wind loads are exposed to wind, f f T 2-09 5-02-11 5-05-09 5 03 f 4-10-04 f f 3 i1-15 .. 3 11-12 . in the plane of the truss only. T T T 12 12 M-5x8(S) M-9x6 Q 6.00 6.00 p M 5x6 M-3x5 0. 5" M-3x4 8 5 M-1.5x3 �, M-3x8 M-3x103 OOI �M /%Qr Yi+ O414-‘161.1p... MO c l M-6X8 12 , 19: .'.9 r. M 3x8 17 1s 0.26 *q0 x I OM-1.5x3 M-3x10 30 M-3x + M-5x10 M-5x6 a 3.75 12 ) y J. ), J. ), J. /- 2-05-08 5-01-04 6-00-04 b 4-11-08 4-08-08 4-10-04 7-06-12 b b y b 22-02-12 1-062-05-08 10 11-12 /, y l 1-06 35-08 JOB NAME : 5017-B POLYGON - D13 Scale: 0.1720 ,,i1.,0 PR(1Fe1�' WARNINGS: GENERAL NOTES,unless otherwise noted: c_ 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 \'g� , 5II/PIT •'`j(/ v�1- 44 q��. Truss• D13 and Warnings before construction commences. building component.Applicability of design parameters and proper /1/ F 2.204 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. +II/,I p 6 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LA Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaNBC). DATE• 11/21/2014 the overall structure Is the respensibiltty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ' SEQ. : 6120779 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, and are for'dr condition"of use. t' TRANS I D 412891 design Trus has applied to any over aassnt. 6.Design assumes full bearing at all supports shown.Shim or wedge If OREGON !v/ 5.CompuTrus no control and assumes no responsibility for the necessary. \ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 4 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center f� �r r 2.\--'`‘''s • "t". 1111111111$1111111 MiTe SATPIANTCA ninc ICompuT s BCSI,copies of ISoflware+766 SP1(1 L)-Ech vAll be furnished upon C 0 lines 9. Digits sic coiccl pletetde1 gn values see ESR-1311,ESR-1588(MITeI,) ` - EXPIRES:12/31/2015 111111101 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 35-08-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 76 2-11=(-3174) 8910 11- 3=( -932) 2860 16- 7=( -862) 584 BC: 2x4 KDDF 4108TR 2- 3=(-10108) 3486 11-12= 2756) 1428) 572 WEBS: 2x4 KDDF STAND; (- 7674 3-12=(-1188) 314 7-17=(- LOADING 3- 9=( -7138) 2664 12-13=(-3776) 9582 12- 4=( -746) 2224 17- 8=( -126) 854 2x4 KDDF 41&BTR A LL = 25 PSF Ground Snow (Pg) 4- 5=( -6370) 2414 13-15=(-4672) 11628 12- 5=(-3670) 1600 8-18=(-3398) 1412 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0,0" TO 6'- 0.09-V6=( -9748) 3868 14-16=) -378) 936 5-13=( -364) 1214 18- 9=( -492) 1812 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 35'- 8.08-V7=(-11386) 4628 16-17=(-3882) 9624 13- 6=(-2170) 996 9-19=(-5682) 2354 BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLP 0'- 0.0" TO 35'- 8.07-V8=( -8346) 3438 17-18=(-3356) 8254 6-15=( -74) 504 19-10=( -300) 220 8- 9=( -5230) 2168 18-19=(-2068) 5038 14-15=( 0) 118 TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 9-10=( -44) 46 15-16=(-3500) 8708 NOTE: 2x4 BRACING AT 24"0C UON. FOR 15- 7=( -778) 1954 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) OVERHANGS: 18.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD, TOP 0'- 0.0" -1054/ 3101V -53/ 117H 5.50" 4.96 KDDF ( 625) ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 8.0" -1238/ 3004V 0/ OH 5.50" 4.81 KDDF ( 625) Attach 2 ply with 3"x,131 DIA GUN nails staggered: 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 XX 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX LL DEFL = 0.003" @ -1'- 6.0" Allowed = 0.150" 9" Sc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEEL = -0.003" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.565" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -1.067" @ 13'- 7.0" Allowed = 2.317" MAX HORIZ. LL DEFL = -0.179" @ 35'- 4.5" MAX HORIZ. TL DEFL = 0.286" @ 35'- 4.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads 5-11-11 29-08-05 in the plane of the truss only. 1'2-09 3-02-113-05-07 4-00-02 5-03 5-09-01 5-07-05 5-07-05 T T f +3204 1' -1 T T -1 T 12 6.00 p M-5x8(S) M-5x8M-3x6 M-3x4 0 25" M-3x6 M-3x8 M-1.5x3 N M-3x6 y4 5 6 r7+ 8 9 10 0 M 3X8 3 -/.,o ,.o 1 1--- ' 12 13 15 -� .- 1 M-3x4+ M-3x10 M-3x4 0 14 16 07 18 l9 �� o M 5x8 ,,M-1.5x3 M-4x10 0.25 M-3x6 M-3x8' M 3x4+ M-7x12 a 3.75 M18HS-5x16(5) 12 ), 1 )' L b ), l b l y y 05-08 y- 01-04 4-01-14 3-10-064-11-08 5-07-05 5-07-05 5-10-13 J. 1-03-05-08 10-11-12 22-02-12 1-06 35-08 y JOB NAME : 5017-B POLYGON - D14 Scale: 1/8" tO PR94�' WARNINGS: GENERAL NOTES,unless otherwise noted: n 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual CJ GIN V/0. Truss: D14 and Warnings before construction commences. building component.Applicability of design parameters and proper `' p_ 2.204 compression web bracing must be installed where shown+. IncorporatIon of component Is the responsibility of the building designer. ,/ Jry -!+' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at V //^ �j ' DES. BY: LA is the responsibility of Me erector,Additional permanent bracing of 2 o.c.and at 10 o c respectively unless braced throughout their length by `.,"C j�,`f y-" continuous us sheabridgingg such al aplcing dre aired where shown 4- ,r+' DATE: 11/21/2014 the overall structure Is the rector,Additional of the building designer. 3.2x Impact or lateral bracing required where shown r d 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. s EQ : 6120780 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosme environment, 6�l�l* TRANS I D• 412891 design loads be applied to any component. and are for"dry condition"of use. r�rr ""' S.CompuTrus has no control over and assumes no responsibility for the E Design assumes full bearing at all supports shown.Shim or wedge if h. fabrication,handling,shipment and Installation of components. necessary. OREGON t^� �+. 7.Design assumes adequate drainage is provided. 7 OREGON0�,��1L/ III I VIII II IIIIII III VIII I I II I III 6.This design is furnished subject to the limeatlons set forth by a.Plates shall be located on both faces of truss,and placed so their centerh. TPIANICA in SCSI,copies of which will be furnished upon request. Imes coincide with Joint center Imes. /0 'I k 1 4' 9.Digits indicate size of plate in Inches. V {�, MiTek USA,InC./COmpt1TNS Software+7,6.6-SP1(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) 44 '0'j t y.. EXPIRES:12/31/2015 INN This design prepared from computer input by PACIFIC LUMBER-BC 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) 76 2-6=(-44) 104 6-5=) 0) 18 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-168) 25 5-7=(-94) 205 5-3=( 0) 46 3-4=( -23) 30 3-7=(-211) 97 WEBS: 2x4 KDDF STAND 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 BORE BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -88/ 424V -15/ 90H 5.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -87/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) 6'- 0.0" 0/ 97V 0/ OH 5.50" 0.16 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 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" 3-11-11 MAX LL DEFL = 0.006" @ 2'- 3.8" Allowed = 0.170" I 4 MAX TL CREEP DEFL = -0.013" @ 2'- 3.8" Allowed = 0.226" MAX LL DEFL = 0.000" @ 4'- 11.0" Allowed = 0.078" 12 MAX TL CREEP DEFL = 0.000" @ 4'- 11.0" Allowed = 0.105" 6.00 p MAX HORIZ. LL DEFL = -0.005" @ 4'- 11.0" MAX HORIZ. TL DEFL = 0.008" @ 4'- 11.0" f -s Design conforms to main windforce-resisting system and components and cladding criteria. I M 4x6 ( a Wind: 140 mph, h=21.Eft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, I Truss designed for wind loads ti Cu in the plane of the truss only. t a o 7 ►� m of NM r` 14-3x4 if 0 0-3x4 1 M-3x4 M-3x5 y y b )' 2-03-12 2-07-05 1-00-15 ,1 y y b 1-06 2-05-08 6-00 3-06-08 PROVIDE FULL BEARING;Jts:2,4,71 JOB NAME : 5017-B POLYGON - DCJ2 Scale: 0.5861 to PROP WARNINGS: GENERAL NOTES,unless otherwise noted: C` �1,G�N Ss, t.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual . Frill w� V,q" Truss: DCJ2 and Warnings before construction commences. building component Applicability of design parameters and proper C? G -- 2.2x4 compression web bracing must be installed where shown*. Incorporation of component Is the responsibility of the building designer. 4j,r "fy P 2.Design assumes the top and bottom chords to be laterally braced at i�' !(� i,�i� �" 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE• 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. Alt SEQ. : 6120781 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, r != design loads be applied to any component. and are for"dry condition"of use. n,, TRANS I D 412891 6.Design assumes full bearing at all supports shown.Shim or wedge If „ � f,`S • 5.CompuTrus has no control over and assumes no responsibility for the necessary. 7l ,j_O L`V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. f.+ 7, A.. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center .."O "7 j/ 1 4 20 �-1-. will be ncide with joint center lines. (IIII VIII VIII VIII VIII VIII VIII IIII IIIIMITek USA,lnc./COmpuT S ISOttware furnished 6.6(1 L upon request. le in Inches. n For 9.Digiba ts indicate connectoroplfate design values see ESR-1311,ESR-1588(MITek) RML EXPIRES:12/31/2015 • 11111V'I'II This design prepared from computer input by PACIFIC LUMBER-BC 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) 76 2-6=(-130) 207 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-276) 64 5-7=(-266) 413 5-3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=( -53) 43 3-7=(-425) 274 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 PIF BEARING MAX VERT MAX HORZ BAG REQUIRED ERG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -88/ 463V -23/ 122H 5.50" 0.74 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 11.0" 0/ 148V 0/ OH 5.50" 0.24 KDDF ( 625) 5'- 11.7" -51/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'CORD, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 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 = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" 5-11-11 MAX LL DEFL = 0.017" @ 2'- 3.8" Allowed = 0.254" '( . MAX TL CREEP DEFL = -0.025" @ 2'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.013" @ 4'- 11.0" i- 6.00 C7 4 -/ MAX HORIZ. TL DEFL = 0.016" @ 4'- 11.0" Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), o load duration factor=l.6, M-4x6 co Truss designed for wind loads N in the plane of the truss only. y 3 N 0 '',' ,aiagill C� LI o M 3x4 o M6-3x4 1 M-3x4 M-3x5 f b . 1, b 2-03-12 2-07-05 1-00-15 ,1 1 y y 1-06 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2,7,41 JOB NAME : 5017-B POLYGON - DCJ3 Scale: 0.5361 PRoFe WARNINGS: GENERAL NOTES,unless otherwise noted: n 1. Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4^��I N /0 Truss: DCJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper 711,9 2.204 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at 4✓ //�� DES. BY: LA 3.Additional temporary bracing to Insure stability during construction 2'c.c.and at 10'o.c.respectively unless braced throughout their length by !92®+ E 4 Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown a a / Alle,X.''''' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6120782 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design loads be applied to anycomponent and are for"dry condition"of use. TRANS I D: 412891 g pc p° 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if yfCC fabrication,handling,shipment and Installation of components. necessary. OREGON /�, 6.This desi n is furnished sub'ect to the I allati ono set forth 7.Design assumes adequate drainage is Provided. .moi A_ LTJ 'III I VIII'III'III III VIII III I'III'III 9 by 8 Plates shall be located on both faces of truss,and placed so their center F+ "7�r 2,0 A ��`. TPI/WTCA In BCS',copies of which will be furnished upon request lines coincide with joint center lines. /� '7 i�' 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 4 �R{f t EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-7=( -88) 176 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-243) 51 6-8=(-182) 350 6-3=( 0) 49 WEBS: 2x4 KDDF STAND 3-4=(-106) 61 3-8=(-360) 187 LOADING 4-5=( -46) 20 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSP 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: 18.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -67/ 452V -31/ 154H 5.50" 0.72 KDDF ( 625) 4'- 11.0" 0/ 132V 0/ OH 5.50" 0.21 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -108/ 239V 0/ OH 1.50" 0.31 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 11.7" -15/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-11-11 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" '( S� MAX LL DEFL = 0.012" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.021" @ 2'- 3.8" Allowed = 0.339" 12 6.00 6 MAX HORIZ. LL DEFL = -0.009" @ 4'- 11.0" MAX HORIZ. TL DEFL = 0.013" @ 4'- 11.0" 4 Design conforms to main windforce-resisting system and components and cladding criteria. 000001al Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ry I load duration factor=l.6, m M-4x6 Truss designed for wind loads 0 in the plane of the truss only. 0 3 p 42111.1111111.. to ...iiiiiiiig.m!............_mmildiemmimnrm..-- o m o M-3x4 i �� M2-3x4 0 0 1 M-3x4 M-3x5 1 1 1 1 2-03-12 2-07-05 1-00-15 1 1 1 1 1-06 1 2-05-08 5-06-03 1 1 6-00 1-11-11 PROVIDE FULL BEARING;Jts:2,8,4,5I JOB NAME : 5017-B POLYGON - DCJ4 Scale: 0.4691 t0 PROp��,„ WARNINGS: GENERAL NOTES,unless otherwise noted: cr`< U"I N V1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual *�J �AG N 0 Truss: DCJ4 and Warnings before construction commences, building component.Applicability of design parameters and proper C1 P l 2.2x4 compression web bracing must Be installed where shown+. Incorporation of component Is the responsibility of the building designer. 4c,. 7 3.Additional temporarybracingto Insure stabilityduring construction 2.Design assumes the top and bottom chords to Be laterally braced at 1.• !92 i O P E. 1••~ DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4. No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. . SEQ. : 6120783 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4600^" design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 412891 5.CompuTrus has no control over and assumes no responsibility for the e.and ar assumes full bearing at all supports shown.Shim or wedge If r OREGON � necessary. Y' 4/ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. d As i 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1jX "T 4 2p �'" IIIIII VIII IIII VIII VIII VIII VIII IIII IIII M TB USA,lnC./COITpUTNS TPI/WTCA in BCSI,copies of which are 7.6 6(1 L)-Z request. 10.For basic lines connectorof pla plate deade vOth joint rign values see ESR-1311,ESR-1988(MITch) S✓r M''AR1G�- EXPIRES:12/31/2015 NIAI III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-7=( -69) 161 7-6=( 0) 18 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2-3=(-227) 43 6-8=(-149) 320 6-3=( 0) 48 3-4=(-153) 73 3-8=(-329) 149 LOADING 4-5=( -70) 32 TC LATERAL SUPPORT <= 12"0C. 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: 18.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -48/ 446V -38/ 187H 5.50" 0.71 KDDF ( 625) 4'- 11.0" 0/ 125V 0/ OH 5.50" 0.20 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -144/ 305V 0/ OH 1.50" 0.39 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -50/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9 (- psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9-11-11 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0,150" T T MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" /- 5 -i MAX LL DEFL = -0.010" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.020" @ 2'- 3.8" Allowed = 0.339" 12 ° MAX HORIZ. LL DEFL = -0.008" @ 4'- 11.0" 6.00 p MAX HORIZ. TL DEFL = 0.012" 0 4'- 11.0" Design conforms to main windforce-resisting system and components and cladding criteria. 9 o Wind: 140 mph, h=23.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), )i I load duration factor=1.6, O Truss designed for wind loads o in the plane of the truss only. M-4x6 3 er......A111.11111. ... .._ ._ m I's'le m- o III��III 6 �+ .„ 1 �i o �� 1 M-3x4 0 1 M13x4 M-3x4 M-3x5 /- / l l l 2-03-12 2-07-05 1-00-15 l l l l 1-06 l 2-05-08 7-06-03 l 6-00 3-11-11 PROVIDE FULL BEARING;Jts:2,8,4,51 JOB NAME : 5017-B POLYGON - DCJ5 Scale: 0.9184 atO RR(1pz WARNINGS: GENERAL NOTES,unless otherwise noted: C LC 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual _ �J r'% (N((5 Truss: DCJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper �{2 ,G,,AiG IN A, 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. I I I 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and boom chords to be laterally braced at `7G,,t-C y DES. BY: LA s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 7 I L continuous sheathing a such as plywood re sheathing(TC)wens and/or drywall(BC). DATE: 11/21/2014 the overall structure is the rector.Additional of the building t bracing 3.2x continuous mpact bridging or lateral bracing required where shown++ SEQ. : 612 0 7 8 4 4.No load should be applied to any component until after WI bracing and 4.Installation of truss Is the reaponsibility of the respective contractor. J fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, w TRANS ID: 412891 design loads be applied to any component. and are for"dry condition"of use. rrri" S.CompuTrus has no control over and assumes no responsibility for the 6.Desgn assumes full bearing at all supports shown.Shim or wedge if /n,�. fabrication,handling,shipment and installation of components. necessary. OREGON W 6.This design is furnished subject to the limitations set forth byT.Design assumes adequate drainage is provided. OREGON fM IIIIII VIII IIII VIII VIII(IIII I I IIII IIII e.Plates shall be located on both faces of truss,and placed so their center ` el4i,` 2. l''' . TPINVTCA In BCSI,copies of which will be furnished upon request lines coincide with joint center lines. .r1 "7 l' MiTek USA,Inc./CompuTfus Software 7.6.6(1 L)-Z e In Inches. 10.9.Digits abasic connector plcate size of ate design values see ERR-1311,ESR-1988(MITek) V / '[�p t s y EXPIRES:12131/2015 1E1411 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 916BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=( -82) 166 8- 7=( 0) 18 BC: 2x4 KDDF 01513TR SPACED 24.0" O.C. 2- 3=(-233) 46 7- 9=(-170) 331 7- 3=( 0) 48 3- 4=(-189) 87 3- 9=(-341) 175 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-105) 54 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -41) 19 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 0.0" BEARING MAX VERT MAX HORZ DRG REQUIRED BIG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -32/ 449V -47/ 222H 5.50" 0.72 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 11.0" 0/ 128V 0/ OH 5.50" 0.20 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -135/ 282V 0/ OH 1.50" 0.36 KDDF ( 625) 9'- 11.2" -105/ 212V 0/ OH 1.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 11'- 11.7" -17/ 37V 0/ OH 1.50" 0.06 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 11-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" /- -/ MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.011" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.020" @ 2'- 3.8" Allowed = 0.339" 5 12 MAX HORIZ, LL DEFL = -0.009" @ 4'- 11.0" 6.00 cP" 0 MAX HORIZ. TL DEFL = 0.013" @ 4'- 11.0" Design conforms to main windforce-resisting system and components and cladding criteria. cD tt Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 ca (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N I load duration factor=l.6, c' 0 °' Truss designed for wind loads o in the plane of the truss only. O ✓ M-4x6 3 git�p1-WWF o IN t 9 A -m c, M-3x4 vr 1 -' M23x4 " M-3x9 M-3x5 f ,1 b b 1 2-03-12 2-07-05 1-00-15 3, b b 3, 1-06 , 2-05-08 ,. 9-06-03 3, 6-00 5-11-11 (PROVIDE FULL BEARING;Jts:2,9,4,5,61 JOB NAME : 5017-B POLYGON - DCJ6 Scale: 0.3700 ¢ o PR°Pe WARNINGS: GENERAL NOTES,unless otherwise noted: �' `\l?)N Vj'�1 1.Budder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual '`, {�.'\NIG E,t1-„ 1/ Truss• DCJ6 and Warnings before construction commences. building component.Applicability of design parameters and proper C? /Q! 4- Z 2.2x4 compression web bracing must be installed where shown+, Incorporation of component Is the responsibility of the building designer. 44 "'f7 P g 2.Design assumes the top and bottom charts to be laterally braced e ( ' !92 P E c" 3.Additional temporary bracing to Insure Additional p during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LA s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �,v� DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3,2e Impact bridging or lateral bracing required where shown++ / 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6120785 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, +rte design loads be applied to any component. and are for"dry full condition"g use. TRANS I D 412891 6.Design assumes full bearing at all supports shown.Shim or wedge if OREGON f, • 5. fabrication, ti rus has no control over end assumes no responsibility for the necessary. A . L40 fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage Is provided. �4- -%moi N .4= 6.This design N furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center /jt --T) .� ° -�- BCSI,copies of lines coincide with joint center lines, (III I VIII VIII VIII III I VIII VIII(III(III M Tek USAnInc./CGfnpUTruS which Softw ofurnished 6.6(1 L)Z request e in Inches. 1U basic connector connec or plcate size 0 etetdesign values see ESR-1311 ESR-1888(MiTek) 4 .V R t{ L EXPIRES:12/31/2015 • • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR 1-2=( 0) 76 2-9=(0) 0 SPACED 24.0" O.C. 2-3=(-70) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PIF 0'- 0.0" -104/ 407V -7/ 59H 5.50" 0.65 KDDF ( 625) 1'- 10.9" -85/ 82V 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 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 = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0,014" @ -1'- 6.0" Allowed = 0,200" MAX TC PANEL LL DEFL = 0.004" @ 1'- 0.8" Allowed = 0.097" MAX BC PANEL TL DEFL = 0.006" @ 1'- 8.5" Allowed = 0.334" MAX BC PANEL LL DEFL = 0.013" @ 2'- 8.6" Allowed = 0.250" 1-11-11 MAX BC PANEL TL DEFL = -0.021" @ 3'- 1.4" Allowed = 0.334" T f MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 6.00 p Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.1ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, s- 3 Truss designed for wind loads in the plane of the truss only. Or o M ocvO O O f I O .-1 I O r\I I f _ o y4 l M-3x4 1 k y 1-06 'PROVIDE FULL BEARING;Jts:2,3,4J 6-00 JOB NAME : 5017-B POLYGON - DJ1 Scale: 0.6236 5) PRape WARNINGS: GENERAL NOTES,unless otherwise noted: n 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual `��+ N V Truss: DJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper {�\ 2.2e4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 1 (��Jy�` �j DES. BY: LA 3.Additional temporary bracing to Insure stability during construction 2.Design assumes he top and bottom chords to be laterally braced at kJ //i / / Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4' t 92 i,�1 E DATE: 11/21/2014 the overall structure Is the res onsibil of the building designer. continuous sheathing such as plywood required and/or drywall(BC). P nY g g 4.to2Imbed bodging or lateral bracing ity ofthe where shown++ SEQ. : 6120786 4.No load should be applied to any component until after all bracing and 4.Installation of trues is the responsibility I the respective contractor. fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used In anon-corrosive environment 1 :. �,r�lllir+. TRANS I D• 412891 design loads be applied to any component. and are for"dry condition"of use. fyriNewe //I rte"'`' G CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if CC fabrication,handling,shipment and Installation of components. necessary L`i 6.This design Is furnished subject to the limitations sal forth by7.Design assumes adequate drainage is provided. q�/ �i IIIIWGO c' _ IIIIiI VIII VIII VIII IIIA VIII III I V'''III TPIIWTCA In BCS',copies of which will be furnished upon request 8 Mee coincides shall ewilh loelnt ced on ntethlineae of truss,and placed so their center yy ! 9.Digits Indicate size of plate In Inches. Q 14 ^R MITek USA,)nC./COnIpUTR13 Software 7.6,6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) �'`('�ry t{ {�)S EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #163TR SPACED 24.0" O.C. 2-3=(-101) 68 TC LATERAL SUPPORT <= 12"OC. SON. 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: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -87/ 478V -23/ 122H 5.50" 0.76 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -66/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.080" @ 3'- 7.2" Allowed = 0.396" 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" T MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 6.00 p 3 s -/ Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=22.lft, 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 1 M oo Co O/- I I TA- 4►f ,' 0 1 M-3x9 b l ), 1-06 6-00 (PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5017-B POLYGON - DJ3 Scale: 0.5736 WARNINGS: (� � WARNINGS: GENERAL NOTES,unless otherwise noted: 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 '� 0,,g� and Warnings before construction commences. building component.Applicability of design parameters and proper 1l izlI7 "Y Trus s DJ3 Incorporation of component is the responsibility of the building designer. 111 2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at Q' ! �••P /r 3.Additional temporary bracing to Insure stability dming construction 2'o.c.and at 10'o.c.respectively unless braced throughout lhelr length by DES. BY: LA s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and)or drywall(BC). DATE• 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 5.Design assumed trusses are to be used In a noncorrosive environment, 'r r 0 SEQ. : 612 Q]8 ] fasteners are complete and at no time should any loads greater than and are for"dry condition"of use. OREGON TRANS ID: 412891 design loads be applIW con to any r and anent. 6.Design assumes full bearing at all supports shown.Shim or wedge If �� V E{xl.JN�� !� 5.CompuTrus has no control over and assumes no responsib'''ly for the necessary. V T- O W fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �t�` rf 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces o1 truss,and placed so their center /iV Aiy. '�4 `(•° �Y.4 ch will W ill IIIIII VIII VIII VIII VIII VIII VIII(III(III Mire USATPIANTCA nInc./COrnpuT s(Software 7n6 6(1 L)of request. its indicate size of plate In Inches. 0 lines 9.FDo9 basic connectora design values see ESR-1311,ESR-1988(MReb) V ry R{ +1 rl 14. EXPIRES:12/31/2015 IE11DIM This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-127) 92 3-4=( -64) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 6= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -59/ 456V -30/ 151H 5.50" 0.73 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -136/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ 5V 0/ OH 1.50" 0.01 KDDF ( 625) 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 = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.047" @ 2'- 9.3" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 4 - 12 Design conforms to main windforce-resisting 6.00 p ') system and components and cladding criteria. I 3 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0 Truss designed for wind loads in the plane of the truss only. 0 N 1 o O O O ul C/ 7-- . 1 5 E� 0 1 M-3x4 s- y b b y 1-06 6-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5017-B POLYGON - DJ4 z�CC Scale: 0.4816 ,�' ,i\tet PRtF .,�'s WARNINGS: GENERAL NOTES,unless otherwise noted: �+ L 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual �\�\G I Truss: DJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper �� y�'9/ p4. 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ( / -Y 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced a 7 92 0 SPE C DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by - r L f is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood shealhing(TC)and/or drywall(BC). DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6120788 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, elf TRANS I D: 412891 and are for"dry condition"of use.design loads be applied to any component. r"R - 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary. t. t, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. OREGON `V 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 4"f �,e� \ A. 111111111111111111111111 D TPIIWTCA In SCSI,copies of which will be furnished upon request. Imes coincide with Joint center lines. . (} 9. Digits Indicate size of plate In Inches. {�, MITek USA,IRC./COR' GTfGB Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) L^r.y � V EXPIRES:12/31/2015 ROI VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-170) 98 3-4=( -76) 34 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -41/ 452V -38/ 182H 5.50" 0.72 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 RIDE ( 625) 5'- 11.2" -157/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -45/ 95V 0/ OH 1.50" 0.15 KDDF ( 625) 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 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.028" @ 2'- 11.9" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.048" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" 4 -/ Design conforms to main windforce-resisting system and components and cladding criteria. 12 ° Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 17 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 ti N ,y O O LoO rn o o 1 M-3x9 A- ,1 b ) b 1-06 6-00 3-11-11 PROVIDE FULL BEARING;Jts:2,5,3,4I JOB NAME : 5017-B POLYGON - DJ5 Scale: 0.4184 v,t0 PROF S WARNINGS: GENERAL NOTES,unless otherwise noted: roc 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual $l3 . .N..,\G,'N /a Truss• DJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper J I/4 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 17 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced a '4 . 1 92$®PE �"' DES. BY: LA Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. .SEQ. : 6120789 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �+r ' Af,/a'.^ design loads be applied to any component and are for"dry condition"of use. ,•^" .10 M. TRANS I D: 412891 5.CompuTrus has no control over and assumes no responsibility for the 6.Design s mss full bearing at all supports shown.Shim or wedge if OREGON K necessa / fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. �h, 'If.4 t +Kt" 4,,. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ,I� 'IS' r� �. . IIIIII VIII VIII VIII III VIII VIII II I IIII TPIANTCA in SCSI,copies of which will be furnished upon request. Imes coincide wrlh joint center lines. 0 14 9.Digits Indicate size of plate In Inches. "� MiTek USA,Inc.lCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see HER-1311,ESR-1988(MiTek) 'h p I f \„ EXPIRES:12/31/2015 1111IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-208) 105 TC LATERAL SUPPORT <= 12"OC. UON. 3-4=(-101) 46 LOADING 4-5=( -39) 18 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PUP Ground Snow (Pg) 0'- 0.0" -29/ 454V -46/ 2218 5.50" 0.73 KDDF ( 625) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -158/ 354V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -99/ 196V 0/ OH 1.50" 0.25 KDDF ( 625) 11'- 11.7" -19/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: D•- rLtN,YIN.(S mNrnasC,mjim aREBIENEEEmBEDE VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.030" @ 2'- 11.9" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.050" @ 2'- 11.9" Allowed = 0.596" 5 MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" rt rl Design conforms to main windforce-resisting q system and components and cladding criteria. 6.00 1212 : Wind: 140 mph, h=23.6ft, 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. ti N 3 0 I I o o O m 0 m o NE 0 1 - 6.--,----.4 -/ M-3x9 r- J., 1 ), 1-06 6-00 5-11-11 1 PROVIDE FULL BEARING;Jts:2,6,3,4,51 JOB NAME : 5017-B POLYGON - DJ6 Scale: 0.3700 �O PROF WARNINGS: GENERAL NOTES,unless othenMse noted: t v 1.Balder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -1 Truss: DJ6 and Warnings before construction commences. building component.Applicability of design parameters and proper , 'c"pG �. 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. V /),/4r/ 3.Additional temporary bracing to Insure stability dining construction 2.Design assumes the top and bottom chords to be laterally braced at `.4f /II^1 DES. BY: LA s the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10'o.c.respectiveY unless braced throughout their length by C . C92®,P E S~ DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). P Y 9 r 4.2x Impact bridging s lateral prating required the where shown++ SEQ. : 6120790 4.No load should be applied to any component until after all bracing and 4. Installation of trues Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 412891 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ."Ii /r�y�. fabrication,handling,shipment and installation of components. necessary. OREGON `N 6.This design Is furnished subject to the limitations set forth by7.Design assumes adequate drainage Is provided. "}� V REiGON a IIII I VIII VIII VIII IIII VIII II I IIII IIII 8 Plates shall be located on both faces of truss,and placed so their center �4)/ 42. .4 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. /., MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E e in inches. 10,For9. Its basicic ne ecoroplate design values see ESR-1311,BSR-1988(MiTek) V p` j EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #10TR LOAD DURATION INCREASE = 1.15 1-2=( O) 76 2-6=(0) 0 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 2-3=(-247) 122 3-4=(-148) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -67) 31 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 456V -55/ 257H 5.50" 0.73 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -154/ 338V 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 13'-'- 11.7"11.2" --53/ 109V 0/ OH 1.50" 0.17 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 = 0.013" @ -1'- 6.0" Allowed - 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.032" @ 2'- 11.9" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ, LL DEFL = -0.003" @ 13'- 10.9" f 5 -. MAX HORIZ. TL DEFL = -0.003" @ 13'- 10.9" N Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.lft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 4 load duration factor=1.6, 6.00 p Truss designed for wind loads 14 in the plane of the truss only. 0 N C 3 0 O 4 0 1 el0 o 6""" 1 M-3x4 A- b ), b 1, 1-06 6-00 7-11-11 `PROVIDE FULL BEARING;Jt5:2,6,3,4,5I JOB NAME : 5017-B POLYGON - DJ7 Scale: 0.3287 {` PROF WARNINGS: GENERAL NOTES,unless otherwise noted', cmc [[""h �f 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual J, 4/27/T �e�i�N� (.]..Q v`(2„gr� Truss• DJ7 and Warnings before construction commences. building component.Applicability of design parameters and proper J t2 Y/e/} 4' • 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure Mobility during construction 2.Design assumes the top and bottom chord to be laterally braced at i' !9.•' F1 E j"' po ry 9 Y 9 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LA s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contredor. 4• : 5.Design assumes trusses are to be used in a non-corrosive environment, 1 /O"" S E 6120791 fasteners are complete and al no time should any loads greater than 9 f Ifr design loads be applied to any component. and are for"dry condition"g use. dg *� TRANS I D 412891 6.Des gn assumes full bearing at all supports shown.Shim or wedge If 7 OREGON t4 , 5 CompuTrus has no control over and assumes no responsibility for the necessary. f'1 4.l 1 V '\^V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. -�f 6.This design is furnished subject to Sre limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center .//y 7 .� 2•Q,�y,•'�' IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI k U Ain BCSI,./ copies of which will r furnished upon request. g `lines coincide with of plate ierioches `J V MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek -, F0110,. • EXPIRES:12/31/2015 IIII 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24,0" O.C. 2-3=(-287) 142 3-4=(-184) 79 TC LATERAL SUPPORT<= 12"OC. UON. LOADING 4-5=(-108) 58 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -44) 20 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES) 0'- 0.0" -23/ 455V -63/ 293H 5.50" 0,73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2". 0/ 67V 0/ OH 5,50" 0,11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, 5'- 11,2" -161/ 343V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -128/ 246V 0/ OH 1,50" 0.32 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -113/ 226V 0/ OH 1,50" 0.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -16/ 33V 0/ ON 1.50" 0.05 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0,014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.031" @ 2'- 11,9" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" /- 6 MAX HORIZ. LL DEFL = -0.004" @ 15'- 10.9" :i MAX HORIZ. TL DEFL = -0.004" @ 15'- 10.9" 5 Design conforms to main windforce-resisting ;i system and components and cladding criteria, 12 Wind: 140 mph, h=24,6ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 6.00 p (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=l.6, Truss designed for wind loads f, in the plane of the truss only. N p I I 0 o co en 3 rn O 1 , reiMEMIMMIIIIIIIIMMo I 1 7�_� -s o M-3x9 A- .1 ,L ,l l 1-06 6-00 9-11-11 'PROVIDE FULL BEARING;Jts:2,7,3,4,5,61 JOB NAME : 5017-B POLYGON - DJ8 Scale: 0.3000 �,to pRO � / WARNINGS: GENERAL NOTES,unless otherwise noted: C Sip 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual D �\G I N Truss: DJ8 and Warnings before constructor commences. building component.Applicability of design parameters and proper \1 ! 0 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 1<,l yi j I 'Y 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at pr "I DES. BY: LA s the responsibility of the erector.Additional pe manenl bracing of 2 o.c,and at 10'o.c.respectively unless braced throughout their leng h by i 7 , (nG r continuous sheathing such as plywood aired where and/or drywall(BC). DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 6120792 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, +A� TRANS I D• 412891 design loads be applied to any component and are for"dry condition"of use. ,,WIPP!- 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If IPCC fabrication,handling,shipment and Installation of components. necessary. OREGON 7.Design assumes adequate drainage Is provided. L 4, V 4../.0IIII I VIII IIII VIII IIII III I II II IIII IIII 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center , '9 ,2p, 4 TPINVof TCA M BCSI,copies which will be furnished upon request. lines coincide with joint center Imes. 14 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wet) `tfr.,, s y EXPIRES:12/31/2015 INN This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 8.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #168TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-323) 159 3-4=(-216) 96 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=(-149) 69 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF 5-6=1 -65) 30 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 455V -70/ 325H 5.50" 0.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -166/ 346V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -123/ 234V 0/ OH 1.50" 0.30 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -145/ 285V 0/ OH 1.50" 0.36 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 8.9" -50/ 97V 0/ OH 1.50" 0.16 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.[ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.031" @ 2'- 11.9" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 7-03-12 10-05-03 _, MAX HORIZ. LL DEFL = -0.005" @ 17'- 8.2" MAX HORIZ. TL DEFL = -0.005" @ 17'- 8.2" Design conforms to main windforce-resisting system and components and cladding criteria. 5 Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, 6.00 p Truss designed for wind loads in the plane of the truss only. 4 ti w oN M-3x5(5) of 7-1 M m 0 3 11 rn 0 a 0 1 M-3x4 A- 1 b b b 1-06 6-00 11-08-15 [PROVIDE FULL BEARING;Jts:2,7,3,4,5,6I JOB NAME : 5017-B POLYGON - DJ9 Scale: 0.2731 7:41431 :6::C.'/.4.5) WARNINGS: GENERAL NOTES,unless otherwise noted: cf.<(... �� u 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual CD 1 /Truss• DJ9 and Warnings before construction commences. building component.Applicability of design parameters and properCJ // /2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. to17Y 'f7 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom choMs to be laterally braced a, CC' 2®4PE c DES. BY: LA Is the res onsibil' of the erector.Additional ermanent bracin of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by . responsibility p 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ^/' DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /� 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 1. SEQ. : 6120793 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 40 design loads be applied to any component. and are for"dry condition"g use. CC TRANS I D: 412891 5.CompuTrus has no control over and assumes no responsibility for the 6.Dec re ssumes full bearing at all supports shown.Shim or wedge if OREGON �� " ry, O Ll fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center /�y 'IP ,� 2Q +}. I IIIIII VIII VIII VIII III VIII VIII IIII IIII TPI YVECA in BCSI,copies of which w 11 be furnished upon request. git coincide with Joint ate in inches. V 9.Digits oincide size of plate Ie Inness. /�� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITeK) `` `Fr R10- EXPIRES: t -EXPIRES,12/31/2015 IIIIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 27-03-00 HIP SETBACK 4-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF SS; 27-03-00 GIRDER SUPPORTING 36-00-00 FROM 7-00-00 TO 27-03-D9 2=(-18780) 4974 1-11=( -4305) 16455 11- 2=( -2235) 8652 16- 7=( -1791) 7134 2x6 KDDF SS T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-16455) 4395 11-12=( -6666) 25290 11- 3=(-12621) 3372 7-17=(-10482) 2877 BC: 2x6 DF 2400E 3- 4=(-26625) 7086 12-13=( -9324) 35136 3-12=( -2163) 8739 17- 8=( -2424) 9453 WEBS: 2x4 KDDF #168TR LOADING 4- 5=(-35790) 9561 13-14=(-10245) 38592 12- 4=( -9660) 2640 LTC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50,0)+DL(L 14.O5 (= Ground Snow 0'-) 0.0" TO 4'- 670T=p-26232) 6969 15-16=(--9258) 34920 13-0245) 38592 15=( -3153) 9873 BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 75.0)+DL( 21.0)= 96.0 PLF 4'- 0.0" TO 23'- 3700=V-17811) 4683 16-17=( -6606) 25146 14- 5=( -528) 2640 TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 23'- 3.0" TO 27'- 8,09=V-20325) 5313 17- 9=( -4590) 17811 5-15=( -3396) 939 OVERHANGS: 0.0" 18.0" BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 27'- 9-Dd=p 0) 75 15- 6=( -993) 4398 JT 9: Heel to plate corner = 2.75" BC UNIF LL( 425.0)+DL( 289.0)- 714.0 PLF 7'- 0.0" TO 27'- 3.0" V 6-16=( -9876) 2700 -1.--- ( 3 ) complete trusses required. TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 4'- 0.0" BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA Join together 3 ply with 3"x.131 DIA GUN TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 23'- 3.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) nails staggered at: **ADDL: BC CONC LL+DL= 2933.0 LBS @ 6'- 0.0" 0'- 0.0" -2438/ 9326V -48/ 38H 5.50" 13.92 DF ( 670) 9" oc in 1 row(s) throughout 2x4 top chords, 27'- 3.0" -3011/ 11678V 0/ OH 5.50" 17.43 DF ( 670) 9" oc in 2 row(s) throughout 2x6 top chords, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5" oc in 2 row(s) throughout 2x6 bottom chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing.' 9" oc in 1 row(s) throughout 2x4 webs. 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 = -0.463" @ 13'- 7.5" Allowed = 1.317" MAX TL CREEP DEFL = -1.098" @ 13'- 7.5" Allowed = 1.756" ** HANGER BY OTHERS TO APPLY CONC. MAX LL DEFL = 0.001" @ 28'- 9.0" Allowed = 0.150" LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001" @ 28'- 9.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.098" @ 26'- 9.5" MAX HORIZ. TL DEFL = 0.189" @ 26'- 9.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4-00 19-03 4-00 Truss designed for wind loads 1-(10-09 3-11-08 3-09-12 4-00 f f in the plane of the truss only. 4-00 T T3-09-12f T3-11-08'r 111044 T l' 1128)# i' T ' 128# 12 12 6.00 p M-3x10 d 6.00 M-5x8 M-3x8 ==M-6x6 M-6x8 2 3 4 5 M-4x10 7 M-87x8 M 5x12 T2 o � \ M 5x12 0 O' \� 1 0 1 141 2 ��1 3 '�1 4 �1 5 1 6 1 7 � o rt'. M-5 8 M-3x6 M-9x6 of M-7x8 M-4x6 M-5x8 2933# 7M-6x6 J., ). 1 ), .1 )- 4-00 b ,,3-09-121, y 3-08 , 2y01- 2 , 2-01-12 3-08 3-09-12 4-00 y l 27-03 1-06 JOB NAME : 5017-B POLYGON - El Scale: 0.1125 �c. � PR o e, WARNINGS: GENERAL NOTES,unless otherwise notetl: V „ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual _` �N V Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper \� C.\ �(,A, 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. /�} j��7y},q< "A" DES. BY LA 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �/ /-',. / f jy • Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 0 9 0 P 1"' DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 20ntlnuous sheathing such as acing re meed where and/or drywall(BC). P Y 9 9 4.In2Imbed bridging or lateral boning required the where she contractor. SEQ. : 612 0 7 9 4 4.No load should m applied to t no component until after all bracing and 4.Design ass of trues is the ire t be use of the respective a envir tnr fasteners are complete and at no time should any loads greater than 5.Design assumes ootidtrusses are to be used In a non-corrosive environment, � TRANS ID: 412891 design loads be applied to any component. and gra for"dry conditions of use. R r • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. ort 6.This design is furnished subject to the limitations set forth by7.Pesign assumes adequate drainage Is provided. m;/ .Q'IREUS✓ 5� `.(/ I IIII VIII IIII VIII VIII III I(IIII IIII IIII 8 Plates shall be located on both faces of truss and placed so their center "7 TPIM/TCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines.9. 14 P MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E e in inches. 10.FFoglbasic ts iconnecate ctor plze of atetdesign values see ERR-1311,ESR-1988(Welt) Q7 EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-239) 120 1-5=(0) 0 BC: 2x4 KDDF #10TR SPACED 29.0" O.C. 2-3=(-190) 56 3-4=( -61) 29 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 237V -51/ 205H 5.50" 0.38 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -162/ 344V 0/ OH 1.50" 0.44 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -120/ 243V 0/ OH 1.50" 0.31 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 7.5" -46/ 99V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTO0 IM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.039" @ 2'- 11.8" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.053" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.003" @ 13'- 6.8" 4 MAX HORIZ. TL DEFL = -0.003" @ 13'- 6.8" if Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads 0i the plane of the truss only. u,I u- I ,-I o 2 0 o �I M O ,1 0 l,. 5►z. CD M-3x4 b ,1 b 6-00 7-07-08 'PROVIDE FULL BEARING;Jts:1,5,2,3,41 JOB NAME : 5017-B POLYGON - EDJ Scale: 0.3694ne-Li WARNINGS: GENERAL NOTES,unless otherwise noted.1.Builder and erection contractor should be advised of all General Notes 1.This design is based onnly upon te parameters shown and isproper fo�n individual (� i� ' �Q,g_ Truss• EDJ and Warnings before construction commences. building component.Applicability of design parameters and ro er ///!!! NNN /'sr L' 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. La, "'� P 2.Design assumes the top and bottom chords to be laterally braced at !(�' •�P {°' 3.Additional temporary bracing to Insure stability during construction 2'sc.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LA s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE• 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �ff�P SEQ. : 6120795 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, / '"" design loads be applied to any component. and are for"dry conditioni 01 use. n A. TRANS I D• 412891 6.Design assumes full bearing at all supports shown.Shim or wedge ifr OREGON VNO `/,v 5.Ca ri sri ns has no control over and assumes no responsibility for the necessary. GO ki fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. �i 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ..b 'T .� 2.0 �" (IIII VIII VIII VIII VIII VIII IIII IIII IIII TPIMlfCA in BCS'copies of which will be furnished upon request. lines coincide withinint center lines. V R, 9.Digits Indicate size of plate In Inches. ty V MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MITek) t lr EXPIRES 12/31/2015 IIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 0l&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-76) 27 TC LATERAL SUPPORT <= 12"0C. 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" -104/ 405V -7/ 59H 5.50" 0.65 KDDF ( 625) 1'- 10.9" -46/ 52V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 34V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -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" 1-11-11 MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.8" Allowed = 0.097" T f MAX BC PANEL TL DEFL = 0.006" @ 1'- 9.2" Allowed = 0.200" MAX BC PANEL TL DEFL = -0.009" @ 1'- 12.0" Allowed = 0.200" 12 6.00 p MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.lft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), /- 3 -V load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. '' o rn N o tr/ 1 0/- 1 1 NI I o N 1 M-3x9 ,1 ,l y 1-06 4-00 'PROVIDE FULL BEARING;Jts:2,3,41 JOB NAME : 5017-B POLYGON - EJ1 Scale: 0.6700 cicO PROiz . WARNINGS: GENERAL NOTES,unless otherwise noted: �+ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Co l t�N C.j( „ /0Truss: E Jl and Warnings before construction commences. building component.Applicability of design parameters and proper 1 f�f 1/j7J) .. 2.204 compression web bracing must be Installed where shown+, Incorporation of component B the responsibility of the building designer. r I j,�r (r _.0 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at w f�r� p DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 3G®®I E {' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required Where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6120796 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, / design loads be applied to any component. and are for"dry condition"of use. �i= TRANS I D: 412891 6.Design assumes full bearing at all supports shown.Shim or wedge If Ile5.CompuTrus has no control over and assumes no responsibility for the necessary. 4/ fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. OREGON 1 s �✓ 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces Olives,and placed so their center �" 4 4 111111111111111 II)I IIID IIII I I I III 11111111111 III II I IIII III TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with Joint center lines. f4 -7' 1 4 2.� P� 9 Digits Indicate size of plate In Inches. y� {�, MiTek USA,InC./COInpUTfU3 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) 44 fl 0` ' EXPIRES:12/31/2015 IIIIIII I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-75) 31 TC LATERAL SUPPORT <= 12"0C. 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" -90/ 418V -15/ 8911 5.50" 0.67 KDDF ( 625) 3'- 9.2" 0/ 47V 0/ OH 5.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -43/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" 12 MAX TC PANEL LL DEFL = 0.021" @ 2'- 5.4" Allowed = 0.248" 6.00 p MAX TC PANEL TL DEFL = 0.019" @ 2'- 5.4" Allowed = 0.372" MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.2" 3 - Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o End vertical(s) are exposed to wind, I Truss designed for wind loads rn rn o in the plane of the truss only. 1 1 cJ O O m m of- cNI o _ o� ►►:r. 4► y' 1 M-3x4 f b l ), 1-06 4-00 PROVIDE FULL BEARING;Jts:2,4,3I JOB NAME : 5017-B POLYGON - EJ2 Scale: 0.6875 � D IOR„ � WARNINGS: GENERAL NOTES,anless otherwise noted: c.({-i` r.� Vn 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual ,o ,,�3 'V� X111 `a Truss• EJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper • rl NUJ /u n' 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. .7 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at [[��rr�� ry rr- DES. BY: LA Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 07 ®/F G p ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE• 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor , SEQ. : 6120797 fasteners are complete and at no time should any loads greater than H.Design assumes trusses are to be used in a non-corrosive environment, ver , 8 design loads be applied to any component and are for"drycondition" full of use. / TRANS I D: 412891 5.CompuTrus has no control over and assumes no responsibility for the 6.Design�r"dry full bearing at all supports shown.Shim or wedge if ! OREGON necessa fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 4,, A� \tx A. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center / -1I,, P��4. ILII I VIII ILII VIII ILII III I II I III ILII TPI yVTCA In 8C 61,copies of which will be furnished upon requeaL Ings coincide with Joint center lines. 4 G 9. Digits indicate size of plata in inches. MiTek USA,Inc/COfflpUTrus Software+7.6.6-SP1(1 L}E 10.For basic connector plate dealgn values see ESR-1311,ESR-1988(MITek) �.°'L'.3 RI:M. i \", EXPIRES: r 11 12//31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 3.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=1.6, TOTAL LOAD = 92.0 PSF End vertical(s) are exposed to wind, LL 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 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. 5-07-08 5-07-08 T T T 12 12 6.00 p Q 6.00 I I M-4x9 / 3 i 0 M rn 2 4 rn o/- 1 M-3x4 M-3x4 s- k l 1, 1-06 11-03 JOB NAME : 5017-B POLYGON - F1 Scale: 0.5308 ff 1 C WARNINGS: GENERAL NOTES,unless otherwise noted '° r �r X71$ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ' ",1//27/[7.' `,'b3�i NI ftp /0 Truss• Fl and Warnings before construction commences. building component.Applicability of design parameters and proper V!)/ ) /iJ Flr- 2.2x4 compression web bracingmust be Installed where shown+. Incorporation of component is the responsibility of the building designer. 11 I /I -.y 3.Additional insure s il tbracing to Itability during construction 2.Design assumes the top and bottom chords to be laterally braced at o: p DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ^. G�,SPE S'' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/21/2014 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ / • 4.No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. SEQ. : 6120799 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. r�P = TRANS I D: 412891 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Mt OREGON (� necessary. fabrication,handling,shipment and Installation of components. T.Design assumes adequate drainage is provided. Z. V Tjc �. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center / .,, 240 IIII IIID IIII III III III III TPI WTCA in BCSI,copies of which will be furnished upon request. lines coincideInicwithzjoint tecenterin lines. 6} 9.Digits Indicate size of plate In inches. �{�. �` MiTek USA,Inc./CompuTrus Software+7,6.6-SP1(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11/ `Ty EXPIRES;12/31/2015 IMP VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 9.5" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" 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=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (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 LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Gable end truss on continuous bearing wall UON. 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. 12 5.00 p f 3 -/ 0 C O M O M 2 011111111111111111111111 N I f V, I A o1 M-3x4 A- b 1 1, 1-06 6-09-08 JOB NAME : 5017-B POLYGON - G1 Scale: 0.6052 �} P R QFe WARNINGS: GENERAL NOTES,unless otherwise noted: 'KC(' �+ �(n� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual C�` {tk�'}I N SS Trus s: G1 and Warnings before construction commences. building component.Applicability of design parameters and proper V 11/ I JI{£ 2.204 compression web bracing must be Installed where shown+, Incorporation of component is the responsibility of the building designer. 44 (/ IP 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ( .. . ry®® `,.. DES. BY: LA Is the responsibilityof the erector.Additionalpermanent of c2n c.in and at is ci.ceachrespectivelysdss braced(TC)throughout/o their length). bracing continuous bridging sheathingr such as plywood braced trete and/or dein length by DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6120800 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, design toads be applied to any component. and are for"dry condition"of use. TRANS I D: 412891 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if # /'� fabrication,handling,shipment and Installation of components. necessary. 7 OREGON kr P P 7.Design assumes adequate drainage is provided. /1/. �i \� A. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their centerx40 -7,f7 ry 4 will be ished upon li s coin de with IIII I IIII II I III I VIII III II I II I IIIIMITe USA,Inc./CompuTrus which SORW8f6 76.6(1 L)E request 10.For basic connecoroplate design values see ESR-1311,ESR-1988(MRek) M int center lines. 9.Digits indicate size of plate in Inches. 'P R{ 1_ L. EXPIRES:12/31/2015 IIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(-54) 72 3-5=(-210) 173 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-115) 96 WEBS: 2x4 KDDF STAND 3-4=( -9) 4 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -86/ 498V -32/ 104H 5.50" 0.80 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 9.5" -32/ 277V 0/ OH 5.50" 0.44 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 I8C 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.140" @ 3'- 5.2" Allowed = 0.410" 6-05-12 0-03-12 MAX TC PANEL TL DEFL = -0.167" @ 3'- 5.4" Allowed = 0.615" T T T 12 MAX HORIZ. LL DEFL = 0.001" @ 6'- 5.8" 5.00 E MAX HORIZ. TL DEFL = 0.001" @ 6'- 5.8" M-1.5x3 A- 3 4 Design conforms to main windforce-resisting system and components and cladding criteria. I 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. Cl O O I OM i O M ti 7,_ f m I ►1 ►t5 1 M-3x4 M-1.5x3 A- ,I, 1, b 6-05-12 0-03-12 b b y 1-06 6-09-08 JOB NAME : 5017-B POLYGON - G2 Scale: 0.5427 A.0?' 4:',5:0,PROF WARNINGS: GENERAL NOTES,unless athermse noted: f1 1.Builder and erection contractor should be advised of all General Notes 1,This design is based only upon the parameters shown and Is for an individual �� NG I N [��., V+f0 Truss: G2 and Warningsnbefore construction commences. building component.Applicability of design parameters and proper Cf fyyy,,yy/ ' 2.2x4 compression web bracingmust be Installed where shown+. Incorporation of component is the responsibility of the building designer. f jjj///,tttJJJy 17 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at t . v 9� ♦PE r DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by [ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ✓ 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6120801 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. J TRANS I D: 412891 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if // OREGON (y" necessary, tV fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. " _ Nb` 4, 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center f' 4) 1 4 Q i IIIIII IIII IIII IIII VIII III II II IIII III TPIM TCA in SCSI copies of which will be furnished upon request. lines coincide withizJoint center Ilnes z ty 9.Digits indicate size of plate in inches. A - MiTek USA,IRC./COmpuTfus Software 7.6.6(1 L)-E 10 For basic connector plate design values see ESR-1311,ESR-1988(MITek) C`ty RIO- EXPIRES: i V EXPIRES:12//31/2015 11111111 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(-256) 654 6-3=( 0) 302 BC: 2x4 KDDF #16BTR SPACED 24.0" 0.C. 2-3=(-786) 149 6-7=(-259) 649 3-7=(-734) 220 WEBS: 2x4 KDDF STAND 3-4=(-138) 127 7-4=(-169) 146 LOADING 4-5=( -9) 4 TC LATERAL SUPPORT <= 12"0C. 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: 18.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSE Ground Snow (Pg) 0'- 0.0" -100/ 740V -67/ 196H 5.50" 1.18 KDDF ( 625) 13'- 1.5" -65/ 551V 0/ OH 5.50" 0.88 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 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.016" @ 6'- 11.7" Allowed = 0.610" MAX TL CREEP DEFL = -0.033" @ 6'- 10.6" Allowed = 0.814" MAX HORIZ. LL DEFL = -0.006" @ 12'- 8.0" 7-00-06 5-09-06 0-03-12 MAX HORIZ. TL DEFL = 0.010" @ 12'- 8.0" '1 T T T 12 Design conforms to main windforce-resisting 5.00 17 M-1.5x3 6 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, s (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 3 '-' I a c o u> o I . Lrg -..1111111111111111111114111101 6 .->7 --/ o M-3x4 M-1.5x3 M-3x4 r- b b y 6-10-10 6-02-14 ' ,1 b b 1-06 13-01-08 JOB NAME : 5017-B POLYGON - G3 Scale: 0.3552 WARNINGS: GENERAL NOTES,unless otherwise noted: C W PRO A��P:6i 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual <J ,/,'`v`GI I y PA 61 Truss• G3 and Warnings before construction commences. building component.Applicability of design parameters and proper 4C.? V'/'/�J///17 / 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. �i ((( .� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at pr� DES. BY: LA s the reit onsiblli o}the erector.Additional of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �2 e•C C responsibility permanentbracing continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2c Impact bridging or lateral bracing required where shown++ ! 4.No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. - SEQ. : 6120802 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, ti design loads be applied to any component and are for"dry condition"of use. TRANS I D: 412891 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If OREGON necessary. (j.� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 4'. 1` ry N. ,4 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ,/0 .�/ 7 .° �„ ch will be furnished upon VIII'Ill VIII Ill 1111 II I till TPINVTCA in BCSI,copies of MiTekUSA,Inc./CompuTrus(Software 7.6 6(1 L)E request 09..lines basic connector its indicate size oplf ate design values see ESR-1311,ESR-1988(MiTek) r�y 4 EXPIRES:12/31/2015 11111 IIIIIII This design prepared from computer input by ' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #13BTR LOAD DURATION INCREASE = 1.15 1-2=(-776) 178 1-5=(-253) 644 5-2=( 0) 299 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-139) 127 5-6=(-256) 640 2-6=(-723) 216 WEBS: 2x4 KDDF STAND 3-4=( -9) 4 6-3=(-161) 147 LOADING TC LATERAL SUPPORT <= 12"0C. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -65/ 545V -69/ 186H 5.50" 0.87 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 13'- 0.0" -65/ 547V 0/ OH 5.50" 0.87 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 = -0.015" @ 6'- 10.2" Allowed = 0.604" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.032" @ 6'- 9.1" Allowed = 0.806" MAX HORIZ. LL DEFL = -0.006" @ 12'- 6.5" 6-10-14 5-09-06 0-03-12 MAX HORIZ. TL DEFL = 0.010" @ 12'- 6.5" T 4 T T 12 Design conforms to main windforce-resisting 5.00 17 M-1.5x3 4 system and components and cladding criteria. 3 -'l i Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x4 2 ,-a 1 o, a o o E4 iil 0 L ul ErgL O/ 1 1�= 5 ►mob -f 0 M-3x4 M-1.5x3 M-3x4 1 ) y 6-09-02 6-02-14 ,1 y 13-00 JOB NAME : 5017-B POLYGON - G4 Scale: 0.3884 ,O P R ape� WARNINGS: GENERAL NOTES,unless otherwise noted: c 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual J 1.�G(N /fit Truss: G4 and Warnings before construction commences. building component.Applicability of design parameters and proper ✓q, 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. (� ,,� f -!� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at e 92 0 SPE DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by {'r Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6120803 fasteners are complete and at no time should any loads greater than B.Design assumes trusses are to be used In a non-corrosive environment TRANS I D• 412891 design loads be applied to any component. and are for"dry condition"of use. �nr S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If * ^ ,(( fabrication,handling,shipment and installation of components. necessary.Design asOREGON 7. laesassumes atedadequate drainagecis provided. V L^V 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,andplaced so their center � � t_ n �1 `{"'" IIII VIII IIII VIII VIII III II II II I IIII TPIANTCA in BCSI,copies of which will be furnished upon request lines coincide with Joint center Tines. r L . 9. Digits indicate size of plate In inches. `'+' X91 � �* MiTek USA,Inc./CompuTrus Software 7.6.6(1 L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 'vf :FiR f k.."3 EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-75) 31 TC LATERAL SUPPORT <= 12"0C. 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" -78/ 418V -13/ 82H 5.50" 0.67 KDDF ( 625) 3'- 9.2" 0/ 47V 0/ OH 5.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -43/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" 12 MAX TC PANEL LL DEFL = 0.021" @ 2'- 5.4" Allowed = 0.248" 6.00" MAX TC PANEL TL DEFL = 0.019" @ 2'- 5.4" Allowed = 0.372" MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.2" 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, M Truss designed for wind loads 1 in the plane of the truss only. 0 I t N O O M co O f 1 M-3x4 i l l 1-06 4-00 'PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5017-B POLYGON - H1 Scale: 0.6825 ,OPRape, S WARNINGS: GENERAL NOTES,unless otherwise noted: cr.f f1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual J� h. �/ N/ v b Truss• H1 and Warnings before construction commences. building component.Applicability of design parameters and proper V Ng 111 SY 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at jr w 920•PE r DES. BY: LA is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by G p nY 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE• 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6120804 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 412891 5.Com uTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at at supports shown.Shim or wedge if nn Cr^y t f/,.�"" fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. ' ?/'OREGON N A'.1 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center //y ,) nCu �,�. 1111111111111111111 TPI WTCA in BCSI,copies of which v411 be furnished upon request. lines coincide with joint center che. tJ L 9.Digits indicate size of plate in inches. itf ' MITek USA,Inc/CompUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) R t]y �,,, EXPIRES:t12/31/20151 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 410BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-75) 27 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. ION. 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" -90/ 405V -7/ 54H 5.50" 0.65 KDDF ( 625) 1'- 10.9" -41/ 52V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 1-11-11 MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.8" Allowed = 0.097" T T MAX BC PANEL TL DEFL = 0.006" @ 1'- 9.2" Allowed = 0.200" MAX BC PANEL TL DEFL = -0.009" @ 1'- 12.0" Allowed = 0.200" 12 6.00 p MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -/ load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 o N n ti i 0/- g c N c,1ra O �� Illo- i4 --f 1 M-3x4 7- ), ), ,1 1-06 4-00 PROVIDE FULL BEARING;Jts:2,3,4I JOB NAME : 5017-B POLYGON - HJ1 Scale: 0.6700 9,C) PRope� WARNINGS: GENERAL NOTES,unless otherwise noted: 4 n 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual ,N V Truss: HJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper �� 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ! VP 2.Design assumes the top and bottom chords to be laterally <<.y v 11/^ -1 DES. BY: LA 3.Additional temporary bracing to insure stability during construction y braced at «9 t®�r is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 7 G continuous sheabridging 0 such as plywood meed where and/or drywall(BC). DATE: 11/21/2014 the overall structure is the rector.Additional of the building designer. 3.2 ntinuo bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 6120805 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D• 412891 design loads be applied to any component. and are for"dry condition"of use. +r 5.CampuTrua has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If It fabrication,handling,shipment end Installation of components. necessary. t� rpt ��t, 6.This design Is furnished subject to the Iimeations set forth byL Design assumes adequate drainage Is provided. ] �}_OREGON L IIIA VIII VIII VIII VIII II VIII IIII IIII e.Plates shall be located on both faces of truss,and placed so their center -'�lif,I2.�� 4'\ TPIANICA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. "7 7 ,)4 9.Digits indicate size of plate In Inches. MITek USA,IGC./(rOn1pUTN3 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) 4/ R R\- EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" ICOND. 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 #16BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <- 12"0C. UON. LOADING Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 42.0 PSF Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall UON. 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12 4.00 v 3 -, f I LOO I M 2 ul f 1 M M-3x4 f b b 1 1-06 8-00 JOB NAME : 5017-B POLYGON - I1 Scale: 0.6299 tO PRox-e�,ry WARNINGS: GENERAL NOTES,unless otherwise noted: J' thy' N :(� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual t+Ct, .14,01 N T .., v„g_ Truss: I1 and Warnings before construction commences. building component.Applicability of design parameters and proper //7(* -Y • 2.2x4 compression web bracingmust be Installed where shown+. Incorporation of component is the responsibility of the building designer. 11 3.Additional temporary bracing to Insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at !92••P E { DES. BY: LA p 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. r4r1IWM SEQ. : 6120807 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1r '"" design loads be applied to any component, and are for"dry condition"of use. •+'� 81. TRANS ID: 4128916.Design assumes full bearing at all supports shown.Shim or wedge If � OREGON 11: • 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. ' 6.This design Is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center .�/q - �' .� 110 �"t- n ines IIIIII VIII VIII VIII VIII VIII VIII IIII IIII MITe USA,lnc.ICOmpuT S TPIANTCA in SCSI,copies of which are furnished 6 6(1 L)of request. 9.10.Ie in Inches. F basits c coincide oroplf atetdesign values see ESR-1311.ESR-1986(MRek) V / �y EXPIRES:12/31/2015 III I 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #11BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 54 2-5=(-50) 66 3-5=(-249) 177 BC: 2x4 KDDF #16BTR SPACED 24,0" O.C. 2-3=(-103) 86 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"0C. 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) OVERHANGS: 18.0" 0,0" 0'- 0.0" -89/ 543V -31/ 97H 5.50" 0.87 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 8'- 0.0" -39/ 328V 0/ OH 5.50" 0.53 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.266" @ 4'- 0.7" Allowed = 0.473" MAX TC PANEL TL DEFL = -0.356" @ 4'- 0.7" Allowed = 0.709" MAX HORIZ. LL DEFL = 0.001" @ 7'- 8.2" 7-08-04 0-03-12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 8.2" 1' l' 12 Design conforms to main windforce-resisting 4.00 v system and components and cladding criteria. M-1.5x3 s- 3 4 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. u, ti I ti O N I t") Co z of 1 2�11 ��5 M-3x4 M-1.5x3 s-- y .1 ). 7-08-09 0-03-12 l ,1 .6 1-06 8-00 JOB NAME : 5017-B POLYGON - I2 Scale: 0.5049 0 PROfi WARNINGS: GENERAL NOTES,unless otherwise noted: t+ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual C+j \AGI Truss: 12 and Warnings before construction commences. building component.Applicability of design parameters and proper / I / 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. w /'I�7 p 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7 92 0`O E DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ( C {' continuous sheathing such l plywoode ewhere and/or drywall(BC). DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ jam/ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6120808 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. TRANS I D• 412891 design loads be applied to any component. and are for"dry condition"of use. ^� 45011,11P ' 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 4 CC fabrication,handling,shipment and installation of components. necessary. "}rjOREGON 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center f � "Lw�(f III I VIII IIII VIII VIII VIII VIII II I III TPIM TCA in BCSI copies of which w 11 be furnished upon request nes coincide w h Joint center lines 14 9.Digits Indicate size of plate In inches. MiTek USA,Ioc./COmpuTfus S01(Ware 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) R ` EXPIRES:12/31/2015 EMI(IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF #16BTA SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Wind: 140 mph, h=19.8ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 42.0 PSF 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 UON. 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12 4.00 v 3 f -/ I .-1 I:- ,, ,, O I ti 0 I Illirl N .-.-1,4- I -1i- co Io o� 1 W�////////////////// %4 M-3x9 ,1 l 1, 1-06 4-00 JOB NAME : 5017-B POLYGON - I3 Scale: 0.6950 Op PROpe WARNINGS: GENERAL NOTES,unless otherwise noted !mac A'jj��1^� (� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual �./� ! /J:M�'T"67,L, v/0 Truss• I3 and Warnings before construction commences. building component.Applicability of design parameters and proper J V I(�% /`�i/(T • 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. -57 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4Z a 92"[7t- r DES. BY: LA s the of Me erec or.Additional a manent bracin of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by L f L responsibility P 9 continuous sheathing such as plywooding(TC)and/or drywall(BC). DATE• 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shovm++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6120809 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 400001 Ade, TRANS ID: 412891 design loads be applied to any component. and are for"dry condition"of use. y� ty.. • 5.CompuTws has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if OREGONA.'i necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. -7� b, 6.This design is famished subject to the Iimtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 16 1w 1 a 20 „+.t., IIII I VIII IIII IIII VIII IIII VIII IIII III TPINVECA In SCSI,copies of which will be furnished upon request. lines coincideiiatwith joint in inches. C A 9. Digits ndsize of tplate eto . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) »"["�t1f t S �, EXPIRES:1}2//31/2015 IIIIII IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=(-170) 101 1-4=(0) 0 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3=( -76) 34 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -21/ 235V -36/ 147H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -169/ 370V 0/ OH 1.50" 0.47 KDDF ( 625) 9'- 11.7" -44/ 87V 0/ OH 1.50" 0,14 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.1 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 TC PANEL LL DEFL = 0.037" @ 2'- 11.8" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.049" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" /- 3 -/ MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" 12 Design conforms to main windforce-resisting 6.00 p 0 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 2 0 0 u u) co 0 4 f I 1 4� ,' 0 M-3x4 1 1 1 6-00 3-11-11 PROVIDE FULL BEARING;Jts:1,4,2,31 JOB NAME : 5017-B POLYGON - J5 Scale: 0.4622 vO PR©F�c WARNINGS: GENERAL NOTES,unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual �cU� !‘4,0111 <2 Truss• J5 and Warnings before construction commences. building component.Applicability of design parameters and proper �� ' /f,2 J J JFJ£ 2.204 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. j (//i 1/ i"1 3.Additional temporary bracing to Insure stability during construction 2,Design assumes the top and bottom chords to be laterally braced at q p DES. BY: LA s the res onsiblll of the erector.or.Additional permanent bracin of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 9G�,f responsibility P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �,v� DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ . 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responslbilily of the respective contractor. SEQ. : 6120810 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ,.�'"�r r 000101Wdesign loads be applied to any component. and are for"dry condition"of use. TRANS I D: 412891 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessa nn1.0 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided.,. OREGON !` 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center / 4/ �e' P� IIII I VIII(III VIII VIII VIII VIII IIII III TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide wih joint center lines. '1 4 9. Digits indicate size of plate in Inches. "n MiTek USA,Inc.ICOfnpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988)MITek) �w+'1 b`f ' , EXPIRES:f 112/331/2015 III I IIID This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-208) 106 1-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-102) 38 3-4=( -37) 18 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 236V -44/ 178H 5.50" 0.38 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -165/ 356V 0/ OH 1.50" 0.46 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -92/ 180V 0/ OH 1.50" 0.23 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7" -20/ 47V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX TC PANEL LL DEFL = 0.038" @ 2'- 11.8" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" ,,_ 4 MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" MAX HORIZ, TL DEFL = -0.002" @ 11'- 10.9" 0 Design conforms to main windforce-resisting 123 system and components and cladding criteria. 6.00 p 0 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 2 0 Io 1 ') Lo m 0 m '` of lom29111 5►. o M-3x4 J' J• J. 6-00 5-11-11 PROVIDE FULL BEARING;Jts:1,5,2,3,4I JOB NAME : 5017-B POLYGON - J6 Scale: 0.4073 �, Cf h WARNINGS: GENERAL NOTES,unless otherwise noted ,<,Z,Vs r R��n 1.Builder and erection contractor should be advised of all GeneraI Notes 1.This design is based only upon the parameters shovel and is for an individual ` / G1 N yy.�J^ V�.•1 Trus s: J6 and Warningsnbefore construction commences. building component.Applicability of design parameters and proper wC . {r/I/� i/T V 2.204 compression web bracingmust be installed where shown+. Incorporation of component is the responsibility of the building designer. (a. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced a g, DES. BY• LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by >�� ISI= • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywooding(TC)and/or drywall(BC). ,�f DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredmeed where shown++ // No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4.SEQ. : 6120811 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4'1 design loads be applied to any component. and are for"dry condition"of use. 'M�, TRANS I D: 412891 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if '0 OREGON VNO tr necessary, 43 [f, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. '+ 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center / .f�Y (III I II II III'I I I VIII VIII VIII III IIII TPIIWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. t1yy 9.Digits Indicate size of plate In Inches. - Q P'. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 41'.R L� ?V' EXPIRES:12/31/2015 IIIIIIII III) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1-2=(-246) 123 1-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-148) 60 3-4=( -66) 31 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 238V -52/ 211H 5.50" 0.38 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -161/ 340V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -127/ 260V 0/ OH 1.50" 0.33 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 11.7" -51/ 109V 0/ OH 1.50" 0.17 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 TC PANEL LL DEFL = 0.040" @ 2'- 11.8" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.054" @ 2'- 11.9" Allowed = 0.596" MAX HORIE. LL DEFL = -0.003" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 13'- 10.9" /- 4 - Design conforms to main windforce-resisting 0 system and components and cladding criteria. 12 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 p load duration factor=1.6, 3 Truss designed for wind loads in the plane of the truss only. 0 0 0 r 2 r 0 M 0 .1.'1- Irgal=1111MIIIIIIIIIMM f i 1i_� 5o=. o M-3x4 I )' 6-00 7-11-11 PROVIDE FULL BEARING;Jts:1,5,2,3,41 JOB NAME : 5017-B POLYGON - J7 Scale: 0.3524 cg,,p PR.0E6- WARNINGS: GENERAL NOTES,unless otherwise noted: f` A, SS 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual c3 ! GI'V qnr., 4, Truss• J7 and Warningsnbefore construction commences. building component Applicability of design parameters and proper C V i)/i/ uin /t 2.2x4 compression web bracingmust be Installed where shown+. Incorporation of component Is the responsibility of the building designer. J f ,.p 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at C . T.92.®PE r" DES. BY: LA by is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'hiic.eachrespas py plywood braced(TC)athroughdut their length) continuous sheathing such as acing re shed where s own drywall(BC). DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until atter all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 612 0 812 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, .e 40 design loads be applied to any component. and are for"dry condition"of use. „.�" ` ! TRANS I D: 412891 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge It " necessary. OREGON fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 74, 4 ,\� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center / '4 j 20 .1. IIII I VIII IIII VIII IIID VIII VIII IIII III TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. '�6� G. (�,(�T' 9.Digits Indicate size of plate in inches. nII V� MiTek USA,Inc/CompuTrus Software 7.6.6(1 L)-E 10.For baslc connector plate design values see ESR-1311,ESR-1988(MTek) �/�` f y i EXPIRES:12131/2015 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11,7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1-2=(-287) 143 1-6-(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-184) 79 3-4=(-108) 58 TC LATERAL SUPPORT 1= 12"OC. UON. LOADING 4-5=( -44) 20 BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ•IN, (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 237V -60/ 245H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11,2" -168/ 346V 0/ OH 1.50" 0.44 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11,2" -116/ 234V 0/ OH 1.50" 0.30 KDDF ( 625) 13'- 11.2" -109/ 227V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 15'- 11.7" -15/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) 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 TC PANEL LL DEFL = 0.039" @ 2'- 11.8" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.053" @ 2'- 11.9" Allowed = 0.596" /- 5 -/ MAX HORIZ. LL DEFL = -0.004" @ 15'- 10.9" iI MAX HORIZ, TL DEFL = -0.004" @ 15'- 10.9" 4 Design conforms to main windforce-resisting II system and components and cladding criteria. 12 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 Truss designed for wind loads in the plane of the truss only. 4) vu on 0 0 I 2 rn 0 <r'f-- rid IIMMIEMMIIIIII /- 0 1"_. 6._. y. o M-3x4 ,1 1, 1' 6-00 9-11-11 PROVIDE FULL BEARING;Jts:1,6,2,3,4,51 JOB NAME : 5017-B POLYGON - J8 Scale: 0.3267 9, - PRO / WARNINGS: GENERAL NOTES,unless otherwise noted Sin �\n r., 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Sir..� G I'`f J,., ✓� Truss• J8 and Warnings before construction commences. building component.Applicability of design parameters and proper (3 V,-/'/oil I liii • 2.2z4 compression web bracing must be installed We shown+. Incorporation of component is the responsibility of the building designer. fe /ff r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced a ..••�� p C DES. BY: LA 2'c.c.and at 10 o.c.respectively unless braced throughout their length by T 9G 100 r L, r • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,/ DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ ✓ s+'/A 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6120813 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. ,.+ r !• TRANS I D: 412891 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if '� ORECC GON necessary. 4,0 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided., /�r 1� N� ,(` 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center /^ 43. p0 III I II II I III(IIII IIII IIII IIII II I IIII TPI/VJfCA In BCSI,copies of which will be furnished upon request git coincideiitwiz joint tecenter lines. V y. �y 9.Digits indicate size of plate in inches. A i1 T'. MiTek USA,InC./COfnpuTfUB Software 7.6.6(1 L)-E 10 For basic connector plate design values see ESR-1311,ESR-1988(Mitek) 'l' `F/Ty i i Y EXPIRES:112//31/2015 ` 1111111 VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 8.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF ill6BTR LOAD DURATION INCREASE = 1.15 1-2=(-322) 160 1-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-216) 95 3-4=(-149) 68 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -65) 30 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 237V -68/ 276H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -173/ 348V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -112/ 221V 0/ OH 1.50" 0.28 KDDF ( 625) 13'- 11.2" -139/ 285V 0/ OH 1.50" 0.36 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 17'- 8.9" -47/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) 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 TC PANEL LL DEFL = 0.039" @ 2'- 11.8" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.053" @ 2'- 11.9" Allowed = 0.596" 5 MAX HORIZ. LL DEFL = -0.005" @ 17'- 8.2" MAX HORIZ. TL DEFL = -0.005" @ 17'- 8.2" :i Design conforms to main windforce-resisting system and components and cladding criteria. q Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 i, load duration factor=1(All Heights), oosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 p Truss designed for wind loads in the plane of the truss only. 3 0 O I 'i I N N O O I m Q 2 0 4. f o ,' i 1... 6... o M-3x9 ,1 ,l b 6-00 11-08-15 PROVIDE FULL BEARING;Jts:1,6,2,3,4,51 JOB NAME : 5017-B POLYGON - J9 Scale: 0.2935 ,i\ ,q PR QFp6 WARNINGS: GENERAL NOTES,unless otherwise noted rr� Ai [� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual J� { �� V/c{,7,p , Truss• J9 and Warnings before construction commences. building component.Applicability of design parameters and proper V N9 /J 1l(I 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. I. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r 92 ` E 1-- DES. BY: LA Is the res onsibility of the erector.Additional rmanent bracin of 2 continuous and at 10'hin.respectively p y oodss braced(TC)and/or length( ( GG P Y 9 continuous sheathing such as plywood s braced tth ghout hrywangth b DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No bad should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. SEQ. : 6120814 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, e/0.11., design loads be applied to any component. and are for"dry condition"of use ASI!" TRANS I D: 412891 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if • 0� necessa 4a fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided.r 1,,. d,J N� A. 6.This design Is famished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center jn A+�7!. �f(� �,.. TPINVTCA BCSI,copies of ch,M11 be lines de with joint center lines. IIIIII VIII IIII VIII VIII VIII VIII IIII IIII M Te SA�Ine./CompuTrus(Software 76.6(1 L)E request. 10 basic connectorop etatdesign values see ESR-1311,ESR-1588(M Tek) <J`V! 14 G EXPIRES:12/31/2015 111110111 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-67) 15 TC LATERAL SUPPORT <= 12"0C. 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 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PIE 0'- 0.0" -110/ 429V -7/ 54H 5.50" 0.69 KDDF ( 625) 1'- 9.2" -70/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -22/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" 1-11-11 MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.067" T T MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 6.00 p Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, f 3 -/ Truss designed for wind loads in the plane of the truss only. 0 o N N I M O f O O NON o ►, 4�� I M-3x4 J, ,1 .1 1-06 2-00 'PROVIDE FULL BEARING;Jts:2,4,3' JOB NAME : 5017-B POLYGON - SJ1 Scale: 0.6793 (v,c,a PRO4 WARNINGS: GENERAL NOTES,unless otherwise noted Co {y //--�� 6n 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Indivkival ....\G I N -"- Truss• SJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper kr y A; 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designee `+(2; i/PI P C' ' 3.Additional temporary bracing to Insure stability during construction 17 2.Design assumes the top and bottom chords to be laterally braced at p DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by *�2®®I 5" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respectNe contractor. SEQ. : 6120815 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, aor design loads be applied to any component and are for"dry condition"of use. - TRAN S I D: 412891 6.Design assumes full bearing at all supports shown.Shim or wedge If /� OREGOirN 5.Comp tion,has no control over and assumes no responsibility for the necessary. "� OREGON �4/ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided 4, Qs 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center L "��t�+ IIII I VIII IIII I III VIII VIII III IIII IIII TPIANTCA In SCSI,copies of which will be furnished upon request nes coincide with joint center lines. 'SJ T f 1 4 p Ii..., 9.Digits indicate size of plate in inches. {S,`` MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10,For basic connector plate design values see ESR-1311,ESR-1988(MTek) ._ s c V EXPIRES 12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 ROOF #1&BTR SPACED 24.0" O.C. 2-3=(-69) 30 TC LATERAL SUPPORT <= 12"0C. 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" -62/ 322V -13/ 71H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. g psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" 6.00 p AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" /- 3 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 0 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, N Truss designed for wind loads in the plane of the truss only. I N m cs N rn C,/- i f o,_ 1 9�� _, 0 M-3x4 s- 1, ,1 . y 1-00 2-00 1-11-11 PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5017-B POLYGON - SJ2 Scale: 0.6970 t0 PR°Fe. WARNINGS: GENERAL NOTES,unless otherwise noted. n 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual CJ ('j,I N /� Truss: S J2 and Warnings before construction commences. building component.Applicability of design parameters and proper C� p_ 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designee b 1, 2.Design assumes the top and bottom chords to be laterally braced at /((��/y'" "'}y DES. BY: LA 3.Additions)temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by '7G` PE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ X. 4.No load should be applied to any component until after MI bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6120816 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosNe environment, TRANS I D: 412891 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing M all supports shown.Shim or wedge If (� fabrication,handling,shipment and Installation of components. necessary. ] OREGON b 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by a Plates shall be located on both faces of truss,and placed so their center �¢_V'� 20III I I III IIII VIII VIII IIII II I II I IIII TPINJTCA in SCSI copies of which w 11 be furnished upon request nes coincide with joint center lines 14 9.Digits indicate size of plate in Inches. 4! ry, MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) M"R ` �,J EXPIRES:12/31/2015