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Plans OX CONFORMS TODESIGN CONCEPT RECD CONFORMS TO DESIGN CONCEPT 1—�CANFOAMS TO DESIGN CONC'PF WITH U REVISIONS HOPED O NON-CONFORMING—REVISE&RESUBMIT ❑ CONFORMS TO DESIGN CONCEPT WITH TS.F. CA ,.4FL 'f M/04+E.:.,/i G...,,CE 40' REVISIONS AS SHOWN ''I.,. Otb 00..01 GI, D 0015 +41 MEW f.0 c>9RGK4 O.R'p fENAL.P.i•TV F.I.G:.F?..CE nAM:fS. n M.- IF.`-I 5`a% xy r�{``. ""` MAY t1 0 0 NON CONFORMIP G—REVISE AI'D RESUBMIT Br. .:la wkul Dar 9/02/14 THIS SHOP DRAWING HAS BEEF REVIEWED FOR GENERAL CONFORMANCE MILBRA I T ARCHITECTS CITY OF TIGARD WITH THE DESIGN CSJ:EPT MO AI HOT BELIEVE THE FABRICATOROF RESMISIR. F.GONFORRFA E WIT'd THE GESiGFI DQ111Y`Se'SFEGI�IOATiONS ALL OF aHICA PAY PRIORITY 1 N I ( ING DI IS ON OVER TNi 7.EP Ifr. CONTRACTOR SW LL VERIFf F.LLOIDJISIGNS. tVl lfi'jJj��`J ,a j �J By: T Bate:Seoteaber 19. 2014 N4 _T 1CJ ■. iiiitG T— E CJ ILI h kik ,.,.. ... w� 6:12 ..... .._ • -' c`3 f . A ----------- ...;.. CJUL !IL . . 10 CJ, 4 ..... , - =Mr CJS - — _ .! ,r IT ........., . g ! v G o: EN al�1111 6 12 cJt --- 1\ Arr 1 X0.1, I 3 CJ ) S o:� - � CJ16 �aaJaaIJJJJJJJ�244) . aaaaaw r_ _ 2) , III el 10 1 ' 7■ r7 .'----1- !---fr. Z !_' •,M Al � -IJma.•ami.....RI - - I B- I r 1s- • ' QaaR R -15 ,i 2 a2 °a1 1 .7I GARAGE RIGHT 11'-8' 11'-7 V? co O Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 PLACEMENT AL uuTIO SAND NOLTRHmilk PROJECT TITLE REVISION-1: DRAWINGS RA FURTHER PLAN 5-D COFFERINNORMATION.BUILDING DESI FORA N RECORD ratan!' /* PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING i 5 / D-D CHECKED BY DESIREVIIEW AND AP�PROOVE OOFCORD TO ALL ' - TRUSS COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void If not fabricated by-Pacific Lumber and Truss. ®CONFORMS To DESIGN CONCEPT // CONFORMS TO DESIGN CONCEPT ^ a ODNF �DEAGNCONCEPT MTH CONFORMS TO DESIGN CONCEPT WITH 0 HONtONFONMING-O., S.RESIIBMR REVISIONS AS SHOWN " OEM F' M 401-0" NON-CONFORMING-REVISE AND RESUBMIT Q.�JIVIY.iL SG.......A.......tIC+tlJ'.'aL45.l1 d •E u'J!1O.iiil Alexia Fly Next Fukul Cute 911(14 THIS SGP DRAWING HAS KEN REVIEWED FOR GENERAL COkFDRDA NCE MILBRANDT ARCHITECTS WITH THE DESIGN CD4EPT ONLY RID DOES tOT RELIEVE THE FASRTCATOR/VEWEOR OF RESPONSIBILITY FOR COHFORIWIVE Elm THE •.-- N DESTGI A IISY-RtO SPECIFT —ONS ALL OF W.OICH HAVE PRIORITY C, Z/3 N OVER 163 SHOFBIATtr. f0{QACTOR SHALL VERIFY ALL DILENSIONS. j 0 Vcn . ,dd• atop Date:Septeaber 19.2014 \ T :I EER/ G INC = CJ1 ( CJ1 CJ2 \�aIr� CJ2C CJ3 , 1/ Or la CJ3C N CJ4 __ o �; C c CJ5 __ r i CitC rr'' CJ6 _,_ 6'12 v i A cJ6c 8 I 1 , A/Ar,174 CJ7C/ C.18 _ .. . CJ8 1111111 = CJ9 CJ9 CJ10 CJ10 4 M CJ11 . i 9 all CJ11 > � � CJ10 ,__ N Cr) - CJ10� = e 1 4cr b, v CJ9 _ _ ' , =j l,M .--. CJ9 Z th 01 ... CJ7 1 I 10 12 CJ6 6:12 CJ12 (5) CJ5 ' ' 3 '. , CJ13 ti k 0:1' _ - CJ14 HGUS26-. C :. �� 4_ HGUS26-2 CJ16 __ �_ to ! 10 12Atp t. CJ17 _ .�� AlI �� __air. _ -- I v Er) /AL ¢ �' w144. <: 11 1/2� � I I \ 6 ti GARAGE LEFTm m m I r� 1_91-8112" 11'-71/2" 40'-0' 111$" IloaNcwALI I 0 Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NWPLACEMENT ONLY.REFFR TO 03/31/14 ENGINEERED EREDSTRRlUCTU NS AND PROJECT TITLE REVISION-1: DRAWINGS FOR ALL FURTHER PLAN 5-D COFFER DESIGN�NGINEEROFREECORD raw ��\ RESPONSIBLE FOR ALL NON-TRUSS j PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO R COMPANY 5 I D-D CHECKED BY: DEREVIDs1GNEs"PwOR�TO CONSTRUCTION.OVE OF ALLLRT 1 DELIVERY LOCATION: SCALE: REVISION-3: 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 4 4 MiTek USA, Inc. ! CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design,values see ESR-1311,ESR-1988(MiTek). t ,y, tr I {�4+!r.+ x , ► f1� -4. OR o�t+ ‘6,- \%. 41-26'‘ fko s. t� is 46)A Jf3VO'n//1d13 (Oj/ f:.: EXPIRES 6/30115 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 11-07-08 HIP SETBACK 2-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF #1&BTR 11-07-08 GIRDER SUPPORTING 43-09-00 FROM 7-00-00 TO 11-04-08 1- 2=( 0) 72 2- 9=( -598) 2906 9- 3=( -572) 2674 13- 7=(-974) 4430 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-4068) 864 9-10=(-1382) 6446 9- 4=(-4418) 994 WEBS: 2x4 KEW STAND 3- 4=(-2906) 618 10-11=(-2326) 10538 4.10=( -552) 2538 LOADING 4- 5=(•6996) 1538 11.12=(-2326) 10538 10- 5=(-4306) 998 TC LATERAL SUPPORT <= 12'OC. UON. LL = 25 PSF Ground Snow (Pg) 5- 6=0246) 2080 12-13=(•1910) 8634 11- 5=( -718) 3206 BC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'• 0.0' TO 2'- 0.0' V 6- 7=(-4800) 1090 13- 8=(•1054) 4800 5.12=(-2114) 342 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 2'- 0.0' TO 9'- 7.5' V 7- 8=(-6686) 1490 12- 6= -612) 2824 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 9'- 7.5' TO 11'- 7.5' V 6.13=(-4768) 1062 NOTE: 2x4 BRACING AT 24'OC UON. FOR BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0' TO 11'- 7.5' V ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 521.9)+DL( 354.9)= 876.8 PLF 7'- 0.0' TO 11'- 4.5' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 16.7)+DL( 4.7)= 21.3 LBS @ 2'- 0.0' 0'. 0.0' -682/ 3075V -34/ 41H 5.50' 4.92 WOOF ( 625) OVERHANGS: 12.0' 0.0' TC CONC LL( 16.7)+OL( 4.7)= 21.3 LBS @ 9'- 7.5' 11'- 7.5' -1228/ 5488V 0/ OH 5.50' 8.78 WOOF ( 625) ADDL: BC CONC LL+DL= 3584.0 LBS @ 6'• 0.0' Connector plate prefix designators: ICOND. 2: Design checked for net(-5 nsf) uplift at 24 'oc snacina,l C,CN,C18,CNI8 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ -1'- 0.0' Allowed = 0.100' -'r- 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = •0.001' @ -1'- 0.0' Allowed = 0.133' Join together 2 ply with 3'x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.060' @ 5'- 9.8' Allowed 0.535' nails staggered at: MAX TL CREEP DEFL = -0.178' @ 5'- 9.8' Allowed =I 0.714' 9' oc in 1 row(s) throughout 2x4 top chords, **HANGER BY OTHERS TO APPLY 5' oc in 2 row(s) throughout 2x6 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ, LL DEFL = -0.015' @ 11'. 2.0' 9' oc in 1 row(s) throughout 2x4 webs. MAX HORIZ, TL DEFL = 0.033' @ 11'• 2.0' 1-11-11 7-08-02 1-11-11 NOTE:Design assumes moisture content does f f '( 1' not exceed 19% at time of manufacture. 1-11-11 1-07-08 2-02-09 2-02-09 1-07-08 1-11-11 Design conforms to main windforce•resisting �r21.301/ 21.30# 12 system and components and cladding criteria. 12 10.00 Q 10.00 Wind: (All0 mHeights), Enclosed,2Cat.2,6Exp,B, MWFRS( ir), load duration factor=l.6, Truss designed for wind loads M-4x6 M-5x8 in the plane of the truss only. M-3x8 M-4x10 M-3x8 5 6 - - 7-- -_ -...L. M-5x10 cn L Akio m v u7 S I J v� I-I 'nom I S I o 9 10 11 12 13 8 0 M-5x10 M-3x8 M-3x8 M-3x8 M-5x6 M-7x8 01r3584# 1-09-14 2-00-13 1-11-01 1-11-01 2-00-13 1-09-14 J. ), 1, 1-00 11-07-08 JOB NAME: POLYGON PLAN 5-D NH - AH1 c - , PROF�s- Scale: 0.4231 \ _(q(f�^l(N� �0 WARNINGS: GENERAL NOTES,unless othenvlse noted: � '17/5 5l j �q 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for en Individual 92•.P E r and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: AI-11 incorporation of component Is the responsibility of the building designer. /� ' 2. compression web bredng must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bredng to insure stablity during construction T o.c.and at 10'a n,respectively unless braced throughout their length by fiyms:.. DES. BY: LJ Is the responsibility of the erector.Additional permanent bredng of continuous sheathing such as plywood sheathing(TC)and/ordrywallleC). A DATE: 9/5/2014 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 appled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6051299 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, 4,074 1 4, design loads be applied to any component. and are for"dry condition'of use. t., • TRANS I D: 407540 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. ne Design asscessary. :fri:RRERGILO: .g P Po 7. assumes adequate drainage is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces or truss,and placed so their center 11111111111111111111111 TPItVVTCA In SCSI,copies of which wAD be furnished upon request. lines s coincide withjoint In lines. 9.erncdtzof platetIn inches. MiTek USA,Inc/CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) EXPIRES:12/31/2015 r 11111 11 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 #18,BTR LOAD DURATION INCREASE = 1.15 1-2.1 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0. O.C. 2.3=(•64) 38 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN, (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -68/ 301V -23/ 81H 5.50' 0.48 KDDF ( 625) 1' 9.2' -32/ 28V 0/ OH 5.50' 0.04 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 11.7' 24/ 42V 0/ OH 1.50' 0.07 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series 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 WI uplift at 24 'oc spacing.) F VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003' @ -1'- 0.0' Allowed = 0.100' 1-11-11 AND BOTTOM TTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX BC PANEL LL DEFL = 0.001' @ 1'- 0.1' Allowed = 0.054' MAX TC PANEL TL DEFL = •0.002' @ 1'- 2.9' Allowed = 0.196' 12 MAX HORIZ. LL DEFL = 0.000' @ 1'- 10.9' 10.00 MAX HORIZ, TL DEFL = •0.000' @ 1'• 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=loft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, c inTruss thedplaneed offor thewind trussoads only. 0 0 c':, M. 0 O off' 1110.--- 1 4 -' M-3x4 y y 3- 1-oo 1-00 2-00 (PROVIDE FULL BEARING:Jts:2,4.31 JOB NAME: POLYGON PLAN 5-D NH - AJ 1scale: 0.5772 <J,s`(- NI/1 �p��s(9 WARNINGS: GENERAL NOTES,unless otherwise noted: 4,,CI I S/[ ! .•TJ 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown end is for en individualOPE f Truss: AJ 1 and Warnings before construction commences, building component.Applicability of design parameters incorporatand ion y// 2.2x4 compression web bracing must be installed where shown+- incorporation of component Is the responsibility of the building designer. // / DES. BY: LJ 3.Additional temporary bracing to insure stabity during construction 2.Design assumes the top end bottom chords to be laterally braced et In the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o•c•respectively unless braced throughout their length by �� continuous sheathing such as plywood sheathing(TC)and/or drywall C. `r .. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ) jr 4.No load should be rippled to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. -p. 4_OREGON� �4., SEQ. : 6051300 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, -'7 lh TRANS I D• 407540 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 ell supports shown.Shim or wedge If - Q 14 2 fabrication,handling,shipment and Installation of components. XV necessary. .-'R5 6.This design Is furnished subject to the irritations set forth 7.Designlainsassumes adequateodoboth drainage Is f provided.,and ��b LI 1V. (III I(III)VIII IiIII I III VIII VIII(III(III TPINVTCA In SCSI,copies of which will be furnished upon r quest, 8.linesecoincde with joint center Ines.9of truss, placed so their center MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.Digits basicconnectorcate size of a design valate In ues see ESR-1311,ESR-1868(MITeW 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 g18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF g16BTR SPACED 24.0' O.C. 2-3=(-96) 73 TO LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -41/ 322V -44/ 132H 5.50' 0.52 KDDF ( 625) 1'- 9.2' -10/ 63V 0/ OH 5.50' 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7' -68/ 100V 0/ OH 1.50' 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [CORD, 2: Design checked for net0 psf) uplift at 24 'oc spacin0.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS; LL=L1240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ .1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' 12 MAX BC PANEL LL DEFL = 0.002' @ 1'- 0.1' Allowed = 0.054' MAX BC PANEL TL DEFL = 0.002' @ 1'- 0.1' Allowed = 0.072' 10.00 MAX HORIZ. LL DEFL = -0.001' @ 3'- 10.9' Li MAX HORIZ, TL DEFL = -0.001' @ 3'- 10.9' ' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. cn Wind: 140 mph, h=20.9ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, ao (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 0 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. m/- , 0IN FIA 0f- ►I 4►� M-3x4 1, )' y y 1-00 2-00 1-11-11 )PROVIDE FULL BEARING:Jts:2.4.31 ��Q` ,0 PROF �s, JOB NAME: POLYGON PLAN 5-D NH - AJ2 Scale: 0,6371 cl o 5%!f �* WARNINGS: GENERALNOTES,uMmmothenvlsenoled: 'tr !�.PE 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 Truss: AJ2 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 responsibitty of the building designer. Allir 3.Additional temporary bredng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LSI is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.o.respectively unless braced throughout their length po H continuous sheathing such as plywood s brace throughout C)and/or drywength by Q DATE: 9/5/2014 the overall structure Is the responsibltty of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ OREGON /', SEQ. : 60513 01 4.No load should be applied to any component untl after all bredng and 4.Installation of truss Is the responsibility of the respective contractor. '7 A I �b, 1.`'i fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, - !- design loads be applied to any component. and are for"dry full bearing of use. �O 14 20 ti. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8'Design assumes full bearing at all supports shown.Shim or wedge If faT fabrication,handing,shipment and Installation of components. 7.Design sumes adequate drainage Is provided. MSR PM- 6.This design Is furnished subject to the trdtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPInNrCA in SCSI,copies of which wit famished upon request Digit coincidetwith joint ate Inr nche. 9.Digits ndsize oplate 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) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by ' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF ki&BTR SPACED 24.0' O.C. 2-3=(•138) 101 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 BAG AREA OVERHANGS: 12.0' 0.0' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -27/ 313V -63/ 178H 5.50' 0.50 KDDF ( 625) Snow (Pg) 1'- 9.2' -55/ 142V 0/ OH 5.50' 0.23 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11,7' -99/ 146V 0/ OH 1.50' 0.23 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Desipn checked for net(-5 psf) uplift at 24 'on spacing.) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.003' @ -I"- 0.0' Allowed = 0.133' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = •0.003• @ -1"- 0.0' Allowed = 0.133' -i MAX BC PANEL LL DEFL = 0.005• @ 1'- 0.1' Allowed = 0.054' MAX BC PANEL TL DEFL = -0.004' @ 1'- 0.1' Allowed = 0.072' 12 v MAX HORIZ. TL DEFL = -0.001' @ 5'- 7.9' 10,007 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 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, c (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, cTruss designed for wind loads in the plane of the truss only. e) O 4►=1 -! M-3x4 * * * * 1-00 2-00 3-08-11 [PROVIDE FULL BEARING;Jts:2.4.31 Ppes JOB NAME : POLYGON PLAN 5-D NH - AJ3 Scale: 0.5270 N4��D NRE, <S> WARNINGS: GENERAL NOTES,unless otherwise noted: �� 5/1 2 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' =9210 P E �f Truss: AJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper y 2.2x4 compression web braving must be installed where shown+, incorporation or component Is the responsibility of the building designer. // /�/ DES. BY: LJ 7.Additional temporary bracing to Insure Malay during construction 2.Das gn assumes the top end bottom oho ds to be laterally braced et Is the responsibility of the erector.Additional permanent bracing of 2'o.a and at ea o,e,respectivelyunless braced throughout their length by r DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). / !�! • 3.2x Impact bridging or lateral bracing where shown++ A 3 Q.. 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.. 7 �q rR EGO O�t. �4" SEQ. : 6051302 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• 407540 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 Q 1 Q 2 (y� fabrication,handling,shipment and Installation of components. necessary. provided.s b Ck`- 6.This design Is furnished subject to the Imitation set forth by 7.Platesshallbe locaes tegd on bothdfaces)of truss,and placed so their center +1 R �.. IUIII VIII VIII VIII([III VIII VIII[III[IIIMTek USAnInG/Co puT 9BCSI,copies of 1SOch ftware 7.6.6(1L)-Ell request. 9.0lines coincide with joint center Ines. Digits indicate size ailrbasic connectorplte design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 This design prepared from computer input by 1E111111This LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 #160TA LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2-4=(0) 0 BC: 2x4 KDDF Ii BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-64) 38 TO LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEAflING MAX VERT MAX HORZ 880 REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0' 0.0' TOTAL LOAD 42.0 PSF 0'• 0.0' -68/ 301V -23/ 81H 5.50' 0.48 KDDF ( 625) 1'- 9.2' -32/ 28V 0/ OH 5.50' 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7' -24/ 42V 0/ OH 1.50' 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, IncL M,M2OHS,M18HS,M16 = MiTek MT series LIIMITED MIIEDMSTORAGE IBC DOES 2NOT APPLIRDUE 1O NOT SPITIE TO THE ALET. [COND. 2: Design checked for nett-5 osfl uplift at 24 'oc soacinn.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = •0.003' @ -1'- 0.0' Allowed = 0.133' 1-11-11 MAX BC PANEL LL DEFL = 0.001' @ 1'• 0.1' Allowed = 0.054' i' MAX TC PANEL TL DEFL = -0.002' @ 1'- 2.9' Allowed = 0.196' MAX HORIZ. LL DEFL = 0.000' @ 1'- 10.9' 12 MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9' 10.00 7 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce•resisting ', system and components and cladding criteria. Wind: 140 mph, h=20ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ') Truss designed O intheplan eoffthe or wloadsind truss only. 0 O 0 N M,-/- 4- o -0O - o• ` ►�� 4►� M-3x4 b ). y 1-00 2-00 (PROVIDE FULL BEARING:Jts:2.4.31 -ikEp PR OFF JOB NAME: POLYGON PLAN 5-D NH - ASJ1 Scale: 0.6772 ��,(<,nor_ so2� WARNINGS: GENERAL NOTES,unless otherwise noted: t . ;�.P E ti' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Truss: ASJ 1buildingcomponent.Applicability of designparameters and proper and Warningsbefore construction commences. Po PP y 9 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsldBty of the building designer. 3.Additional temporary bracingto Insure stabil duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at ��►' mpo rY tY 2'o.c.and at 10,o.e.respectively unless braced throughout their length by ilw•_-- DES. BY: LJ is the responsibility or the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordryweliiC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ OREGON <C/ 4.No load should be rippled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -9L//�� 1 4 .ZOO A. SEQ. : 60513 04 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses ereto be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition'of use. ��. 6.Design assumes full bearing at all supports shown.Shim or wedge if RIO-TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessaR f3 f 1-`' fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage is provided. 6.This design is famished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 'TPI/WICA In SCSI,copies of Pnes colndde with joint center Ines. 113111111111111111 M e USA,Inc./CompuTrus lSoftware 7.6.6(1 L)E request. 1U.For basic connector rplatetdesipn values see ESR-1311,ESR-1988(Welt) Indicate EXPIRES:12/31/2015 IIIIII Ng This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 19-11.08 HIP SETBACK 4-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 r TC: 2x4 KDDF #1&BTR 19-11-08 GIRDER SUPPORTING 43-09-00 FROM 0-00-00 TO 14-11-08 1- 2=(-4208) 990 1.12=( -700) 3012 12- 2.) -652) 2762 17- 8=(•2250) 562 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-3012) 732 12.13=(-1126) 4566 12- 3=(-1854) 526 18- 8=(-1012) 4520 WEBS: 2x4 KDDF STAND; 3- 4=(-4726) 1198 13.14= -674) ( -126) 758 8-19=(-3356) 864 2x6 KDOF #2 A LOADING (' ) ( 2628 3-13= 4- 5=( -996) 4070 14-15=( -698) 2738 13- 4=( -562) 2454 19- 9=( -714) 3114 LL = 25 PSF Ground Snow (Pg) 5- 6=(-1000) 4076 15.16=( -580) 2416 14- 4=( -368) 1860 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'• 0.0' TO 4'- 0.0' V 6- 7=(-5838) 1502 16-17=( -528) 2170 4.15=(-7398) 1894 BC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 75.0)+DL( 21.0)= 96.0 PLF 4'- 0.0' TO 15'- 11.5' V 7- 8=(-4484) 1176 17-18=(-1390) 5802 15- 5=1 -740) 282 TC UNIF LL( 50.0)+DL 14,0)= 64.0 PLF 15'- 11,5' TO 19'- 11.5' V 8- 9=(-3932) 1020 18-19=(•1390) 5802 15- 6=(-8356) 2104 BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0' TO 19'- 11.5' V 9.10=(•5328) 1322 19.10=( -908) 3932 16- 6=( -128) 754 NOTE: 2x4 BRACING AT 24'OC UON. FOR BC UNIF LL( 521.9)+DL( 354.9)= 876.8 PLF 0'• 0.0' TO 14'- 11.5' V 10-11=( 0) 72 6.17=( -678) 2882 ALL FLAT TOP CHORD AREAS NOT SHEATHED 17- 7=( -714) 3176 TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 4'• 0.0' TC CONC LL( 100,0)+DL( 28,0)= 128.0 LBS @ 15'- 11.5' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS:, 0.0• 12.0' ADDL: BC CONC LL+DL= 3584.0 LBS @ 13'- 11.5' LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -912/ 3929V -83/ 74H 5.50' 6,29 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 19'- 11,5' -934/ 11613V 3796V 00/ OH 5.50' 6.07 KDOF OH 3.50' 7.82 KDOF (1625) M,M2OHS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for nett-5 psfl uplift at 24 "Sc spacin0,( �'- Join together 2 ply with 3'x,131 DIA GUN 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, **HANGER BY OTHERS TO APPLY MAX LL DEFL -0,032' @ 4'• 1,8' Allowed = 0.400' 5' oc in 2 row(s) throughout 2x6 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.062' @ 4'- 1.6' Allowed = 0.533' 9' oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = 0.036' @ 14'- 1.5' Allowed = 0,537' 9' oc in 2 row(s) throughout 2x6 webs. MAX TL CREEP DEFL = -0.100' @ 14'- 1.5' Allowed = 0.717' MAX LL DEFL = •0,001' @ 20'- 11,5' Allowed = 0,100' MAX TL CREEP DEFL = -0.001' @ 20'- 11.5' Allowed = 0.133' 1-11-11 7-10-05 2-05-03 3-08-10 3-11-11 T T . .c MAX HORIZ. LL DEFL = •0.009' @ 19'- 6.0' 1-11-11 1-10-07 2-05-07 2-03-11 0-11-04 2-06-14 2-00-02 2-00-02 3-09-14 MAX HORIZ. TL DEFL = 0.020' @ 19'- 6.0' f 12 T 4128# T ' ' 12 1' ' +'128# T NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 7 10.007 N 10.00 Design conforms to main windforce-resisting M-4x6 M-4x6 system and components and cladding criteria. M-4x8 8 Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, N. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 load duration factor=l.6, M-5x16 Truss designed for wind loads M-5x1 i M-3x4 M-5x12 M-1.5x3 in the plane of the truss only, 3 4 5 � � A °AY0 RUA fl '�1 12 13 14 5 i6 v 17 18 19 �1 M 5x8 M-4x6 M-3x6 M-1.5x3 M-7x8 M-4x8 M-3x6 M-5x10 b 1 1 / M-8x14). 1 / �,y3584# / 1 1-09-14 2-03-11 2-01-15 2-03-11 1-01 2-03-06 2-01-14 2-00-02 3-09-14 8-04-08 0-05-08 11-01-08 1-00 / / ), (PROVIDE FULL BEARING Jts 1 15 101 19-11-08 1-00 P JOB NAME : POLYGON PLAN 5-D NH - BH1 oz.- Scale: .4��GINEF�soz.- WARNINGS: GENERALNOTES,untessotherwisenoted: 4/ "7 -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 ^9 P E 9r Truss: BH1 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to Insure stablity during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bredng of 2'o.c.and at 10•o.c.respectively unless braced throughout their length by -..+�/" DATE: 9/5/2014 the overall structure is the responsibility of the building designer. continuous sheathing such es plywood sheathing(TC)end/or drywall(BC). / !�� Po ty 9 9 4.In2x stallation bridging or lateral pradngrequired where shocontractor. OREGON' �(/' 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6051305 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, L. -'7 ZO\ design loads be applied to any component and are for"dry condition"of use. / n TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 5.Design assumes full bearing at all supports shown.Shim or wedge If Q 14 \`- fabdeation,handling,shipment and installation of components. necessary. p 6.This design Is furnished subject to the irritations set forth 7.DesignPlatesassumes adequate one olt,drafacesaIs f truss,a. - � +1 R V�� 11311111111111111111 VTPIiWICA In BCSI,copies of which wii be fumished upon quest. 8. es eolndde with Joint center aof truss,and placed so their center MITak USA,Inc./CompuTrus Software 7.6.6(1 L)-E 190.Forrits basiciconnecsize toroplatele design values see ESR-1311,ESR-1988(MRek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'. 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KOOF R1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-67) 43 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 BEARING MAX VERT MAX HORZ BAG REQUIRED BOG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -52/ 294V -23/ 81H 5.50' 0.47 KDDF ( 625) 1'- 10.9' -73/ 68V 0/ OH 1.50' 0.11 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 4'- 0.0' 0/ 33V 0/ OH 5.50' 0.05 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMIIEDMSTORAGE IOEDOES 2NOT APPLYRDUE0TO THE SPITIALET. .l IMITED T E ICOND. 2: Desian checked for net(-5 5sf) uplift at 24 'oc ssacina VERTICAL DEFLECTION LIMITS: LL=L/240, TLeL/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.000' @ 0'- 0,0' Allowed = 0.078' T MAX TC PANEL LL DEFL a 0.003' @ 1'- 3.7' Allowed = 0.131' MAX BC PANEL TL DEFL = 0.003' @ 1'- 7.7' Allowed = 0.206' 12 MAX BC PANEL TL DEFL a -0.005' @ 1'- 12.0' Allowed a 0.206' 10.00 7 MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9' MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9' NOTE:Design assumes moisture content does -, not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, or (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=l.6, Truss designed for wind loads 0 in the plane of the truss only. cl 0 101241 14 -! M-3x4 ,1 y y 1-00 4-00 (PROVIDE FULL BEARING:Jts:2.3.41 �,tD PR OFF JOB NAME: POLYGON PLAN 5-D NH - BJ1 Scale: 0.6882 WARNINGS: GENERAL NOTES,unless otherwise noted: :Q, 9 20 P E 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 en Individual Truss: BJ 1 and Warnings before construction commences. building component.Appilcabiity of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responslbiity of the building designer. 3.AddPoonai temporary bred to insure stabil duringconstruction 2.Design assumes the top and bottom chords to be laterally braced et po rp H 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `�•,- DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). " DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �(!JQ 4.No bad should be applied to any component until after an bracing and 4.Installation of truss Is the responsibility of the respective contractor. `'V SEQ. : 6051306 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used Ina non-corrosive environment y 2N .. design loads be applied to any component. and are for"dry condition'of use. Q: 1 4 TRANS I D: 407540 5.CompuTrus has no control over end assumes no responsibility for the 6'eeiserysumes full bearing at all supports shown.Shim or wedge If i �\:..1 fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. R R i k- 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ,. I,copies of Ones coincide vAth joint center Pnes. 11111111111111111111111 MTITe USA,lncINYTCA In ./CompuTrus which Software 7.6.6(1 L)E request. 09..For Digits ectorsize of plate design values see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 i I111111111111 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 #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(•95) 77 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BUG 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' -35/ 332V -44/ 132H 5.50' 0.53 KDDF ( 625) 3'• 9.2' 0/ 49V 0/ OH 5.50' 0.08 NODE ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 3'. 11.7' -68/ 106V 0/ OH 1,50' 0.17 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'GOND. 2: Design checked for nett-5 oaf) uplift at 24 'oc soacing.' BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'. 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = •0.003' @ -1'. 0.0' Allowed = 0.133' 3-11-11 MAX TC PANEL LL DEFL = 0.042' @ 2'- 5.3' Allowed = 0.305' MAX TC PANEL TL DEFL = 0.039' @ 2'. 5.3' Allowed = 0.458' 12 MAX HORIZ. LL DEFL = -0.001' @ 3'. 10.9' 10.00 ,, MAX HORIZ. TL DEFL = •0.001' @ 3'. 10.9' 7 NOTE:Design assumes moisture content does ', not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,B0L=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CT) load duration factor=l.6, CI Truss designed for wind loads c in the plane of the truss only. o, m 7[ o 00111111111111.111.1.111111111.11.11.1 0 2i 4�I -, M-3x4 i' ), y 1-00 4-00 'PROVIDE FULL BEARING:Jts:2,4.3) 0 PR JOB NAME: POLYGON PLAN 5-D NH - BJ2 Scale: 0.5824 �GJ�� rNF��s/Q WARNINGS: GENERAL NOTES,unless otherwise noted: �W� fn//� 1.Builder and erection contractor should be advised dell General Notes 1.This design Is based only upon the parameters shown and is for an individual ^9G,O P E �r- Truss: BJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be Installed where shown+, ineorporetlon of component Is the responsibility of the building designee // 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'ex.and at 10'o.c.respectively unless braced throughout their length by r 4,40111.."continuous sheathing such as plywooding(TC)and/or drywel eC). / Q DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown 4.* 4.No load should be applied to any component until alter all bracing end 4.Installation of truss Is the responslbilny of the respective contractor. 7i a OREGON ted SEQ. : 60513 07 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, ./;\ 9� 20\��,`�/ TRANS I D: 407540 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 Q 14 fabrication,handling,shipment and Installation of components. necessary. �P 6.This design is furnished subject to the Irritations set forth 7.Design assumes a8.Plates shall be dequatn e ne drainageth ces Is f provs,and ided. �RIO' eir center UVUTCA 1111111 II II VIII VIII VIII VIII VIII'III III1 MTe SA'nSCSI,copies of lnC./CompuT S Ich will be Sottw ofurnished upon 7.6.6(1 L)-Ei�quest, r lines. O Digits.For ndca^sizewirof platele djoint en In values see ESR-1311,ESRd so t18a9(MiTek) n EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.9' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-205) 171 3.4=( -58) 25 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 42.0BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) PSF 0'. 0.0' -161 314V -64/ 179H 5.50' 0.50 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 8.2' -1391 216V 0/ OH 1.50' 0.28 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 9.2' 0/ 42V 0/ OH 5.50' 0.07 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.9' •30/ 48V 0/ OH 1.50' 0.08 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacin0.( BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -/ MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP TEFL = -0.003' @ -1'. 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.009' @ 1'- 10.0' Allowed = 0.286' 0•0"40/), MAX TC PANEL TL DEFL = -0.008' @ 1'• 11.4' Allowed = 0.428' 12 MAX HORIZ. LL DEFL = -0.002' @ 5'- 8.2' 10.00 7 MAX HORIZ. TL DEFL = •0.002' @ 5'- 8.2' NOTE:Design assumes moisture content does not exceed 19's at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. �� 0 Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, in Truss designed for wind loads in the plane of the truss only. m : -,•• 0 M-3x4 y y y 1-00 4-00 1-08-15 [PROVIDE FULL BEARING:Jts:2.5.3.41 • ��ED PR O;�Ess JOB NAME: POLYGON PLAN 5-D NH - BJ3 Scale: 0.5270 ,co6 I" 'o k, /5/i i.5, WARNINGS: GENERAL NOTES,unless otherwise noted: ^�Of-.E f 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an Individual and Warnings before construction commences, building component.ApplicabillW of design parameters and proper Truss: BJ 3 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibllty of the building designer. 3.Additlonal temporary bracingto Insure stability duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at ��►' Po ty 2'co.and at 10'o.c.respectively unless braced throughout their length by `.�!• DES. BY: U lathe responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(eC). ea Q DATE: 9/5/2014 the overall stmdure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ fJ` OREGQN�� 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. 'If to SEQ. : 60513 08 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, • .�y 1 4, .ZO L design loads be applied to any component end are for'dry condition"of use. Q TRANS I D: 407 540 5.CompuTrus has no control over and assumes no responsibility for the 8'a esse assumes full bearing at an supports shown.Shim or wedge if A [� �f fabrication,handling,shipment and Installation of components. 7.Design a umes adequate drainage is rovided. 'V/ R R 1 t. 6.This design Is furnished subject to the tmnations set forth by 8.Plates shall be located on both faces of truss,and placed so their center y IIIIII II II II II[III VIII VIII 11111[III[III M Te USA,InCTPIANTCA in JCompuTrus I,copies of which Software 7.6.6(1 L)E request. 9.0.Forrlines coindde with joint center Ines. ibasic connector on oplate design values see ESR-1311,ESR-1988(MiTek) EXRIRES.12/31/201b IIIIIIIIIIIII 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 KODF #1&BTR LOAD DURATION INCREASE a 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0' O,C. 1.2=(-48) 41 1-3=(0) 0 IC LATERAL SUPPORT <= 12'0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -13/ 98V -18/ 42H 5.50' 0.16 (SPECIES)KDF ( 625 onner 8,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF 1'- 9.2' 0/ 25V 0/ OH 5.50' 0.04 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) 1'- 11,7' -39/ 51V 0/ OH 1.50' 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND, 2: Design checked for net1-5 psfl uplift at 24 'tic spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.003' @ 1'- 2.9' Allowed = 0,131' BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.002' @ 1'- 2.9' Allowed = 0.196' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000' @ 1'. 10.9' MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9' 1-11-11 NOTE:Design assumes moisture content does T not exceed 19% at time of manufacture. Design conforms to main windforce"resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 10.00 '' Truss designed for wind loads in the plane of the truss only. am 0 0 0 CV CO,- .0 OlijIAIIIIIIIIIIII 0,` 1►s1 3►� '--,' M-3x4 J, y 2-00 (PROVIDE FULL BEARING:Jts:1,3,21 JOB NAME : POLYGON PLAN 5-D NH - BSJ1 ��, o PROF�s Scale: 0.7703 t457 "/y_/1/)5/ s/O2 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised snail General Notes 1.This design Is based only upon the parameters shown and Is for an individual 7 92 t 0 P E "f Truss: BSJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2n4 compression web bradng must be Installed where shown a. Incorporation of component Is the responsibility of the building designer. DES" B Y: LJ 3.Additional temporary bracing to insure stabiay during construction 2.Design assumes lbs top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by 4� DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuousImpact sheathing such as b ac ngoe curewhore s and/or drywali(BC). / rl be 9 3.2x Intppaot bof Crus ors lateral bracing ityof required where the o contractor.s �, r1 4.No load srelc m lets an to ono tme sho ld until atter all bredng and 5.InsDesignass of es r fs the re t obel use i tae an-correspectivei een7L ,��OyREGON0N �!(/ S EQ. : 6051310 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In anon-corrosive environment, � TRANS I D• 407540 design loads be applied to any component. end are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q: 1 4 �4 fabrication,handling,shipment and Installation of components. necessary. 6.This design is furnished subject to the Irritations set forth 7.Design assumes adequate both facesaIs provided. MFR R V�,. 11111111111111131111 TPIA&rCA In BCSI,copies of which will be furnished uponquest, 8.Ones coinddee located joint centerBnesof truss,and placed so their center MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 0.For basiDigits c conneccate tor ple of ate design vallate In ues see ESR-1311,ESR-1888(diTek) , EXPIRES:12/31/2015 Ile.... I111111111111I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 44'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2-10=( -983) 3050 3-10=(-298) 299 BC: 2x4 KDDF 1118BTR SPACED 24.0' O.C. 2- 3=(-3345) 1280 10-11=( -749) 2567 10- 4=(-182) 615 WEBS: 2x4 KDDF STAND3- 4=(-3184) 1317 11-12s( -413) 1876 4-11=(-746) 536 LOADING 4- 5=(-2473) 1183 12.13=( -791) 2399 11- 5s(-406) 1050 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2474) 1183 13- 8=(-1026) 2857 5.12=(-406) 1051 BC LATERAL SUPPORT <e 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3187) 1318 12- 6s(-747) 536 TOTAL LOAD = 42.0 PSF 7- 8=(-3348) 1281 6.13=(-183) 618 8- 9=( 0) 79 13- 7=(-300) 300 OVERHANGS: 18.8' 18.8' LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONSHORZSIZE SO.IN. (SPECIES)A M,M20HS,M18HS,M16 = MiTek MT series THEEBOTTOMAT CHORDADEAD(LOADPISIAIED MINIMUMY BC OF2002PSF. 0'- 0.0' -341/ 2026V -262/ 262H 5.50' 3.24 KDDF ( 625) 44'. 0.0' -341/ 2026V 0/ OH 5.50' 3.24 KDDF ( 625) ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacins.I VERTICAL DEFLECTION LIMITS: LLeL/240, TL=L/180 MAX LL DEFL = 0.017' @ -1'- 6.8' Allowed = 0.156' MAX TL CREEP DEFL = -0.016' @ -1'- 6.8' Allowed = 0.208' MAX LL DEFL = 0.206' @ 25'- 11.9' Allowed = 2.154' MAX TL CREEP DEFL = -0.397' @ 18'- 0.0' Allowed = 2.872' MAX LL DEFL = 0.017' @ 45'. 6.8' Allowed = 0.156' MAX TL CREEP DEFL = -0.016' @ 45'- 6.8' Allowed = 0.208' MAX HORIZ. LL DEFL = 0.085' @ 43'- 6.5' MAX HORIZ. TL DEFL = 0.139' @ 43'- 6.5' 21-11-15 22-00-01 f I NOTE:Design assumes moisture content does 7-04 7-01 7-06-15 7-06-15 7-01 7-04-02 not exceed 19% at time of manufacture, Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 M-4x6 Q 6.00 Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 4.0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M 5X8 S !' M-5X8(S) Truss designed for wind loads ( ) in the plane of the truss only. 0.25" 0.25" >1.5X3 / / 13 \I ir N r) / 1i I 4,Np 13 \ O o /M-3x8 M-3x4 10.25" 0.251' M-3x4 M-3x8 8 M-5x8(S) M-5x8(S) y ), y y y y 9-00-11 y 8-11-05 7-11-14 8-11-05 9-00-13 y y 1-06-12 44-00 1-06-12 �Q` O PRQFes JOB NAME : POLYGON PLAN 5-D NH - Cl `� Scale: 0.1506 �� Ci'y IL/ F /(' ir WARNINGS: GENERAL NOTES,unless otherwise noted: .92,OP E r Cl1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Truss: C 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 responsiblity of the building designer. 3.Additional temporary bracing to Insure stablity during construction 2.Design assumes the top end bottom chords to be laterally braced at 41® Po 2'o.e.and at to'o.e.respedNely unless braced throughout their len th by Iq DES. BY: LJ Is the reeponalhl8ly of the erector.Additional permanent bracing of continuous sheathing such as plywood sheetNng(TC)and/or drywall(BC). ". DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -37L DREGgN�� 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. : 6051311 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment / -I y 1 4 :N ASL design loads be appsed to any component. and are for"dry condition'of use. �`.S- 6.Design assumes full bearing at all supports shown.Shim or wedge If P TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. R R}��. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 'II 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ch wM be furnished upon lines ncide with joint center Ines. IIIIII III I VIII 11111 VIII VIII VIII IN MTITPIAIVICA In BCSI,copies of e USA,lnciCompuTrus iSoftware 7.6.6(1 L)E request. 10.Forribasic connectoraof plate design values see ESR-1311.ESR-1868(MITek) EXPIRES:12/31/2015 11111IIIIIII This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1,00 IC: 2x4 KDDF N168TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2- 9=(•1042) 3021 3- 9=(-298) 299 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. WEBS: 2x4 KODF STAND; 4.2- 3=(-3324) 1271 9-10=( •809) 2538 4=(•182) 616 2x4 DF STAND A LOADING 3- 4=(•3164) 1308 10.11=( -431) 1847 4.10=(•746) 536 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4. 5=(-2452) 1174 11.12=( -780) 2358 10- 5=(•406) 1050 TO LATERAL SUPPORT <= 12'OC, UON, 5. 6=(•2444) 1195 12- 8=(•1049) 2770 tin)-396) 1027 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3108) 1368 11- 6=(-721) 526 BC LATERAL SUPPORT <= 12.00, UON. TOTAL LOAD = 42.0 PSF 7. 8=(-3267) 1326 6.12=(•226) 561 OVERHANGS: 18.8' 0.0' LL = 25 PSF Ground Snow (Pg) 12- 7=(-247) 336 •• For hanger specs. See approved plans BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'• 0.0' •342/ 20214 -247/ 257H 5.50' 3.23 KDDF ( 625) C,CN,CI8,CNI8 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, 43'• 9.0' -274/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series JT 8: Heel to plate corner 2.50' ;COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017' @ -1'• 6.8' Allowed = 0.156' MAX TL CREEP DEFL = -0.016' @ •1'- 6.8' Allowed a 0.208' MAX LL DEFL = 0.205' @ 18'- 0.0' Allowed = 2.142' MAX TL CREEP OEFL = -0.386' @ 18'- 0.0' Allowed = 2.856' MAX HORIZ, LL °EFL = 0.083' @ 43'- 3.5' MAX HORIZ. TL DEFL = 0.135' @ 43'- 3.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture, 21-11-15 21-09-01 T T Design conforms to main windforce-resisting 7-04 7-01 7-06-15 7-06-15 7-01 7-01-02 system and components and cladding criteria. 12 12 Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 -S.16.00 load duraHeition'factor=jag EncloCat,2, Exp,B, MWFAS(Dir), 4.0' Truss designed for wind loads 6 ';f in the plane of the truss only. M-5x8(S) "� 0.25 0M-5x8(S) 25" M-1.5x3 M-1.5x3 M M-3x8 c A `Ov � 9 i8 �lc 51 ..ao M-3x8 M-3x4 .25" 0.2 M-3x4 o M-5x8(S) M-5x8(S)1 y y y y J• y 9-00-11 8-11-05 7-11-14 8-11-05 8-09-13 1-06-12 43-09 y R JOB NAME : POLYGON PLAN 5-D NH - C3 Scale: 0.1506 �CJ��_�y`D�r^PN�/CF6s/Q WARNINGS: GENERAL NOTES,unless othenvise noted: �� !:{�/f ! �. 1.Builder and erection contractor should be advised deg General Notes 1.This design Is based only upon the parameters shown and is for an individual ^92$Q P E r Truss: C3 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 designee 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: LJis the responsibility of the erector.Additional permanent bracing of 2'c.c,and at 10'o.c.respectively unless braced throughout their le th by ��. DATE: 9/5/2014 the overall sWcture Is the responsib lily of the building designer, continuous sheathing such as plywood shoething(rC)and/or drywel C). 7.2x Impact bridging or lateral bracing required the where shown++ • CC 4.No load should be applied to any component until aner all bracing and 4.Installation of truss Is the responsibility of the respective contractor,r, 17, A_OREGON �(, SEQ. : 6051312 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, '7 N1k design loads be applied to anycomponent. and are for"dry condition`of use. TRANS I D: 407540 5.Co puTrus has noo control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 'Q ��' 14, 20 --k. fabrication,handling,shipment and installation of components. necessary. Q,� 6.This design Is furnished subject to the Imitations set forth 7.Designlatesassumes adequate on both drainage Is provided.and /�`.[]p`1 111111110111111111111 VTPIIWTCA In SCSI,copies of which will furnished uponrequest. equest, 9,poets coInd le with joincenterIces g of truss, placed so their center Il b MITek USA,Inc/CompuTfuS Software 7.6.6(1L)•E s. 10.For 9. ibasic ts connector plcate size of ate design vate in alues see ESR-1311,ESR-1988(liTek) EXPIRES:12/31/2015 11111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-09-00 STUB HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 KDDF #18BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1. 2=( 0) 84 2.13=(-1956) 5870 3.13=1 -154) 354 2x6 KDDF #1&BTR 72, T3 2- 3=(-6766) 2286 13-14=(-3060) 8274 13- 4=( -486) 1888 BC: 2x6 KDDF #16BTR LOADING 3- 4=(-6742) 2336 14.15=(-3340) 8912 13- 6=(-2804) 1328 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=1 0) 0 15.16=(-3048) 8220 6.14=) -92) 754 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 10'- 0.0' V 4- 6=(-5996) 2126 16-12=(-1910) 5602 14- 7=( -486) 380 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0' TO 34'- 0.0' V 6- 7=(-8588) 3228 7.15=( -534) 394 BC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0' TO 43'- 9.0' V 7- 8=(-8552) 3220 15- 8= -100) 794 BC UNIF LL( 0.0)+DL( 40.0). 40.0 PLF 0'- 0.0' TO 43'- 9.0' V 8-10=(.5882)00 6 8.16= 2106I 2866) 1340 8 1834 NOTE: 2x4 BRACING AT 24'0C UON. FOR TC CONC LL( 416,7)+DL( 116.7)= 539.3 LBS @ 10'. 0.0' 10-11=(-6614) 2318 16-11°) -190) 392 ALL FLAT TOP CHORD AREAS NOT SHEATHED IC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 34'- 0.0' 11-12=(-6548) 2250 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 20.0' 0.0' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ 8RG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0' -1150/ 3765V -104/ 113H 5.50' 6.02 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 43'- 9.0' -1095/ 3584V 0/ OH 5.50' 5.73 KDDF ( 625) Connector plate prefix designators: C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc ( 2 ) complete trusses required. M,M2OHS,M18HS,M16 = MiTek MT seriesJoin together 2 ply with 3'x,131 DIA GUN 'COND. 2: Design checked for net(-5 osf) uplift at 24 'oc spacing,) J 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 = 0.005' @ -1'- 8.0' Allowed = '0.167' /v` 9' oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.005' @ -1'- 8.0' Allowed = 0.222' 9' oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.269' @ 22'- 0.0' Allowed = 2.142' 9' oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.532' @ 22'- 0.0' Allowed = 2.856' MAX HORIZ. LL DEFL = 0.078' @ 43'- 3.5' MAX HORIZ. TL DEFL = 0.127' @ 43'- 3.5' ', NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4,2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 9-11-11 24-00-10 9-08-11 Truss designed for wind loads in the plane of the truss only. 5-01-03 4-04 0-06 08 5-08-15 6-03-06 6-03-06 5-08-15 0-06-08 4-04 4-10-03 T 1' 4533.30# T T T 4,633.30# 12 12 M-7x8(S) -. ..16.00 6.0017M-5x6 M-5x6 M-3x5 0.25" M-3x5 6 1 y 8 ., 13 M-1.5x3M-1.5x3 + + 1 \/\/ M-3x8 �(to i % 13 �q ( T �5 16 *12 o o M-3x8 M-3x8 0.25" 0,25' M-3x8 8 M-7x8(S) M-7x8(S) ; b 3, 3. > 3. 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 J, y y 1-08 43-09 ii\Ep PROF6 JOB NAME: POLYGON PLAN 5-D NH - CH1 scale: 0.149s \�. GINS `9 WARNINGS: GENERAL NOTES,unless otherwise noted: 451 '1/5/117 -v 1 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and is for an individual .P E end Warnings before construction commences. building component.Applicability of design parameters end proper Truss: CH1 Incorporation of component is the responsibility of the building designer. 2.2x4 compressionnaltemporary web bracing must be stabbed where shown+, 2.Design assumes the top and bottom chords to be Iateralty braced at 3.Additional temporary bracing to Insure stabiity during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by `r 'r INIOW DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywaa(BC). O DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � OREGON�o ��4C SEQ. : 6051313 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 noncorrosive environment, Y 2 design loads be applied to any component, and are for*dry condition'of use. t� 4. TRANS I D: 407540 5.CompuTrus has no control aver and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If ,� 1 4' O RP fabrication,handling, necessary. r shipment and installation of components. 7.Design assumes adequate drainage Is provided. `R R I� 6.This design Is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center upon es e with joint center Ines. III II VIII VIII VIII VIII VIII VIII IIII IIIIMTiTPe SAnInCJCofnpuT S i$oflware 7.6.6I,copies ot whch will be (1L)- E request. 9.10.Forrlbasic crib slze ectoroplate design values see ESR-1311,ESR-1988(MiTek) - EXPIRES:12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'• 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N16BTR; LOAD DURATION INCREASE = 1.15 1. 2=( 0) 84 2-13=(-1346) 2900 3-13=( -97) 178 2x6 KDDF g16BTR 72, T3 SPACED 24.0' O.C. BC: 2x6 KDDF N16BTfl 3. 3=(•3372) 1652 13.14=(•1691) 3901 13- 4=( -331) 1025 4- 4=(-3183) 1579 14-15=(-1739) 4230 13- 6=(-1371) 647 WEBS: 2x4 NODE STAND LOADING 0) LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6=( 1) 0 16-12=(-1313) 3873 4.17=( •57) 454 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD a 10.0 PSF 4- 7=(-4061) 1942 16.12=(•1313) 2765 17. 5=( -276) 155 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=7- 8=(-40433)(•4041945 5.18=( -276)158 ) 1898 15- 8=( -18) 418 LL = 25 PSF Ground Snow (Pg) 8-10=(-2734) 1407 8.16=(•1397) 647 NOTE: 2x4 BRACING AT 24.00 UON. FOR 9.10=( 0) 0 10-16=( -367) 997 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10.11=(-3118) 1527 16.11=( -31) 219 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11.12=1.3258) 1576 OVERHANGS: 20.0' 0.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) vertical members (uonon 0'- 0.0' -404/ 2034V -104/ 114H 5.50' 3.25 KDDF ( 625) 43'• 9.0' -337/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) ** For hanger specs. - See approved plans Connector plate prefix designators: ICOND. 2: Design checked for net)-5 osf) uplift at 24 'oc spacing.) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TLeL/180 M,M2OHS,M18HS,M16 MiTek MT series MAX LL DEFL = 0.022' @ -1'- 8,0' Allowed a 0,167' MAX TL CREEP DEFL = -0.021' @ •1'• 8.0' Allowed = 0.222' MAX LL DEFL = 0.293' @ 22'- 0.0' Allowed 2.142' MAX TL CREEP DEFL a -0,510' @ 22'• 0.0' Allowed = 2.856' MAX HORIZ. LL DEFL = -0.082' @ 43'• 3.5' MAX HORIZ. TL DEFL = 0.122' @ 43'- 3.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 13-03-11 17-04-10 load duration factor=l.6, T 13.00-11 Truss designed for wind loads 5-01-03 4-04 3-05-09 2 09-14� 6-03-06 6-03-06 2-09.143-05-09 4-04 4-10-03 in the plane of the truss only. 12 5 9 12 6.00 pM-7x8(S) Q 6.00 M-5x6 M 6x5 0,25* M-3x5 M-4x6 i2 y ). 8 M-1.5x3 + M-1,5x3 + 1 e) T \/\/.. _ M-3x8 to 0 o M-3x8 M-3x8 10.25 " 0.255 16 .N2 o ...#9:1M-3x8M-3x8 8 M-7x8(S) (S) M-7x8(S) (S) y y 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 • 1-08 43-09 y JOB NAME : POLYGON PLAN 5-D NH - CH2 Scale: 0.1499 \�� D PNFFss/O WARNINGS: GENERAL NOTES,unless otherwise noted: �V' ` 51 CH2 L.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 0 92.0P E �r- Truss: CI 12 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bredng must be Installed where shown+, incorporation of component is the reaponsibitty of the building designer. DES. B Y: LJ 3.Additional temporary bredng to Insure stebi6ty during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'e.n,and at 10'o.c.respectively unless braced throughout their length by DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. continuousxImactsheathing suchr as acing requirede sheathing(TC)where and/or drywal C). `rte 3.in Impact bridging or lateral bracing where shown*+ y 4, 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -7, A_OREGON- �to SEQ. : 6 051314 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, TRANS I D: 407540 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 - Q 14 2 �"�" fabrieetion,handling,shipment and Installation of components. 7.necessary. 6.This design is furnished subject to the iinitations set forth e.Plates shall be assumes adequate on ne both draes 0 inage a Is protruss,vided. and placed so MFS R{LL heir center 111111 II II VIII VIII VIII VIII VIII IIII IIII MT'tTpek U$A,A rinc./CompUTfuS which Software 7.6.6(1 L)-E�ll be furnished upon request. 1U Digir t indicates de with connector pie ebinlIngn Inches. ee ESR-1311 ESR'1988(MITeW EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF g1UBTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-13=(-1067) 2889 3-13=(-152) 199 BC: 2x4 KDDF @18BTR SPACED 24.0' 0.C. 2- 3=(-3317) 1286 13-14=1 -914) 2657 13- 4=( -33) 359 WEBS: 2x4 KDDF STAND; 3. 4=(-3114) 1250 14.15=( -700) 2439 4-14=(-524) 357 2x4 DF STAND A LOADING 4- 5=(•2567) 1138 15-16=( -700) 2439 14- 5=(-276) 797 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 16-17=( -882) 2558 14- 7=(-435) 182 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5. 7=(-2228) 1099 17-12=(-1021) 2712 15- 7=( 0) 274 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 7- 9=(-2213) 1074 7-16=(-457) 180 8- 9-16=(-285) 791 LL = 25 PSF Ground Snow (Pg) 9.10=(- 2551)111) 1 16-10=(-489) 344 NOTE: 2x4 BRACING AT 24'OC UON. FOR10-11=(-3039) 1229 10.17=( -77) 318 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(•3218) 1283 17.11=( -79) 251 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 1 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 20.0' 0.0' LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) ** For hanger specs. - See approved plans0'• 0.0' -321/ 2034V -182/ 1919 5.50' 3.25 KDDF ( 625) 43'- 9.0' -251/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) Connector plate prefix designators: 1,09,018,0918 (or no prefix) = CompuTrus, Inc N,M20HS,M18HS,M16 = MiTek MT series �CONp. 2: Design checked for net(-5 psfl uplift at 24 'oc spacinp.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 JT 12: Heel to plate corner = 2,25' MAX LL DEFL = 0.022' @ -1'. 8.0' Allowed 0.167' MAX TL CREEP DEFL = -0.021' @ -1'- 8.0' Allowed = 0.222' MAX LL DEFL = 0.201' @ 22'- 0,0' Allowed = 2.142' MAX TL CREEP DEFL = -0.389' @ 22'- 0.0' Allowed = 2.856' MAX HORIZ. LL DEFL = 0.085' @ 43'- 3.5' MAX HORIZ. TL DEFL = 0.142' @ 43'- 3.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 16-07-11 10-08-10 16-04-11 Design conforms to main windforce-resisting '( system and components and cladding criteria. 5-02-03 0-04 08 5-04-05 5-05-11 5-04-06 1' 1' Wind: 140 mph, h=23,4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-07-06 5-05-11 1"I 5-04-05 0-0�4- '08 5-02-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1. load duration factor=l,6, ( �� 12 Truss designed for wind loads 6.00 M-3x8 • 12 M-4x6 M-4x6 4 6.00 in the plane of the truss only. M 5x6(S) . _ M 5x6(S) 0.25" *o )1.5x44V/\lA %15x3 M10c5 tib tD c J 13 14 15 16 17 *12 0 o / M-3x8 M-3x4 0.25° M-1.5x3 0.25 M-3x4 M-5 (S) y M-5 (S) y y y y y y 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-01-03 y 1-08 43-09 WEDGE REQUIRED AT HEEL(S). 0 PROF JOB NAME: POLYGON PLAN 5-D NH - CH3 Scale: 0.1483 �� '717117-pn, ��q WARNINGS: GENERAL NOTES,unless otherwise noted: 4 . '�.P E f 1.Builder and erection contractor should be advised of a8 General Notes 1.This design Is based only upon the parameters shown end Is for an Individual Truss: CH3 L.t l3 and Warnings before construction commences. building component.Applicability of design parameters and proper // 2.214 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stablity during construction 2.Design assumes the top and bottom chodsbr to be laterally braced at 41 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` .- DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheethlnp(TC)and/or drywal C). DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ QR EGON fit/ 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. : 6051315 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, design loads be applied to any component end are fur'dry condition'of use. I' 14, .ZOO P} 8.Design assumes fun beefing at at supports shown.Shim or wedge If TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the neeessa �R}�`. fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage Is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I III II VIII VIII VIII VIII I III VIII IIII IIII IwhichSoftware )- request. MTe USA,lnc.fCompuTrua 766(1L)E 0lines coincide oDigits plate design values see ESR-1311,ESR-1988(Wed) EXPIRES:12/31/2015 11 11111 This design prepared from computer input by ' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 44'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1.00 TC: 2x4 KDDF 818,8TR LOAD DURATION INCREASE = 1.15 q ' BC: 2x4 IMF M18 2- 3=(•3337) 1610 BTR SPACED 24.0. O.C. . 3=( 7) 4-15=(•1242) 2696 4.14=(--2 ) 359 WEBS: 2x4 KDOF STAND 14.15=(-1142) 2696 14- 4=( -22) 359 3- 4=(•3135) 1578 15-16=(-1120) 2476 4-15=(-523) 297 LOADING 4- 5=(-2589) 1493 16.17=(-1120) 2476 15- 5=(•357) 819 TC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17.18=(•1208) 2619 15- 7=(•463) 298 BC LATERAL SUPPORT <= 12'OC. UON, DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2248) 1390 18.12=(•1346) 2848 16- 7=( 0) 274 TOTAL LOAD = 42.0 PSF 7- 9=(-2248) 1390 7-17=(-463 298 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8- 9=( 0) 0 9.17=(•357) 819 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9.10=(•2589) 1493 17.10=(•523) 297 10.11=(-3135) 1578 10.18=( -21) 359 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(•3337) 1610 18.11=(•151) 184 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( 0) 84 OVERHANGS: 20.0' 20.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M-1.5x4 or equal at non-structural vertical members (won). BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' •444/ 2038V -198/ 198H 5.50' 3.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 44'• 0.0' 444) 2038V 0/ OH 5.50' 3.26 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series [COND. 2: (lesion checked for net(-5 psfl uplift at 24 '0c spacina.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022' @ -1'- 8.0' Allowed = 0.167' MAX TL CREEP DEFL = -0.021' @ -1'- 8.0' Allowed = 0.222' MAX LL DEFL = 0.254' @ 27'- 5.3' Allowed = 2.154' MAX TL CREEP DEFL = -0.403' @ 22'• 0.0' Allowed = 2.872' MAX LL DEFL = 0.022' @ 45'• 8.0' Allowed = 0.167' MAX TL CREEP DEFL = -0.021' @ 45'- 8.0' Allowed = 0.222' MAX HORIZ. LL DEFL = -0,101' @ 43'. 6.5' 19-11-11 4-00-10 19-11-11 MAX HORIZ. TL DEFL = 0.145' @ 43'- 6.5' NOTE:Design assumes moisture content does 5-07-06 5-02-03 5-05-11 3-03-09 T-05-042-05-04�3-03-09 5-05-11 5-02-03 5-07-06 not exceed 19% at time of manufacture. 12 6 8 12 Design conforms to main windforce-resisting 6.00 t7 M-4X6 M-4x6 Q 6.00 system and components and cladding criteria. M-37 x8 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), loadM-5x6(S) ... M-5x6(S) Truss ddesignedffor owind6loads 0.2p 5 0.25" in the plane of the truss only. r. y` 1 M-1.5x3 /411\66„ + + M-1.5x3 Ahlil\- _ iZ d 14 15• 1 16 '/ 7'1 7 18 % 3 ''"-4.8 M-3x8 M-3x4 0.25" M-1.5x3 0.25 M-3x4 M-3x8 0 M-5x8(S) M-5x8(S) Jr ), Jr Jr ) Jr Jr Jr y 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-04-03 1-08 44-00 Jr y 1-OS JOB NAME : POLYGON PLAN 5-D NH - CH4 <C�`�� PR° Fss Scale: 0.1623 G 1 .0..o /(2 WARNINGS: GENERAL NOTES,unless otherwise noted: ��4 vffffiiitnw ll I 17 1.Builder and erection contractor should be advised doll General Notes 1.This design is based only upon the parameters shown end Is for an individual =92 S S P E r Truss: CH4 and Warnings before construction commences, bulking component.Applicability of design parameters and proper / /// 2.2x4 compression web bredng must be installed where shown+, incorporation of component Is the responslWily of the building designer. 3.Additional temporary bracing to insure stablity during construction 2.Design assumes the top and bosom chords to be laterally braced at DES. B Y: LJ is the responsibility of the erector.Additional 2'o.c.and at 10'o,c,respectively unless braced throughout their length ��' Po b permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywallC / f DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ sf cc 4.No load should be applied to any component until after an bracing and 4.Installation of truss Is the responslblrty of the respective contractor. OREGON 4/- SEQ. : 6051316 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, •y 4, t\'' A. TRANS I D: 407540 design Trash has applied to overave card anent 6.Design assur a condition" n beodnpf at supports shown.Shim or wedge if ,O qY 7 4 20�P 5.CompuTrus no control and assumes no responsibility for the necessary. i fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. MFS R`L.- IIIIII II II VIII VIII VIII VIII VIII IIII(III 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPU WTCA In SCSI,copies of which will be furnished upon request lines coincide with joint center fines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E9.10. e in Inches. For lbasits cconnectocate size rplatef etdesign values see ESR-1311,ESR-1988(MiTek) 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: 2x4 KDDF 61&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF g16BTR SPACED 24.0' O.C. 2-3=(•71) 97 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' -116/ 306V -15/ 6tH 5.50' 0.49 KDDF ( 625) 1'- 1.3' •58/ 129V 0/ OH 1.50' 0.21 KDOF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 48V 0/ OH 5.50' 0.08 ODE ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 rift 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 = •0.002' @ -1'. 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = •0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.001' @ 0'- 8.7' Allowed = 0.059' 1-02 MAX TC PANEL TL DEFL = -0.001' @ 0'• 8.7' Allowed = 0.089' T f MAX BC PANEL LL DEFL = 0.006' @ 2'- 8.6' Allowed = 0.254' MAX BC PANEL TL DEFL = -0.019' @ 3'- 3.8' Allowed = 0.339' MAX HORIZ. LL DEFL = -0.000' @ 1'- 1.3' MAX HORIZ. TL DEFL = 0.000' @ 1'• 1.3' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce•resisting system and components and cladding criteria. -f Wind: 140 mph, h=19.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=l,6, Truss designed for wind loads 10.00 4,4o v in the plane of the truss only. t 0 r1/ r v .0 ►�� ►��4 M-3x4 k J' b 1-00 (PROVIDE FULL BEARING:Jts:2.3.41 6-00 JOB NAME: POLYGON PLAN 5-D NH - CJ1 5kt'sk PN F�s� s Scale: 0.6954 \ I C2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� l /� I. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an Individual 4. '92OP E 1' and Warnings before construction commences. building component.Applicability of design parameters end proper A Truss: CJ 1 2.2x4 compression web bradng 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: LJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / rapr,. Po tY continuous sheathing such as plywood sheathing(TC)and/or drywall C). ♦ Q. DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ OREGON I'. 4.No load should be appaed to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7` �b �� S E Q. : 6051317 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, y 0 design loads be applied to any component. and are for"dry condition"bearing of use. Q 1.4 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full beating at an supports shown.Shim or wedge if ‘..,A>,1 necessary. bo fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. Ige R R i 1..`- 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be locatedppon both faces of truss,end placed so their center III I II II VIII I II VIII I II VIII(III(III MTe USA,Inc./CompuTrus INVICA in BCSI,copies of (Software 7.6.8(1 L)E ch will be furnished upon request. 10.Folinr joints coincide with 9.Digbasic connector date design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 - Digits Indicate size of late in Inches. 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: 2x4 KDDF N1&BTA LOAD DURATION INCREASE = 1.15 1.2u( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-60) 58 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 BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -41/ 3034 -27/ 91H 5.50' 0.49 KDDF ( 625) 2'- 3,6' -124/ 112V 0/ OH 1.50' 0.18 KDDF( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0,0" 0/ 50V 0/ OH 5.50' 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 osfl uplift at 24 'oc soacino.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' 2-04-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' T I MAX TC PANEL LL DEFL = -0.004' @ 1'- 5.5' Allowed = 0.165' MAX TC PANEL TL DEFL = -0.007' 0 1'- 3.6' Allowed = 0.247' 12 MAX BC PANEL LL DEFL = 0.008' 0 2'- 8.6' Allowed = 0.254' MAX BC PANEL TL DEFL = -0.023' @ 3'- 3.8' Allowed = 0.339' 10.00 7 MAX HORIZ. LL DEFL = 0.000' @ 2'- 3.6' MAX HORIZ. TL DEFL = 0.000' @ 2'- 3.6' -, NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4,2,BCDL=6.0, ASCE 7.10, N- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0. load duration factor=l.6, o Truss designed for wind loads a in the plane of the truss only. -f- 0 0 o'` ►� ►�4 M-3x4 L. y ), 1-00 (PROVIDE FULL BEARING:Jts:2,3.4) 6-00 ��„to PRQ 'ess JOB NAME: POLYGON PLAN 5-D NH - CJ2 5 ��l(�^ Scale: 0.6704 \ qf O WARNINGS: GENERAL NOTES,unless otherwise noted: �� v! / /�IN eig_ X21 1.Builder end erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown and is for an individual CC =9G'O P E r /� 2 and Warnings before construction commences. building component.Applicability of design parameters and proper /// Truss: CJ 2 2.2x4 compression web bracing must be installed where shown*. incorporation of component Is the responsldity of the building designer. 3.Additional temporary bracing to insure stadGty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof Z'o.c.end at 10'0.0.respectively unless braced throughout their length by //rte,,v 04111111.1. Po ty continuous sheathing such as plywood sheething(TC)and/or drywalC). sm �. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* OREGON 4.No load should be applied to any component until after en bracing and 4.Installation of truss Is the responsibility of the respective contractor. 'y 1T SEQ. : 6 051318 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, I- it 2.0 -L. A. design Toads be applied to any component. and are for"dry condition'of use. Q 1 4 Z �' TRANS I D: 4 07540 5.CompuTrus has no control over and assumes no responsiblGty for the 6.Design assumes hill bearing at all supports shown.Shim or wedge If ,aP. fabrication,handling, necessary. ' " R R it.‘" ng,shipment and Installation of components. 7, necessary. Design assumes adequate drainage is provided. 8.This design Is furnished subject to the Imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center IAARCA copies of Ones ncide with joint center Ones. I IIIIII ILII 11111 VIII VIII VIII VIII 1111(IIIMire A.lnc.//compuTrus will 7.6.6(1 L)-E request 0.FForrlbe icicoonnector platetdes design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I111111III'I 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 KODF g16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-5=(-49) 63 3-5=( 0) 76 BC: 2x4 KODF #15BTR SPACED 24.0' O.C. 2-3=(-118) 14 5.6=(-30) 95 3-6=(-99) 31 WEBS: 2x4 KODF STAND; 3.4=( -17) 31 2x4 OF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. UON, TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -44/ 292V -271 91H 5.50' 0.47 KOOF ( 625) OVERHANGS: 12.0' 0.0' LL = 25 PSF Ground Snow (Pg) 2'- 3.6' -125/ 77V 0/ OH 1.50' 0.12 KOOF ( 625) 6'- 0.0' 0/ 69V 0/ OH 5.50' 0.11 KODF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series [COND. 2: Design checked for net(-5 oaf) uplift at 24 'oc spacino.I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-04-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'• 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' 'f fMAX LL DEFL = -0.001' @ 2'- 5.5' Allowed = 0.159' 12 MAX TC PANEL LL DEFL = 0.003' @ 0'- 11,5' Allowed = 0.081' MAX BC PANEL TL DEFL = -0.003' @ 1'- 9.5' Allowed = 0.116' 10.00 7 MAX BC PANEL TL DEFL = -0.006' @ 3'• 9.0' Allowed = 0.140' MAX HORIZ. LL DEFL = 0.001' @ 5'- 3.3' -/ MAX HORIZ. Tl DEFL = 0.001' @ 5'- 3.3' M-3x4 1 NOTE:Design assumes moisture content does not exceed 19's at time of manufacture. ill Design conforms to main windforce-resisting i&•' c system and components and cladding criteria. r Wind: 140 mph, hts),2En Enclosed, .2,BCDL=6.0, ASCE 7-10, M 3x5 dIllh,4Q (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), ,.- load duration factor=1,6, 11111111.1111 Truss designed for wind loads m� �', �� 6 in the plane of the truss only. 4 0, _� M-1.5x3 0 M-5x6 **2X WEDGE W/(2) M-2.5X4 TYP. - 2.75 12 ). )' ). ). 2-05-08 2-09-13 0-08-11 ,1 y ), y 1-00 2-05-08 6-00 3-06-08 [PROVIDE FULL BEARING:Jts:2.4.61 �v ° P R OPE. JOB NAME : POLYGON PLAN 5-D NH - CJ2C INE 6'04,si . Scale: 0.5669 l /e/! / Q2 WARNINGS: GENERAL NOTES,unless otherutse noted: �� A 7, '� 1.Builder and erection contractor should d CJ2C ui be advised of all General Notes 1.bNs building icomponent. based only upon the design ar ews and Is for an Individual =7 Z 0 P E Truss: CJ 2v end Warnings before construction commences. building Applicability of design parameters and proper 2.2x4 compression web bredng must be Installed where shown+. incorporation of component is the responsibility of the building designer. / - 3.Additional temporary bracing to Insure stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o,c.end at 10'o.s.respectively unless braced throughout their length by 0�� Is the responsibility of the erector.Additional permanent bracing of +Ian continuous sheathing such as plywoodng(TC)and/or drywall )C. DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng requiredaired where shown++ ~O 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. 7 �A}�OREGON- SEQ. : 6051319 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive y orrosive environment, i. • N�` 14.. TRANS design loads be applied to any component. and are for*dry condition"of use. /Q '��l 14, 7- •- TRANS I D: 407540 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes bin bearing at ell supports shown.Shim or wedge If fi 1 (]�• fabrication,handing,shipment and Installation of components. necessary. ��•:R R I Ltv.V 7.Designlatesassumes adequateodon drainage Is provided., 6.This design is furnished subject to the imitations set forth by 8.Plates shell be located both faces of trues,and placed so their center 11111 IN II II II VIII Mill 11 VIII 11 IIII TPWVTCA in SCSI,copies of which will be furnished upon request Ones edndde with joint center roes. 9.Digits indicate size of plate in inches. MITakUSA,Iflo/CompulruaSoftware 7.6.8(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 I II IIIIIII This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1,00 TC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF M1&BTA SPACED 24.0' O.C, 2-3n(•82) 762 2.4=(0) 0 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -29/ 335V •40/ 122H 5.50' 0.54 HOOF ( 625) Connector plate prefix designators: 3'• 6.1' -127/ 128V 0/ OH 1.50' 0.21 KDDF ( 625) C CN C18,CN18 ( p or no prefix = LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 55V 0/ OH 5.50' 0.09 KDDF ( 625) CompuTrus, Inc M,M2OHS,MIBHS,M16 = Muck MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IQOND, 2: Oesian checked for net(-5 psf) uplift at 24 'oc spacing.) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0,100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'• 0.0' Allowed = 0.133' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.099' 3-06-13 MAX TL CREEP DEFL = 0.000' @ 0'• 0.0' Allowed = 0.132' 1' MAX TC PANEL LL DEFL = 0.017' @ 1'- 11.8' Allowed = 0.270' MAX BC PANEL TL DEFL = -0.032' @ 3'• 1.4' Allowed = 0.339' 12 10.00 MAX HORIZ. LL DEFL = -0.000' @ 3'• 6.1' ', MAX HORIZ. TL DEFL = 0.000' @ 3'• 6.1' NOTE:Design assumes moisture content does 0 not exceed 19% at time of manufacture. 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, om (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, c Truss designed for wind loads in the plane of the truss only. m co rf- 0PPAAIMIMIIMIMIIIIIIMIMIIMIIMIIMIIMIII 0 o� �� 14 M-3x4 / / y 1-00 (PROVIDE FULL BEARING:Jts:2,3,4( 6-00 Ea PROF JOB NAME : POLYGON PLAN 5-D NH - CJ3 g �t�Scale: 0.5917 \�\7yGIWARNINGS: GENERAL NOTES,unless otherwise noted: rl�l/ I --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 en Individual 0 92 0 O P E f Truss: CJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper �// 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsiblfy of the building designer. DES. BY: LJ 3.Additional temporary bracing to Insure ateNtiy during construction 2.Design assumes the top and bottom chords to be laterally braced at 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 ` �® continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / rte, '_^ CC DATE: 9/5/2014 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 end 4.Installation of truss Is the responsibility of the respective contractor. OREGON' SEQ. : 6051320 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, �/ �� 20� �� design loads be applied to any component and are for'dry condition.'of use. / TRANS I D: 407540 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 O 14, t� fabrication,handling,shipment and Installation of components. necessary. c f),T` 6.This design Is furnished subject to the Bmnations set forth 7•Plates assumes caequate othdrafac a Is f rsa lq R'�� I IIIIIf II I IIIII IIIII IIIII IIIII IIIII III Illi TPIANTCA In SCSI,copies of which will be famished upon quest. 6.Plates es coincide l bewith joint center eonss of truss,end placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 190.FForrits basicicate connector ple of ate design vale in ues see ESR-1311,ESR-1966(MiTek) EXPIRES:12/31/2015 Ilk 1E111111 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 818BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.6=(-52) 89 6.5=( 0) 18 BC: 2x4 KODF 8188TR SPACED 24.0' O.C. 2-3=(-171) 21 5.7=(-69) 114 5.3=( 0) 51 3.4=( -24) 34 3.7=(-127) 76 WEBS: 2x4 KDDF STAND LOADING IC LATERAL SUPPORT<= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -41/ 343V -40/ 122H 5.50' 0.55 KDDF 625) OVERHANGS: 12.0' D.0' LL = 25 PSF Ground Snow (Pg) 3'- 6.1' -100/ 69V 0/ OH 1.50' 0,11 KDDF ( 625) 6'- 0.0' 0/ 92V 0/ OH 5.50' 0.15 KDDF ( 625) Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for nett-5 osfl uplift at 24 'oc spacing,I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL= -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TL CREEP DEFL = -0.005' 8 2'- 3.8' Allowed = 0.199' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.099' MAX TO PANEL LL DEFL= 0.005' @ 1'- 1.1' Allowed = 0.159' MAX BC PANEL TL DEFL = -0.009' @ 3'- 7.4' Allowed = 0.186' MAX HORIZ. LL DEFL = -0.004' @ 5'- 7.5' 3-06-13 - MAX HORIZ. TL DEFL = 0.005' @ 5'- 7.5' NOTE:Design assumes moisture content does 12 not exceed 19%at time of manufacture. 10,00 7 Design conforms to main windforce-resisting system and components and cladding criteria. M 4x6 )�( Wind: 140 mphh=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 ATruss designed for wind loads in the plane of the truss only. N llillillillli-- v A _-7 CD m o M-1.5x3 ►_ 6 0 M-3x4M 3x4 M-3x4 y 3, y 2-03-12 3-08-04 3, y 1-00 y 2-05-08 y 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2.4.7I 00 PR OFFS JOB NAME : POLYGON PLAN 5-D NH - CJ3C Bpale: D.4966 �� ("E `��O �_ %5/! �-7 WARNINGS: GENERAL NOTES,unless otherwise noted: t . =9�.P E { I.Builder and erection contractor should be advised of alt General Notes 1.This design Is based only upon the parameters shown and Is for an Individual .� and Warnings before conshuc8on commences. building component.Applicability of design parameters and proper Truss: CJ 3C 2.2x4 compression web bradng must be Installed where shown+, incorporation of component Is the responsibility of the bulding designer. 3.Additional temporary bracingto Insure stability during construction 2.Design assumes the top and bosom chords to be laterallybraced at 4r 2'S.C.and at 10'o.s.respectively unless braced throughout their length by `rocs,. DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(1C)and/or drywall(9C). �,." DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON b �`c/ LC 4.Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7, , .2�� SEQ. : 6051321 fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used In a non-corroslve environment, design loads be applied to any component. and are for"dry condition"of use. Q 1 4 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.DV. necease saunas full bearing at lig supports shown.Shim or wedge If p, �P fabrication,handling,shipment end Installation of components. 7,Design sumes adequate drainage Is provided. 'R R`.1 t�. 6.This design Is furnished subject to the imitations set forth by B.Plates shall be located on both faces of truss,end placed so their canter 1131111111111111111 MTe SA,IANTCA tSCSI,copies of Inc./CompuTrus ich will be furnished upon Software+7.8.6(1 L)-E request. 9. with joint center Ines. Forbalnc coincide esize ctoroplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 VIII!VIII!! This FIC designLUMBER-BC prepared from computer input by , PACI LUMBER SPECIFICATIONS TRUSS SPAN 6'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF @MABTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF NIABTR SPACED 24.0' 0.C. 1.2=( 0) 72 2.4=(0) 0 2-3=(•109) 95 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 BEARING MAX VERT MAX HOAZ BAG REQUIRED BAG AREA OVERHANGS: 12.0' 0.0' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -24/ 369V -53/ 153H 5.50' 0.59 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow P 4'- 8.4' -118/ 148V 0/ OH 1.50' 0.24 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 9) 6'- 0.0' 0/ 64V 0/ OH 5.50' 0.10 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Desitin checked for net(-5 osf) uplift at 24 'tic spacin0,! BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX EP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'• 0.0' Allowed 0.133' 4-09-03 MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.039' MAX TL CREEP DEFL = 0,000' @ 0'. 0.0' Allowed = 0.052' 1' MAX TC PANEL LL DEFL = 0.054' @ 2'- 8.9' Allowed = 0.374' ', MAX TC PANEL TL DEFL = -0.052' @ 2'- 7.0' Allowed = 0.561' 12 MAX HORIZ. LL DEFL = -0.001' @ 4'- 8.4' 10.00 0 MAX HORIZ. TL DEFL = •0,001' @ 4'- 8.4' NOTE:Design assumes moisture content does not exceed 19+e at time of manufacture. Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph, h=21,2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, C3 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 4 load duration factor=1,6, 4 Truss designed for wind loads in the plane of the truss only. 4 m ofMAIIIMIMIMIMIIIMIMIIMMIIIMIIMIMIIIII 0 111.=-41 _/1 4 M-3x4 b l 1, 1-00 6-00 !PROVIDE FULL BEARING:Jts:2,3,41 JOB NAME : POLYGON PLAN 5-D NH - CJ4 Scale: 0.5377 `o�� eA�0(-�^NReyF��T�s/o WARNINGS: GENERAL NOTES,unless othemisenoted: t(r� . r�5/11 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 =9L 0 P E 9f Truss: CJ 4 end 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. //y -' AgOOPP DES. BY: LJ 7.Additional temporary bracing to insure stability const2.Design assumes the top end bottom chords to be laterally braced at 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 ` ,,��,. DATE: 9/5/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywal BC). r,g 3.2x Impact bridging or lateral bracing required where shown++ C• 4.No load should be tippled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ''7� "w OREGON SE Q. : 6051322 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to bee.used In a non-corrosive environment, / DNC, � • TRANS I D• 407540 design loads be applied to any component. and are for'dry condition'of use. S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14 r rZ t " fabrication,handling,shipment and installation of components. necessary. L� 1 e.This design Is furnished subject to the imitations set forth 7.Design assumes adequate drainage Is truss,e. ��•rl R V f.`' I VIII!III VIII VIII VIII VIII III I lIII lIII TPIA4?CA In BCSI,copies of which will be furnished upon request. 9.Mas coincidhall e with joint engin both Afnes9s of and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E late In inches. 10.For lbasic connectots indicate slze r plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 t 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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.6=( -93) 129 6.5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-214) 36 5.7=(-122) 165 5.3=( 0) 51 3.4=( -59) 46 3.70(-184) 135 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 4 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -30/ 375V -53/ 153H 5.50' 0.60 KDDF ( 625) OVERHANGS: 12.0' 0.0' LL= 25 PSF Ground Snow (Pg) 4'- 8.5' -85/ 87V 0/ OH 1.50' 0.14 KDDF ( 625) 6'• 0.0' •1/ 115V 0/ OH 5.50' 0.18 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no iTek prefix) = CompuTrus, Inc RIQIIRD STORAGE DOES NOT APPLY DUE 2 THE SPATIALI (COND. 2: Design checked for nett-5 osfl uplift at 24 'oc spacing.' M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ •1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'• 0.0' Allowed = 0.133' MAX LL DEFL = 0.005' @ 2'• 3.8' Allowed = 0.209' MAX TL CREEP DEFL= -0.007' @ 2'• 3.8' Allowed = 0.279' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.039' MAX TL CREEP DEFL = 0.000' @ 0'• 0.0' Allowed = 0.051' 4-09-04MAX HORIZ. LL DEFL = -0.007' @ 5'• 7.5' '( ,r MAX HORIZ. TL DEFL = 0.007' @ 5'- 7.5' -/ NOTE:Design assumes moisture content does 0•0/iiiiiiiii.„.1112 not exceed 19'u at time of manufacture, it 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=l.6, Truss designed for wind loads in the plane of the truss only. M. A ►'7 _, c m M-3x4 o M-1.5x3 -� 6 p M-3x4 M-3x4 y y y 2-03-12 3-08-04 y y y y 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2.4.71 �Q` DPRO/ JOB NAME: POLYGON PLAN 5-D NH - CJ4C t�}� s' Scale: 0.4610 �� !i y/C//, °2� WARNINGS: GENERAL NOTES,unless otherwise noted: 4 '////g2 �lPIE si 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 CC. Truss: CJ4C and Warnings before construction commences. building component.Applicability of design parameters and proper / Incorporation of component is the responsibility of the building designer. 2.2x4 compressionpo web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at ®�1/' 3.Additional temporary bracing to Insure stability during construction 2'o.e,and at 10,o.e,respectively unless braced throughout their length by `r®.- DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywat(BC). -111 CC DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ �` OREGON ,� 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. qf SEQ. : 60513 23 fasteners are complete and at no time should any bads greater than 5.Design assumes hisses are to be used in a non-corrosNe environment, ^ N A_L design loads be applied to any component end ere for"dry condition"of use. ./ Y 1 4, A`,-C' TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8' necessary.Des]n assumes trW bearing at all supports shown.Shim or wedge if R V fabrication,handling,shipment and Installation of components. 7.Design umes adequate drainage is provided. MFR R`l-k 6.This design Is furnished subject to the irritations set forth by 8.Plates shall be locatedDigits incate sizeplate on both faces of truss,and placed so their center - - SCSI,copies of ch will be furnished upon (IIID VIII VIII VIII VIII IIID(IIII IIII IIII M TeTP1k USA,nInc./CompuTrus(Software+7.6.6(1)-E quest. 10.ForInes coincide with joint center lines. 9In inches. basic co ectorof plate design values see ESR-1311,ESR-1988(MITeW EXPIRES:12/31/2015 IIIIIIIIIIIII 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 91GBTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N16BTR SPACED 24.0' O.C. 2.3=( 137)115 21.4 =(0) 0 IC LATERAL SUPPORT <= 12.00. MON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -34/ 402V -66/ 184H 5.50' 0.64 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6'5'- 9.2' 0/ 76V 0/ OH 5.50' 0.12 KDDF ( 625) CnnectoCpa (or no prefix) = ormpuTrus, Inc 107/ 168V 0/ OH 1.50' 0.27 KDDF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 'GOND, 2: Design checked for net(-5 gift uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0,100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' 5-11-10 MAX TC PANEL LL DEFL = 0.160' @ 3'- 7.2' Allowed = 0.478' MAX TC PANEL TL DEFL = -0,144' @ 3'- 4,8' Allowed = 0.718' -'' MAX HORIZ. LL DEFL = -0.002' @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002' @ 5'- 10.9' 12 )A' notEexceedn19%s ate timeiofumanufacturedoes 10.00 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=l.6, o Truss designed for wind loads o in the plane of the truss only. 4 0 In ol r1- o of 4 0 =4 M-3x4 1• y y 1-00 6-00 'PROVIDE FULL BEARING:Jts:2,4,3) JOB NAME: POLYGON PLAN 5-D NH - CJ5 �ti� o PRo,c�ss Scale: 0.4821 G�\,7J(�'/(NF /02 WARNINGS: GENERAL NOTES,unless otherwise noted: �Cr v r / /!.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 =9�,O P E S' Truss: CJ 5 and Warnings before construction commences, building component.Applicability of design parameters end proper 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 stadity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES• BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c, as unless braced throughout their length by `rte, ��I/' continuous sheathing such es plywood sheathing(TC)endfordrywall C. DATE: 9/5/2014 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. -7 ,i f OREGON o� A... SEQ. : 6051324 fasteners are complete end at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, G b design loads be appOed to any component. end are for"dry condition'of use. / TRANS I D: 407540 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge IfnQ 14 2 �Q fabrication.handling,shipment and Installation of components, esessary. A� �o`�� 8.This design Is furnished subject to the imitations set forth 7.Designlatesassumes adequatedon both drainage Is f provided. '�/ n I VIII'VIII IIIA VIII VIII VIII VIII'III'IIIby e.Plates shall be located faces of truss,and placed so their center TPINViCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Woes. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 190.FFor basic cgits onnete ctorplatetdesign values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1111141 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1,00 TC: 2x4 ODE N1&BTR LOAD DURATION INCREASE = 1.15 1-2°) 0) 72 2-6=(-150) 175 6.5=( 0) 18 BC: 2x4 KDDF 111&BTR SPACED 24.0' 0.C. 2.3=(-257) 55 5-7=(-195) 224 5.3=( 0) 51 WEBS: 2x4 NODE STAND 3.4=( -87) 66 3-7=(-249) 216 LOADING TO 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 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' ' 0'- 0.0' -34/ 398V -66/ 185H 5.50' 0.64 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 7.5' -211 142V 0/ OH 5.50' 0.23 KDDF ( 625) Connector plate prefix designators: 5'- 11.6' -69/ 108V 0/ OH 1.50' 0.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 osfl uplift at 24 'oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.008' @ 2'- 3.8' Allowed = 0.254' MAX TL CREEP DEFL = -0.009' @ 2'- 3.8' Allowed = 0.339' MAX HORIZ. LL DEFL = -0.010' @ 5'- 7.5' 5-11-10 MAX HORIZ. TL DEFL = 0.010' @ 5'- 7.5' f f NOTE:Design assumes moisture content does ', not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12 10.00 Wind: 140(AllmphHeights),7Enclosed,4Cat 2, Exp. ,BASCE 7-10 MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. .- M-4x6 4' A . w ►. c M-3x4 o M-1.5x3 ►-� 6 0 M-3x4 M-3x4 .1 y ). 2-03-12 3-08-04 J., y J, 3, 1-00 2-05-08 6-00 3-06-08 )PROVIDE FULL BEARING:Jtat2,7.41 ��` 0 PROF JOB NAME : POLYGON PLAN 5-D NH - CJ5C Scale: 0.4046 �� _`lq(h^!)" /o WARNINGS: GENERAL NOTES,unless otherwise noted: �C •nr/5/jr 1.Builder and erection contractor should be advised of all General Notes 1.TNs design is based only upon the parameters shown end is for an Individual >92 S PE f end Warnings before construction commences. building component.Appncabiity of design parameters and proper s Truss: CJ 5 C 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsINity of the building designee ri / 3.Additional temporary bracing to Insure stablity during construction 2.Design assumes the top and bottom chords to be laterally braced at .'�►. DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their lengQth by `fir! po N continuous sheathing such as plywood sheathing(1C)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.Na load should be applied to any component until after ail bracing and 4.Installation of truss Is the responslbitty of the respective contractor. 7` it �1), �� SEQ. : 6051325 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 41,, 2 design loads be applied to any component. and are for"dry condition'of use. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at e.supports shown.Shim or wedge if !� 1 4' O�P. fabrication,handl) necessary. 1 handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. MFP R`.L�. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111 NMI IIII IIII TPINVECA In SCSI,copies of which will furnished upon request. Digitsgit Indicate withjointof plateain Ines. O 9.For indicate size of to Ines. EXPIRES:12/3112015 MRek USA,InC./COmpuTrus Software+7.6.6(11.)-E L-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITeI) MIMI This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0' IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 KODF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KODF g1$BTR SPACED 24.0' O.C. 2.3=(-217) 192 3-4=(-115) 66 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) 0'- 0.0' -24/ 377V -79/ 216H 5.50' 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 68V 0/ OH 5.50' 0.11 KDDF ( 625) C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -242/ 398V 0/ OH 1.50' 0.51 KDDF625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 2.0' -108/ 58V 0/ OH 1.50' 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IOC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF 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 = -0.002' @ -1'. 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.074' @ 2'- 9.2' Allowed = 0.481' MAX TC PANEL TL DEFL = -0.073' @ 2'- 11.9' Allowed = 0.722' MAX HORIZ. LL DEFL = -0.003' @ 5'- 11.2' MAX HORIZ. TL DEFL = -0.003' @ 5'- 11.2' ://i NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 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, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, cTruss designed for wind loads m in the plane of the truss only. m oo� 5-m J, ), 1, 1, 1-00 6-00 1-02 'PROVIDE FULL BEARING:Jts:2.5.3.4( JOB NAME: POLYGON PLAN 5-D NH - CJ6 Scale: 0.4576 \c.;•c- GII(�E[�F7t. �es6> WARNINGS: GENERAL NOTES,unless otherwise noted: 41� 2. 2-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 CC' 0O I P E r Truss: CJ 6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ` DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.e.and at 10'o.e.respectively unless braced throughout their length)by / '�' 1S` DATE: 9/5/2014 p, tybuilding designer. continuous sheathing such as piywood required ng(TC)and/or drywali(BC. the overall structure Is the responsibility of the 3.2x Impact bridging or lateral bracing where shown++ 4.No toad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 6051326fasteners OPOnon -corrosive and al no lime should any loads greater than 5.Design assumes trusses are to be used In a environment, ?'G ?, Y ZONtk�A, design loads be applied to any component. and are for"dry condition'of use. ✓ •I TRANS I D: 407540 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 1 4, 2--,, ,v TRANS handling,shipment and installation of components. Design as, Is p MFR R I1-\' 6.This design is famished subject to the Imitations set forth by 7.Plates shall be located on both feces of truss,and placed so their center IIIIIII IIIII IIIII IIIII IIIII IIIII IIIII IIII IIIITPINVTCA in BCSI,copies of which wig be furnished upon request Tines colndde with joint center Ines, MITek USA,Inc./CompuTrus Software 7.8.6(114-E10. its Indi plate design ign inches. For basicconnectorvalues see ESR-1311,ESR-1866(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'• 2.1' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.70(-114) 180 7-6=( 0) 18 BC: 2x4 KDDF M18BTR SPACED 24.0. O.C. 2-3=2.3=(-236) 146 6.8=(•149) 206 6.3=6-3=)•220) 1655 51 WEBS: 2x4 KDDF STAND LOADING 4.5=( -62) 26 TC LATERAL SUPPORT <= 12.0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. DON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'• 0.0' -29/ 387V -80/ 217H 5.50' 0.62 KDDF ( 625) LL= 25 PSF Ground Snow (Pg) Connector plate prefix designators: 5'- 7.5' -16/ 131V 0/ OH 5.50' 0.21 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -147/ 230V 0/ OH 1.50' 0.29 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 2.1' •18/ 11V 0/ OH 1.50' 0.02 KODF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP )GOND 2• Design checked for net(3 pot) 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 = -0.002' @ -1'• 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.006' @ 2'- 3.8' Allowed = 0.254' MAX TL CREEP DEFL = -0.008' @ 2'- 3.8' Allowed = 0.339' 7-02-01MAX HORIZ. LL DEFL = •0.008' @ 5'• 7.5' T f MAX HORIZ. TL DEFL = 0.009' @ 5'- 7.5' -/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. s Design conforms to main windforce•resisting system and components and cladding criteria. /1 Wind: 140 mph, h=22.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(DLr), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 12 � io.00 7 M-4x6 m M-3X4 [Mq y o J+iralrs"�on M 3x4 8� 'f1 ,..=. N 7 M-1.5x3 o c 0 M-3x4 1, /, y 2-03-12 3-08-04 y ) y y 1-00 y 2-05-08 4-08-09 y y 6-00 1-02-01 (PROVIDE FULL BEARING:Jts:2.8.4.5( fievp PROFS JOB NAME: POLYGON PLAN 5-D NH - CJ6C 5,c' �('� ppp .0 Scale: 0.3413 ��D/5/i /0jLp WARNINGS: GENERAL NOTES,unless otherwise noted: ^92.•PE 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 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: CJ6C Incorporation of component Is the responsibility of the building designer. 2.Za4 compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction p'a.c,and at 10'0.0.respectively unless braced throughout their le th by �,.� �� DES. BY: U is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalilC). DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x impact bridging or lateral bradng required where shown++ OREGON 4.No load should be applied to any component until atter all bracing and 4.Installation of turas is the responsibility of the respective contractor. 7L �� SEQ. : 6051327 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D: 407540 design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"01 use. 6.Design assumes tun bearing at all supports shown.Shim or wedge if ✓O. -1), 1 Q 2� tai. necessary. Me V fabrication,handling,shipment end Installation iatlon of components. 7,Design assumes adequate drainage Is Provided. RRyM,? 6. This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 7PINVECA In BCSI,copies of whine will furnished upon request. gIndicate with joint aIn lines. P 9.Digits Indicate size of plate s Inness. EXPIRES:12131/2015 MiTek USA,Inc./CompuTrus uTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1888(Welt) • Milli IIIIIII This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.4' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF k18BTR • LOAD DURATION INCREASE a 1.15 0 72 BC: 2x4 KDDF #18BTR SPACED 24.0. O.C. 2.3=(•266) 237 2.5=(0) 0 TC LATERAL SUPPORT <= 12.00. UON. LOADING 3-4=( -90) 38 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -24/ 378V -93/ 249H 5.50' 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (PA) 5'• 9.2' 0/ 69V 0/ OH 5.50' 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -226/ 355V 0/ OH 1.50' 0.45 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 4.4' -14/ 22V 0/ OH 1.50' 0.03 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD, TOP 'COND. 2: Desion 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 TLMCREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.118' @ 2'- 11.7' Allowed = 0.481' /1111.111-3x4 MAX TC PANEL TL DEFL a 0.104' @ 2'- 11.7' Allowed = 0.722' MAX HORIZ. LL DEFL = -0.003' @ 8'- 3.7' MAX HORIZ. TL DEFL = -0.003' @ 8'- 3.7' NOTE:Design assumes moisture content does 7 not exceed 19's at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,8CDL=6,0, ASCE 7-10, ao (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oload duration factor=l.6, 4- Truss designed for wind loads o in the plane of the truss only. mNrioNro J. ), y J, 1-00 6-00 2-04-07 'PROVIDE FULL BEARING:Jts:2,5.3,41 R JOB NAME : POLYGON PLAN 5-D NH - CJ7 Scale: 0.4129 GJ0��\'��y�(T�PNfiF�s�/O WARNINGS: GENERAL NOTES,unless otherwise noted: 4C1 r 1rrr��/( ! 2-9 1.Builder and erection contractor should be advised dell General Notes 1.This design is based only upon the parameters shown and Is for an individual CC' =92/O P E r Truss: CJ 7 and Warnings before construction commences. building component.Applicability of design parameters end propers 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsldily of the building designee DES. BY: LJ 3.Additional temporary bracing to insure stadaty during construction 2.Design assumes the top and bottom chords to be laterally braced et Is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'hi n.respectively unless braced throughout their length by .<.��' continuous sheathing such as plywood sheathing(TC)and/or `rati�'4° DATE: 9/5/2014 the overall structure Is the responsibility of the buildingdesigner. g(r) ryvrel C). / `. P H 9 3.2x impact bridging or lateral bracing required where shown++ OREfr GON �(/' / SEQ. : 60513284.No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. non-corrosivefasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a environment, h• v 9.O design loads be applied to any component and are for"dry condition"at use. TRANS I D: 407540 5.CompuTrus hes no control over end assumes no responsibiily for the 6.Design assumes full bearing at all supports shown.Shim or wedge II Q 14, P nfabrication,handling,shipment and Installation of components. Decessary. p A� b n`L� 6.This design is furnished subject to the Irritations set forth by B.Plates shall beelocatedadequate on both drainage cesi of truss,and placed so their center "�'� �l RIR IL M Tek USA CA tInCJCompulrus which Software 7.6.6ll be (1 L)-E upon request. 9. ncide with joint center Ines. 0 Far basic coon size of ector plate design values see ESR-1311•ESR-1888(MiTek) EXPIRES:12/31/2015 1E111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4,4' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF g16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-7=(-115) 164 7.6=( 0) 18 BC: 2x4 WOOF g16BTR SPACED 24.0' 0.C. 2-3=(-235) 82 6.8=(-149) 211 6-3=( 0) 51 WEBS: 2x4 KDDF STAND 3-4=(-216) 173 3-8=(-234) 166 LOADING 4-5=( -68) 31 TC LATERAL SUPPORT <= 12'OC. 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 BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0,0' 0'- 0.0' -29/ 386V -931 249H 5.50' 0.62 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: 5'- 7.5' -19/ 131V 01 OH 5,50' 0.21 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -158/ 243V 0/ OH 1.50' 0.31 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8'- 4.4' -34/ 53V 0/ OH 1.50' 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP )COND. 2: Design checked for net(-5 nsf) uplift at 24 'oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VEflTICAI DEFLECTION LIMITS: LL=L1240, TL=L1180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.006' @ 2'- 3.8' Allowed = 0.254' MAX TL CREEP DEFL = -0.008' @ 2'- 3.8' Allowed = 0.339' MAX HORIZ. LL DEFL = -0.008' @ 5'- 7.5' 8-04-07 MAX HORIZ, TL DEFL = 0,009' @ 5'- 7.5" f 1' NOTE:Design assumes moisture content does l 0 N. ._ not exceed 19%at time of manufacture. Design conforms to main windforce-resisting 000r system and components and cladding criteria. 12 Wind: 140 mpht h=22,7ft, TCOL=4,2,BCOL=6.0, ASCE 7-101 load Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 10.00 Trussduration designedfforowind0loads in the plane of the truss only. co M-4x6 m I8 - -,�`' nimmommm 8" 0J'- ..= c M-1,5x3 M 3x4 7M-3x' 0 M-3x4 J. y J. 2-03-12 3-08-04 J J. ), J, 1-00 2-05-08 5-10-1 y 6-00 2-04-07 (PROVIDE FULL BEARING:Jts:2.8,4,51 ��CO PR OFFS JOB NAME : POLYGON PLAN 5-D NH - CJ7C Scale: • 0.3027 \�� IN44 S SAO. WARNINGS: GENERAL NOTES,unless otherwise noted: � `. 5// _vim CC 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 = OPE r CJ7C end Warnings before construction commences. building component.Applicability of design parameters and proper Truss: CiJ 7 CIncorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stadaly during construction DES. BY: LJ Is the responsibilityof the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by im!,- continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ S7L OREGON Q 4.Na bad should be eppted to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. S E Q. : 6051329 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 4 Vdesign loads be applied to any component. 5. and erefor"dry condition"of use. 6 TRANS I D: 407540 CompuTrus has no control over and assumes no responsibility for the .Design assumes fun bearing at all supports shown.Shim or wedge If p �� fabrication,handling, necessary. �/M��R I_�� ng,shipment and installation of components. 7,Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center IANTCA BCSI,copies of ch will be furnished upon lines colndde with joint center lines. llllil IIID VIII VIII lllll I I ILII I'll III) MTiTPe SA Ilea/CompUTrus(Software+7.6.6(1 L)-EequesL 09.Digits.For basicco�ectoroplate design values see ESR-1311,ESR-1866(MReq 111 . late In Inches. f EXPIRE5:1 2/31/2015 111111111111 This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.9' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-5= BC: 2x4 KDOF #18BTR SPACED 24.0' O.C. 2.3=(-319) 286 (0) 0 3.4=(-102) 45 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 BAG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0' -23/ 376V -107/ 284H 5.50' 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 68V 0/ OH 5.50' 0.11 KDOF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -250/ 3795 0/ OH 1.50' 0.48 KOOF625 M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 6.9' -53/ 77V 0/ OH 1.50' 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacino.J AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' -f MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.067' @ 3'- 4.9' Allowed = 0.481' ly MAX TC PANEL TL DEFL = -0.075' @ 3'- 2.4' Allowed = 0.722' MAX HORIZ. LL DEFL = -0.004' @ 9'- 6.1' MAX HORIZ. TL DEFL = -0.004' @ 9'- 6.1' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 7 system and components and cladding criteria. Wind: 140 mph, h=23,2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4l rn load duration factor=1.6, o Truss designed for wind loads v in the plane of the truss only. 0 00 'd C. - 5►z� M-3x4 * ), i, J• 1-00 6-00 3-06-14 !PROVIDE FULL BEARING:Jts:2.5,3,4( JOB NAME : POLYGON PLAN 5-D NH - CJ8 ��Q'�� PROFFs Scale: 0.3715 '//5/,r s<o1- 1. iNGS: G.ThisBuilder design Is based only upon the parameters shown and is for an individual /q'I`/-y Truss: CJ 8 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 responsibllty 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: LJis the responsibility of the erector.Additional permanent bracing of 2'os.and at 10'o.c.respectively unless braced throughout their length by *_ the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathin andlor drywall(BC). / 'I DATE: 9/5/2014 p ty s g 3.2x Impact bridging or lateral bracing required where shown++ 4SEQ. : 6051330 .No load should be applied to any component until after alt ' bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 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, ` ?f 20 5.CompuTrus has no control over and assumes no responsibility for the \b A, TRANS I D: 407540 design loads be applied to any component. and are for'dry condition"of use. 'Q 6.Design assumes full bearing at all supports shown.Shim or wedge it Q 14, ��, fabrication,handling,shipment and Installation of components, necessary. �`R R I L 6.This design Is furnished subject to the Irritations set forth 7.Designlatesassumes adequate drainage Is provided., 1111111 IN 11111 11111 MI 11111 IIII 1111 1111 g 1 by 8.Plated shall be located onboth nterto s.of truss,andplacodsotheircenter ` TPIANrCA in SCSI,copies of which will be famished upon request. Ines coincide with taint center Anes. MITek USA,InC./CompuTrus Software 7.6.6(1 L)-E 0.9.Forrits basiciconn e dor ple of ate design valin ues see ESR-1311,ESR-1988(liTep EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIII111II PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF /16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF 1115BTA SPACED 24.0' 0.C. 2.3=(-374) 304 3-4=(-142) 57 IC LATERAL SUPPORT <= 12'0C. UON. LOADING 4-5=( -56) 0 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 OVERHANGS: 12.0' 9.2' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -22/ 376V -117/ 331H 5.50' 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 68V O/ OH 5.50' 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -258/ 391V 0/ OH 1.50' 0.50 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0' -129/ 191V O/ OH 1.50' 0.24 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ONO, 2: Design checked for net(•5 osf) uplift at 24 'oc soacina.l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -/ MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ •1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.001' @ 10'- 9.2' Allowed = 0.077' MAX TL CREEP DEFL = -0.001' @ 10'- 9.2' Allowed = 0.103' MAX TC PANEL LL DEFL = 0.064' 0 3'- 4.9' Allowed = 0.461' ;I MAX TO PANEL TL DEFL = -0.072' 0 3'- 2.4' Allowed = 0.722' MAX HORIZ. LL DEFL = -0.006' @ 9'- 11.2' MAX HORIZ. TL DEFL = -0.006' @ 9'• 11.2' NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0i 4- load duration factor=1.6, o Truss designed for wind loads as in the plane of the truss only. m 4t -,, 6'"---= C M-3x4 Jr Jr. y J. 1-00 6-00 4-09-04 (PROVIDE FULL BEARING:Jts;2.6,3.41 �� 0PRO,o JOB NAME : POLYGON PLAN 5-D NH - CJ9 Scale: 0.3424 IN 6:2 ,, WARNINGS: GENERAL NOTES,unless otherwise noted: ; OPE 1.Builder and erection contractor should be advised of ell General Notes 1.This design is based only upon the parameters shown and Is for an individual and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: CJ 9 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 stebilty during construction 2.Design assumes the top and bottom chords to be laterally braced at _1.�'. DES. BY: LU Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'c.c.respectively unless braced throughout their le th by �!! po H continuous sheathing such es plywood sheathing(TC)andfor drywalC). �'Q" DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+« OREGON LC/ SEQ. : 60513 31 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 assumes trusses are to be used In a non-corrosive environment. 9G -� N� fastenersdesign are complete and at no time should any loads greater than 0 < *7)- 14 2,4 - ploads be applied to any component. As and are for'drycondition" full a of use.TRANSd I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Des! n8 egssassumes full bearing at lig supports shown.Shim or wedge if Mn fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage Is provided. C R R`.��. . 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 VIII 11111 11111((III VIII((III(III(III which will request. lines 9. MTB USA,lnciCompuT n Software 7.6.6(1L)E 10. �coeresalFr Digits connector plate deign inches. see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 I IIIIIIIIIIIII 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 N18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.6=(0) 0 BC: 2x4 KDDF N16BTR SPACED 24.0' O.C. 2.3=(-411) 381 3-4=(-192) 140 TC LATERAL SUPPORT <= 12.0C. UON. LOADING 4.5=( -55) 29 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -23/ 376V •134/ 356H 5.50' 0.60 KDDF625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 68V 0/ OH 5.50' 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -261/ 380V 0/ OH 1.50' 0.49 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2' -137/ 194V 0/ OH 1.50' 0.25 KDDF ( 625) 11'- 11.7' -30/ 49V 0/ OH 1.50' 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 'cc spacing.) 0' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ •1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = •0.003' @ -1'- 0.0' Allowed = 0.133' MAX TO PANEL LL DEFL = 0.067' @ 3'- 4.9' Allowed = 0.481' MAX TC PANEL TL DEFL = •0.075' @ 3'- 2.4' Allowed = 0.722' MAX HORIZ. LL DEFL = -0.007' @ 11'- 10.9' MAX HORIZ. TL DEFL = -0.007' @ 11'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, c Truss designed for wind loads c in the plane of the truss only. m Zit //-=" 6--- r) -s 0 M-3x4 > ), ), ), 1-00 6-00 5-11-11 'PROVIDE FULL BEARING:Jts:2,6,3.4,51 JOB NAME: POLYGON PLAN 5-D NH - CJ10 Scale: 0.3221 -‹eP��GrPN�F�ss/p WARNINGS: GENERAL NOTES,unless otherwise noted: �/ /+/r 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 'CC 0 92I0 P E r Truss: CJ 1 0 and Warnings before construction commences• building component.Applicability of design parameters and proper //J 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 end bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'ex.and 0110'o.c.respectively unless braced throughout their length by 4,41/0". the overall structure Is the responsibilityof the designer. continuous sheathing such as plywood sheathing(TC)and/or drywall C). / -110 DATE: 9/5/2014 building g 3.2x Impact bridging or lateral bracing required where shown++ Q 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6051332 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, T'L- ?7 Nb A.. design loads be applied to any component and are for"dry condition'of use. / -4/1- ZQ �4 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full beating at all supports shown.Shim or wedge If 6 14,. fabrication,handling,shipment and Installation of components. necessary. MFp 7.Design assumes adequate drainage Is provided. rl R`0 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ►VIII VIII VIII VIII VIII VIII VIII'III'IIIINVTCA ISCSI,copies of which will be furnished upon MTek SA,Inc./CompuTrus Software 7.6.6(1L)-E request. lines coiO8..Forrlines. ib o idicate size ncidenectoroplateewith jointnte r On valsee ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 1111. 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 1.6' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF qi&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.6=(0) 0 BC: 2x4 KDDF iii&BTR SPACED 24.0' O.C. 2-3=(•454) 427 3.4=(-246) 188 IC LATERAL SUPPORT <= 12'OC. UON. LOADING 4-5=( -77) 55 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -23/ 377V -148/ 392H 5.50' 0.60 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 68V Of OH 5.50' 0.11 KOOF ( 625) M,M2OHS,M18HS,M16 = Mitek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' •262/ 373V 0/ OH 1.50' 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2' •169/ 239V 0/ OH 1.50' 0.31 KDDF ( 625) 13'- 1.6' -60/ 90V 0/ OH 1.50' 0.14 KOOF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(.5 psf) uplift at 24 'oc spacing.] .-,r VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' ,) MAX TL CREEP DEFL = -0.003' @ •1'• 0.0' Allowed = 0.133' MAX IC PANEL LL DEFL = 0.068' @ 3'- 4.9' Allowed = 0.481' MAX TC PANEL TL DEFL = -0.077' @ 3'. 2.4' Allowed = 0.722' MAX HORIZ. LL DEFL = -0.008' @ 13'- 0.9' MAX HORIZ. TL DEFL = -0.008' @ 13'- 0.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce•resisting 12 system and components and cladding criteria. 10.00 Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads 0 4 in the plane of the truss only. M -, o = 6 M-3x4 I )' ), y 1-00 6-00 7-01-10 ]PROVIDE FULL BEARING:Jts:2.6,3,4,51 scale: 0.2976 �`�� PROFe- ��Et1 IN 619 '% JOB NAME: POLYGON PLAN 5-D NH - CJ11 5r/1 WARNINGS: GENERAL NOTES,unless othenvlse noted: S P E { 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 ;92.and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: CJ 11 2.2x4 compression web bredng 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: L..1 Is the responsibility of the erector.Additional permanent bracingof 2'o.e.and at 10'o.c.respectively unless braced throughout their lenng�th by f ryes,. po ty continuous sheathing such as plywood sheathing(TC)and/or drywati(6C). i Q DATE: 9/5/2014 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 at bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 /� -.OREGONilk to SEQ. : 6 051333 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, / -/y 2.o TRANS I D: 407540 design loads be applied to any component. and are for"dry conditionof use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes tui bearing at all supports shown.Shim or wedge if O 14 . �P necessary. M�R R �`• fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. -- S.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center IIIIII 11111 VIII VIII VIII VIII VIII III IIII n ./ ( 7.6.6(10-E request9. MTe SAIncCompuTrus Software 0ic of plate In nvincide with joint center Ines. Forrbasiconnector plate design see ESR-1311,ESR-1 988(MITek) EXPIRES:12/31/2015 1111 11111111 This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.8' TC: 2x4 KDDF 9181TR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX 1-2u(R FORCES 2-5/5=((0) 0q=1.00 BC: 204 KDDF 916BTR SPACED 24.0' 0.C. 2-3=(-336)2 304 0) 0 3.4=(-109) 56 TC LATERAL SUPPORT co 12'0C. MON. LOADING BC LATERAL SUPPORT <= 12'OC. MON. 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 BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) plate prefix designators: 0'- 0.0' -22/ 375V -111/ 296H 5.50' 0.60 KDDF ( 625) C Connector8,CN18 (or no prefix) LL = 25 PSF Ground Snow (Pg) 5'• 9.2' 0/ 68V 0/ OH 5.50' 0.11 KDDF ( 625) = CompuTrus, Inc 5'- 11.2' •261/ 392V 0/ OH 1.50' 0.50 KOOF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.8' -64/ 93V 0/ OH 1.50' 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: DesiOn checked for net(-5 psf) uplift at 24 'oc spacin0d AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'• 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.064' @ 3'- 4.9' Allowed = 0.481' 710.00[7 () MAX TC PANEL TL DEFL = -0.072' @ 3'- 2.4' Allowed = 0.722' MAX HORIZ. LL DEFL = -0.005' @ 9'- 11.0' MAX HORIZ. TL DEFL = -0.005' @ 9'• 11.0' NOTE:Design assumes moisture content does not exceed 19's at time of manufacture. Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph, h=23.4ft, 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 co in the plane of the truss only. 000m0?0O J• ), J, J, 1-00 6-00 3-11-12 (PROVIDE FULL BEARING:Jts:2,5,3,4( JOB NAME : POLYGON PLAN 5-D NH - CJ12 Scale: 0.3645 \��CO. G�\��(�NR/�ryF��ss'o WARNINGS. GENERAL NOTES,unless otherwise noted: �� f Y//! / 2�1 1.Builder end erection contractor should be advised of ail General Notes 1.This design Is based only upon the parameters shown end Is for an Individual .19210PE 1' Truss: CJ12 and Warnings before construction commences. building component.Applicability of design parameters end proper r 2.2x4 compression web bracing must be installed where shown•. Incorporation of component is the reeponsibiity of the building designer. DES. BY: LJ 3.Additional temporary bracing to insure stablity during construction 2.Design assumes es the top and bottom chords to be laterally braced et 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 ` �® DATE: 9/5/2014 the overall sbuciure is the responsibility of the buildingdesigner. continuous sheathing such es plywood required sheathing(TC)and/or drywal C). / •r�2 Po N 9 3.2x Impact bridging or lateral bracing where shown++ Q 4.No load should be appied to any component until after ea bracing and 4.Installation of tons is the responsibility of the respective contractor. '7OREGON 4` SEQ. : 6051334 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, /,� 'Lj y 2,c) �A, design loads be applied to any component and are for"dry condition"of use. / TRANS I D: 407540 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 Q P 14, �Sy, (abduction,handling,shipment and installation of components. necessary. 'y''R R V t_� 8.This design Is famished subject to the Imitations set forth 7.Design assumes adequate drainage Is provided. ,and placed so eir center CA IIIIII(III)VIII VIII VIII I 1111111111111 MTok USA nInC./Co puT s which Software 7.6.6(1 L)•E ll be furnished uponrequest. es. U.For Digit coincide f plate e In ingn inche8.Plates shall be located on both faces s. sea ESR-1311,ESR�1888(MlTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 HOOF g1GBTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-5=(0),0 BC: 2x4 IMF #18BTR SPACED 24.0' O.C. 2.3=(-249) 222 3.4=( -91) 37 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'00. 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 BOG REQUIRED BAG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES) 0'- 0.0' -24/ 378V -88/ 238H 5.50' 0.60 IMF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 68V 0/ OH 5.50' 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -223/ 356V 0/ OH 1.50' 0.46 KODF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'• 11.6' -14/ 3V 0/ OH 1.50' 0.01 IMF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psfl 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 = -0.002' @ -1'• 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TO PANEL LL DEFL = 0.095' @ 2'- 11.8' Allowed = 0.481' � l MAX TC PANEL TL DEFL = -0.077' @ 3'• 2.4' Allowed = 0.722' i MAX HORIZ. LL DEFL = •0.003' @ 5'- 11.2' MAX HORIZ. TL DEFL = •0,003' @ 7'- 10.9' 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.00 � Design conforms to main windforce•resisting li system and components and cladding criteria. Wind: 140 mph, h=22,5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co o load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. r M .41 PIIAIIMIIMIMIIMIIIIIIIIIIIIIIIIIIIIIIIMIMIII.4 �� -f 0 5 M-3x4 J, ), J, y 1-00 6-00 1-11-10 [PROVIDE FULL BEARING;Jts:2.5,3,41 ��t0 PR OFe• JOB NAME : POLYGON PLAN 5-D NH - CJ 13 Scale: 0,4253619 \� GINE WARNINGS: GENERAL NOTES,unless otherwise noted: ;9211/PE��/! �.. 1.Bulkier and erection contractor should be advised of et General Notes 1.This design Is based only upon the parameters shown end Is for an Individual 4. { and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: CJ 13Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction2's c,and at 10'o.c.respectively unless braced throughout their length by ,.. DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dryweg(BC), ..,/'411110..--a DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ QR EGO N `r CC 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. ..7L ND, A. SEQ. :TRANS I D: 407540 /� ✓ 6 05133 5 fasteners are complete end at no time should any loads greeter than 5.Design assumes trusses are to be used inc non-corrosive environment, design loads be applied to any component. and are for'dry condition"of use. Q 14 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes tun bearing at at supports shown.Shim or wedge If ,1 fabrication,hands necessary. .. 4E,, ng,shipment end Installation of components. 7,Design assumes adequate drainage Is provided. rl i"1 - 6.This design Is famished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 TPInA?CA In SCSI,copies of which will furnished upon request. Digitsgit coincide nctwith joint plateaIn Ines. ( 9. cote size of le Inches. EXP[R ES:12/31/2015 MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) • IIIA II VIII 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 A1&BTR LOAD DURATION INCREASE = 1.15 1.20( 0) 72 2-45(0) 0 BC: 2x4 KDDF A,SBTR SPACED 24.0' O.C. 2.3=(•137) 115 IC 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 BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'• 0.0' -34/ 402V -66/ 184H 5.50' 0.64 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow P 5'• 9.2' 0/ 76V 0/ OH 5.50' 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 9) 5'- 11.6' 107/ 168V 0/ OH 1.50' 0.27 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. lCOND. 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 MAX EP DEFL = •0.002" @ -1'- 0.0' Allowed = 0.133' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = •0.003' @ -1'- 0.0' Allowed = 0.133' 5-11-10 MAX TO PANEL LL DEFL = 0.160' @ 3'• 7.2' Allowed = 0.478' T MAX TC PANEL TL DEFL = -0.144' @ 3'• 4.8' Allowed = 0.718' -' MAX HORIZ, LL DEFL = •0.002' @ 5'• 10.9' MAX HORIZ. TL DEFL = -0.002' @ 5'- 10.9' 12 Ij NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.00 7 Design conforms to main windforce.resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCOL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, co Truss designed for wind loads o in the plane of the truss only. 0 0 to CO 0 0 o -.- 4►� M-3x4 1-00 6-00 !PROVIDE FULL BEARING:Jts:2.4,3) JOB NAME : POLYGON PLAN 5-D NH - CJ14 Scale: 0.4821 cj.1,. aiNR,F�`SSjQ WARNINGS: GENERAL NOTES,unless otherwise noted: 4,,c 715/1 1.Sunder 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 CC. =9G/0 P E r Truss: CJ14 and Warnings before construction commences. bulking 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. DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /� Is the responsibility of the erector.Additional permanent bracing of 2'o.e.and at 10'o.e.respectively unless braced throughout their length by 4�}►'.. DATE: 9/5/2014 fhe enema structure Is the responsibilityof the bu)din designer. continuous sheathing such as plywood required sheathing(TC)and/or drywan C. " 9 g 4.2x Impact bridging or lateral bracing where shown** ) � � Q 4.No load should be applied to any component until alter MI bracing and 4.Installation of truss Is the lu sidsty of the respective contractor.. 37, 4.0REGO O� t, SEQ. : 6051336 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, b TRANS I D 407540 42. design loads be applied to any component. and are for"dry condition"of use. /ht 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 - V - 1.4, 2 t� fabrication,handling,shipment end Installation of components, necessary. '5T 6.This design Is furnished subject to the limitations set forth 7.Designlates shall assumes adequateatedonboth drainagecIs provided.a. M.'rl rn`1 �. 111111011111111111111111 TPINVTCA in SCSI,copies of which will be furnished upon request. 8 Ines coincidewithjoint center ines9s of truss,and placed so their center MITch USA,Inc./CompuTrus Software 7.6.6(1L)•E 0.Digits For basic)cate slze connector plate design values see ESR-1211,ESR-1988(MITA) 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: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF k16BTR SPACED 24.0' O.C. 2.3=(-133) 112 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 SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'• 0.0' -32/ 398V -64/ 180H 5.50' 0.64 KDDF ( 625) 5'• 9.0' -108/ 165V 0/ OH 1.50' 0.26 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'• 0.0' 0/ 75V 0/ OH 5.50' 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: lesion checked for net(-5 osf) uplift at 24 'oc spacind.I flEQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'• 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TO PANEL LL DEFL = 0.141' @ 3'• 6.1' Allowed = 0.465' 5-09-12 MAX TC PANEL TL DEFL = -0.129' @ 3'- 3.8' Allowed = 0.697' f f MAX HORIZ. LL DEFL = -0.002' @ 5'- 9.0' -/ MAX HORIZ. TL DEFL = -0.002' @ 5'- 9.0' NOTE:Design assumes moisture content does 0 not exceed 195s at time of manufacture. 12 Design conforms to main windforce•resisting 10.00 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, Truss designed for wind loads In in the plane of the truss only. N 0 LA m v -, O 4 O M-3x4 J., ). y 1-00 6-00 (PROVIDE FULL BEARING:Jts:2,4,3) �v,EO PR°Fe. JOB NAME : POLYGON PLAN 5-D NH - CJ15 Scale: 0.4840 \�� 7151117 1;„ Q, (NS 'o WARNINGS: GENERAL NOTES,unless otherwise noted: o �P E 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an Individual Truss: CJ 15 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction etA 2.Design assumes the top and bottom chords to be laterally braced at -:'�► DES. BY: UJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.such Uvey unless braced throughout their length by .�r�el� po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). sll' �'Q" DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 7` r OREGdN� •[�' 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. [' 1k SEQ. : 6051337 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, .t/y V .,t„ design loads be applied to any component. and are for'thy full beating of use. Q 1 4 - TRANS I D: 407540 5.CompuTrus hes no control over and assumes no responsibility for the 6.necessary.Deassumes full beefing at all supports shown.Shim or wedge if t1 fabrication,handling,shipment and Installation of components. 7.Design umes adequate drainage Is provided. ��R R`, ' 6.This design Is furnished subject to the imitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center be furnished upon lines e with joint center Ines. IIIIII II II II II(III)VIII VIII I III(III(III MTiTPI/WTCA In BCSI,copies of e USA,Inc./CompuTrus(Soch f coats 7.6.6(1 L)E request. 10.For basic coo ectoroplate design values see ESR-1311,ESR-1966(MiTek) EXPIRES:12/31/2015 • 111111 11111 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 ' IC: 2x4 KDDF R16BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 72 2.4=(0) 0 BC: 2x4 KOOF #16BTR SPACED 24.0. O.C. 2.3=(-89) 81 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 BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'• 0.0' -27/ 345V -44/ 130H 5.50' 0.55 KDDF ( 625) Connector late ref ix desi)nators: 3'- 10.2' -125/ 134V 0/ OH 1.50' 0.21 KDDF ( 625) C,CN,C18,CN18 (or no prefix = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 58V 0/ OH 5.50' 0.09 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND. 2: Design checked for net(-5 soft uplift at 24 'oc ssacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = •0.002' @ -1'- 0.0' Allowed e 0,100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' 3-10-15 MAX LL DEFL = 0.000' @ 0'. 0.0' Allowed = 0.082' MAX TL CREEP DEFL = 0.000' @ 0'• 0.0' Allowed = 0.109' MAX TC PANEL LL DEFL = 0.024' @ 2'• 1.8' Allowed = 0.300' 12 • MAX BC PANEL TL DEFL = -0.035' @ 3'. 1.4' Allowed = 0.339' 10.00 MAX HORIZ. LL DEFL = -0.001' @ 3'• 10.2' MAX HORIZ. TL DEFL = -0.001' @ 3'• 10.2' I � NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. in Wind: 140 mph, ha20.8ft, TCOL=4.2,BCOL=6.0, ASCE 7-10, ✓ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), n load duration factor=l.6, c Truss designed for wind loads m in the plane of the truss only. m o jjIIMIMIMIIIIIIIIIIIMIIIIMIMNMIIII 0 ►�4 M-3x4 y k 1-00 y (PROVIDE FULL BEARING:Jts:2.3,4( 6-00 �F`ED PROpe JOB NAME : POLYGON PLAN 5-D NH - CJ16 INS s, Scale: 0.5878 ` INE' O� WARNINGS: GENERAL NOTES,unless otherwise noted: �� n n,,PICT _1. 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 L Truss: CJ16 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 mains ibmtYb 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 et DES. BY: LJ2'c.c,and at 10'os.respectively unless braced throughout their length by L® �� Is the responsibility temporary of the erector.Additional permanent bracing of ) / r DATE: 9/5/2014 responsibilitybuilding g continuous sheathing such as plywood sheathing(TC)and/or drywall C. Q the overall structure Is the res onsibili of the designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be rippled to any component until after all bracing and 4.installation of truss is the responsibility of the respective contractor. y OREGON 4/ SEQ. : 6051338fasteners 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- .4, \� oc TRANS ID: 407540 design loads be applied to any component. and are for'dry condition'of use. / -I}, Zpf�P 5.CompuTrus has no control over and assumes no responsibiily for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, V fabrication,handing,shipment and Installation of components. necessary. 6.This design Is furnished subject to the[imitations set forth 7.Plates assumes adequate onne both drainage Is f sand. MFR A I L.�- 11411111111111111 J by 8.Plates shall be located both faces of truss,end placed so their center TPIANTCA In SCSI,copies of which will be furnished upon request ones coincide with Joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,InC./COrnpUTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(liTek) EXPIRES:12/31/2015 ow 11111111111 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 #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF N1&BTA SPACED 24.0' O.C. 2.3=(-137) 115 TO LATERAL SUPPORT <= 12'0C. 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 OL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -34/ 402V •66/ 164H 5.50' 0.64 KDDF ( 625) 5'- 9.2' 0/ 76V 0/ OH 5.50' 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6' •107/ 168V 0/ OH 1.50' 0.27 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2; Design checked for net(-5 psf) uplift at 24 'oc soacing.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL CREEP DEFL . •0.003' @ -1'- 0.0' Allowed = 0.133' MAX TO PANEL LL DEFL = 0.160' @ 3'- 7.2' Allowed = 0.478' 5-11-10 MAX TC PANEL TL DEFL = •0.144' @ 3'• 4.8' Allowed = 0.718' -/ MAX HORIZ. LL DEFL = -0.002' @ 5'- 10.9' MAX HORIZ. TL DEFL = -0.002' @ 5'• 10.9' v, NOTE:Design assumes moisture content does ►j not exceed 19% at time of manufacture. 12 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads co in the plane of the truss only. 0 v 0 tn M oPAJIIIIIIIIIIIIIIIIIIIIIIIMMMMIIIIIIIIMIIIIIIIIIIIIIIIII -/ 4DE O M-3x4 J. 1, 1. 1-00 6-00 [PROVIDE FULL BEARING:Jts:2.4.31 to PROFen JOB NAME: POLYGON PLAN 5-D NH - CJ 17 tit ale: 0,4821 \� ! GINE 1 'o WARNINGS: GENERAL NOTES,unless otherwise noted: 4.1� vy!PE �II•f 'vim 1.Builder and erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters shown end Is for an Individual '' =end Wamings before construction commences. building component.Applicability of design parameters and proper Truss: CJ 17InstaIncorporation of component Is the responsibility of the building designer. 2.2x4 compression web bredng must be stabil ed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stablity during construction 2'o.e.and at 10'o.e.respectively unless braced throughout their length by „...410111. - 'd DES. BY: LJ Is the responslWDty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(aC). O Cr DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ j7G OREGON �``'',, SEQ. : 6051339 4.No load should be rippled to any component until atter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. .. a 4, fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, 2 A� design loads be applied to any component and are for'dry condition'of use. _ �O '9 r 1 4,. 0 `- TRANS I D: 407540 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 (b fabrication,handling,shipment and Installation of components. ne sign ass 9 P Po 7.Design assumes adequate drainage Is provided.cessary. - /=1F111..\-. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII II II(IIII VIII VIII IIII IIII TPInNrCA in SCSI,copies of which will be furnished upon request. Ones coincide with joint ain inches 9.Digits oicidindicate size of plate to Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-131 1,ESR-1988(MITA) EXPIRES:12/31/2015 • 111 111 III This design prepared from computer input by ' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3.8' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 84 2-40(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0' O.C. 2.3=(-69) 26 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 20.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' •132/ 478V -12/ 83H 5.50' 0.77 KDDF ( 625) 1'- 9.2' •86/ 45V 0/ OH 5.50' 0.07 KODF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'• 3.8' •36/ 78V 0/ OH 1.50' 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. jCOND. 2: Design checked for net(-5 psft uplift at 24 'oc spacing.] 6.00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.019' @ •1'. 8.0' Allowed = 0.167' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021' @ -1'• 8.0' Allowed = 0.222' MAX TC PANEL LL DEFL = 0.004' @ 1'- 5.5' Allowed = 0.204' MAX TC PANEL TL DEFL = 0.004' @ 1'- 4.3' Allowed = 0.307' MAX HORIZ, LL DEFL = •0.000' @ 3'- 3.0' 3 MAX HORIZ. TL DEFL = -0.000' @ 3'. 3.0' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCOL=6.O, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, ce Truss designed for wind loads in the plane of the truss only. P7,4- ..- 41' owv (., o,- 2p�� 4►�� , M-3x4 1' ), y J 1-08 2-00 1-03-12 (PROVIDE FULL B ARING:Jts:2,4.3j JOB NAME : POLYGON PLAN 5-D NH - CSJ1 ��,�o PNF[FtF,.sso Scale: 0.8191 '7/5/Ir 2 WARNINGS: GENERAL NOTES,unless otherwise noted: CC. rf 17 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 ^92.s RE f Truss: CSJ 1 and Warnings before construction on commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation re component Is the respo chords to of the building designer. I/ 3.Additional temporary bracing to Insure atabl(ty during construction 2.Design assumes the tap and bottom to be laterally braced at /' DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.a and at 10'o.e.suchrespectivelyply unless braced throughout their length by `rte,`agile 0r� DATE 9/5/2014 responsibility building designer. continuous sheathing such asplywoodequine when and/ordrywall�BC). -111 the overall structure Is the res onsibili of the 3.2x impact bridgingor lateral bracingrequired where shown++ 4.No load should be tippled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON cc SEQ. : 6051341 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4- 2J 2 Nt�� design loads be applied to any component and are for'thy condition'of use. ✓^ 1 J 1 4, O - TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility far the 6.Design assumes full bearing at all supports shown.Shim or wedge if V � - fabrication,handling,shipment and Installation of components. necessary. 7.Designlatesassumes adequate one both drainage Isprovided. $. S.This design is furnished subject to the limitations set forth �R`� 1by e.Plates shell located on both faces of truss,and placed so their center IIIIIIIIIIIIIIIIIIIIIIVIII(IIIIIIIIIIIIIIIII TPIIWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center etas. 9.Digits Indicate size of plate in inches. MiTekUSA,InC,/CompuTrusSOftWafe7.6.6(1L)-E tO.Forbesicconnedorplatedeslgnv�luesseeESR-1311,ESR-1988(MRek) EXPIRES:12/31/2015 11111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'• 7.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-117) 53 IC 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 BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0' 0.0' TOTAL LOAD = 42.0 PSF 0'• 0.0' -98/ 461V -25/ 134H 5.50' 0.74 KDDF( 625) 1'- 9.2' -65/ 193V 0/ OH 5.50' 0.31 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 7.7' -75/ 160V 0/ OH 1.50' 0.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psfl 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 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.019' @ -1'- 8.0' Allowed = 0.167' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = •0.021' @ -1'- 8.0' Allowed = 0.222' MAX BC PANEL LL DEFL = 0.004' @ 1'. 0.1' Allowed = 0.054' MAX BC PANEL TL DEFL = •0.005' @ 1'. 0.1' Allowed = 0.072' MAX HORIZ. LL DEFL = -0.001' @ 6'. 7.0' 12 MAX HORIZ. TL DEFL = •0.001' @ 6'- 7.0' 6.00 1 .. NOTE:Design assumes moisture content does ') not exceed 19k at time of manufacture. Design conforms to main windfarce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, 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 ao in the plane of the truss only. 0 m m rs- 0 0 o� 2111.--- 11 4151.--- M-3x4 y y 1, ), 1-08 2-00 4-07-12 (PROVIDE FULL BEARING:Jts:2.4.31 AO''' PROFeS� JOB NAME : POLYGON PLAN 5-D NH - CSJ2 5 �INR� Scale: 0.5840 �J ( i�/�l 174' WARNINGS: GENERAL NOTES,unless otherwise noted: (`r�7 7, �' CSJ2 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual =9L P E f Truss: CSJ 2 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. AilleA 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ®� po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). ......04111W.,-� Q. DATE: 9/5/2014 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 appted to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. 7OREGON: 4C/ SEQ. : 60513 42 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. �� ND` L� design loads be applied to any component. and are for"dry condition"of use. _ Q. }- 1 2 "[- TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes tug beating at all supports shown.Shim or wedge if !�� fabrication,handling, necessary. MF V _. shipment and Installation of components. 7.Design assumes adequate drainage is provided. C Fi R y`,- 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I,copies of ll be furnished upon lines IIIIII VIII VIII I III VIII(III VIII(III(IIIMITE USA,InaSCompuT s iSoftware 7.6 6)1L)E request. 10.For e connectorplate design values see ESR-1311•ESR-1988(MITek)incide with o int center lines. 9.Digits indicate size of plate in Inches. EXPIRES:12/31/2015 I111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ' TC: 2x4 KDDF #1$BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.10=(-1663) 4302 10- 3=( -341) 1053 7.15=(-233) 532 BC: 2x4 KDDF #16BTR SPACED 24.0' O.C. 2- 3=(-4933) 1929 10-11=(-1542) 3951 3-11=) -803) 466 15- 8=(-245) 335 WEBS: 2x4 KDDF STAND; 3. 4=(-3524) 1351 11.12=(-1082) 3153 11- 4=( 0) 366 2x4 DF STAND A LOADING 4- 5=(-2875) 1233 12-13=( -838) 2581 4-12=( -703) 297 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2533) 1289 13-14=( -435) 1782 12- 5=( -313) 1029 TC LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2407) 1190 14.15=( -776) 2345 5-13=(-1362) 727 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3043) 1369 15. 9=(-1050) 2742 13- 6=( -522) 1020 8- 9=(-3238) 1327 6.14=( -372) 1119 OVERHANGS: 20.0' 0.0' LL = 25 PSF Ground Snow (Pg) 14- 7=( -708) 530 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M20HS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'. 0.0' -347/ 2034V -248/ 258H 5.50' 3.25 KDDF ( 625) JT 9: Heel to plate corner = 2.25' 43'- 9.0' -274/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LLeL/240, TL=L/180 MAX LL DEFL = 0.022' @ -1'- 8.0' Allowed = 0.167' MAX TL CREEP DEFL = -0.021' @ -1'- 8.0' Allowed = 0.222' MAX LL DEFL = 0.267' @ 14'- 6.0' Allowed = 2.142' MAX TL CREEP DEFL = -0.490' @ 14'- 6.0' Allowed = 2.856' MAX HORIZ. LL DEFL = 0.120' @ 43'- 3.5' 22-00 21-09 MAX HORIZ. TL DEFL = 0.199' @ 43'- 3.5' 2-09 5-10-08 6-04-08 7 00 7-06-15 7 01 7-01-01 T NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. T T T T T T T 12 12 Design conforms to main windforce-resisting 6.0017 M-4x6 's7.16.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=24.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, 6 A' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), +! M-5X8(S) load duration factor=l.6, tc Truss designed for wind loads in the plane of the truss only. M-3x4 0,25" M-5x6(5) /\1‘14 .44.%.11.0.25" M-1,5x3 M 3x5 M-3x10 r 'r M-3x10 0 07` x' M 5X8 II 12" �: A 6,,, c;) O M-3x4 M-5x10 13 0.254 M-3x4 9 0 .-2.75 **2X WEDGE M-5x6 M-5x8(S) 12 W/(2) M-3X4 TYP. 2.75 - i' ,, 1' y12 j, y ,1 y 05-0 5-10-08 6-02 2-00 9-05-15 8-11-05 8-09-12 ,, 2-05-08 12-00-08 2-00 27-03 y 1-08 43-09 JOB NAME : POLYGON PLAN 5-D NH - D1 ��,en PRcs OP- Scale: 0.1397 �I 15/! l /�2 WARNINGS: GENERAL NOTES,unless otherwise noted: ((ff��aa 7 7, '9r. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an Individual P E Truss: D1 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stabilty during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and et 10'o.c.respectively unless braced throughout their length by 4� DES- BY: LJ is the responsibility of the erector.Additional permanent bracing of (g /! 'DATE: 9/5/20142x Impact sheathingngr suchr l asplywgoequredhwhere sand/ordrywan(BC). 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 rippled to any component until after all bracing end 4.installation of truss Is the responsibility of the respective contractor. 'y A-OREGON bkr I SEQ. : 6051343 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, L� 4,,�.y ON A, design loads be applied to any component. and are for-dry condition"of use. O 1 4 2 �"� TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes til bearing at all supports shown.Shim or wedge If /� (J fabrication,handling,shipment end Installation of components. 7.Design asmemusumes adequate drainage Is provided. MFPRO- 6. v This design Is furnished subject to the Imitations set forth by 8.Plates shell be located on both faces of Wss,end placed so their center CA lin s coincide with joint 11II11I111111I1I1I11II1111I 11111 I11I1111111I1MTek USA'nBCI,copies of whch WI be furnished upon r lnc.6/CompuT S(Software+7.6:(1L)-Eequest. 10.For basic connector izeof plate edesign values see ESR-1311,ESR-1988(MiTek)nter Ines. 9.Digits Indicate size of plate in inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-09-00 STUB HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 WOOF /1158TR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-15e(-2614) 8670 15- 3=( -370) 1254 2x6 KDOF #188TR 72, T3 2- 3=(-10024) 3052 15.16=(-2336) 7040 15- 4=( -248) 1598 BC: 2x6 KDDF 1118BTR LOADING 3- 4=( -9298) 2850 16-17=(-3184) 8740 4.16=( -394) 310 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -7446) 2614 17-18=(-3194) 8672 16- 5=( -650) 2246 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 10'- 0.0' V 5- 6=( 0) 0 18-19=(-3358) 8934 16- 7=(.2736) 1248 TC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0' TO 34'- 0.0' V 5- 7=( -6642) 2370 19.20=(-3010) 8132 7.17=( -444) 1282 BC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0' TO 43'- 9.0' V 7- 8=( -8830) 3350 20-14=(-1912) 5602 17- 8=( -244) 878 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'. 0.0' TO 43'- 9.0' V 8- 9=( -8444) 3242 18- 8=(-1376) 636 9-10=( -8660) 3238 18- 9=( -616) 326 NOTE: 2x4 BRACING AT 24'OC UON. FOR IC CONC LL( 416,7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0' 10.12=( -5882) 2108 9.19=( -502) 480 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 34'- 0.0' 11.12=( 0) 0 19-10=( -182) 968 12-13=( -6614) 2320 10.20=(-2810) 1316 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13.14=( -6546) 2252 12.20=( -498) 1858 OVERHANGS: 20.0' 0.0' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20.13=( -192) 394 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ConnectorCpla (or no prefix) = orspuTrus, Inc 0'- 0.0' -1151/ 3765V -104/ 113H 5.50' 6.02 KDDF ( 825) C,CN,C1B,1N18 (or = Mprek MT series ( 2 ) complete trusses required. 43'- 9.0' -1096/ 3584V 0/ OH 5.50' 5.73 KDDF ( 625) Join together 2 ply with 3'x.131 DIA GUN '- nails staggered at: 9' oc in 1 row(s) throughout 2x4 top chords, ICOND. 2: Design checked for net(-5 osfl uplift at 24 'oc soacina.l 9' oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9' oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.005' @ -1'- 8.0' Allowed = 0.167' 9' oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.005' @ -1'- 8.0' Allowed = 0.222' MAX LL DEFL = -0.300' @ 22'- 8.7' Allowed = 2.142' MAX TL CREEP DEFL = -0.594' @ 22'- 8.7' Allowed = 2.856' MAX HORIZ. LL DEFL = 0.109' @ 43'- 3.5' MAX HORIZ. TL DEFL = 0.180' @ 43'- 3,5' 9-11-11 24-00-10 9-08-11 NOTE:Design assumes moisture content does f 1' T 1' not exceed 19% at time of manufacture. 3-02-030-06-11 2-03-08 5-11-03 0-06-11 4-10-02 f .14,r T T T 1' 14-f T T Design conforms to main windforce-resisting 2-07-0 3-07-09�� 4-02-13 6-02-11 5-04-08 �� 4-03-14 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-10-08 9-07-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T y533.30# 533.30# T load duration factor=1.6, 12 M-3x4 M-7x8(S) 12 Truss designed for wind loads 6.00 17 M-4X85 6 M-3x5 80 y25" M-3x5 11 M-5x6 'S:16.00 in the plane of the truss only. .4 1 2 .1' _13- M-3x4 Aihi\/41 ..Aiiiikr'' M-1.5x3 M-1.5x3 r M 3x10 / M 3x8 0">e s,l. c1 M-7x10 M-3x8 M-7x: t8 0.251'9 M 20 3x8 *1o **2X WEDGE M-7x10 M-7x8(S) - 0 2.75 W/(2) M-3X4 TYP. 2.75 12 12 L. J- ), ), ). > y J -05-0@ 6-09-12 5-02-12 y2-00y 9-02-04 9-00-08 9-00-04 y , ?-05-088 12-00-08 2-00 27-03 y 1-08 43-09 . Scale:: 0.1467 \��D pN Op. JOB NAME : POLYGON PLAN 5-D NH - DH1 w� INE WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erectlon contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual CC. �0 Truss: DH1 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. .e 3.Additional temporary bracing to Insure stability during eonsWctlon 2.Design assumes the top end bottom chords to be laterally braced at ._. 2'o.c.and at 10'o.c,respectively unless braced throughout their length by ®� DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of (g / '!art- contlnuoussheathing such as plywood and/or drywell(BC). • DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ' Q 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. -''� AA__OREGON: 1(/ SEQ. : 6051344 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a norncorrosNe environment, `� "�/,� O!� A. design loads be applied to any component. and are for"dry condition"of use. Q 1 4 Z �4- TRANS I D: 407540 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 fabdcaUon,handling,shipment and installation of components. 7,Denesg assumes adequate drainage Is provided. -ille R�:�� 6.This design Is famished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII II II III(IIII VIII III)IIII IIIITPIfVYrCA In SCSI,copies of which w10 be famished upon request. Ones coincide with joint center lines. 9.Digits indicate size of platete Inches. nches. MITekUSA,IAC./CORIpulrusSoftware 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 I 11111111111 This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'• 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cal 00 TC: 2x4 KODF g16BTR; LOAD DURATION INCREASE = 1.15 1- 2= q ) 2x6 KODF #16BTR T2, T3 SPACED 24.0' O.C. ( 5 24 5-16=(•1536) 3431 15. 4=( • 22) 947 BC: 2x6 KDDF 81SBTR 2- 3=(•5055)) 2323 16.16=(•1536) 3431 15- 4=( •4422) 947 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-4703) 2253 117=(-1804) 4102 4.1 =( -367) 244 4- 5=(•3503) 1741 177-- 5 18=(-1726) 4096 16- 5=( -445) 1192 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 18.19=(•1757) 4235 16. 7=(•1321) 632 TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-3092) 1593 19.20=(-1689) 3826 7.17=( •142) 657 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4148) 2081 20.14=(-1308) 2765 17- 8=( -297) 376 8- 9=(•3989) 1950 18- 8=( -633) 396 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-4094) 1897 18- 9=( •318) 152 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10.12=(-2734) 1406 9.19=( •258) 201' REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 1 0) 0 19.10=( ) 491 122.13-(.13=(•3119) 1526 10.20=(-1364364) 635 OVERHANGS: 20,0' 0,0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13-14=(-3258) 1577 12.20=( -375) 1004 M•1.5x4 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 20.13=( .29) 218 vertical members (uon). BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) •' For hanger specs. - See approved plans 0'- 0.0' -405/ 2034V -104/ 113H 5.50' 3.25 KDOF ( 625) Connector plate prefix designators: 43'- 9.0' -337/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series ICOND, 2: Design checked for nett-5 pafl uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL a 0.022' @ -1'- 8.0' Allowed = 0.167' MAX TL CREEP DEFL = -0.021' 0 -1'- 8.0' Allowed = 0.222' MAX LL DEFL = 0.329' @ 22'- 8.7' Allowed a 2.142' MAX TL CREEP DEFL = -0.571' @ 22'- 8.7' Allowed = 2.856' MAX HORIZ. LL DEFL = -0.119' @ 43'- 3.5' MAX HORIZ. TL DEFL = 0.174' @ 43'- 3.5' 13-03-11 17-04-10 13-00-11 NOTE:Design assumes moisture content does (3-02-03 3-05-12 2-03-08 5-11-03 3-05-12 4-10-02 not exceed 19' at time of manufacture. 2-07-0 3-07-09 1-0 2 6-02-11 -05-0f 4-03-14 T Design conforms to main d cladree-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCOL=4.2,BCDL=6.0, ASCE 7.10, 9-10-08 9-07-08 12 6 M 3x411 T f (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), M-7x8(S) load duration factor=1.6, 12 Truss designed for wind loads 6.00)7 M-5x6 9 5 M-3X4 8 0 X25" M-3x5 M-4x6 Q 6,00 in the plane of the truss only. y , M-3x4 M-1.5x3 M 1.5x3 0 \IF -NIIW.3,0„/- (,) r M-3x10 3 ', ... M-3x8 0 c� 1 .. 15 M-7X10 16 17 TWO �� 43o M 3x8 M 7x8 16 >s 20 o 0,25' ja +.2X WEDGE M-7x10 M-3x8 0 12 2'75 W/(2) M-3X4 TYP. 2.751. M-7x8(S) 1212 ; y i' ), j. y y y 05-0$ 6-09-12 5 02-12 /,2-OOy 9-02-04 9-00-08 9-00-04 y-05-088 27-03 12-00-08 2-00 y 1-08 43-09 y JOB NAME : POLYGON PLAN 5-D NH - DH2 Scale: 0.1467 <5, ,c, PN �s6' WARNINGS: GENERAL NOTES,unless otherwise noted: 4? !/!.I 1.Builder and erection contractor should be advised of all General Notes 1.This design based only upon the parameters shown and Is for an individual ldual ;921 Q P E � Is `, Truss: DH2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the reaponslbiity of the building designee .411111H. D ES. B Y: LJ 3.Additional temporary bradng to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at PA Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.e.respectively unless braced throughout their length by continuous sheathing such as plywooding(TC)and/or drywall(BC). �C. 'fix.- DATE: 9/5/2014 the overall structure N the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ Q 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. 7, A_OREGON viii SEQ. : 6 051345 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• 407540 design loads be applied to any component. and are for"dry condition"of use. 9 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 t1 2.0 �� fabrication,handling,shipment and Installation of components. 7.necessary. provided.s f 8.This design is furnished subject to the Imitations set forth by 8.Plates shall be locatn assumes adequate d on both faces of s,and placed so their center �`R R{`..`' 1111111111111111111111 MTek USA,lnc./CornpuTfussCA In BCSI,copies of ary. fch a b7.6.6(1 L)-E l be furnished upon request. 09..Forrndde with joint center Ones. ibalines sic coon plate In Inches.design values see ESR-1311,ESR-1988(MiTe10 EXPIRES:12/31/2015 t This design prepared from computer input by 1111111111This LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.14=(-1627) 4217 14- 3=( -332) 1034 20.12=(•79) 251 BC: 2x4 KDDF N1&BTR SPACED 24.0' 0.C. 2- 3=(-4923) 1901 14.15=(-1508) 3872 3.15=( -786) 419 3- 4=(-3529) 1366 15-16=(-1095) 3091 15- 4=) 0) 365 WEBS: 2x4 KODF STAND; LOADING 4- 5=(-2869) 1223 16.17=( •829) 2561 4.16=1 -729) 350 2x4 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2434) 1187 17.18=( -702) 2427 5.16=( -340) 1042 TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 18-19=1 -702) 2427 5.17=(-1026) 550 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2236) 1107 19.20=( -884) 2558 6-17=) -358) 762 8-10=(-2214) 1077 20.13=(-1023) 2712 17- 8=( •470) 169 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18- 8=( 0) 297 NOTE: 204 BRACING AT 24'OC UON. FOR 10.11=(-2552) 1114 8.19=( -440) 179 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3040) 1230 10-19=( -285) 773 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-3218) 1284 19-11') 49- 91) ) 34313 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 20.0' 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -322/ 2034V -181/ 191H 5.50' 3.25 KDDF ( 625) Connector plate prefix designators: 43'• 9.0' •251/ 1837V 0/ OH 5.50' 2.94 KODF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series !COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing., JT 13: Heel to plate corner = 2.25' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022' @ -1'- 8.0' Allowed = 0.167' MAX TL CREEP DEFL = -0.021' @ -1'• 8.0' Allowed = 0.222' MAX LL DEFL = 0.251' @ 14'- 6.0' Allowed = 2.142' MAX TL CREEP DEFL = -0.474' @ 14'- 6.0' Allowed = 2.856' MAX HORIZ. LL DEFL = 0.124' @ 43'- 3.5' 16-07-11 10-08-10 16-04-11 MAX HORIZ. TL DEFL = 0.208' @ 43'• 3.5' T T NOTE:Design assumes moisture content does 5-10-08 1-09 5-04-05 0 04 11 5-02-02 not exceed 19% at time of manufacture. 2-09 5-10-08 .'0-04-11 -1 5-04-05 5-05-10 T 5-04-05 Design conforms to main windforce-resisting ff If f system and components and cladding criteria. 16-06-08 16-03-08 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 M-4X6 12 load duration factor=1.6, 1267 M-3X8 9 p Q 6.00 Truss designed for wind loads 6.00 M 3x45 + + -,- M M-3x4 0.25' a + M-1.5x3 M-3x5 /*2 3 M-3x10 c M 3x10 �f ^^ A ,-. rc v 1 i. 14 15 18 17 18 it9 20 13 o000.0„.„0000)4,00/........"°. M-5x8 M-3x4 M-5x10 M-1.5x3 0.25' M 3x4 c o **2X WEDGE 2 75 M-5x10 M-5X8(5) 12 2.75 W/(2) M-3X4 TYP.12 12 ,-05-01 5-10-08 6-02 ),2ooy 5-06 5-10-12 7-09-02 8-01-02 y ,, 2-05-08 12-00-08 2-00 27-03 y 1-08 43-09 ��tO P R QFes� JOB NAME: POLYGON PLAN 5-D NH - DH3 Scale: 0.1338 ...4''' � IN5 �o WARNINGS: GENERAL NOTES,unless otherwise noted: ,'r •92$OPE r1.Guilder and erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters shown and Is for an Individual • -" Truss: DH 3 and Warnings before construction commences. building component.Applicability of design parameters and proper Incorporation of component is the responsibiity of the building designer. 2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stabiity during construction 2'o.e.and at 10'a c.respectively unless braced throughout their lenggth by `+-- drillW DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaf(BC). t• Q DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ yL ,�,OREGON�p � 4.Na load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6051346 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, ' �'y 1 4, 20 i design loads be applied to any component. and are for-dry condition'of use. Q F TRANS I D: 407540 5.CompuTms has no control over and assumes no responsibility for Ike 8'Design assumes NII beading at all supports shown.Shim or wedge If ,i I �P fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided.y. 1114A1:110.• 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII III IIII VIII VIII 1111 IIID 11111111 TPIAMfCA In BCSI,codes of which will be furnished upon request. Ones c nctawith joint lines. 9.Digits Indicate size off pplatete Inches. MiTek USA,Inc./CompuTrusSoftware 7.8.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111111 This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 IC: 2x4 KODF 91&BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 84 2.14=)-1958) 4217 14. 3=( -408) 1034 20-12=(-79) 226 BC: 2x4 KODF 916BTR SPACED 24.0' O.C. 2- 3=(-4923) 2340 14-15=(-1814) 3872 3.15=( -786) 446 WEBS: 2x4 KODF STAND; 3. 4=(-3529) 1732 15.16=(-1374) 3091 15. 4=( 0) 365 2x4 OF STAND A LOADING 4- 5=(-2869) 1592 16-17=(•1123) 2561 4.16=( -729) 341 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2434) 1516 17.18=(-1114) 2427 5.16=( -401) 1042 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 18.19=(-1114) 2427 5.17=(-1026) 475 BC LATERAL SUPPORT <= 12'OC. MON. TOTAL LOAD = 42.0 PSF 6- 8=(-2236) 1413 19.20=(-1185) 2558 6.17=( -394) 762 8-10=(-2214) 1375 20.13=(-1303) 2712 17. 8=( -487) 277 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18- 8=( 0) 297 NOTE: 2x4 BRACING AT 24'OC UON. FOR 10-11=(•2552) 1476 8.19=( -457) 292 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(•3040) 1564 10.19=( -361 787 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13=(•3218) 1611 19.11=( •491) 283 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11.20=( -56) 319 OVERHANGS: 20.0' 0.0' M•1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) 0'- 0.0' -445/ 2034V -182/ 192H 5.50' 3.25 KDDF ( 625) •• For hanger specs. - See approved plans 43'. 9.0' -374/ 1837V 0/ OH 5.50' 2.94 KEW ( 625) Connector plate prefix designators: ICON. 2: Design checked for net(-5 rsf) uplift at 24 "Sc spacin0d C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20NS,M18HS,M16 Muck MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022' @ -1'- 8.0' Allowed = 0.167' JT 13: Heel to plate corner = 2.25' MAX TL CREEP DEFL = -0.021' @ -1'- 8.0' Allowed = 0.222' MAX LL DEFL = 0.299' @ 16'- 6.5' Allowed = 2.142' MAX TL CREEP DEFL = -0.474' @ 14'- 6.0' Allowed = 2.856' 19-11-11 4-00-10 19-08-11 MAX HORIZ. LL °EFL = -0.145' @ 43'- 3.5' TT MAX HORIZ. TL DEFL = 0.208' @ 43'- 3.5' 5-10-08 1-09 2-r05-04 3-03-12 5-02-02 NOTE:Design assumes moisture content does 2-09 5-10-08 ��3-03-12� .4-05-04 5-05-10 5-04-05 not exceed 19% at time of manufacture. '( f' T 1' T 1' 1` T T T 1' T Design conforms to main windforce-resisting system and components and cladding criteria. 16-06-08 16-03-08 f '1 7 9 f T Wind: 140 mph, h=24.2ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 12 M-4x6 M-4x6 12 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 6.00 D M-3X4 6 M- X8 0 Q 6.00 load duration factor=l.6, M 5X6(S) 5 Truss designed for wind loads in the plane of the truss only. 0.25" M-3x4 4 M1.-- 510 3x5 + M-1.5x3 1.-3x10sNN, /* 2 C,) 3 M-3x10 c c 1 M-5x8 M-3x4 M-5x10 M75x10 M-11 bx3 0.25' 20 *13 o M-3x4 0 -==32.75 **2X WEDGE 2.75 M-5x8(S) 12 W/(2) M-3X4 TYP. 12 ,-05-0 5-10-08 6-02 J2-00j 5-06 5-10-12 7-09-02 8-01-02 y i. g-05-08 12-00-08 2-00 27-03 1-08 43-09 y JOB NAME: POLYGON PLAN 5-D NH - DH4 <<'S,53 Pt I\ Scale: 0,1338 \�7(r�/;1 N ly0., <9 WARNINGS: GENERAL NOTES,unless otherwise noted: CC. r.f✓ S 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 ;r�'$•P E '"r.- Truss: .. Truss: DH 4 and Warnings before construction commences. building component.Applicability of design parameters and proper '/G/! 2.2x4 compression web braving must be Installed where shown•. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary broctrp to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.e.and at 10•o.c.respectively unless braced throughout their length by `rte �� continuous sheathing such as plywood in ere s and/or dryvrall C. / Q DATE: 9/5/2014 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 end 4.Installation of truss Is the responsibility of the respective contractor. OREGON C SEQ. : 6 051347 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, L. -1-1�' 20 4. N>k design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 407540 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 O 14 Q' fabrication,handling,shipment and Installation of components. necessary.nassumes R R 1 6.This design is furnished subject to the[Imitations set forth8.Design adequateodrainage Is provided. II111111II1I11��I1111111111111111111111111111byr8. sshcdewithjoinonnehineesotrrss,endplaeedsog,elreenler TPINYTCA in SCSI,copies of which will be furnished upon request. Ones colndde with joint center lines. MITek USA,Ina/CompuTrus Software 7.8.6(1L)-E 180.For ib s Indicatets nnecte ofplate des design valn ues see ESR-1311,ESR-1996(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 it16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF p168TR SPACED 24.0' O.C. 2-3=(44) 38 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'• 0.0' -68/ 301V -23/ 81H 5.50' 0.48 KDDF ( 625) 1'- 9.2' -32/ 28V 0/ OH 5.50' 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7' -24/ 42V 0/ OH 1.50' 0.07 KOOF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND, 2: Desion checked for net(-5 psfl uplift at 24 'oc spacin0.1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003' @ -1'- 0.0' Allowed = 0.100' 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX CREEP LI DEFL = 0.001' @ 1'- 0.1 MAX BC PANEL ' Allowed = 0.54' I MAX TC PANEL TL DEFL = -0.002' @ 1'- 2.9' Allowed = 0.196' MAX HORIZ. LL DEFL = 0.000' @ 1'• 10.9' 12 MAX HORIZ. TL DEFL = •0.000' @ 1'- 10.9' 10.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting -,, system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Tra) inuss thedplaneeofned for thetruss wind loads 0 0 0 cl o .-/- 4- c,O o,` ►�� 4► M-3x4 y y y 1-00 2-00 (PROVIDE FULL BEARING:Jts:2,4.3( ok. JOB NAME: POLYGON PLAN 5-D NH - EJ1 scale: o.s772 �5��D PN�[��Y619 WARNINGS: 4C? ` r�5In1p/ * GENERAL NOTES,unless otherwise noted: �92S0P.E 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 Truss: EJ 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 responsibltty of the building designer. 3.Additional temporary bredng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at -.Arm!. DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their lengpth by �% Po ty continuous sheathing such as plywood sheethtng(TC)and/or drywall(BC). -a � c. DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ yL pREGON� 4.No load should be appied to any component until alter ail bracing and 4.Installation of buss is the responsibility of the respective contractor. 1% SEQ. : 6051348 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 41 A. ZQ 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 NII bearing at all supports shown.Shim or wedge It n 14 TRANS I D: 407540 �P. fabrication,handling,shipment and Installation of components. necessary. R R`�� g P Po 7.Design assumes adequate drainage is provided. I"1 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center Illlll VIII VIII(III)(I'll VIII(III)III(III TPINVTCA In BCS(,copies of which will be furnished upon request. git coincidetwith joint ain inches.nche. 9.Digits dsize oftplateetolinn. MITek USA,InC./COmpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1868 fdiTek) EXPIRES:12/31/2015 1111111111111 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 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 IMF #1&BTA SPACED 24.0' O.C. 2-3=(- 96) 773 72 2 4-(0) 0 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN, (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -41/ 322V -44/ 132H 5.50' 0.52 KDDF ( 625) 1'- 9.2' •10/ 63V 0/ OH 5.50' 0,10 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 3'- 11.7' 68/ 100V 0/ OH 1.50' 0.16 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series 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 psfl uplift at 24 'oc spacin0.1 VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'• 0.0' Allowed = 0.133' 12 -s MAX BC PANEL LL DEFL = 0.002' @ 1'- 0.1' Allowed = 0.054' 10.00 MAX BC PANEL TL DEFL = 0.002' @ 1'- 0.1' Allowed = 0.072' MAX HORIZ. LL DEFL = -0.001' @ 3'- 10.9' MAX HORIZ, TL DEFL = -0.001' @ 3'• 10.9' NOTE:Design assumes moisture content does not exceed 19's at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Cu Wind: 140 mph, h=20.9ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, c; Truss designed for wind loads in the plane of the truss only. o c'` ►/ 4►1 M-3x4 3- ), 3. J, 1-00 2-00 1-11-11 (PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME: POLYGON PLAN 5-D NH - EJ2 Scale: 0.6371 ��,<cw-'715/11' P" eF�r6,, WARNINGS: GENERAL NOTES,unless otheeAse noted: cL� rl�I"r I 11, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual 4t. >92.•P E r Truss: EJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper //'/ 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: LJ 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 rr �j/� DATE: 9/5/2014 responsibilitybuilding designer. continuous sheathing such as plywood heath(here shown and/or drywal C). / �' the overall structure is the res onsibili of the 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 tens is the responsibility of the respective contractor. OREGON to shouldfasteners are complete and at no time any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �4- �> 2oN �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 TRANS I D: 407540 design loads be applied to any component, and are for"dry condition'of use. / A Q 14, �`- fabrication,handling,shipment and Installation of components. nesessary. 'SFR R I��_ f- 6.This design is furnished subject to the imitations set forth 7.Designlatesassumes adequate one bothdrhifage isprovided.truss, 1113 VIII Hill VIII 11111 IIID 1111 IIII by 6.Plates shall be located faces of truss,and placed so their center TPINVTCA In BCS(,copies of which will be furnished upon request. lines coincide with joint center Ones. MITek USA,Inc./CompuTrus Software 7.6.6(114-E 190.FForrits Indicate basic connecte or f plate desigate In n values see ESR-1311,ESR-19138(Wok) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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) 72 2-4=(0) 0 BC: 2x4 KDDF p16BTR SPACED 24.0' O.C. 2.3=(-144) 105 TC LATERAL SUPPORT <= 12'00. 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) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -24/ 309V -66/ 185H 5.50' 0.49 KDDF ( 625) 1'- 9.2' -65/ 156V 01 OH 5.50' 0.25 KODF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7' -103/ 153V 0/ OH 1.50' 0.24 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacine.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' -/ MAX BC PANEL LL DEFL = 0.005' @ 1'- 0.1' Allowed = 0.054' MAX BC PANEL TL DEFL = -0.005' @ 1'- 0.1' Allowed = 0.072' i MAX HORIZ. TL DEFL = -0.002' @ 5'- 10.9' 12 10.00 NOTnotEexceedn19%s ates timelofure manufacturdoes e . 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), Cn load duration factor=l.6, 4 Truss designed for wind loads o in the plane of the truss only. 0 0 Es, �- o -� 4 -1 M-3x4 .1. y ). ), 1-00 2-00 3-11-11 (PROVIDE FULL BEARING:Jts:2.4.3( RO PR V6Fes JOB NAME: POLYGON PLAN 5-D NH - EJ3 Scale: 0.5134 \� ry,pj so . WARNINGS: GENERAL NOTES,unless otherwise noted: w� • 5/�/ 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 •=92/SPE and Warnings before construction commences, building component.Applicability of design parameters and proper Truss: EJ 3incorporation of component Is the responsibiity of the building designer. 2.2x4 compression web bracing must be stabil ed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stablity during construction 2'o.c.end at 10'o.e.respectively unless braced throughout their le th bye "4� DES. BY: U is the responsibility et the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywallC). 0 Q DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shows `9` OREGON � TRANS I D: 407540 Co 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. b SEQ. : 60513 50 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, 2-e" �� design loads be applied to any component. and are(or"dry condition"of use.5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes hill bearing at all shown.Shim or wedge if /a '11' 1 4 fabrication,handling, necessary. .. 1'/'Rpy..� , shipment end Installation of components. 7,Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the initations set forth by 8.Plates shall be located on both feces of truss,and placed so their center 1111111$1111111111111 7PINViCA In BCS(,copies which will furnished upon request. Digs coincide with joint center Ones. 9.lines o ncide size oplate In Ones. MITch USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 , 1111 1111 This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF /418BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N18BTR SPACED 24.0. O.C. 2.3=(• 194) 1138 72 2 4=(0) 0 IC 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 BAG 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' 0/ 248V -88/ 238H 5.50' 0.40 KDDF ( 625) Connector plate prefix designators: 1'- 9.2' -167/ 308V 0/ OH 5.50' 0.49 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 7'- 11.7' 138/ 205V 0/ OH 1.50' 0.33 KDDF ( 625) M,M2OHS,MIBHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRG 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 Psi) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = •0.003' @ -1'• 0.0' Allowed = 0.133' MAX BC PANEL LL DEFL = 0.009' @ 1'- 0.1' Allowed = 0.054' MAX BC PANEL TL DEFL = -0.009' @ 1'• 0.1' Allowed = 0.072' (�( MAX HORIZ. LL DEFL = •0.003' @ 7'• 10.9' MAX HORIZ. TL DEFL = -0.003' @ 7'• 10.9' NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.OD Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, rn Truss designed for wind loads o in the plane of the truss only. O 0 r M ..;- .0 O ►-� 4►--� O M-3x4 y y i' y 1-00 2-00 5-11-11 )PROVIDE FULL BEARING:Jts:2,4,3) JOB NAME : POLYGON PLAN 5-D NH - EJ4 Scale: 0.4250 \�4��EO PNiP gnxp�ss/o WARNINGS: GENERAL NOTES,unless olhervAse noted: 44� fl�ll.I .7 1.Builder and erection contractor should be advised of ell General Notes 1.This design Is based onty upon the parameters shown and Is for an individual 4t 'G]2 0 0 P E r Truss: EJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper //y 2.2x4 compression web bracing must be installed where shown.. incorporation of component Is the responsiblity of the building designer. DES. BY: LJ 3.Additional temporary bracing to insure atabiity during construction 2•Design assumes the top end bosom chords to be laterally braced at 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 ` 4114051."continuous sheathing such as plywood shoeTC)and/or drywan(BC). fes'.` DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredd where shown.. / `O Cr 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. OREGON SEQ. : 6051351 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, 7L 2o\D Cid �� design loads be applied to any component. and are for"dry condition"of use. / TRANS I D: 407540 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 Q 14, fabrication,handling,shipment and installation of components. necessary. �P 6.This design is furnished subject to the Initations set forth 7.Design assumes adequateaddrainage is provided. MFR R V�� I IIIIII VIII 11111 VIII III III(III IIII by 8.Plates shall be located on both faces of truss,end placed so their center TPINJTCA in SCSI,copies of which will be furnished upon request. Ines coincide with joint center Ines. B.MiTek USA,Ino/CompuTrus Software 7.6.6(1 L)-E e In Inches. 0.For ib sits c connector plcate size of atetdesign values see ESR-1311,ESR-1986(Mrrek) EXPIRES:12/31/2015 Ilik IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF M1&BTR, LOAD DURATION INCREASE = 1.15 1.2=( -7) 84 2-4=(0) 0 BC: 2x4 KODF #1&BTR1 SPACED 24.0' O.C. 2-3=(-72) 45 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 SO.IN. (SPECIES) OVERHANGS: 20.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -156/ 460V -5/ 51H 1.50' 0.74 KDDF ( 625) 0'- 11.2' -105/ 51V 0/ OH 1.50' 0.08 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 0.0' -81/ 31V 0/ OH 1.50' 0.05 KDDF ( 625) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND, 2: Design checked for net(-5 psfl uplift at 24 'oc spacina.) 6.00 REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.021' @ -1'. 8.0' Allowed = 0.167' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021' @ -1'- 8.0' Allowed = 0.222' MAX BC PANEL LL DEFL = -0,001' @ 0'- 5.6' Allowed = 0.026' MAX BC PANEL IL DEFL = -0.001' @ 0'- 5.6' Allowed . 0.035' MAX HORIZ. LL DEFL = -0.000' @ 0'- 11.2' MAX HORIZ. TL DEFL = -0.000' @ 0'- 11.2' NOTE:Design assumes moisture content does not exceed 19'b at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. -/ Wind: 140 mph, h=19.4ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, load Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), co to C Truss designed for wind loads ref �f c in the plane of the truss only. � o � of- // 114 M-3x4 1, - 1, 1-08 1-00 ��,t fl PROFk- J OB NAME : POLYGON PLAN 5-D NH - P1 Scale: 1.0020 for/5//r ! f o WARNINGS: GENERAL NOTES,unless otherwise noted: n�1 619 /-Y� 1.Builder end erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown end is for an Individual CC' =92 0,P E r and Warnings before construction commences. building component.Applicability of design parameters and proper //Truss: P 1Incorporation of component is the responsibility of the building designer. 2.7x4 compression web bracing must be InstaOed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at �p 3.Additional temporary bracing to insure stability during construction2'a.e.end at 10,o.c.respectively unless braced throughout their le th by /�parr r� DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or d ywei C). 10 (r DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ yL OREGON ��C/" 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. 1k SEQ. : 60513 53 fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, 2 �� design loads be applied to any component. and are for"dry condition'of use. ,Q '' 1 4 O TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsIbity for the 6.Design assumes Poll bearing at ell supports shown.Shim or wedge if fabrication,handling, necessary. ng,shipment end installation of components. 7,Design assumes adequate drainage is rovided. M 'R R i t- 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 111111111111111111 TPIAMiCA In BCSI,copies of which will be furnished upon request. Digs coincide with joint ate In Inches.9.Digitsso ncde size of plate to Ines. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(Wok) EXPIRES:12/31/2015