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f/t 4 ^ O CONFORMS TO DESIGN CONCEPT i ' l tJ ` O — Ti I REVISI B S T0O:GNCONCEPTWITH �-�/�'1 CI`� E ® CONFORMS TO DESIGN CONCEPT 0UNON-CONFORMING-REVISE&RESUBMIT R V ❑ CONFORMS TO DESIGN CONCEPT WITH TM IMM2"S GUN P='.`O,M ".OTATMA M "'��wTTTfffVVV!!! REVISIONS AS SHOWN �in IM L M.. MT Na MS Mi N:. M m rF Y �N" D' MAY 16 2016 ❑ NON-CONFORMIP G-REVISE AND RESUBMIT TAM u< urcea Na�sr_x.e:ac ksw�u�rrr _.._.- .. FF'HSii:ALRG.:? -.- By Alexia Fukui Date 9/22/14 THIS SHOP DRAW:HAS BEE! REVISED FOR GENERAL CONFONEIV E id1LBRANDT ARCHITECTS WITH THE DESIGN COKEPTa._•yAlliki NOT RELIEVE THE ;UID NG DIVISION OVERGTHOO7.P INR/VENDOR OF D. CONTRACTOR FICATICTORALSBAOLLGERIFY AU.DIMENSIONS. XE WITH THE OCR1 N By: T.•..:.. - Date:September 19,2014 I . *al a IG T 1C CJ •IIUII _ --�- .,IKial lurIC,12 .,Il1 ■/II Cma ...I■\\ VAI_ AN ji f .j6: 21 IF . I c 1 A ■ I_ CJ iI III All I FJ10 C,, :, I III k. IMI■ I ill 1W 11111111 III I ci.11 F 1 ■i/ ler!r. I = CAI I rte : - 111111111111 \i I c,,, I_i=1■ I I GNI MEM 7■ 6 I c,�s Mill II i�I CJ I l I/ I__II ill A IMMUli P al I HOUS26.2 I la)ki i ____ Ai NI\ 111___._.,1 _ !.1,:: __.. a;t ■!-1 „AKIN PAW._ (2) lir ,o leiiril�l�\ i. 7, _,, �_,;,,�Wiiim 01 IA 01:111ffilli _ . rir ....___ m I. -- N co N — CEP QRRRR 011 n i4 oa a2 od aa1 1 -I GARAGERIGHT 11'x' 11-711? 4U-O 1 m Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 TRRTcu ATONLTio SER ANDO PROJECT TITLE REVISION-I: DENGIN E ED STRUCTURAL ALL R PLAN 5-D COFFERINFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD pa PLAN: DRAWN BY:JP REVISION-2: TO RESPONSIBLE BUIILLDIING z 5 / D-D CHECKED BY: DES REVIEW INAP�PROOVE OFAALRDL TO & TRUSS co MP A N Y' 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. ®GDNFOMM1DDESIGN CONCEPT ' CONFORMS TO DESIGN CONCEPT 0 co NT:sis TOOTEDDESIGN CONCEPT WIRI CONFORMS TO DESIGN CONCEPT WITH J I]NON-CONFORMING-REYREBRESIIBMR REVISIONS AS SHOWN T.5.P C?u.Y..W:,iia N.Y3.'.L!.K MitMT CA' T.1 A 01 0" 1.0 C N..l OS. #a} .O. V.Mi fie a}t�v ... hYX.3i.11.1Uhl P. C . .fY .. _ --e' e.,TNG-REVISE AND RESUBMIT •oua:rc .r vlaan.Yn By Alda iukui Owe s!u/aa THIS SHOP CRATRIP;HAS:.EN REVIEWED FOR GENERAL C01If0RLN1ICE M I I BRA N D T ARCHITECTS WITH THE DESIGN COWAN ONLYRID DOES NOT RELIEVE THE fABRICATON!VEF�H OF Fit,'IISIBILI.Y FOR CONFORMANCE MTH THE e•— N DESIGNIAMIS S..MD SPECDFI ONS ALL Of REICH HAVE PRIORITY �� ' N OVER 1R SHOP IRAIR1f]. ACTOR SHALL VERIFY ALL DIIEHSIONS. j UCO • 1 dd'aton l� Date:Septeaber 19.2014 '11T : EER./ G INC I / \ 1 I I I I I II I I a I' 1 Al, CJ1 ail 1► _ i _ J2 I\l■ iMYUEc3�i/e%ii %►'' / CJ2 i I-,■" i/ /I�!CJ4 'MICJ3 (I i/ al, CJ5 -I , 1110111111 Cit 1 CA 'MEWL 6 12 N /II �I i� /ai///.o_CJ6( CJ7 I II. U l/ / / i CJ8 I Ilk ! j r�SII 1 cJ8 kr II 1 i 11 CJ9 cJ9 I���I, �; CJ10 I M■,': ,UU I CJ10 4 ; CJ11 111111 CJ11 ) liiiItI_ CJ10�? 1 c' CJ9 I I1 .E.�I _ •- I..Pr!_I_ CJ9 CO CJ8 I �I�I��/ .I .i .IL1F�1_ CJ7 I 10:1'll�ir VAU.a.I� CJ6 I �• 12 mg I Il II MUNI5) CB Iii' i 1111111111111ii 41J.. I CJ13 II I 01 CJ14 sImiLiI I ....r. I ,'II HGUS26.2 cJ16 _I HGU _ I i ���� I cJ17 II t1 dti Ii1I�. ,�I .;1:u=4111 I��i Ii: / II.:[�5 '_ ���Il�a II!Gt ■�� I 11111 As ji 1 JOEL. ,I\ Fr '� ¢ ¢ �" '';'n -111112 1 I' • '! f; I i ., % GARAGE LEFTm m m 9'-8 112" • 11'-71/2° 11'$" BERING WALL A0' it I _ 0 Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 T�RUSSSCAALiCULATIOSAND E: ENGINEFJ2ED STRUCTURAL PROJECT TITL `'� '�� REVISION-1: DRAWINGS FOR ALL FURTHER Pa PLAN 5-DCOFFER INFORMATION.BUILDINGumniber DESIGNER/ENGINEEROFRECORD la1= PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO & T R.• U S 5 M P A N Y 5 / D-D CHECKED BY: REVIEW AND/1PPRovE of ALL 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. MiTek USA, Inc. l 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 fines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design,values see ESR-1311,ESR-l988(MiTek). Tt r.: 6 ,, f .CSR o h 4, �.� dt' 0-26 (f D ' ilS i k� rk . tC7h'AL ``abs ,lid" „ iTit3 r1" EXPIRES 6/30/15 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 KDDF #15BTR 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 #158TA LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3a(-4068) 864 9-10=(-1382) 6446 9- 4=(-4418) 994 WEBS: 2x4 KDDF STAND 3- 4=(•2906) 618 10-11=(-2326) 10538 4-10a) -552) 2538 LOADING 4- 5=(-6996) 1538 11-12o(-2326) 10538 10- 5=(-4306) 998 TC LATERAL SUPPORT <= 12.00. UON. LL = 25 PSF Ground Snow (Pg) 5. 6=(-9246) 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- 8a(-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- 8a(-6686) 1490 12- 6= -612) 2824 TO 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 8RG AREA 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 BOG LOCATIONS REACTIONS REACTIONS SIZE SO IN. (SPECIES) TC CONC LL( 16.7)+OL( 4.7)= 21.3 LBS @ 2'- 0.0' 0'- 0.0' -682/ 3075V -34/ 41H 5.50' 4.92 KDDF ( 625) OVERHANGS: 12.0' 0.0' TC CONC LL( 16.7)+OL( 4.7)a 21.3 LBS @ 9'. 7.5' 11'- 7.5' -1228/ 5488V 0/ OH 5.50' 8.78 KDOF ( 625) ADDL: BC CON0 LL+DL= 3584.0 LBS @ 6'- 0.0' Connector plate prefix designators: [COND. 2: Desitin checked for net(-5 psf) uplift at 24 'tic spacino.l C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,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' '- ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL a -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 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 T T not exceed 19's 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 T 21.30# 21.30# 12 system and components and cladding criteria. 12Wind: 140 mph, h=2Ofi, TCDL=4.2,BCDL=6.0, ASCE 7-10, 10.007 Q 10.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 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 4 5 6 _ _ _ = 1- :A..... / -\��\ M-5x10 ,_ _ _ 4, _..I.t . J.i . , . L * c � , , v� I-I to I 1 cs o _ 1 9 10 11 12 13 6 c M-5x10 M-3x8 M-3x8 M-3x8 M-5x6 M-7x8 3564# y J, y J, y y 1, 1-09-14 2-00-13 1-11-01 1-11-01 2-00-13 1-09-14 y ), ; 1-00 11-07-08 n. 0 PR Opps JOB NAME: POLYGON PLAN 5-D NH - AH1 Scale: 0.4231 GENERAL NOTES,unless otherwise noted: 44 17 v5l 61INE / WARNINGS: 29 - OPE r 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual Truss: AH 1building component.Applicability of designparameters end proper and Warnings before bradng must commences. 9 mp H g P 2.2x4 compression web bradng be Installed where shown+, Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bradng to Insure stabil during construction 2.Design assumes the top and bosom chords to be laterally braced at '�^, Po rY b g c o.c.end at 1g'o.c.respectively unless braced throughout their length by �/+yp!.. DES. BY: L J Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). a Q 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 1 4.No load should be applied to any component until after all bradng and 4.Installation of buss Is the responsibility of the respective contractor. -7 A_ ,�b, `c/ SEQ. : 6051299 fasteners are complete and at no time should any loads greater than 5.Oesign assumes busses are to be used In a non-corrosive environment, �� 4 y 1 4, 2� L design loads be applied to any component. and are for'dry condition'of use, t�,T TRANS I D: 407540 6.CompuTrus hes no control over and assumes no responsibility for the 6'oecegssa assumes fun bearing al all supports shown.Shim or wedge if 4 p n t 0' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. /R`y1' 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 11111101111111111111 IrwhichSoftware request.MTe SA Inc./CompuTrus 7.6.6(1L)E 0c oaFrbIndicate sicooectorplte design values see ESR-1311,ESR-1988(MITeWEXPIRES:12/31/2015 ' rIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' TC: 2x4 KDDF g168TA LOAD DURATION INCREASE 1,15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 BC: 2x4 KDDF g16BTfl SPACED 24.0' O.C. 1-2'( 0) 72 2.4=(0) 0 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 OVERHANGS: 12.0' 0.0' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' •68/ 301V -23/ 81H 5.50' 0.48 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow P 1'- 9.2' -32/ 28V 0/ OH 5.50' 0.04 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ( g) 1'• 11.7' -24/ 42V 0/ OH 1,50' 0.07 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 'COND. 2: Desitin checked for net(-5 psf) uplift at 24 'oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON•CONCUAAENTLY. MAX LL DEFL = 0.003' @ •1'- 0.0' Allowed = 0.100' 1-11-11 MAX TL CREEP DEFL = •0,003' @ -1'• 0,0' Allowed = 0.133' T ( 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 10.00 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. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. 0 0 N vp V 4 0 O� 41110- M-3x4 y y y 1-00 2-00 [PROVIDE FULL BEARING:Jts:2,4,3) JOB NAME: POLYGON PLAN 5-D NH - AJ1 '' PR°F� Scale: 0.6772 \GJ�� .\.(3[N �s<0 WARNINGS: GENERAL NOTES,unless otherwise noted: -� .:.\.(31 7/5/A9b 2 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 -4t =92l 0 p E �r- Truss: AJ1 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. DES. B Y: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of continuous sheathing su h as llly unless aheathing(TC)and/or drywallgth by _ _,I� DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. rywall(BC). /rte. . 3.2x impact bridging or lateral bracing required where shown+. t. SEQ. : 6051300 4.No load should be appied to any component until after all bracing and 4.Installation of buss Is the responsibility of the respective contractor. IL- 4,OREGON ((j fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• 407540 design loads be applied to any component. end are for"dry condition"of use. qY O�b 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 2 A4. fabrication,handling,shipment and installation of components. 7necessary. provided.s n `- 6.This design Is furnished subject to the Irritations set forth by IL Platesnshall be locates ed adequate facesage lof truss, d placed so their center �`R I�•-� [III i IIIA VIII VIII VIII[III)VIII[III III) be furnished upon MTITPe SAlnBCSI,copies of lnC./CompuTrus ISofchMare 7.6.6(1 L)E request. Ines coindde with joint center Ines. 109..Digits indicate sic sizerof p ae e Iden ches. see ESR-1311,ESR-1888(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This IFdesIC LUMBign preparedER-BC from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7' 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 61&BTR SPACED 24.0' O.C. 2.3=(-96) 73 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 42.0LOCATIONS REACTIONS REACTIONS SIZE MAN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -41/ 322V -44/ 132H 5.50' 0.52 KDDF ( 625) PSF 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, IncL M,M2OHS,M18HS,M16 = MiTek MT series LLIMITED IMIIEDMSTORAGE DOES2NOTT APPLIADUE01O NOT SPITIE TO THE ALET, ICOND. 2: Desisn checked for net(-5 psfl uplift at 24 'oc soacino. 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 = 0.002' @ 1'- 0.1' Allowed = 0.054' 12 MAX BC PANEL TL DEFL = 0.002' @ 1'- 0.1' Allowed = 0.072' 10.00 MAX HORIZ. LL DEFL = -0.001' @ 3'- 10.9' 0 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. o Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), cload duration factor=l.6, Truss designed for wind loads in the plane of the truss only. el o -/ o ► ► 111 M-3x4 * J. ), y 1-00 2-00 1-11-11 'PROVIDE FULL BEARING:Jts:2,4,31 ���.,0 PR OFe-6, JOB NAME: POLYGON PLAN 5-D NH - AJ2 Scale: 0.6371 �4 �f,5i1 '02� WARNINGS: GENERAL NOTES,unlessonl upon epara -4 . > OPE f 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 Truss: AJ 2and 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 responsidgly of the building designer. 1.Additional temporary bracing to Insure stabiaty during construction 2.Design assumes the top and bottom chords to be laterally braced at AMP' po ry2•e.c.and at ie a c.respectively unless braced throughout their le lh by f'aa"•.. DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)andior drywal cj. DATE: 9/5/2014 the overall structure Is the responsibility of the bulking designer. 3.2x Impact bridging or lateral bracing required where shown++ �� OREGON�a w/� r1 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. : 6051301 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, 2� A . design loads be applied to any component. and are for'dry condition'of use. Q: 1 4 �P 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary, MFR R 1 L� fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the gnitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center I,copies of ch ll be furnished upon IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPICA In late In Inches. MIITTekU SA,lnc./CompuTrus ISoftware 7 6 6(1 L)-E request 0.lines basic connector oplfate design values see ESR-1311,ESR-1888(MITeW 9. igits Indicate size EXPIRES:12/31/2015 I JIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.7' IOG 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 TC: 2x4 KDDF g16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF p16BTfl SPACED 24.0' O.C. 1.2=( 0) 72 2.40(0) 0 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 BRG AREA OVERHANGS: 12.0• 0.0' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -27/ 313V -63/ 178H 5.50' 0.50 KDDF ( 625) 1'- 9.2' -55/ 142V 0/ OH 5.50' 0.23 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 8.7' -99/ 146V 0/ OH 1.50' 0.23 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 REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. ICOND, 2: Design 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 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' 1 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 �' MAX HORIZ. TL DEFL = -0.001' @ 5'- 7.9' 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=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, c Truss designed for wind loads oin the plane of the truss only. to co O 1- 0 M-3x4 1" 1 y y 1-00 2-00 3-08-11 [PROVIDE FULL BEARING:Jts:2,4.3) JOB NAME: POLYGON PLAN 5-D NH - AJ3 ���a PROFFs s Scale: 0.5270 �5 IN .c,._ ion WARNINGS: GENERAL NOTES,unless otherwise noted: �� V! / // / 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 ^9.PE �1"' Truss: AJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2r<4 compression web bracing must be installed where shown+. Incorporation of component is the responslbilty of the building designer. /.•' DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom ass to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length by `r!.. `I®� DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required in ere s and/or drywall(BC). / Q Po ty 9 3.to Impact bddgingoftruss or lateral bracing where shown+♦ 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. 7 OREGON 4/' SEQ. : 6051302 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, `- V 2o�>k A+ TRANS I D: 407540 design loads be applied to any companent 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. 14,. �P fabrication,handling,shipment and installation of components. necessary. [� 1 6.This design Is furnished subject to the limitations set forth 7.Design assumes adequate drainage Is press,and C R R 11-\' heir center I/WTCA in 11111111111011111 MITTpe USA,Inc.SI,copies of/CompuTfus ich Software 7.6.6ll be (1 L)-E�upon request. enter Ines. U.Foo b lines coincide size o8.Plates shall be th f plate sign values on both faces see ESR-1311 ESRlaced so`7988(MITeW 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF 918BTR SPACED 24.0' 0.C. 2-3=(-64) 38 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 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' -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 LIMIIEDMSTORAGE DOEDOES 2NOT APPLIRDUE0TO NOT SPITIALET. •I LIMITED E ICOND. 2: Design checked for nett-5 psfl uplift at 24 'oc spacina 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' 1' f MAX TC PANEL TL DEFL = -0.002' @ 1'- 2.9' Allowed = 0.196' MAX HORIZ. LL OEFL = 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 -1 system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads rn in the plane of the truss only. 0 0 0 N th,_/- 4- 0 - 0O 0, ►� 4►� M-3x4 1, y .1 1-00 2-00 (PROVIDE FULL BEARING:Jts:2,4,31 ��0 PROF JOB NAME : POLYGON PLAN 5-D NH - ASJ1 '\ rss Scale: 0.6772 <0 OINF /O WARNINGS: GENERAL NOTES,unless otherwise noted: . :4 . 921 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 an Individual Truss: ASJ 1 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2e4 compression web bradng must be Installed where shown+, incorporation of component is the responsibility of the building dsigner. 3.Additional temporary bradng to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at .1® DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.o.and at 1a'c.c.ouch asvely unlss braced throughout their le th by -4'•UMW!- po ty continuous sheathing such plywood sheathing(TC)and/or drywallBC). �Q DATE: 9/5/2014 the overall structure la the responsibility of the building designer. 3.2x impact bridging or lateral bradng required where shown++ �L QREGON�� �� 4.No load should be applied to any component until after all bradng and 4.Installation of truss la the responsibility of the respective contractor. SEQ. : 6051304 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, y 2 design loads be applied to any component. and are for'dry condition"of use. t� TRANS I D: 407540 5.CompuTrus lour has no control over and assumes no responsibility for the e, sign assumes fun bearing at all supports shown.Shim or wedge If /O �rbi 4 0�� fabrication,handling,shipment and Installation of components. 7.Design necessary.assumes adequate drainage is provided. `n R`0- 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 - upon IIIIII II II VIII VIII VIII VIII VIII IIII III MTITpek USA,IncIn I,copies of (Software 7 6 6ch wit be (1 L) -E request. 9.0.FForrInes coindde with joint center Ines. ib basic ectoroplplate te design ues see ESR-1311,ESR-1988(MRek) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 TC: 2x4 KDDF #16BTR 19-11-08 GIRDER SUPPORTING 43-09-00 FROM 0-00-00 TO 14-11.08 1- 2=(-4208) 990 1.12e( .700) 3012 12- 2=( -652) 2762 17- 8=(-2250) 562 BC: 2x6 KDDF #18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3e(-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) 2628 3-13=( -126) 758 8-19=(•3356) 864 2x6 KDDF #2 A LOADING 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) 2418 14- 4=( -368) 1860 TC LATERAL SUPPORT <e 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 <= 12.00. UON. TO 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=) -740) 282 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 15'- 11.5' TO 19'- 11.5' V 8- 9e(•3932) 1020 18.19=(•1390) 5802 15- 6=(-8356) 2104 BC UNIF 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 10.10=(-53200) 1322 19.10=( -908) 3932 16-17=) -678) 754 2882 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 4'- 0.0' 17- 7=( -714) 3176 , TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 15'- 11.5' BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 0.0' 12.0' AODL: BC CONC LL+DL= 3584.0 LBS @ 13'- 11.5' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -912/ 3929V -83/ 74H 5.50' 6.29 KDDF ( 625) ConnectorCpla (or no prefix) = ors uTrus Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 7.3' -2972/ 11613V 0/ OH 3.50' 7.82 KDDF (1485) P flEQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 19'- 11.5' -934/ 3796V 0/ OH 5.50' 6.07 KDDF ( 625) M,CN,C18MCN1B (or n Mprek MT series ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Join together 2 ply with 3'x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND, 2: lesion checked for net(-5 psf) uplift at 24 'oc spacing,' 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'- 1.6' 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' 6 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. 7' 9' oc in 2 row(s) throughout 2x6 webs. MAX TL CREEP DEFL = -0.100' @ 14'- 1.5' Allowed = 0.71717' 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 1' T f 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' 1' '12 T 128# ' � f 12 f 1' 028# T NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 7 10.00 7 N10.00 Design conforms to main windforce-resisting M-4x6 M-4x6 system and components and cladding criteria. M-4x6 e Wind: 140 mph, h=20,9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4� - - `, (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), M-4X6 load duration factor=l.6, M-5x16 Truss designed for wind loads M-5X11 M-3x4 M-5x12 M-1.5x3 in the plane of the truss only. 3 5 tinWRIM4-' _ 1-I 12 13 M 14 15 16 4 17 18 19 1 0 M 5x8 4x6 M•3x6 M-1.5x3 M-7x8 M-4x8 M-3x6 M-5x1 0 C 1, 1, 1, 1, M-8x141, 1, y 'r.3584# y y 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 1, 1, 1, 1, 8-04-08 0-05-08 11-01-08 1-00 1, /, 1, (PROVIDE FULL BEARING'Jts'1 15 101 19-11-08 1-00 JOB NAME: POLYGON PLAN 5-D NH - BH1 Scale: 0.2765 eco „ke l NE,,p�sso�J_ WARNINGS: GENERAL NOTES,unless otherwise noted: 4. //ll ! --v-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 an Individual -1' 4 P E 1- T r u s s: BH1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+. Incorporation of component is the responslbiity of the building designer. 4/ DES. BY: LJ 3.Additional temporary bracing to Insure stabiity during construction 2.Design assumes the top and bottom chords to bo laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'0.5.respectively unless braced throughout their length by 441.1.'' - - continuous sheathing such asplywood sheedwherC)and/or drywaa(BC). / {p'�- DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown y 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '1,7 OREGON (V SEQ. : 60513 05 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 Za���� design loads be applied to any component and are for'dry condition'of use. / TRANS I D: 407540 5.CompuTms has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, (SP fabrication,handling,shipment and Installation of components. necessary. provided. MFR R V�..�^ v 6.This design Is furnished subject to the imitations set forth by 7.Plates shall be locassumes ated onaboth drainage a ts, nd placed so their center 111111111111111111111 MTe SAINWCA^IncsI,copies of/CompuTrus(ch Software 7 6 6(1 L)E request. 10.Folinr basic s onnecto de with oplate design values see ESR-1311,ESR-1988(MiTek) int center hes. 9.Digits indicate size of plate In Inches. EXPIRES:12/31/2015 IIMMIMIIMIIIMINIMIIIIMIMIMIIIIMIMIMIIIMIIMMIIMIIMIMIIIMIIMIIIMMII - IIIIIIIIIIIIII 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 KODF 918BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KODF (116BTR SPACED 24.0' 0.C. 2-3=(-67) 43 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. MON. 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' -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 LLIMITED IMIIEDMSTORAGE DOES2NOT APPLIRDUE0TO NOTO THE SPITIALET. ICOND. 2: Design checked for net(-5 ssf) uplift at 24 'oc soacino.I 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' 1-11-11 AND BOTTOM TOM 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' MAX TC PANEL LL DEFL = 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 = -0.005' @ 1'- 12.0' Allowed = 0.206' 10.00[7 MAX HORIZ. LL DEFL = -0,000' 9 1'- 10.9' MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9' NOTE:Design assumes moisture content does -/ not exceed 1996 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, rn (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), D load duration factor=l.6, c Truss designed for wind loads D in the plane of the truss only. N o D 1161- f- ►.14 -, M-3x4 y y y 1-00 4-00 (PROVIDE FULL BEARING:Jts:2.3.41 4« �p PRQp JOB NAME: POLYGON PLAN 5-D NH - BJ1 Scale: 0.6882 �� o �� 15%! �*17 . WARNINGS: GENERAL NOTES,unless otherwise noted: +r ;92osPE { 1.Bulkier and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an IndWidual /2s•_ Truss: BJ 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 responsibiity of the building designer. 3.Additional temporary bracingto Insure staN6 duringconsWcdon 2.Design assumes the top and bottom chords to be laterally braced et 4/�" mpo ry ry T o.c.and at 10'o.c.respectively unless braced throughout their le th by �f A DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(TC)and/or drywalllC). 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 applied to any component until after all bracing and 4.Installation of truss Is the responsldlity of the respective contractor. '3't., SEQ. : 6051306 fasteners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used In a non-corrosive environment "7-91.-OREGON A-L design loads be applied to any component. and are for"dry condition"of use. Q 1 4 `-T- 6.Design assumes full bearing at ed supports shown.Shim or wedge If TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. Mtn/ F3 y �. fabrication,handling,shipment and Installation of components. 7.Design umes adequate drainage is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center - - upon lines coincide with Joint 1 111111 11 1111111 11111 11111 VIII 111 1111 1111 MITe USA,Inc../CompuTrus IANTCA in BCSI,copies of lSoftware 7.6.6ch will be (1L)-E request. 1nter Ines. g0.FForrib sicca nectorof platedee sign values see ESR-1311,ESR-l9ti8(MITek) EXPIRES:12/31/2015 1E111 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 KODF g16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF N18BTR SPACED 24.0. O.C. 2.3e(-95) 77 TC LATERAL SUPPORT <= 12.00. 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 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' -35/ 332V -44/ 132H 5.50' 0.53 KDDF ( 625) 3'- 9.2' 0/ 49V 0/ OH 5.50' 0.08 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/ 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. ICOND. 2: Design checked for net(-5 psfi uplift at 24 'oc spacinQ.I 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' 3-11-11 MAX TC PANEL LL DEFL = 0.042' @ 2'- 5.3' Allowed = 0.305' MAX TO 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' NOTE:Design assumes moisture content does not exceed 1996 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, he20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), coload duration factor=l,5, o Truss designed for wind loads cin the plane of the truss only. M m o PPAIIIMINI0 o� ► 4� M-3x4 1, 1, 1, 1-00 4-00 (PROVIDE FULL BEARING:Jts:2,4,3I PRO 90 JOB NAME : POLYGON PLAN 5-D NH - BJ2 Scale: 0.5824 �pJ' '-' (�;N �Fp��0 WARNINGS: GENERAL NOTES,unless otherwise noted: �L� / Ir��/! ! �-�7 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' o S 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+. incorporation of component Is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to insure stabiity during construction 2.Design assumes the top and bottom chords to be lareraily braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.e,and at te'o.c.respectively unless braced throughout their length by �r-. r(® DATE: 9/5/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheet when C)and/or drywall C). Po ty 0 3.it Impact bridging or lateral bracing required where shown++ - OREGON 1C 4.No load should be spied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6051307 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a non-corrosive environment, 1• -,, N� design toads be applied to any component. and are for"dry condition"of use. / q y �� A_1. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibiity for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �, 1 4 fT fabrication,handling,shipment and Instalatlon of components, necessary. provided.s MFR R{k-' 6.This design Is famished subject to the limitations sat forth by 7.Designaeshall be locatedd on both fadequate ces)of trus, d placed so their center C 111111 IIII IIII)(IIII(IIII IIII)IIII IIII IIII TPI/WTCA In SCSI, which furnished request. 9. MITe USA,lnC/CompuTfus Software7.6.6(1L)E 10. coincide Forrbic connector plate design values see ESR-1311,ESR-1888(MITek) 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 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF p1&BTR SPACED 24.0' O.C. 2-3=(-205) 171 3.4=( -58) 25 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12.0C. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -16/ 314V -64/ 179H 5.50' 0.50 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 8.2' -139/ 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. ICOND. 2: Desitin checked for net(-5 oft uplift at 24 'oc spacina.l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -/ MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TO PANEL LL DEFL = 0.009' @ 1'- 10.0' Allowed = 0.286' ) MAX TC PANEL TL DEFL = -0.008' @ 1'- 11.4' Allowed = 0.428' 12 7 MAX HORIZ. LL DEFL = -0.002' @ 5'- 8.2' 10.00 MAX HORIZ, TL DEFL = -0.002' @ 5'- 8.2' NOTE:Design assumes moisture content does not exceed 1906 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 0 o Wind: 140 mph, h=21.6ft, TCDL=4.2,B0L=6.0, ASCE 7.10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, ui Truss designed for wind loads in the plane of the truss only. V) `* 0 110.- 1 5 1110- 1PLIIIMIMIINIIIIIIINIIIMIIIIIM0 M-3x4 y y y y 1-00 4-00 1-08-15 !PROVIDE FULL BEARINO:Jts:2.5,3,41 • CEO PR Opess JOB NAME : POLYGON PLAN 5-D NH - BJ3 Bt ale: 0.5270 �� ,, IN 'o w� ` l5ll7 * WARNINGS: GENERAL NOTES,unless otherwise noted: �' -!9�/OP 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: BJ3buildingcomponent.Applicability of design parameters and proper / and compressionoress beforewebracing must bmmsnces. Incorpration of component Is the responsibiiy of the buildindesignee 2.2s4 web bracing be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at de 3.Additional temporary bracing to Insure slablity dudng construction 2'o.c.and at 10'c.c.respectively unless braced throughout their lengpth by .,,.."401.,.� DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). sw 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 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. /j tx �� SEQ. : 60513 08 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment. �Lj 7,tf y N design loads be eppOed to any component and are for'dry condition'of use. t� TRANS I D: 407540 5.CompuTrae has no control over and assumes no responsibiliy for the 6 Design assumes hu t bearing at all supports shown.Shim or wedge If n b1 R¢t'` �f necessary. `ii . i.M� fabrication,handling,shipment and Installation of components. 7.Design 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 of truss,and placed so their center IIIIII II II VIII VIII I III VIII VIII lIII III) TPI/WICA In SCSI,copies ofwill be furnished upon MITe USA,Inc./CompuTruo whISoftwmro 7.6.6(1 L)E ch request. r coincide ectlt center Ines. OFoalobrptedesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 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 IC: 2x4 KDDF N16BTA LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #15BTR • SPACED 24.0' O.C. 1-2=(-48) 41 1-3=(0) 0 IC LATERAL SUPPORT <= 12'OC, 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 SO.IN. DL ON BOTTOM CHORD = 10.0 PSF (SPECIES) Connector plate prefix designators: 0'- 0.0' -13/ 98V -18/ 42H 5.50' 0.16 KDDF ( 625) C,CN,CI8,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,M20HS,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 ICOND. 2: Design checked for net(-5 oaf) uplift at 24 'oc spacing.l 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 f 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 load duration factor=1 .6, t.2, Exp.B, MWFRS(Dir), 10.00 '' Truss designed for wind loads in the plane of the truss only. rn 0 0 0 N M,_ 8. PAWILJIIIIIIIIIIIIIIIIII 8. 8,- 10.---- -4 3►� - M-3x4 * y 2-00 (PROVIDE FULL BEARING;Jts:1,3,2j JOB NAME : POLYGON PLAN 5-D NH - BSJ1 Scale: 0.7703 `G,AN... NRS/[TF��Y�0.,, WARNINGS: GENERAL NOTES,unless otherwise noted; �� //�/j / 2.9. 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 4Z. 7,921,0PE ti' Truss: BSJ 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 responslblty of the building designer. DES. B Y: 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.c,and at 10'o.c.respectively unless braced throughout their length by ` '�l► DATE: 9/5/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)d and/or drywall(eC). / '�� - 3.2x impact bridging or lateral bracing required where shown++ �/: CC 4.No load should be applied to any component until after all bracingand 4.Installation -•37, ,,OREGON <C/ atlon of truss Is the responsibility of the respective contractor. SEQ. : 6051310 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, / Y O\a ^. TRANS I D: 407540 design loads be applied to any component. and are for"dry condition'of use. 1 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 T' fabrication,handling,shipment and installation of components. necessary. ��. 6.This design Is furnished subject to the limitations set forth 7.DesignPlatesassumes on botdrah face is f truss,end 4,/, -,i,R �..�. I IIIIII VIII VIII VIII VIII 11111 11111 IIII IIII TPIANTCA In SCSI,copies of which will be furnished uponquest. 8.lines coincide hall bewith joint center Ines.of truss, placed so their center • MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 190.FForrits basicconnecate ctor ple of ate desilate In gn values see ESR-1311,ESR-1888(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2.10=( -983) 3050 3.10=(-298) 299 BC: 2x4 KDDF r#16BTR SPACED 24.0' 0.C. 2- 3=(-3345) 1280 10-11=( -749) 2567 10- 4=(-182) 615 WEBS: 2x4 KDDF STAND3. 4=(-3184) 1317 11.12=( -413) 1876 4.11=(-746) 536 LOADING 4- 5=(•2473) 1183 12-13°) -791) 2399 11- 5=(-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 <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3187) 1318 12- 6=(-747) 536 TOTAL LOAD = 42.0 PSF 7- 8.(-3348) 1281 6.13=(-1B3) 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 BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 012. LBEARINGS MAXCVIRTS MAXCTIONS SIZE MIN. (SPECIRE) M,M20HS,M18HS,M16 = MiTek MT series THE EBOTTOMAD ACHORD T ADEAD(LOADPISIAIMINIMUMBY BOF210 PSF. 0'- 0.0' -341/ 2026V -2621 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 nett-5 osf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LLoL/240, TL=L/1B0 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 Tf 1. 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. T f 12 Design conforms to main windforce•resisting 12 system and components and cladding criteria. 6.00 M 4X6 Q 6.00 4Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 hf load duration factor=l.6, M-5x8(S) M 5x8(S) inuthess dplaneeofd fthetruss or wind loads 0.25" 0.25" V/-.'\''4141111111M-1 J� M-1.5x3 .5x3 100/9( N r \ / o 1- ( T 13o o M-3x8 M-3x4 0.25" 0.25 M-3x4 M-3x8^\ O M-5 y J. M-5x1'8(5) y y y y , y 9-00-11 8-11-05 7-11-14 8-11-05 9-00-13 y y 44-00 1-06-12 1 os-i2 ���fl PROF�s� JOB NAME : POLYGON PLAN 5-D NH - Cl Scale: 0.1506 WARNINGS: GENERAL NOTES,unless upon e noted: cc' a 925 P E r 1.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 ./ Cland Warnings before construction commences. building component.Applicability of design parameters end proper // Truss: C 2.2X4 compression web bredng must be Installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bred to Insure atabi6 duringconstruction 2.Design assumes the top end bottom chords to be laterallybraced at ®�i' po ry ty 2'o.c.and at 10'o.e.respectively unless braced throughout their lennggthth by `/a►,. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or d ywetl(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++ y` OREGON to 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. qf SEQ. : 60 51311 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In anon corrosive environment, t2.0A+ design loads be applied to any component. and are for-dry condition-of use. /Q y 1 4 `. 6.Design assumes full bearing at all supports shown.Shim or wedge If f TRANS I D: 407540 6.CompuTrus has no control over and assumes no responsibility for the necessary. MFR R r 5.,^ fabrication,handing,shipment and Installation of components. 7.Design umes adequate drainage Is provided. 6.This design Is furnished subject to the irritations set forth by 5.Plates shell be located on both faces of truss,and placed so their center 111131111111111111111 TPIANTCA In swhich request. MITo USA,Inc./CompuTrus Software 7.8.6(11)E Ones coindde with joint center Ines. 0Digits cectoarbasiconnorplte design values see ESR-1311,ESR-1585(MITek) EXPIRES:12/31/2015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0' TC: 2x4 KDDF H18BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WA/ODF/Cq=1,00 1- 2=( 0) 79 2- 9=(•1042) 3021 3. 9=(-298) 299 BC: 2x4 KDDF g188Tfl SPACED 24.0' O.C. WEBS: 2x4 KDDF STAND; 2- 3=(•3324) 1271 9.10=( -809) 2538 9- 4=(•102) 616 2x4 DF STAND A LOADING 3. 4=(•3164) 1308 10-11=( -431) 1847 4.10=(•746) 536 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-2452) 1174 11-12=( -780) 2358 10- 5=(•406) 1050 BC LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(•2444) 1195 12- 8=(-1049) 2770 5.11=(•396) 1027 TOTAL LOAD = 42.0 PSF 6- 7=(-3106) 1368 11- 6=(-721) 526 OVERHANGS: 18,8' 0.0' 7- 8=(•3267) 1326 6.12=(•226) 561 LL = 25 PSF Ground Snow (Pg) 12- 7=(•247) 336 "" For hanger specs. See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. L00C- 00.00 -342/AC2021(V -247EACT257H 5.50' 3.23N KDDFP(C625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M,M20HS,M18HS,M16 = MiTek MT series 43'• 9.0' -274/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) JT 8: Heel to plate corner = 2.50' !COND. 2: Design checked for net(-5 psfl uplift at 24 'oc soacino.I 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 = 0.208' MAX LL DEFL = 0.205' @ 18'- 0.0' Allowed = 2.142' MAX TL CREEP DEFL = -0.386' @ 18'- 0.0' Allowed = 2,856' MAX HORIZ. LL DEFL = 0.083' @ 43'- 3.5' MAX HORIZ. TL DEFL = 0.135' @ 43'- 3,5' NOTE:Design assumes moisture content does 21-11-15 not exceed 19% at time of manufacture. 21-09-01 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 T f 12 f Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 Q 6.00 load Heighton,factorsed, Cat.2, Exp,B, MWFRS(Dir), 54.0" Truss designed for wind loads M-5x8(S) 11�, in the plane of the truss only. 0.25" M2-5x8(S) M-1.5x3 1 ,r\ M-1,5x3 \ '\lp,M M-3x8 0 o g • T A 8 o M-3x8 M-3x4 18.25" 0.251 M-3x4 "�6 O y M-5x8(S) M-5x8(S) L. 1 J y J. y 9-00-11 8-11-05 7-11-14 8-11-05 8-09-13 1-06-12 43-09 1, JOB NAME : POLYGON PLAN 5-D NH - C3 �,S,a PROF, Scale: 0.1508 � GIN�p �s/� WARNINGS: GENERAL NOTES,unless otherwise noted: w 15 7I{'Y 2 C3 r� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual .192 0 P E 9r Truss: C3 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 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,c,and Cl 10'dc.respectively unless braced throughout their length by dmwA� *�. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheatNng e s and/or drywali(BC. r 8 3.2x Impact bridging or lateral bracing required where shown++ a r SEQ. : 6051312 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. yL ._OREGON fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, -'7 �/ TRANS I D• 407540 design loads be applied to any component. and are for"dry condition"of use. L� ' 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, Z� \"T' fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage necessary. s p � t � IIIIII ILII VIII IIID VIII VIII ILII III IIII 6 TPIIWTCA in SCSIThis design Is S copies of which vda be furnishedhed subject to the irritations set(orth by upon request. 8.Anes coincide with joint on both faces na gl of tru�sseand placed so their center �� R R V 4 MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 90.For lbasits a connector cate size plate design valate In ues see ESR-1311,ESR-1988(Wok) EXPIRES:1 2/31/2015 111111111 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 4WRIDEF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-13=(-1956) 5870 3.13=( -154) 354 2x6 KDDF #1&BTR 72, T32. 3=(•6766) 2286 13.14=(-3060) 8274 13- 4=( -486) 1888 BC: 2x6 KODF #1&BTR 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=( 0) 0 15.16=(-304B) 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'OC. UON. TC UNIF LL( 50.0)+OL( 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)+OL( 40.0)= 40.0 PLF 0'- 0.0' TO 43'- 9.0' V 8.10=(-5882) 2106 8.16=(-2866) 1340 9-10= 0) 0 ( 1O.16=( -482) 1834 NOTE: 2x4 BRACING AT 24'OC UON. FOR TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0' 10-11=(-6614) 2318 16.11=( -190) 392 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS 8 34'- 0.0" 11-12=(-6548) 2250 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 20.0' 0.0' AEOUTAEMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SO.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,C18,0N18 (or no prefix) = CompuTrus, Inc ( 2 ) complete trusses required. ICOND. 2: DesiOn checked for net(-5 psfl uplift at 24 'oc spacinO.) M,M20HS,M18HS,M16 = MiTek MT series J Join together 2 ply with 3'x.131 DIA GUN '- 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' 9' oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.005' @ -1'- 8.0' Allowed = 0.222' �/M�/ 9' oc in 2 row(s) throughout 2x6 bottom chords 9• oc in 1 row(s) throughout 2x4 webs. , MAX LL DEFL = 0.269' @ 22'• 0.0' Allowed = 2.142' 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' 8 43'. 3.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 1, system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All g ),fEnclEnclosed, Cat.2, Exp.B, MWFRS(Dir), load duration 24-00-10 9-08-11 Truss designed for wind loads T 9-11-11 T 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 0-063330#08 4 .� 4-10-03 f T T 4533.30# . 12 12 M-7x8(5) D 6.00 6.00 M 5x6 M-3x5 0.25" M-3x5 M-5x6 6 y 8 • 79 13,. °°.".1 \/\/ >%%%%\%.1::-3x8 -1.5x3 M 1.5x3 + 1 M 3x8 0 c13 14 1 15 16 *12o o /r^M-3x8 M-3x8 0.25" 0.25' M-3x8 O M-7x),8(5) M-7x8(S) (S) J' J• b 9 03-07 y 8-06-04 8-04-08 8 06 04 9-00-07 y 1-08 43-09 ��Ep PRpFfiss JOB NAME: POLYGON PLAN 5-D NH - CH1 3oale: D.i499 �5 GPR 44 11 x'15/1 °�.� WARNINGS: GENERAL NOTES,unless othervdse noted: 4 92•S P E r �.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 Truss: CH1 t 1 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 responsiblity of the building designer. 3.Additional temporary bracing to insure stabiity during construction 2.Design assumesdthe top and bottom chords bracedo d throughout laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of c2ntin and at 10n.such asvpy dss /o their length). `�.- Q continuous sheathing such plywood sheatNng(TC)and/or drywaa(eC). DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown v. OREGON +C 4.Na load should be appled to any component until after all bracing and 4.Installation of truss is the responsiltty of the respective contractor. 2 A� ci SEQ. : 6051313 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition of use. `/ 1 4-, 0 6.Design assumes full bearing at all supports shown.Shim or wedge if r TRANS I D: 407 540 S.CompuTrus has no control over and assumes no responsibility for the necessa 4C R`i l�� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. - - - 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 - ncide with joint center lines. IIIIII II 111111111111111111 11111 IIII IIII MITBek SA,IANTCA rInc.SCompuT s which Software 7.6.6(10-E request. Ones 10.Porrib sic cows In Inches. ectoropletetdesign values see ESR-1311,ESR-1988 Ov11Te1Q EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0' TO: 2x4 KDDF N188Tfl LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 2X6 KDDF g16BTfl T2, T3 SPACED 24.0. 0.C. 1- 3e( 0) 84 2-13=(-1346) 2900 3.13=( -97) 178 BC: 2x6 KDDF g1✓kBTfl 2- 3=(-3372) 1652 14-14=(-1691) 3901 13- 4=( -331) 1025 WEBS: 2x4 KDDF STAND LOADING 43-- 4=(-3183) 1579 14-15=(-1739) 4230 13- 6=(-1371) 647 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=( 0) 0 15-16=(-1701) 3873 6.14=( •18) 401 TO LATERAL SUPPORT <= 12'OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 4- 7=(-4091) 1452 16.12=(•1313) 2765 17. 5=( -257) 154 BC LATERAL SUPPORT <= 12.00. VON. TOTAL LOAD = 42.0 PSF 6- 7=(-4061) 1945 -276) 155 7- 8=(-4043) 1898 15- Be)B=( •18) 418 LL = 25 PSF Ground Snow (Pg) 8.10=(-2734) 1407 8.16=(-1397) 647 NOTE: 2x4 BRACING AT 24'OC 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 1 -12=(-3258) 1527 16-11=( •31) 219 111- REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12=(-3258) 1576 OVERHANGS: 20.0' 0.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONSAING MAX VERT MAX REACTIONSHORZ SIZEBRG REQUIRED BAG AREA M-1.5x4 or equal at non-structural REACTIONS S.,IN. (SPECIES) vertical members (tion). 0'- 0.0' -404/ 2034V -104/ 114H 5.50' 3.25 KDDF ( 625) .1' For hanger specs. - See approved plans 43'- 9,0' -337/ 1837V 0/ OH 5.50' 2.94 WOOF ( 625) Connector plate prefix designators: [COND. 2: Design checked for net1-5 nsfl uplift at 24 'oc spacing,' C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,M16 = MiTek MT series 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 = 0.293' @ 22'- 0.0' Allowed = 2.142' MAX TL CREEP DEFL = -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=4.2,9001=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, 13-00-11 Truss designed for wind loads 5-01-03 4-04 3-05-09 2 09-1 T 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 6.0017 M-7x8(5) Q 6.00 M-5x6 M-3x5 0.25" M-3x5 M-4x6 ��v mosac a M-1.5x3 M-1.5x3 1 AIWA 0, /AitkN_h-'4N11W M-3x8 cc / 1!e mm _ c M-3x8 M-3x8 10.25" 0.255 M-16 3x8 •�2 o y y M-718(S) M-7�(S) y o 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 •y 1-08 43-09 y JOB NAME : POLYGON PLAN 5-D NH - CH2 .1' PR°FE Scale: 0.1499 <0 t INF /0 WARNINGS: GENERAL NOTES,unless otherwise noted: 451 v/5/! �/"p �+ u rf 1.Builder and erection contractor should be advised doll General Notes 1.This design is based only upon the parameters shown and is for an Individual =92 OPE ti' Truss: CI IG 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 responsibility of the building designer. /'/ DES. BY: LJ 3.Additional temporary bracing to Insure stebisty during construction2.Design assumes the top and 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 lenggth by ` ��► DATE: 9/5/2014 the overall structure la the responsibility of the deal continuous sheathing sueh as plywood sheething(TC)and/or drywall(BC). / ,,li building 9 ner. 3.2x Impact bridging or lateral bracing required where shown++ r Q SEQ. : 6051314 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. T7� A_OREGON N <(,/ fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, _'7 TRANS I D• 407540 design loads be applied to any component. end are for"dry condition"of use. 6.Design assumes full beadng at all supports shown.Shim or wedge if Q 14 T 5.CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and Installation of components. necessary. provided. III II IIIII IIIII IIIII II IIIII IIIII IIII III) 6 TPThIs INVrCA in n BCSI copieshed bject to theof which will be furnisheds set forth by upon quest. 9.Design scshall olndde with Joint on centerlines. eslot truss,Band placed so their center � �R)�� MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 190.FForrlbasts iciconnector plslze of ate desiate In gn values sea ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIII�I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF /11&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-13=(-1067) 2889 3-13=(•152) 199 BC: 2x4 KDDF 111&BTR SPACED 24.0' O.C. 2- 3=(-3317) 1286 13-14=( -914) 2657 13- 4=( -33) 359 WEBS: 2x4 KOOF 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 IC 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=) 0) 0 9.16=(-285) 791 LL = 25 PSF Ground Snow (Pg) 9-10=(-2551) 1111 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=1 -79) 251 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BflG 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/ 191H 5.50' 3.25 KDDF ( 625) 43'- 9.0' -251/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN/8 (or no prefix) = CompuTrus, Inc (GOND. 2: Desian checked for net(-5 psfl uplift at 24 'oc spacin0.1 J,M12: eel to plate= Mcorn MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 JT 12: Heel to 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. 0 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 10-08-1016.04-11 Design conforms to main windforce-resisting T system and components and cladding criteria. • 5-02-03 0-04 08 5-04-05 �� 5-05-11 5-04-06 ff f Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-07-06 5-05-11 5-04-05 0-04-08 5-02-03 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l,6, 12 Truss designed for wind loads 12 M-4x6 M-4X6 Q 6.00 6.00 i7. M-3x8 in the plane of the truss only. M-5x6(S) M-5x6(5) 0.25" 0.25" 0 M-1.5x34\ 1 + + 111-1.5x3 /1* M A M-3x10 c T 13 1' 1517 *'12 o o / M-3x8 M-3x4 10 a.25" M-1155x3 0.25 M-3x4 G M-5x8(S) (S) y M-5x8(S) (S) ), y 8-04-03 y 7-09-04 5-10-09 5-10-09 7-09-04 8-01-03 1-08 43-09 WEDGE REQUIRED AT HEEL(S). E PR JOB NAME: POLYGON PLAN 5-D NH - CH3 s4 IN6(�n Scale: 0.1483 �c� 1li'u is i ti�7 ./fes WARMNGS: GENERAL NGTE%unless otherwise noted: �!/ OPE �+u 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual Truss: vI t3 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 steblity 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 c ntin and at sa• in respectively as plywoody ss braced(TC)throughout their lath try P�- �, continuous sheathing such as sheathing(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 bradng required where shown++ OREGON b ac/ 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. 2 nP1 SEQ. : 6051315 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, design loads be applied to any component and are for'dry condition'of use. L/Q -ir 14, 0� 6.Design assumes full bearing at all supports shown.Shim or wedge If V: TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility eats.for the necessary. FR R y O.. fabrication,handling,shipment and Installation of components. 7.Design 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 of truss,and placed so their center 1111111 VIII IIID 1111 VIII VIII VIII 111111 TPINVICA In BCSI,copies of which will )- requestlines Digits Indicate of MIITe SA,Inc./CompuTrus Software furnished upon 1ndde with joint center Ines. 0onedorplaa design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII TPACIFIC LUhidesignMBEpR-Brepared from computer input by • C LUMBER SPECIFICATIONS LU: 2x4 ECIF C1TIOfl TRUSS SPAN 44'- 0.0' BC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER 2.14u FORCES 4WA/DDF/Cq=1.00 • WEBS: 2x4 KDDF STAND SPACED 24.0. O.C. 2- 2=( 0) 84 4.14=(-1262) 2926 3.14=(•151) 184 3=(-3337) 1610 14.15=(-1142) 2696 14- 4=( -22) 359 LOADING 3- 4=(•3135) 1578 15.16=(•1120) 2476 4.15=(•523) 297 C LATERAL SUPPORT <= 12.00, UON, LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-2589) 1493 16.17=(•1120) 2476 15- 5=(•357) 819 BC LATERAL SUPPORT <= 12'OC. UON. 5- 7=( 0) 0 18-12e(•1346) 2619 15- 7=(-460) 298 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 NOTE: 2x4 BRACING AT 24.00 UON, FOR 8- 9=( 0) 0 7.17=(•463) 298 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 8-19= •25809.17=(-357) 819 ( ) 1493 10-18=(•-23) 297 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-337) 1578 18.11x( -21) 359 OVERHANGS: 20.0' 20.0' LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11-12.(-3337)0 1610 18.11=(-151) 184 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M-1.5x4 or equal at non-structural vertical members (urn), BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' 444/ 2038V -198/ 19H 5,50' 3.26 KDDF ( 625) M,M2OHS,M18HS,M16 MiTek MT series 44'• 0.0' -444/ 2038V 0/ OH 5.50' 3.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022' @ -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' 5-07-06 5-02-03 5-05-11 3-03-09 2-05-042-05-04 3-03-09 5-05-11 5-02-03 5-07-06 T NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 6.00 p 12 Design conforms to main windforce-resisting M-4X6 M-3x8 M-4x6 Q 6.00 system and components and cladding criteria. 7 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6(S) `7 (All Heights), Enclosed, Cat,2, Exp.B, MWFAS(Dir), M-5X6 S load duration factor=l.6, 0.25" ( ) Truss designed for wind loads 0.25" in the plane of the truss only. d. 0 / x31.5x3 5x31111111/11r + + 1 ....0) \ / c r 0 14 ){ � $ R o M-3x8 M-3x4 u.25" M-11 5x3 0.25'7 18 '..\3 o M-3x4 M-3x8 0 M-5x8(S) M-5x8(S) (S) J. /, y y 3. /, y ). 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-04-03 1-08 44-00 y y 1-08 JOB NAME: POLYGON PLAN 5-D NH - CH4 <c.,R\ D PROpe Scale: 0.1623 IN cSO WARNINGS: GENERAL NOTES,unless otherwise noted: 414 17/�/ CH4 1.Builder and erection contractor should be advised des General Notes 1.This design is based only upon the parameters shown and Is for en Individual =92.0 P E �r� Truss: C 14 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be Installed where shown+. Incorporation of component is the responsibility of the bvlldinp designer. / DES. BY: LJ 3.Additional temporary bracing to insure stebikty 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 7 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. continpact uuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `+_�!.. ��" 4.No load should be applied to any component until alter an bracing and 4.Installation of is thor le responsibilityeral required the respedJve contractor. - Q TSEQ. : 6051316 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.. O O>\a "!(j RANS I D• 407540 design loads be applied to any component. and are for"dry condition'of use. '7 5.CompuTrus has no control over and assumes no responsibifty for the 6.Design assumes hill bearing at all supports shown.Shim or wedge If Q 1 4 2 t�� fabrication,handling,shipment and Installation of components. necessary. 1 f_ 6.This design Is furnished subject to the limitations set forth 7.Design8. lates shall assumes adequateonboth drainageces Isprovided.,and MFR RI `+ �. eir center IIII I VIII VIII VIII VIII VIII VIII II I IIII MiTek USA,nBCSI,copies of lnc./CompuTrus whichwill IWafa 7.6.6(1 L)E�request. 10.DiFogits Ind calines n a locatedwith pplate design values see ESR•17Iic1eESRd so�198e(MITek) 'ii rl L EXPIRES:12/31/2015 This design BER-BpreparedC from computer input by IIIIIIIIIIII�I # TRUSS SPAN 6'• 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PEOIFICATIONS LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF 16BTR SPACED 24.0' O.C. 2-3=(-71) 97 BC: 2x4 KDDF 16BTfl 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 BOG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' DL ON BOTTOM CHORD = 10.0 PSF PSF 0'- 0.0' -116/ 306V -15/ 61H 5.50' 0.49 KODF ( 625) TOTAL LOAD = 42.01'- 1.3' -58/ 129V 0/ OH 1.50' 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 48V 0/ OH 5.50' 0.08 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 SPATIALICOND. 2: Design checked for net(-5 pstl uplift at 24 "Sc spacin0.l REQUIREMENTS OF IBC 2012 AND IflC 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 TC PANEL LL DEFL = 0.001' @ 0'- 8.7' Allowed = 0.059' MAX TC PANEL TL DEFL = -0.001' @ 0'• 8.7' Allowed = 0.089' T 1-02 .r 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. -v Wind: 140 mph, h=19.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12 10.00 7 1 o Tn e depsliagf fotr e d sloodl y. 0 M,- c. C' 1�4 M-3x4 y 1-00 y (PROVIDE FULL BEARING:Jts:2.3.41 y 6 -00 ����0 P R OFe s JOB NAME: POLYGON PLAN 5-D NH - CJ1 Scale: 0.6954 . eme .9 >o4.�` WARNINGS: GENERAL NOTES,unless otherwise noted: 4' '92 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 and Warnings before construction commences, building component.Applicability of design parameters and proper � Truss: CJ 1 2.2x4 compression web bredng must be Installed where shown,,, Incorporation of component Is the responsibility of the building designer. X� • pr 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stebilty during constructon 2'o.a.end at 10'o.c.respectively unless braced throughout their length by `�.- L . DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood aheething(TC)and/or diywan(ec). OREGON , �L 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.Na load should be appked to any component until eller all bredng and 5.Desig4. n assation umes f trus es Is s are fo beu used o a non ctive a ambonment, rL -t- TRANS •�., SEQ. : 6051317 fasteners are complete and at no time should any loads greater than and are for"dry condition"of use. `! "71' 1 4 Q� `- TRAN S I D' 407540 design loads be noopcoto any over and assut. 6,Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has control and assumes no responsibility for the necessary. iR R`k-`' fabrication,handling,shipment and Installation of components. 7.Design 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 of truss,and placed so their center lines 1113 11111 1111 11111 VIII 11111 VIII IIII IIII de wilh joint center Ines. MITTek USAnNiG/CompuTruswhich Software 7.6.6(1 L)-E request. O.FDar basiccat connector plate plateesign values see ESR-1311,ESR-1968(ATch) 9. In EXPIRES:12/31/2015 IIIIII III III This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1$BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 • BC: 2x4 KDDF 416BTR SPACED 24.0. O.C. 2.3=(-60) 58 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 SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -41/ 303V -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: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 50V 0/ OH 5.50' 0.08 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: Desion checked for net(-5 psf) uplift at 24 'oc s0acina.( BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX 2-04-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' T MAX IC PANEL LL DEFL = -0.004' @ 1'- 5.5' Allowed = 0.165' MAX TC PANEL TL DEFL = -0.007' @ 1'- 3.6' Allowed = 0.247' 12 MAX BC PANEL LL DEFL = 0.008' @ 2'- 8.6' Allowed a 0.254' 10.00 MAX BC PANEL IL DEFL = -0.023' @ 3'- 3.8' Allowed = 0.339' 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. r 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, e (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads a in the plane of the truss only. r v 0PIAMINIMMIIIIMIIIIIIIIIIIIIIIMINIII o 11102B4 ►14 M-3x4 ), 1" 1, 1-00 (PROVIDE FULL BEARING:Jts:2,3,4( 6-00 iktO JOB NAME : POLYGON PLAN 5-D NH - CJ2 Scale: 0.6704 �5,<(, NR fid% WARNINGS: GENERAL NOTES,unless otherwise noted: t4� I 2-fy 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. 0 9 21/O O P E 1- Truss: 0,12 end Warnings before construction commences. building component.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 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 bredng of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `r�� ��' DATE: 9/5/2014 continuous sheathing such as plywood sheathing(TC)and/or drywan(nc. 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. '9 OREGON 44/' SEQ. : 6051318 fasteners are complete end at no time should any loads greater than S.Design assumes trusses are to be used in a non-corrosive environment, ` \b design loads be applied to any component and are for*dry condition"of use. / �� 2� � 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 Q 14, e. fabrication,handling,shipment and Installation of components. necessary. A. n R`O- 6.This design is furnished subject to the limitations set forth 7.Designassumesadequateonne bodrath facesae Is f provided.,and 't'/ +l f-7 11111111111111111111 by 8.Plates shall located both of truss, placed so their center TPIAMCA in BCSI,copies of which will be furnished upon request tines coincide with Joint center Ones. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.Forrlbasiccirnnnecate corplate dee sign values see ESR-1311,ESR-1988(Welt) 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 #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-5=(-49) 63 3-5=( 0) 76 BC: 2x4 KDDF 111&BTR SPACED 24.0' O.C. 2.3=(-118) 14 5.6=(-30) 95 3-6=09) 31 3.4=( •17) 31 WEBS: 2x4 KDDF STAND; LOADING 2x4 OF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'OC. 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 -27/ 91H 5.50' 0.47 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'• 3.6' -125/ 77V 0/ OH 1.50' 0.12 KDOF ( 625) OVERHANGS: 12.0' 0.0' 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. 'COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacino.1 M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' 2-04-06 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.001' @ 2'- 5.5' Allowed = 0.159' MAX TC PANEL LL DEFL = 0.003' @ 0'- 11.5' Allowed = 0.081' 12 MAX BC PANEL TL DEFL = -0.003' @ 1'- 9.5' Allowed = 0.116' 10.007 MAX BC PANEL TL DEFL = -0.006' @ 3'- 9.0' Allowed = 0.140' MAX HORIZ. LL DEFL = 0.001' @ 5'• 3.3' -7 MAX HORIZ. TL DEFL = 0.001' @ 5'- 3.3' M-3x4 NOTE:Design assumes moisture content does not exceed /99 at time of manufacture. I (� inDesign conforms to main windforce-resisting taillilim. o system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3X5 toed duration factor=t.6, Truss designed for wind loads in the plane of the truss only. 4� ',411111111111,011.1 -- o _���1-5 6 M 1.5x3 o M-5x6 **2X WEDGE W/(2) M-2.5X4 TYP. -.=12.75 12 y y j. y 2-05-08 2-09-13 0-08-11 y y y ). 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2.4.61 �,tp PROFFs' JOB NAME: POLYGON PLAN 5-D NH - CJ2C Scale: 0,5669 ��� IN so 4, MI5/l .7 WARNINGS: GENERAL NOTES,unless otherwise noted: •92.OPE r. CJ2C 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: CJ 2 C and Warnings before construction commences. building component Applicability of design parameters and proper /S • 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibiiy of the building designer. 3.Additional temporary bracing to Insure stediy during construction 2.Design assumes the top and bottom chords to be laterally braced at / Pa 2'o,c.and et 10'o.o,respectively unless braced throughout their length by r . _ .. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). 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++ O REGQ N a Q 4.No load should be applied to any component until after a8 bracing and 4.Installation of truss Is the responsibility of the respective contractor. to SEQ. : 6 051319 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, ), 2 L design Toads be applied to any component. end are for"dry condition'of use, t�T TRANS I D: 407 540 5.CompuTrus has no control over and assumes no responsibility for the 6'Design necessary.assumes 1u6 bearingn'.of u all supports shown.Shim or wedge if L/O��c 14'11 O�f fabrication,handling,shipment and Installation of components. ry' R R`.L 7.Design 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 of truss,and placed so their center upon III(I II II VIII VIII VIII I III VIII III III) MTITa USA,Inc./CompuTrus which Softwarewill bet 7.6.6(1 L)Z urnished request 9.10. bInccide sith joint center Ines. Foreof vo ^ rpledesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIII I II This design prepared from computer input by PACIFIC LUMBER-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0. O.C. 2.3=(•82) 76 IC LATERAL SUPPORT <a 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 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' •29/ 335V -40/ 122H 5.50' 0.54 KODF ( 625) 3'- 6.1' -127/ 128V 0/ OH 1.50' 0.21 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'• 0.0' 0/ 55V 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. [COND. 2: Design checked for net(-5 psi') uplift at 24 'oc spacinp.j BOTTOM CHORD CHECKED FOR 10PSF 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' 3-06-13 MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.099' MAX TL CREEP DEFL = 0.000' @ 0'• 0.0' Allowed = 0.132' T 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' -1 MAX HORIZ. TL DEFL = 0.000' 0 3'- 6.1' 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=20.7ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=l.6, c Truss designed for wind loads in the plane of the truss only. m M O2.11.11.1111.1.11.111111111111.111111111.11.1111.1 O-- ►' ►'4 M-3x4 1, y y 1-00 (PROVIDE FULL BEARING:Jts:2,3.41 6-00 JOB NAME: POLYGON PLAN 5-D NH - CJ3 Scale: 0,5917 •\`''if °t/ /q'WARNINGS: GENERAL NOTES,unless otherwise noted: r fn�lr�l l -17 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 -.' 0 92 0 0 P E Truss: CJ 3 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 responsibltly of the building designer. DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bosom chords to be laterally braced at Is the responsibility of the erector.Additional permanent brad of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by `S� Y ��' n9 continuous sheathing such as plywood Ing(TC)and/or drywall(BC). / 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 an 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 bads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, �/,� -.7 N� .. TRANS I D: 407540 design loads hasbs appliedcontrol to any rand assn 6.Design assumand are for es condition* bearing at e0 supports shown.Shim or wedge if /Q 14, �- 5.CompuTrus no over and assumes no responsibility for they ,`2opo?, RIO- fabrication,handling,shipment and installation of components. 7necessary. provided. MFR R IV..,' 8.This design Is furnished subject to the imitations set forth by 8.Platesshallbe located one both faces drainage of truss, d placed so their center IIIIII Ell VIII VIII I III III)(III ll be furnished upon MTPIANTCA In BCSI,copies of ITe USA,InC./ConlpuT s Sofhtware 7.6.6(1 L)E request. 1lines coindde with joint center Ines. 0.Digits Incate size For rrib sicconnector oplate design values see ESR-1311,ESR-1888(MITek) EXPIRES:12/31/2015 1111111111 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 TO: 2x4 KDDF g16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.6=(-52 89 6.5=( 0) 18 BC: 2x4 KDDF p188TR SPACED 24.0' O.C. 2-3=(•171 215.7=(-69) 114 5.3=) 0) 51 WEBS: 2x4 KDDF STAND 3.4=( -24) 34 3-7=(-127) 76 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 BRG AREA 4 BC LATERAL SUPPORT <= 12'OC. UON. L ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -41/ 343V -40/ 122H 5.50' 0.55 KDDF ( 625 OVERHANGS: 12.0' 0.0' LL = 25 PSF Ground Snow (Pg) 3'- 6.1' -100/ 69V 0/ OH 1.50' 0.11 KDDF ( 625) Connector plate prefix designators: 6'- 0.0' 0/ 92V 0/ OH 5.50' 0.15 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. (GOND. 2: Design checked for net(-5 osf) 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 TLMCREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TL CREEP DEFL = -0.005' @ 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' 3-06-13 MAX HORIZ. LL DEFL = -0.004' @ 5'- 7.5' T f MAX HORIZ. TL DEFL = 0.005' @ 5'- 7.5' NOTE:Design assumes moisture content does 12 not exceed 19e at time of manufacture. 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. M 4x6 ( Wind: 140 mph h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 4+ • Truss designed for wind loads in the plane of the truss only. N V c., APN, - v gijimmgmigligg o M-1.5x3 C ► 6 0 M-3x4M-3x4 M-3x4 y y b 2-03-12 3-08-04 y 1-00 y 2-05-08 y 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2.4.7I t0 PR Ope JOB NAME: POLYGON PLAN 5-D NH - CJ3C Scale: 0.4986 ��� fNE,,, IS/��� 5/1 * WARNINGS: GENERAL NOTES,onTess otherwise noted: '� ' ,.'�92'sPE �" 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 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: CJ3C 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 stabiity during construction Design assumes the top and bottom chords to be laterally braced at - �r®iiR 2'o.c.and at 10'o.c.respectively Wvely unless braced throughout their lengQth by or._- DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(eC). DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown i.« b `c/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 /�OREGON SEQ. : 60513 21 fasteners are complete end at no time should any bads greater than 5.Design assumes inoses are to be used In a non-corrosive environment, A. design loads be applied to any component end are for'dry condition'of use. Q 1 4 Q. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8'necessary.Dassumes NII bearing at all supports shown.Shim or wedge If [i fabrication,handing,shipment and installation of components. 7.Design umes adequate drainage is provided. M 'R 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 111111111111111111111 MTek USA,Inc./CompuTrus CA In SCSI,codes of ISONWB furnishedch will be +7 6:(1 upon )-E request. 09.Digits.For balines e with joint center Ines. indicate coon ectorof platete In design values see ESR-1311,ESR-1988(MITep EXPIRES:12/31/2015 • 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 TC: 2x4 ODE /11&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF N188TR SPACED 24.0. O.C. 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 HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'• 0.0' -24/ 369V -53/ 153H 5.50' 0.59 KDDF ( 625) 4'• 8.4' -118/ 148V 0/ OH 1.50' 0.24 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'• 0.0' 0/ 64V 0/ OH 5.50 0.10 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.( BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL 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' MAX LL DEFL = 0,000' @ 0'- 0.0' Allowed = 0.039' 4-09-03 MAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0.052' T MAX TO 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% at time of manufacture. 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, r` (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), c load duration factor=l.6, rrs 4 Truss designed for wind loads 4 in the plane of the truss only. M_ erliO O �� ��4 -s M-3x4 ), ), y 1-00 6-00 (PROVIDE FULL BEARING:Jts:2.3,41 JOB NAME: POLYGON PLAN 5-D NH - CJ4 Scale: 0.5377 ��,�� �01N ���SP, EAN wO WARNINGS: GENERAL NOTES,unless otherwise noted: t4� f /5//7r 5//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 ^9 s P E �r Truss: CJ 4 and Warnings before construction commences, building component.Applicability of design parameters and proper /// 2.2x4 compression web bracing must be installed where shown t. Incorporation of component Is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Doslgn nd at 1 a tho top and vely U chords to be laterally braced at 0® 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 r®� - DATE: 9/5/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood aired ing(TC)and/or drywail(BC. ��, Q g 3.to Impact o bof trusIngs ors laterale bracing required the where shownct a OREGON �.. 4.No load should be applied to any component until after all bracing and 4.Installation of buss Is the responsibility of the respective contractor. SEQ. : 6051322 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 4- ?,q ZOR1k TRANS I D• 407540 design loads be applied to any component. and 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 14, �P fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage Is provided. MFR R 11..,^ 113111111111114111 TPI/WTCA In BCSI,copies of which win be furnished upon request. 9.(Floats coines cide witl be h joint center tves8 of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E e In inches. 10.For 9. ibasic connector ts Indicate size oplf atetdesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E1111111 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=1 0) 72 2-6=( -93) 129 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-214) 36 5.7e(-122) 165 5-3=( 0) 51 WEBS: 2x4 KODF STAND 3-4=1 .59) 46 3.7=(-184) 135 LOADING 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 BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) OVERHANGS: 12.0' 0.0' 0'. 0.0' -30/ 375V -53/ 153H 5.50' 0.60 KODF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 8.5' -85/ 87V 0/ OH 1.50' 0.14 KDDF ( 625) Connector plate prefix designators: 6'• 0.0' -1/ 115V 0/ OH 5.50' 0.18 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 nett-5 psfl uolift 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 a •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' 4-09-04 MAX HORIZ. LL DEFL = -0.007' @ 5'- 7.5' MAX HORIZ, TL DEFL = 0.007' @ 5'• 7.5' -, NOTE:Design assumes moisture content does /12 not exceed 19% at time of manufacture. 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 7-10t (All Heghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. Mc -1.5x3 '7c ; y y 2-03-12 3-08-04 J.' 1-00 y 2-05-08 y 6-00 3-06-08 (PROVIDE FULL BEARING:Jt5:2,4.71 �O PRO, JOB NAME: POLYGON PLAN 5-D NH - CJ4C Scale: 0.4610 �� C. ,�1 GENERAL NOTES,unless otherwise noted: 44 - /5/117 /-v-7 WARNINGS: -4 -1192S SPE 1' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en Individual Truss: CJ 4C end Warnings before construction commences. building component.Applicabli ty 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 bred to Insure stebiGry duringconstruction 2.Design assumes the top end bottom chords to be laterally braced at '®. Po rY M 2'o.c.and at 10'o.e.respectively unless braced throughout their length by DES. BY: L J is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywall(ttC). 0 CC 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 +V 4.No load should be applied to any component until after all bredng end 4.Installation of truss Is the responsibility of the respective contractor. 7 .. �b SEQ. : 6051323 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. nand erefor"dry condition"of use. �Q. 1 4,.AZO t� TRANS I D: 407540 5.CompuTrus has no control over end assumes no responsibility for the 6.Design e essa assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage is provided. ill R�_.LL 6.This design Is furnished subject to the Imitations set forth by 8.Plates shell be located on both faces of truss,end placed so their center INVTCA in BCSI,copies of ch will be furnished Ones colndde with joint nter Ines. 1111111111311111331111111 VMITe USA,Inc./CompuTrus(Software+7.6:(1 upon E request e In inches. 190,ForDbasic coits ote size ectorof platedesign values see ESR-1311,ESR-1988(MITe10 EXPIRES:12/31/2015 • i 11111 1 1E11 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 H1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 WOOF #I&BTR SPACED 24.0' O.C. .3 2o( 0) 72 2-4=(0) 0 2.3=(-137) 115 TC LATERAL SUPPORT <= 12'OC, 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 OVERHANGS: 12.0' 0.0' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'• 0.0' -34/ 402V -66/ 184H 5.50' 0.64 KDDF ( 625) Snow (Pg) 5'- 9.2' 0/ 76V 0/ OH 5.50' 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (CONS. 2: Design checked for net(-5 pull uplift at 24 'oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL 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' 5-11-10 MAX TC PANEL LL DEFL = 0,160' @ 3'- 7.2' Allowed = 0.478' T f MAX TC PANEL TL DEFL = -0.144' @ 3'- 4.8' Allowed = 0.718' -n MAX HORIZ. LL DEFL = -0.002' @ 5'- 10.9' MAX HORIZ. TL DEFL = -0.002' @ 5'• 10.9' 12 ,A 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, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, co Truss designed for wind loads o in the plane of the truss only. 4 0 tr) r) c o� 0 _� q 11.- 41 M-3x4 i, b y 1-00 6-00 )PROVIDE FULL BEARING:Jts:2.4.31 JOB NAME: POLYGON PLAN 5-D NH - CJ5 Scale: 0.4821 ,cJ.<<, �[�pN ��p��s/0 WARNINGS: GENERAL NOTES,unless otherwise noted: ��c• '1/5//77 n 1.Builder and erection contractor should bo advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual ^92.O P E r' Truss: CJ 5 and Warnings before construction commences. building component.Applicability of design parameters and proper /I/ 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. // DES. B Y 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.c,and at 10'o.c,respectively unless braced throughout their length b1' 4141151.P. . continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / 'p'�•« DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact badging or lateral bracing required where shown++ 10 (Z. 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. "'�G/ �I OREGON O����to SEQ. : 6051324 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 d 14, \,„, necessary. fabrication,handling,shipment and Installation of components, 7.necessary. f. 6.This design is furnished subject to the irritations set forth e,DesignPlatesassumes coed on botdrah c Is provided. /lieR p I�>V, I 1111,1111111111111111 11111311111111 TPI/WMA In BCSI,copies of which will be furnished upon quest. 8.linesacoincide with joint center lines.faces of truss,and placed so their center MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For ib sicts iconnecttor plsize of ateldesign values see ESR-1311,ESR-1688 gd1Tep EXPIRES:12/31/2015 I111111IIIIIII 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 /18BTR LOAD DURATION INCREASE = 1.15 1-2°) 0) 72 2-6=(-150) 175 6.5=1 0) 18 BC: 2x4 KDDF g18BTR SPACED 24.0' O.C. 2-3=( 257) 55 55 5-7.(- 224 5-3=(-240) 251 1 WEBS: 2x4 KDDF STAND )LOADING IC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'• 0.0' -34/ 398V •66/ 185H 5.50' 0.64 KDDF ( 625) OVERHANGS: 12,0' 0.0' LL = 25 PSF Ground Snow (Pg) 5'- 7.5' -21/ 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 psfl uplift at 24 'oc spacino.) 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' MAX HORIZ. TL DEFL = 0.010' @ 5'• 7.5' 5-11-10 ,1' 1. NOTE:Design assumes moisture content does ', not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 ht system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6,0, ASCE 7.10, 7 10.00 (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-4x6 4 .411 AIc•3 H W > c M-3x4 o M-1.5x3 ►� 6 M-3x4 M-3x4 > 3' 3, 2-03-12 3-08-04 J• 3, 3, 1' 1-00 2-05-08 6-00 3-06-08 )PROVIDE FULL BEARING:Jts:2,7.41 ..,to PR 04- JOB NAME: POLYGON PLAN 5-D NH - CJ5C Scale: 0.4046 \�;� t. )" s'o WARNINGS: GENERAL NOTES,unless otherwise noted: 4 0 92..P E { 1. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ` buildingcomponent.Applicabilityof designparameters and proper /O e04 compress before bracing n commences. P p Truss: CJ 5 C 2.2x4 compression web must be Installed where shown+. Design assumes e the opent Is the responsibility to of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at ®.�'- - - 3.is the res temporary bracing toct Insure slebillp during construction 7 o,c,and at 10'0,e,respectively unless braced throughout their le th by `.ps► . DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/ordrywell(BC). Q DATE: 9/5/2014 the overall structure Is the responsiblaty of the building designer. 3.are Impact bridging or lateral bracing required where shown+« OREGON 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. '9L �! - �>h /` SEQ. : 60513 25 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used Inc non corrosive environment design loads be applied to any component. and are for'dry condition'of use. .. -4Y 1 4 Z� A� TRANS I D: 407 540 5.CompuTrus has no control over and assumes no responsibility for the 8'necessary.assumes tub bearing et ea supports shown.Shim or wedge if 1a fabrication,handling,shipment and Installation of components. 7.Design umes adequate drainage Is provided. MFR R`LA-. 8.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 II II VIII VIII(IIII I III VIII IIII III) TPIANTCA In Joi )request. MITe SA,lnCCompuTrus Sftware+76.6(1LE coincide of orrbecorpltedes values see ESR-1311,ESR-1888(Welt) EXPIRES:12/31/2015 IIIIII 1111111 This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'. 2.0' IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 TC: 2x4 KDDF 91&BTA LOAD DURATION INCREASE = 1.15 • BC: 2x4 KDDF Al&BTR SPACED 24.0. O.C. 1-2=( 72 2.5=(0) 0 2.3=(•2177)) 192 3.4=(•115) 66 TC LATERAL SUPPORT <= 12'OC, UON, LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0' 0,0' DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -24/ 377V -79/ 216H 5.50' 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'• 9.2' 0/ 6BV 0/ OH 5.50' 0.11 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -242/ 398V 0/ OH 1.50' 0.51 KDDF ( 625) 7'• 2,0' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 108/ 58V 0/ OH 1.50' 0.09 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP ICOND. 2: Design checked for net)-5 Oaf) uplift at 24 oc spacing.I 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' i( MAX TC PANEL TL DEFL = -0.073' @ 2'- 11.9' Allowed = 0.722' MAX HORIZ. LL DEFL = -0.003' @ 5'- 11.2' 12 MAX HORIZ. TL DEFL = -0.003' @ 5'- 11.2' 10.00 7 6 (A) E19% attimeof nseau notexceedmanufacture. Design conforms to main windforce•resisting system and components and cladding criteria. co 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), d. load duration factor=l.6, o Truss designed for wind loads m in the plane of the truss only. t7 cs J 0 0 -� 5► -11.1111111111.1111...111111111111.1111.111.1.1 -V M-3x4 y ), >L k 1-00 6-00 1-02 [PROVIDE FULL BEARING:Jts:2.5,3.41 JOB NAME : POLYGON PLAN 5-D NH - CJ6 .�� ° PROFFs Scale: 0.4578 �.CJ t0INE'tob. s<0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4; 'f 15/!/ 1 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 CC' =92.OPE { Truss: CJ 6 and Warnings before construction commences, building component.Appncabtity 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 lateraly braced at Is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c,such a ply unless braced throughout their length by */!a' DATE: 9/5/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywal f3C). „.404/IP, g 3.2x Impact bridging or lateral bracing required where shown++ A CC 4.No load should be applied to any component until alter all bredng and 4.Installation of truss Is the responsibility of the respective contractor. '9G/ 4,OREGONr � �4 SEQ. : 6051326 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, '7 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, 1.' fabrication,handling,shipment and Installation of components. necessary. p n P 6.This design Is furnished subject to the limitations set forth by 7.Platesshallbe loassumes cated adequate both drainage cesi of provided. placed so their center ` R y 4`' 111111 VIII VIII VIII VIII I III III III)[IIIMTe SA,UWTCA nBCSI,copies of which ll be furished uponInc.IConlpuTfus Soflwaf8 7^6.6(1 L)-E request. 10. gIndatwith joint center Ines. 9.Dicoincide size toofaa In inches. plate devalues see ESR-1311,ESR-1988(MiTek) EXPI RES: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 g18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-7=(-114) 160 7-6= 0) 18 BC: 2x4 KDDF gt$BTR SPACED 24.0' O.C. 2.3=(-236) 46 6.8=(-149) 206 6-3= 0) 1 3.4=(-165) 126 3.8= -229 165 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<= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEAflING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) OVERHANGS: 12.0' 0.0' LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -29/ 387V -80/ 217H 5.50' 0.62 KDDF 625 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 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP )CDNO 2 Oesign checked for net(-5DSf) uplift at 24 •oc soacine I 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 TLMAXELL 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' 7 02-01 '1 MAX HORIZ. TL DEFL = 0.009' @ 5'- 7.5' 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. '1 Wind: 140 mph h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. to 12 M-4x6 10.00 7 r M 3x4 Allijo o 't ri1 �d 8- to c _ M-3x4 MM-1.5x3 �� N 7 p M-3x4 ; y y 2-03-12 3-08-04 y )' ), 1, 1-00,, 2-05-08 4-08-09 , 1, 6-00 1-02-01 (PROVIDE FULL BEARING:Jts:2.8.4.5) 00 P R"OFFS JOB NAME : POLYGON PLAN 5-D NH - CJ6C rs Scale: 0,3413 5 WARNINGS: GENERAL NOTES,unless otherwise noted: 92 �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 C.Truss: CJ6C and Warnings before construction commences. building component.Applicability of design parameters and proper • 2.2x4 compression web bracing must be Installed where shown a. 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: U is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectivey unless braced throughout their length by `®.- continuous sheathing such as plywood sheathing(TC)and/or drywall C). - 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 v u OREGON ... � 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibiay of the respective contractor. SE Q. : 6051327 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment -,e) 2 A design loads be applied to any component. and are for"dry condition"of use. Y i 4, es,- � `" 6.Design assumes o n bearing at all supports shown.Shim or wedge if /���''``p r.t`{ ', TRANS ID: 407540 5.CompuTrus be no control comonent. no responsibility for the necessary, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate +1x111 drainage is provided. - 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their canter IIIIII IIID VIII VIII VIII VIII VIII III)IIII TPIASITCA MiTek SA.rInc../I,copies of/CompuTrus lch WU be furnished upon Software♦7.6.6(1 L)-E request. 1ncide with joint center lines. 0.lines bas c conndicate ector plize of ate plate design values see ESR-1311.ESR-1988(Welt) EXPIRES:12/31/201'5 IIIIIII1 Hill This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.4' IBC 2012 MAX MEMBER FORCES 4Wfl/DDF/Cq=1.00 TO: 2x4 KDDF NIRBTR • LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N1iBTR SPACED 24.0. O.C. 1.2=( 0) 72 2.5=(0) 0 2-3=(-266) 237 3-4=( -90) 38 TC LATERAL SUPPORT <= 12.00. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0' 0.0' DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ORG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -24/ 378V -93/ 249H 5.50' 0.61 KDOF ( 625) Connector plate prefix designators: LL 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 69V 0/ OH 5,50' 0.11 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 5'. 11.2' -226/ 355V 0/ OH 1.50' 0.45 HOOF ( 625) -14/ 22V 0/ OH 1.50' 0.03 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8'• 4,4' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacina.I 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 = 0.118' @ 2'- 11.7• Allowed = 0.481' MAX TC PANEL TL DEFL = 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% 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,BCDL=6.0, ASCE 7.10, c load durAll ation factor=;ds Cat.2, Exp.B, MWFRS(Dir), cTruss designed for wind loads in the plane of the truss only. I.:. M V' C //moo � 5N -1 O M-3x4 ..1, 1, ), is 1-00 6-00 2-04-07 1PROVIDE FULL BEARING:Jts:2.5,3.41 JOB NAME : POLYGON PLAN 5-D NH - CJ7 �,�o PRoxFss Scale: 0.4129 �eJ lA�y(�+)'INg /Q WARNINGS: GENERAL NOTES,unless otherwise noted: CC. v/:j 2// / 2 �+ 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 192 01 P E �{ Truss: CJ 7 and Warnings before construction commences. building component.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. // /0PI �/ - Additional temporary bracing to Insure stability duconstructionnpconstruction2.Design assumes the top and bottom chords to be laterally braced at 3. 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 1� DES. BY LJ ,- DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywal C). = Q 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 60513284.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsldtlty of the respective contractor. 7OREGON 1.. 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, L- ?r '\� A, TRANS I D: 407540 design loads be applied to any componen4 and are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes Mil bearing at all supports shown.Shim or wedge If /Q y 4 r 2� fabrication,handling,shipment and Installation of components. necessary. p 'et 6.This design is furnished subject to the Irritations set forth by 7.Plates shalassl be los cated on both facesiof Wss,and placed so their center1 ��� I�1' 111 I IID VIVII VI VIII IIch will be furnished upon MTe USA,Inc./CompuTrusVWTCA in BCSI,copies of 1Softtware 7.6.6(1 L)E request. lines coincide with joint center lines. 10.EL For Digits for platetdesign values see ESR-1311,ESR-1668(MITek) EXPIRES:12/31/2015 IIIIIIIIIIII11 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 #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-7=(-115) 164 7-6=( 0) 18 BC: 2x4 KDDF #16BTR SPACED 24.0' O.C. 2.3=(-235) 82 6-8=(-149) 211 6.3=) 0) 51 3.4=(-216) 173 3-8=(-234) 166 WEBS: 2x4 KDDF STAND LOADING 4.5=( -68) 31 TO LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM OTALOLOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -29/ 386V -93/ 249H 5.50' 0.62 KDDF ( 625) Connector plate prefix designators: 5'- 7.5' -19/ 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' -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 IOPSF LIVE LOAD. TOP bCOND, 2: Design checked for net(-5 osf) uplift at 24 'on soacing.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 = 0.006' @ 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' MAX HORIZ. TL DEFL = 0.009' @ 5'- 7.5' f T 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=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oad duration factor=l.6, fi 10.00 Truss designed for wind loads in the plane of the truss only. Co M-4x6 Asittli,..„8-04-07 0 ►5s in ° 8' of _ M 1.5x3 7M-3x• 0 M-3x4 M-3x4 ; y y 2-03-12 3-08-04 ; J• y y 1-00j, 2-05-08 5-10-1 y 6-00 2-04-07 !PROVIDE FULL BEARING:Jts:2,8.4.51 ���� PROFes � JOB NAME : POLYGON PLAN 5-D NH - CJ7C Scale: ��'tti INF WARNINGS: GENERAL NOTES,unless olheedae noted: ;g2OPE f' 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 i� Truss: CJ 7 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 responsibility of the building designer. Additional temporary bredng to insure stabiity during construction2.Design assumes the top and bottom chords to be laterally braced at o.c.and at 10'o.c.respectively unless braced throughout their length by `ries. 3. DES. BY: LJ Is the responsibility of the erector.Additional permanent bredng of 2'continuous sheathing such as plywood sheathing(TC)and/or drywet(BC). I DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ j7L OREGON�S '/� 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. : 60513 29 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, - TRANS I D: 407 540 !�y 1 4 Z� 1�- k design loads be applied to any component. 5.CompuTrus has no control over end assumes no responsibility for the end are for"dry condition'of use. ` necessary. 6.Design assumes full bearing at all supports shown.Shim or wedge If ` fabdcatlMn on,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. RL�. 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 ch ll be furnished upon Ines coincide with joint Ililll VIII VIII I III VIII lIII'ILII(III lIII Mire USA,IncIANTCA In JCompuTrus!Software+7.6.6(1 L)-E quest 0.For basinter Fries. c connector oplatedesign ve In alues see ESR-1311,ESR-1988(MiTek) 9.Digits EXPIRES:12/31/2015 1E111 111 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 k168TR LOAD DURATION INCREASE = 1.15 1.2= BC: 2x4 KDDF #1&BTR SPACED 24.0. O.C. 2-3=(- 319) 2286 72 2.5=(0) 0 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 3.4=(-102) 45 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED 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 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'• 11.2' -250/ 379V 0/ OH 1.50' 0.48 KDDF ( 625) 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 10PSF LIVE LOAD. TOP (COND. 2: Design checked for net(-5 nsfl 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 IC 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 = -0.004' @ 9'- 6.1' MAX HORIZ. TL DEFL = -0.004' @ 9'- 6.1' 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 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), 4i load duration factor=l.6, o Truss designed for wind loads v in the plane of the truss only. 0 co 07 c 1- OPAII.1.1111=111.111111111111111111M 55..„. -1 0 M-3x4 k ), y y 1-00 6-00 3-06-14 (PROVIDE FULL BEARING:Jts:2,5,3.41 JOB NAME: POLYGON PLAN 5-D NH - CJ8 Scale: 0.3715 �5�� �D PN F�s6> si/rWARNINGS: GENERAL NOTES,unless otherwise noted: n .7 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 an Individual 4' >9G/I E Truss: CJ 8 and Warnings before construction commences, building component.Applicability of design parameters and proper r� 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responslbiity of the building designer. 3.Additional temporary bracing to insure stability 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 permanent bracing of 2'o•c•and at 10'o.c.such astively unless braced throughout their tenth by L�� �® DATE: 9/5/2014 responsibilitybuilding g continuous sheathing such plywood heatNn where s and/or drywall(BC).. the overall structure Is the res onsibill of the designer. 3.2x Impact bridging or lateral bracing required shown++ -b I 4.Na load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. OREGON �G ?, 2 Nb' A� SEQ. : 6051330 fasteners are complete and et no time should any loads greater than 5.Design assumes trusses ere to be used ina non-corrosive environment, design loads be applied to any component and are for'dry condition'of use. - - / q y 0 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6,Design assumes fun bearing at all supports shown.Shim or wedge II Q 4, _tr fabrication,handling,shipment and installation of components. necessary.assumes s. provided. MFR A{`_\.= 6,This design Is furnished subject to the limitations set forth by 7.Platesnshallbe located one both faces of trus,and placed so their center IIIIII VIII 0111 11111 VIII VIII 11111 III)(III MITekTUSACA,rInc./CompuT s which Software 7.6.6(1L)-E request. 1lines coincide with Joint center Ines. 0.For basin connector ectoroplatetdesign values see ESR-1311,ESR-1988(MITeIQ EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF S16BTR LOAD DURATION INCREASE n 1.15 1.2=( 0) 72 2.6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3o(-374) 304 3-4=(-142) 57 TC LATERAL SUPPORT <= 12'OC. MON. LOADING 4-5=( -56) 0 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 OVERHANGS: 12.0' 9.2' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.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,CI8,CN18 (or no prefix) = CompuTrus, Inc 5'. 9.2' 0/ 68V 0/ OH 5.50' 0.11 KDDF ( 625) 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS AOF GE IBCS2012 AND T LIRC Y U2012 NOT BEINGE TO THE MET.L 5'- 1 LIMITED MET. 10'- 0.0' -129/ 191V 0/ OH 1.50' 0.24 KDDF ( 825) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND, 2: Desian checked for net(-5 psf) uplift at 24 'oc spacing.] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VEflTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 -u, 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' @ 3'. 4,9' Allowed = 0,481' MAX TC PANEL TL DEFL = -0.072' @ 3'- 2.4' Allowed = 0.722' MAX HORIZ. LL DEFL = -0.006' @ 9'- 11.2' MAX HORIZ. TL DEFL = -0.006' 9 9'- 11.2' NOTE:Design assumes moisture content does /10.00 not exceed 195s at time of manufacture, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4- load duration factor=l.6, cs Truss designed for wind loads rn in the plane of the truss only, co O '/G ,k J' J. y 1-00 6-00 4-09-04 !PROVIDE FULL BEARING:Jts:2,6,3,41 X00 PR O,rk. JOB NAME : POLYGON PLAN 5-D NH - CJ9 Scale: 0.3424 �`� �I" ss WARNINGS: GENERAL NOTES,unlessupontse noted: c -^9 j0 P E r 44 -17 Truss: CiJ 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual /' 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. 1 3.Additional temporary bracingto Insure atebifi duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at I ty 2'o.e.and at 10'c.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/ordrywell(aC). 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++ OREGON to 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. � A. SEQ. : 6051331 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, �`� ./',. (2.0 .4 L design loads be applied to any component and are for*dry condition"of use. Q 1 4 Ii„ TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6'necessary.assumes tub bearing at all supports shown.Shim or wedge if b �` fabrication,handling,shipment and Installation of components. 7.Design umes adequate drainage Is provided. R R`O- 6.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 -11111111111111111111311 ISCSI, which will requestlines coincide with joint center Ines. MTe USA.lnCCompuTfuS Software 7.6.6(1L)E 10,aFiindicate oatorrbsicotectorpltedesign values see ESR-1311,ESR-1888(MITek) EXP!RES:12/31/2015 • 1111 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.6=(0) 0 BC: 2x4 KODF #1&BTR SPACED 24.0' 0.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 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 68V 0/ OH 5.50' 0.11 KDDF ( 625) M,M20HS,MI8HS,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 IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 osf) uplift at 24 'oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = .0.002' @ -1'• 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC 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. 12 10.00 7 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=1.6, c Truss designed for wind loads , o in the plane of the truss only. CD 1. 0J- 6... -1 M-3x4 1 i, y 1, 1-00 6-00 5-11-11 (PROVIDE FULL BEARING:Jts:2,6.3,4,5] JOB NAME : POLYGON PLAN 5-D NH - CJ10 <0' 6(.9 iqFF,,ssj Scale: 0.3221 �\ (° /5/t ! 02 WARNINGS: GENERAL NOTES,unless otherwise noted: /n 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 �' '9 G,I P E f Truss: CJ 1 0 and Warnings before construction commences. building component.Applicability of design parameters and proper //I/ 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure 9tebisty 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 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++ -II Q 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. : 6051332 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corroslve environment, Z" -‘7 ix ! TRANS I D: 407540 A, design loads be applied to any component. and are for"dry condition"of use. Q. 14 2. 4 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full beating et all supports shown.Shim or wedge If A-r ,lit.. fabrication,handling, necessary. 't'/ R R I L-\' v shipment and installation of components. 7.Design assumes adequate drainage is provided. B.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 1111111111111111111 TPINVTCA In SCSI,copies of which will be furnished upon request. Tangs coincide nctwith joint ain I Ines. B.Digits Indicate size of plate to 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 13'- 1.6' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 HOOF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-6=(0) 0 BC: 2x4 ODE N1&BTR SPACED 24.0' O.C. 2.3=(-454) 427 3-4=(-246) 188 TC LATERAL SUPPORT <= 12'0C. UON. LOADING 4.5=( -77) 55 BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+0L( 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/ 377V -148/ 392H 5.60' 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 68V 0/ OH 5.50' 0.11 KEW ( 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 HOOF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'. 11.2' -1691 239V 0/ OH 1.50' 0.31 KDOF ( 625) 13'- 1.6' .60/ 90V 0/ OH 1.50' 0.14 KDDF ( 625) i BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (COND. 2: Design checked for net(-5 osf) uplift at 24 'oc soacinQ.I -! VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' $ MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.068' @ 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. 12 Design conforms to main windforce-resisting 10.00 system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, eg (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads c in the plane of the truss only. M it r� o = 6.=' o M-3x4 1, )' J, y 1-00 6-00 7-01-10 (PROVIDE FULL BEARING:Jts:2.6.3.4.51 JOB NAME : POLYGON PLAN 5-D NH - CJ11 Sala: 0.2978 \�5 5//r 'c4 WARNINGS: GENERAL NOTES,unless otherwise noted: CC. nr� 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 Z 92..PE and Warnings before construction commences. building component.Applicability of design parameters and proper T r u s S: CJ 11Incorporation 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 construction 2'o.c,and et 10'o.c.respectively unless braced throughout their le th by ,�. . d DES. BY: U is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywall(BC). -eili jr DATE: 9/5/2014 the overall structure Is the responsibllily 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 as bradng and 4.Installation of truss is the responsibility of the respective contractor. '9 A_ to SEQ. : 6051333 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� "�q.� ON A design loads be applied to any component. and are for"dry condition'of use. � y 4 Z 1A�� TRANS I D: 407540 5.CompuTros has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If �5, necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. MFR R I � 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 11111111111111111111111111 TPIANTCAIn BCSI,copies of which will be furnished upon request Digitsgit coincidecatwithjointof aIn nches 9.tinesIndicate size of plate to inches. MiTek USA,Inc.lCompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.8' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 HOOF N1KBTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-5=(0) 0 BC: 2x4 HOOF N1KBTR SPACED 24.0' 0.C. 2-3=(•336) 304 TC LATERAL SUPPORT <= 12.0C. MON. LOADING 3.4=(-109) 56 BC LATERAL SUPPORT <= 12'OC. MON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0' 0.0' DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' •22/ 375V -111/ 296H 5.50' 0.60 KDDF ( 625) Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'. 9.2' OI 68V 0/ OH 5.50' 0.11 KDDF ( 625) M,M20HS,,C618 (or = Mprek MT series 5'• 11.2' -261/ 392V 0/ OH 1.50' 0.50 KDDF ( 625) 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: 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 TC PANEL LL DEFL = 0.064' @ 3'- 4.9' Allowed = 0.481' /211111111MIMMIMIMMIIIMINIMS.--: 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% 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,BCOL=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 cin the plane of the truss only. 00 co c0 . 3. 3, 1, 1-00 6-00 3-11-12 'PROVIDE FULL BEARING:Jts:2,5,3,41 (10 JOB NAME : POLYGON PLAN 5-D NH - CJ12 Scale: 0.3645 �'c.' N F�4`S/D WARNINGS: GENERAL NOTES,unless otherwise noted: 4�4� 1���fff�/! I 2 1.Builder and erection contractor should be advised of en General Notes 1.This design is based only upon the parameters shown and Is for an individual > �P E �� Truss: CJ12 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2s4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the bonding designer. - - DES. BY: LJ 3.Additional temporary bracing to Insure stadtty during construction 2.Design assumes the top and bottom chords to be laterally braced at ...41011.1"/Or �® 2'continuous and at 10'o.e,respectively unless braced throughout their length `r_t Y is the responsibility of the erector.Additional permanent bracing ofby /. DATE: 9/5/2014 the overall structure Is the responsibility of the buildingdesigner. sheathing such as plywood required sheathing(TC)and/or drywall BC. 9 3.In2x stallation bridging or the resprsdngof where ileshown contractor. ORECC GON `V 4.No load should be appled to any component until eller all bracing and 4.Instellatlon of truss Is the responsibility of the respective contractor. S EQ. : 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, L � � 2o,�D � TRANS I D: 407540 design loads be applied to any component end are for"dry condition"of use. / 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at an supports shown.Shim or wedge if O n 1 4-, fabrication,handling,shipment and Installation of components. necDesignessary.assumes. /11, . R R I L\' v`- 6.This design Is furnished subject to the Irritations set forth 7. lates adequateadoboth drainage is f truss, ''IIIII IIIII IIIII IIIII VIII VIII I VI'I'I(III TPIM/TCA In SCSI,copies of which will be furnished upon request, 9.lines c incise w located joincenter t1^erss of truss,and placed so their center MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9ches. 0.Forrits basic connectocate size rplatete in design values see ESR-1311,ESR-1888(MiTek) EXPI RES: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 KDDF 018BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 72 2-5=(0) 0 BC: 2x4 KDDF 018BTR SPACED 24.0' 0.C. 2.3°( 22 249) 222 TC LATERAL SUPPORT <0 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 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 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,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -223/ 356V 0/ OH 1.50' 0.46 KDDF ( 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 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Desian checked for net(-5 psf) uplift at 24 'oc spacin0.1 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 = 0.095' @ 2'- 11.8' Allowed = 0.481' 11 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' does 12 NOTnotEexceedn19%s ates timelofure manufacture . 10.007 0 Design conforms to main windforce-resisting h�( system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co 0 load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. g- C.) C - 5 C M-3x4 > ), y > 1-00 6-00 1-11-10 (PROVIDE FULL BEARING:Jts:2,5.3,41 ��Q,t,O PR Opees JOB NAME : POLYGON PLAN 5-D NH - CJ13 Scale: 0.4253 \� •C"7/5//77 G(NEA7��7 /O tjr WARNINGS: GENERAL NOTES,unless otherwise noted: �� 1�I! 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 Ct O P E S! Truss: CJ13 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 bracingto Insure stadf duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at ®air►, .. mpo N2'0.c.and at 10'me.respectively unless braced throughout their lenggth by fro,. ` DES. BY: LJ la the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). y �'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 �[,/ SEQ. : 6 051335 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. 1k fasteners are complete and at no time should any bads greater than 5.Design assumes Wsses are to ee used in a non-corrosive environment, Y Z �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.DesignI. B assumes tat bearing at at supports shown.Shim or wedge if q�F 1b4 �P. fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage Is provided. ii t'' PHIL. `1^ 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their center cide with joint center lines. IIIIII I II VIII II II VIII VIII VIII IIII IIIIMITe USA,inc../CompuTrus iSoftftware 7.6.6chUWTCA in SCSI,copies of whll be (1 L)En request. Indicate clines coof plate design �Ub n connector plate es see ESR-1311,ESR-1988(Weld EXPIRES:12/31/2015 VIII11111111 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 g168TR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF A168TR SPACED 24.0' O.C. 2.3=(-137) 115 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 BRG AREA I 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• -34/ 402V -66/ 184H 5.50" 0.64 KODF ( 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 ( M) 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 IAC 2012 NOT BEING MET. 'COND. 2: Design checked for nett-5 psfl uplift at 24 •oc spacing.] BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL 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' 5-11-10 MAX TO PANEL LL DEFL = 0.160• @ 3'- 7.2• Allowed = 0.478' fMAX 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' I re contedoes 12 notEexceed19% attimeof ns es lumanufacture. 10,00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads 0 in the plane of the truss only. 0 0 to t7 v0.1 o/, o �� 41.+7.-r.-.+4 M-3x4 J, J. y 1-00 6-00 (PROVIDE FULL BEARING:Jts:2.4.3) JOB NAME : POLYGON PLAN 5-D NH - CJ14 Scale: 0.4821 ��" � 9(�^INE���s(S> WARNINGS: GENERAL NOTES,unless otherwise noted: ��G� _ ( f •✓/!. f 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 ' S P E 9 Truss: CJ 14 and Warnings before construction commences. building component.Applicability of design parameters and proper e,". 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibttty 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 r® Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `rte• Y DATE: 9/5/2014 the overall structure Is the responsibilityof the building designer. continuous sheathing such as plywood sheathwg(TC)and/or drywall(aC. , Q 9 9 3.2s 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. 3 OREGON 4./ 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, L -if 2oND �� 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 d'. 14, fabrication,handling,shipment and installation of components. necessary. 0.‘,.,. 6.This design is furnished subject to the!irritations set forth 7.Design assumes adequate drainage Is provided. MFR R fi t.\- V 13111111111111111 by 6.Plates shall be located on both faces of truss,and placed so their center TPINVECA In SCSI,copies of which will be famished upon request lines coincide with Joint center Ines. --- MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.FForr9. lbasicconncate ector e of ele in des design values see ESR-1311.ESR-198a(MITeW EXPIRES:12/31/2015 EMI 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 91&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF A16BTR SPACED 24.0' O.C. 2-3=(-133) 112 TC 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 BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -32/ 398V -84/ 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 = NiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND. 2: Design checked for net1-5 nsf) uplift at 24 'oc snacin0.l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L)240, TL=LI180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' 0 -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 = 0.141' @ 3'- 6.1' Allowed = 0.465' 5-09-12 MAX TC PANEL TL DEFL = -0.129' @ 3'- 3.8' Allowed = 0.697' T 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 not exceed 19% 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=1.6, Truss designed for wind loads ,n in the plane of the truss only. ci O tn C')) O4► O M-3x4 y i' ), 1-00 6-00 IPROVIDE FULL BEARING:Jts:2,4,3I `- PROFS JOB NAME : POLYGON PLAN 5-D NH - CJ15 Boole: D.484G <.; NEs�o k, 5// 2-9 WARNINGS: GENERAL NOTES,unless otherwise noted: o P E r 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Truss: CJ 15 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.244 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 ��' 2'o.c,and at 10'o.0.respectively unless braced throughout their len th by `.®!,- DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall�C). 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++ OREGON 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. /i S E Q. : 6051337 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, �Lj -G y N4\ design loads be applied to any component end 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.Designnassumes full bearing at all supports shown.Shim or wedge If P. fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage Is provided. FRRIt.\= 6.This design Is furnished subject to the initatlons set forth by 8.Plates shall be located on both faces of truss,and placed so their center be furnished upon nes e with joint center Ines. Ill I II VIII 11111 VIII 111111111111111111 IIDVIIIIIIIIIII MTITok USA,Inc.ICompuTrus I,copies of (Soch ftware 7.8.6(1 L)-E request. f late In Inches. 0.For basic coon ectoricate size oplate design values see ESR-1311,ESR-1988(NiTek) EXPIRES:12/31/2015 EliThis 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 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #18BTR SPACED 24.0. O.C. 1-2=( 0) 72 2.4=(0) 0 2-3=(-89) 81 TC LATERAL SUPPORT <= 12.0C. MON. LOADING BC LATERAL SUPPORT <= 12'0C. MON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -27/ 345V -44/ 130H 5.50' 0.55 KDDF ( 625) Connector plate prefix designators: 3'- 10.2' -125/ 134V 0/ OH 1.50' 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0 0/ 58V 0/ OH 5.50' 0.09 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 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. 'COND. 2: Design checked for net(-5 osfl uplift at 24 'oc spacing,( BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL 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' 3-10-15 MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.082' f f 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' 7 MAX HORIZ. TL DEFL = •0.001' @ 3'. 10.2' ' 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. Lt, Wind: 140 mph, ho20.8ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c load duration factor=l.6, Truss designed for wind loads co in the plane of the truss only. m v o/- 0 ►mao DEMAI14 M-3x4 * * J. 1.00 (PROVIDE FULL BEARING:Jts:2.3.41 6-00 JOB NAME : POLYGON PLAN 5-D NH - CJ 16 Scale: 0.5878 ��.0 �GPN 16,FSA WARNINGS: GENERAL NOTES,unless otherwise noted: �� •/ /5/1 2 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 en Individual =9210PE "$r Truss: CJ 16 and Warnings before construction commences. building component.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. DES. BY: LJ 3.Additional temporary bracing to Insure stability 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 2'0.0.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 plywoodrequired sheathing(TC)and/or drywal C). / '�R- P ty g 3.2x Impact bridging or lateral bredng where shown.. ilig Q,' 4.No load should be applied to any component anal after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. ",, Aq"IS' O Q� ��(/ SEQ. : 6051338 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, r/ r a TRANS I D• 407540 design loads be applied to any component. and are for'dry condition'of dee. 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 �A+ fabrication,handling,shipment and installation of components. necessary. 8.This design is furnished subject to the limitations set forth 7.Design8. lates shall be assumes adequateabothd on drainageces 0 Is provided.us,and MSR R I��. r center 111141112111111 MiTek USA Inc./CompuTrus CA In SCSI,copies of (Software 7.6.6(1L)-E�ch will be furnished upon request. 1nt center Ines. 0.Digibe indicate e connector lines coincide with ofpplatele eIniin heluastsee sESR-1317 ESRlaced so�19198(MITek) EXPIRES:12/31/2015 I1111111111111 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 1116BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0' O.C. 2-3=(-137) 115 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 HDRZ 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' -34/ 402V -66/ 184H 5.50' 0.84 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, IncL M,M2OHS,M18HS,M16 = MiTek MT series LLIMITED IMIIEDMSTORAGGE E DOES2NOT APPLIRDUE0E TO NOTO THE SPITIALET. 'COND. 2: Design checked for net(-5 Intl uplift at 24 'oc spacina.l 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 = 0.160' @ 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' NOTE:Design assumes moisture content does )fr not exceed 19's at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 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.8, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads co in the plane of the truss only. 0 Cr 0 CO .41OIATIIAIIIIIMIIMIIMIIIMIIIMMIIIMIIIMIIIMIIIIM0 O M-3x4 L. J, ), 1-00 6-00 (PROVIDE FULL BEARING:Jts:2,4,3) tD PRO4,�� JOB NAME : POLYGON PLAN 5-D NH - CJ 17 Scale: 0.482, �'� `�l%5�1 y �'�/L WARNINGS: GENERAL NOTES,unless otherwise noted: �� 92�SFE 9r_ 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: CJ 17 end 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 stebiG Burin construction 2.Design assumes the top end bosom chords to be laterally braced at rI ' po ryty e T o.e.and at 10'o.c.respectively unless braced throughout their length by s!t►,DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). al �'(�' DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f7` OREGON� w f' SEQ. 4.No load should be applied to any component until after as bracing end 4.Installation of truss Is the responsibility of the respective contractor. - a S E Q. : 605133 9 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 ,LD design loads be applied to any component. end are for-dry condition'of use. Q. 1 4, i- TRAN S I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6 Design nB egsaassumes tug beefing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. `R Rti 4- 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center ch be furnished upon Ones coincide with joint center Ines. 111111111111111111111 MTe USA,Inc./CompuTrus UWTCA in BCE!,copies of (Software 7.6.6(1L)-E request. 10 For oits indicate size basic connectoroplf ate design vallate In ues see ESR-1311,ESR-1688(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIlI 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 g18BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF g16BTR SPACED 24.0' O.C. 1.2=( 0) 84 2.4=(0) 0 2.3=(-69) 26 TC LATERAL SUPPORT <= 12'0C, UON, LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA OVERHANGS: 20.0' 0.0' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' •132/ 478V -12/ 83H 5.50' 0.77 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'• 9.2' -86/ 45V 0/ OH 5.50' 0.07 KDDF ( 625) C,CN,CI8,CNI8 (or no prefix) = CompuTrus, Inc 3'- 3.8' -36/ 78V 0/ OH 1.50' 0.12 KDDF ( 625) 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, ICOND, 2: Design checked for nett-5 psfl uplift at 24 'oc spacing.) 6.00 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 0,02 ' @ -1'- 8.0' Allowed = 0.222' MAX TL CREEP DEFL = -0,0211' @ •i'- 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' 3 MAX HORIZ. LL DEFL = -0.000' @ 3'. 3.0' 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, he20ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), O load duration factor=l.6, cu Truss designed for wind loads in the plane of the truss only. Mf- yr 11111111111111111O Of-- 2��I 41�-- -1 M-3x4 J• y y J• 1-08 2-00 1-03-12 'PROVIDE FULL BEARING:Jts:2,4,3( JOB NAME : POLYGON PLAN 5-D NH - CSJ1 Scale: 0.8191 ��J<""_�\JyGIINC��an WARNINGS: GENERAL NOTES,unless otherwise noted: •I I // .-2-9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based ony upon the parameters shown and Is for an individual 4t' T 92/O P E r Truss: CSJ 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 responsiblky of the building designer. DES. BY: LJ 3.Additional temporary bracing to Insure Stability during construction 2.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.such astivey unless braced throughout their length by 4I® DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such plywoodsheathing(TC)requiredereshown and/or drywall C. / .+ :- P h' g 3.2x Impact bridging or lateral bracing where shown++ ) 0 CC 4.No load should be appeed to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -OREGON �' SEQ. : 6051341 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, `/ V ZONA�� 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 j 4 A fabdcetlen,handling,shipment and Installation of components. necessary. ,1 -�`- 6.This design Is furnished subject to the limitations set forth 7.Design8. lates shall be assumesadequateon drainage Is h faces f truss,and 't'/�b R`1 �. er 111111111111111111 VMTO SAINVICA'nBCSI,copies of lna/CompuTflls'ch Software 7.6.6(1 L)E�ll be furnished upon request. 9.10.Digit Indicate ndica neterof lines coincide with joint dsiinn inches. see ESR-1311,d so (Meir lfTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 KDOF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 84 2.4=(0) 0 BC: 2x4 KDDF R1&BTA SPACED 24.0' O.C. 2-3=(-117) 53 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 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: Desisn checked for net(-5 nsf) uplift at 24 ' c spacino.I 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 = 0.019' @ -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(7NOTE: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=20.9ft, 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 ao in the plane of the truss only. 0 m co d o > C 210.- 4► M-3x4 b 1. 1, 1, 1-08 2-00 4-07-12 (PROVIDE FULL BEARING:Jts:2.4.31 ��cktQ PROreS� JOB NAME : POLYGON PLAN 5-D NH - CSJ2 Scale: 0.5840 I" i0 WARNINGS: `451 1 �1 -`�r GENERAL NOTES, edonlothen the parameters ,Q� $PE CSJ2 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual /''/'/�j Truss: CSJ 2buildingcomponent.Applicability of design parameters and proper and Warningsompbefore bradng must bmmsnces. Incorpration of component is the responsility of the buildindesigner. 2. compression to slon web bradng be slabit ed where shown+. 2.Design assumes the top end bottom chords to be laterally braced at 3.Additional temporary bradng to Insure stablity during construction 2'o.n.and at to'o.e.respectively unless braced throughout their lenyyut by ` „ao DES. BY: W is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)endfor drywall(BC). vsis Q DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ (V 4.No load should be applied to any component until alter all bradng end 4.Installation of truss Is the responsibility of the respective contractor. 'f�` .O OREGON SEQ. : 6051342 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses meth)be used in a non-corrosie environment, ,Z �i design loads be applied to any component. end are for dry condition'of use. �Q. p y 1 4 T TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the B.necessary.n assumes tali bearing at all supports shown.Shim or wedge If r-s 1 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 'P R I t.`% 6.This design is furnished subject to the tMtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II I II II II II 11111(III VIII 111 (III SCSI, which request. Digits size MiTek SA.lncCompuTfus Software 7.66(1L)E icotwith joint center Pnes. Usc e of F ectorpltedesign values see E5R-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111 111 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=1.0O TC: 2x4 KDDF II1&BTR LOAD DURATION INCREASE = 1.15 1- 2s( 0) 84 2.10=(•1663) 4302 10- 3=( -341) 1053 7-15=(•233) 532 BC: 2x4 KDDF #1&BTR SPACED 24.0. O.C. WEBS: 2x4 KDDF STAND; 2- 3=(•4933) 1929 10-11=(•1542) 3951 3.11=( •803) 466 15- 8=(-245) 335 2x4 DF STAND A LOADING 4- 4=(-3524) 1351 11.12=(-1032) 3153 11. 4=( 0) 366 5=(•2875) 1233 12.13=( •838) 2581 4-12=( •703) 297 TC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2533) 1289 13-14=( -435) 1782 12- 5=( -313) 1029 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2407) 1190 14-15°) -776) 2345 S-13=(-1362) 727 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3043) 1369 15- 9=(•1050) 2742 13- 6=( •522) 1020 OVERHANGS: 20.0' 0.0' 8- 9=(-3238) 1327 6-14=( -372) 1119 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 BRG 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 SO.IN. (SPECIES) M,M2OHS,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: 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 = 0.267' @ 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 rat exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.00 M-4x6 Q 6.00 system and components and cladding criteria. 6 4.0" Wind: 140 mph, h=24.7ft, TOOL=4.2,BCDL=6.o, ASCE 7.10, 1' (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), M-5x8(S) load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x4 0.25" M-5x6(S) 4., 0.25" /\lop‘M-1.5x3 M-3x5 M-3x10 'Ali . M-3x10 vr \ to AlbkorM-5x8 1 12 ,4 .. M-3x4 t3 4 15 9c M-5x10 0.25 M-3x4 0M-5x6-'2.75 .*2X WEDGE M-5x8(S) W/(2) M-3X4 TYP. 2.75.- , )' y y12 J' J. y y 3,-05-0 5-10-08 6-02 y2-00/, 9-05-15 8-11-05 8-09-12 y y 05-08 12-00-08 2-00 27-03 1-08 43-09 y 0 PR JOB NAME : POLYGON PLAN 5-D NH - D1 Scale: 0.1397 �J�, INF�Fp�r-s/p WARNINGS: GENERAL NOTES,unless otherwise noted: (y� ((��2'S I 2 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 6 P E 'Sr Truss: D1 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. DES. B Y: LJ 3.Additional temporary bracing to Insure stabl6y during construc9on 2.Design assumes the top end bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracingof 2'o•c.and at 10'a.c.respectively unless braced throughout their length by ` - 41y�� p continuous sheathing such as plywood Ing(TC)and/or drywall BC. / -4 DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ) (r 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. 7OREGON 4/ SEQ. : 6051343 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, G- 4, ,\b` ,` design loads be applied to any component. and are for"dry condition'of use. / 2� } 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 Q 14 { labdcation,handling,shipment and installation of components. 7Design ne sessary. p MFR R ti b� 6.This design Is furnished subject to the limitations set forth by 8.Platesnshall assumese locategd one both faces age lof truss,and placed so their center I IIIIII 11111 11111 IIIII IIIII IIIII 11111 1111 III) TPINUTCA ch will be furnished upon M Te SA�lnc./CompuTrus SCSI,copies of (Software+7.6.6(1L)-E quest. lines coincide with 10.For basic connectoroint center Ines. plate design values see ESR-1311,ESR-1988(Wok)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/ODF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-15=(-2614) 8670 15- 3=( -370) 1254 2x6 KDDF #1&BTR 72, T3 2- 3=(.10024) 3052 15.16=(-2336) 7040 15- 4=( -248) 1598 BC: 2x6 KODF #1&BTR LOADING 3- 4=( •9298) 2850 16.17e(-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'OC. UON. TC UNIF LL( 100.0)+OL( 28,0)= 128.0 PLF 10'- 0.0' TO 34'- 0.0' V 5- 7=( -6642) 2370 19.20=0010) 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( 0.03+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 24'0C UON. FOR TO CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0' 10-12=( -5882) 2108 19.19=( -502) 968 480 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 416.7)+0L( 118.7)= 533.3 LBS @ 34'. 0,0' 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 BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 0'• 0.0' •11511 3765V -1041 113H 5.50' 6.02 KDDF ( 625) C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc ( 2 ) complete trusses required. 43'. 9.0' -1096/ 3584V 0/ OH 5.50' 5.73 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series Join together 2 ply with 3'x.131 DIA GUN nails staggered at: !COND. 2: Design checked for net(-5 osfl uplift at 24 'oc soacino.l 9' oc in 1 row(s) throughout 2x4 top chords, 9' oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9' oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.005' @ -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 T T not exceed 19% at time of manufacture. 3-02-03 0-06 11 2-03-08 5-11-03 0-0)6 11 4-10-02 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. T T ff f Wind: 140 mph, h=21.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 9-10-08 • 9.07-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1' 533.30# ,533.30# T load duration factor=l.6, 12 Truss designed for wind loads 12 M-3x4 M-7x8(S) in the plane of the truss only. 6.00 M-4x85 s 6 M-3x5 6 0 y25" M-3x510 11 M-5x6 Q 6.00 1>- y - 1:a„ M-3x4M-1.5x3 :ihiim'''‘.44N%Iiiidaiiiii.e/04144%?'1%14 .'%%,.,..0,,i_'3 M-1.5x33M 3x8 u� M M 3x10 _ 0 v -A 15 O. 16 1d=-�� anal‘il l 20 *i4 o 4 1 M-7x10 M-3x8 M-7x8 18 0.25�� M 3x8 **2X WEDGE M-7x10 a 2.75 W/(2) M-3X4 TYP. 2.75 o M-7x8(S) 12 12 ), y y y ), > y J, -05-05, 6-09-12 5-02-12 y2-00y 9-02-04 9.00-08 9-00-04 y 2-05-08 12-00-08 2-00 27-03 y y43-09 1-08 <coD PR0%, JOB NAME: POLYGON PLAN 5-D NH - DH1 sale: 0.1467 �� o . 4 I5%1�1'4 X217 WARMNGS: GENERAL NOTES,unless othendse noted: ^92 PE 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: 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 responsihlty of the building designer. /A'/ 3.Additional temporary bredng to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.n,and at 10'o.e.respectively unless braced throughout their le th by `mow! ' DES. BY: LJ la the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywallc). , ��'." 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 .y' 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. - SEQ. : 6 051344 fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, y 2 �� design loads be applied to any component. end are for"dry condition"of use. t�, TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Decessa assumes NII bearing at all supports shown.Shim or wedge If �L/M� 1 4 �T' fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. $R 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 111111111111111111111111111111111111111111 BCSI,copies of which request. MTe SAlrC/CompUTns Software 7.6.6(1L)E rcoincide cco0For i °aInches. obnnectoo plate design values see ESR-1311,ESR-1988(MITep EXPIRES.12/3112015 • 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 KODF @13BTA; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.15=(-1943) 4359 15- 3.) -193) 596 2x6 KDDF #16BTR T2, T3 SPACED 24.0' 0.C. BC: 2x6 KDDF 518BTfl 2- 3=(-5055) 2323 15.16=(-1536) 3431 15- 4=( -422) 947 WEBS: 2x4 KDDF STAND 4. 4=(•4703) 2253 117=(-1804) 4102 4-16=( -367) 244 LOADING 4. 5=(•3503) 1741 17-7-18=(•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- 70)-1321) 632 TC LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-3092) 1593 19.20=(•1689) 3826 7-17=) -142) 657 BC LATERAL SUPPORT <= 12'0C. 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 LL a 25 PSF Ground Snow (Pg) 9.10=(•4094) 1897 18- 9=( -318) 152 NOTE: 2x4 BRACING AT 24'0C UON. FOR 10.12=(•2734) 1406 9.19=( -258 201 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 0 19-10=( -53) 491 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=(-3119) 1526 10.20=(-1364) 635 13.14=(-3258) 1577 12-200( -375) 1004 OVERHANGS: 20.0' 0.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 20.13=1 •29) 218 M•1.Sx4 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. vertical members (uon). BEARING MAX VERT MAX HORZ BOG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) *" For hanger specs. See approved plans 0'- 0.0' -405/ 2034V -104/ 113H 5.50' 3.25 KDDF ( 625) 43'- 9.0' -337/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc OND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) M,M2OHS,MI8HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022' @ -1'- 8.0' Allowed = 0.167' MAX TL CREEP DEFL a -0.021' @ -1'- 8.0' Allowed = 0.222' MAX LL DEFL = 0.329' @ 22'- 8.7' Allowed = 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 f 3-07-09 f 1-03-12 f 6-02-11 f 2-05-0� f f T Design conforms to main windforce-resisting i' i' T T f T T 4-03-14 system and components and cladding criteria. 9-10 08 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-07-08 T ' 6 11 ' T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-3x4 M-7x8(S) 12 Truss designed for wind loads 6,00 p M-5x65/M-3X4 B O125" M-3x5 M-4X6 '7.)6.1)0 in the plane of the truss only. �2 7 y _ 10 2 M-3x4 13" M-1.5x3 M-1,5x3 + 3 C., M-3x10 ../ _ � � M-3x8 c � 15PIP 1111•16 17 40 W c1,000°---'" M-7x10 M-3x8 M-7x8 18 19 20 "14 o M-7x10 0'25 M-3x8 0 ---=12.75 es2X WEDGE 2.76-. M-7X8(S) 12 W/(2) M-3X4 TYP. 12 y y y ), )' y b y y-05-9, 6-09-12 5-02-12 y2-00 9-02-04 9-00-08 9-00-04 y -05-088 12-00-08 2-00 27-03 y 1-08 43-09 JOB NAME : POLYGON PLAN 5-D NH - DH2 K<c� D PROF�o Scale: 0.1467 Cj \�7y(�/;I IV )ey�r �/ WARNINGS: GENERAL NOTES,unless otherwise noted: ��1\ 4 r Y 5/I I -Q 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and Is for an Individual 0 P E r Truss: DH2 and Warnings before construction commences. building component.Applicability of design parameters end proper 41/01r"r 2.204 compression web bracing must be Installed where shown+. Incorporation of component la 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.c,and at 10'hili respectively unless braced throughout their length by �r�r, ��' continuous sheathing such as plywood sheathing(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 bracing required where shown++ rc 4.No load should be applied to any component until after all bracing and 4.Installation of tons Is the responsibility of the respective contractor. OREGON Ix SEQ. : 6051345 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component, and are for"dry condition'of use. �G/ �'9 �� 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 Q Y 4, ZO Q} fabrication,handing,shipment and Installation of components. 7necessary. F _ Q,+nb F1`` �. 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall bn e located on both drainage of truss,and placed so their center -•y C-rl 1.- IIIII I ILII VIII VIII VIII 11111 11111 IIII IIII MTe USA,Inc./CompuTrus IANTCA In SCSI,copies of (Sofch will (ware 7.6.6(1 L)E request 0B..Forrlines coincide with joint center lines. ibasic coctor onneoplate design values see ESR-1311,ESR-1988(MITek) 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 p186TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(•1627) 4217 14- 3=( -332) 1034 20.12=(•79) 251 BC: 2x4 KDOF A1&BTR SPACED 24.0' O.C. 2- 3=(•4923) 1901 14.15=(-1508) 3872 3.15=( -786) 419 WEBS: 2x4 KDDF STAND; 3- 4=(•3529) 1366 15.16=(-1095) 3091 15- 4=( 0) 365 2x4 DF STAND A LOADING 4- 5=(-2869) 1223 16-17=( -829) 2561 4-16=( -729) 350 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=( .702) 2427 5.17=(-1026) 550 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 6- B=(-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: 2x4 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 18.19=( -285) 773 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-3218) 1284 19-11=( -491) 343 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11-20=( -76) 319 OVERHANGS: 20.0' 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BUG AREA ** For hanger specs. • See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.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 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Desitin checked for net(-5 psf) uplift at 24 '0C spacino. 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 NOTE:Oesign assumes moisture content does 5-10-08 1-09� 5-04-05 0-0�4-11 5-02-02 not exceed tas at time of manufacture. 2-09 5-10-08 0 04-11 5-04-05 , . 5-05-10 T 5-04-05 Design conforms to main windforce-resisting ( ( T ( T �� T system and components and cladding criteria. 16.06-08 16-03-08 Wind: 140 mph, h=23.4ft, TCDL=4.2,8CDL=6.0, ASCE 7.10, 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M 4X6 M-4X6 12 load duration factor=l.6, 6.00 D M-3X45 67 M`�X8 p 4 6,00 Truss designed for wind loads in the plane of the truss only. M-5x6(5) M-3x4 0.25' s + + + M-1.5x3 2 M-335 M-3x10 c M 3x10 f /111P A .. i 1 �-14 15 18�'-� o M 5x8 M 3x4 M-5x10 17 M 11 6x3 0.251'' M-3 13x4 c **2X WEDGE M-5x10 M-5x8(S) 12 2.75 W/(2) M-3X4 TYP, 2.75 12 12 2,-05-0 5-10-08 6-02 )2 0), 5-06 5-10-12 7-09-02 8-01-02 y , y-05-08 12-00-08 2-00 27-03 y 1-08 43-09 fit© PRQFF. JOB NAME: POLYGON PLAN 5-D NH - DH3 Scale: 0.1338 ‹. (G INF iso. WARNINGS: GENERAL NOTES,unless otherwise noted: �� • �/l �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual cc' ' $P E r Truss• DH3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be Installed where shown+. Incorporation of component is the responsibiity of the building designer. _ 3.Additional temporary bredng to Insure stal lacy during construction 2.Design assumes the top and bottom chords to be laterally braced at 4911110°. DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their lengQth by `rpm po N continuous sheathing such as plywood sheathing(TC)and/or drywat C). 4 JC 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 <1/ SEQ. : 6 0513 46 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the reapomiNNty of the respective contractor. b A. 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}- 20- 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 end assumes no responsibility IblAly for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if Q 1 4' �� fabrication,handling,shipment and Installation of components. necessary. 41 /4'R 14�- 7,Design assumes 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 ncide with joint center Ines. 1111111111111111111111 MTe SA INVTCA rInciCompuTfus which Software 7.6.6(1L)-E request. 9.For DI basic connector size plate values see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 ILII IIIIIII 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 KODF #138TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.14=(-1958) 4217 14- 3=( •408) 1034 20-12=(-79) 226 BC: 2x4 KDDF /1188TR SPACED 24.0' O.C. 2- 3=(-4923) 2340 14-15=(-1814) 3872 3-15=( -786) 446 WEBS: 2x4 KDDF STAND; 3- 4=(-3529) 1732 15.16=(•1374) 3091 15- 4=( 0) 365 2x4 DF 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 TO 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. UON. 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 24.00 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' BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA M•1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) vertical members (tion). 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 KDDF ( 625) Connector plate prefix designators: ICOND. 2: Design checked for net(-5 oaf) uplift at 24 'oc spacing./ C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek 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 DEFL = -0.145' @ 43'. 3.5' 4' T 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 T T 5-10-08 f---13-03-12f -05-04 T 5-05-10 T T 5-04-05 not exceed 19% at time of manufacture. 4 T I T T T T T T 1' T T Design conforms to main windforce-resisting 16-06-08 16-03-08 system and components and cladding criteria, 4' 4' 7 9 f f Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 6.00 M-4x66 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3X8 o Q 6.00 load duration factor=l.6, M-3x4 Truss designed for wind loads M-5x6(S) 5in the plane of the truss only. M-3x4 0.25" 1 4 M-3x5 + M- 1,5x3 M-3x1011114 /* 2 r .10.1rM-3x10 cD O M-5x8 M•3X4 M-5x10 M�5X10 M-118 6x31 0.25' M 3x4 *13 o - 2.75 **2X WEDGE 2.75-. M-5x8(S) 12 W/(2) M-3X4 TYP. 12 ,-05-0Q 5-10-08 6-02 ),2 00), 5-06 5-10-12 7-09-02 8-01-02 y ,, �-05.08 12-00-08 2-00 27-03 y 1-08 43-09 JOB NAME : POLYGON PLAN 5-D NH - DH4 Scale: 0.1338 C?'� GPNfi���6> I5 1 "$ WARNINGS: GENERAL NOTES,unless otherwise noted: � �/ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for en Individual 92I OP E r Truss: DH4 and Warnings before construction commences. building component.Applicability at design parameters and proper //d 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibmty of the building designer. 3.Additional temporary bracing to insure stadity during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. B Y: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'o.r.respectively unless braced throughout their length by ��' DATE: 9/5/2014 responsibilitybuilding g continuous sheathing such as plywood required ing(rC)and/or drywall(BC). the overall structure is the res nsibiG of the designer. 3.2x Impact bridging or lateral bredng where shown++ Q 4.No load should be applied to any component until after all bredng end 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 6051347 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, re* q Z \���� design loads be applied to any component. and arefor"dry condition'of use. 1, 0 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at ell supports shown.Shim or wedge If 0 1 4 r P fabrication,handling,shipment and installation of components. nesessary. /ynR R`L\ 6.This design is furnished subject to the Imitations set forth 7.Design assumes coed one both drainage Is sso C I IIIIII VIII 11111 VIII VIII 111111111 III ILII 11IIII g 1 by e.Plates shell be located on faces of truss,end placed so their center TPIM/rCA In BCSI,copies of which win be furnished upon request. lines coincide with joint center floes. 9.Digits Indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1896(MITek) EXPIRES:12/31/2015 IIIIII1111111 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 = 1.15 1.2=1 0) 72 2-4=(0) 0 BC: 2x4 KDDF 1,16BTR SPACED 24.0' O.C. 2-3=(-64) 38 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 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, Inc M,M2OHS,111BHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Desion 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 = 0.003' @ -1'- 0.0' Allowed = 0.100' 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX CREEP LL DEFL = 0.001' @ 1'. MABC PANEL0.1' Allowed = 0.054' - I MAX TC PANEL TL DEFL = -0.002' @ 1'- 2.9' Allowed a 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=20ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All load Heighton, factor ' Enclosed, Exp.B, MWFRS(Dir), 1 Truss designed for wind loads cm 0 in the plane of the truss only. 0 0 N 0 O O O� 11.--- 4 4► M-3x4 ), 1, ), 1-00 2-00 (PROVIDE FULL BEARING:Jts:2,4.31 _co ROFe JOB NAME: POLYGON PLAN 5-D NH - EJ1 co, ,�PNEA., /0 Scale: 0.6772 �� //5/1 / 1.- WARNINGS: WARNINGS: GENERAL NOTES,unless otherwise noted: CC. ./ 7' 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 =92 0 0 P E ti' and Warnings before construction commences. building component.Applicability of design parameters and proper �' Truss: EJ 1 2.2x4 compression web bracing must be installed where shown.. Incorporation of component Is the responsibiay 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 A�•, DES. BY: LU is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /�•41irw4 Po bmtY Pe continuous sheathing such as plywood sheetNngQC)endlordrywal C). 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 u••• OREGON �' 4.No load should be appled to any component until after as bracing and 4.Installation of truss Is the responsldsly of the respective contractor. SEQ. : 6051348 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� V� Qr\b` A. design loads be applied to any component and are for-dry condition'of use. Q 1 4 2. -'�' 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 �Q`. fabrication,handling,shipment and Installation of components. nescessary. M 'R R 1��. P r^P° 7.Design assumes adequate drainage is provided. +l rl 6.This design is furnished subject to the[irritations set forth by B.Plates shall be located on both faces of truss,and placed so their center 11111111101111111111 TPIANTCA In BCSi,copies of which will furnished upon request. Digitsgit coincideIntwith joint ain Inches.9.linesIndicate size of plate to Inches. MITekUSA,Inc./CompuTrus Software7.6.6(IL)-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 3'- 11.7' TC: 2x4 KDDF R1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX ME1-2R FO 0) 72 2-4=(0)4/(0) 0q=1.00 BC: 2x4 F N18BTR SPACED 24.0' O.C. 2.3=(•96) 2- 0 KDD 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: 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 ( prefix)or no refix = LL = 25 PSF Ground Snow (PA) 3'• 11.7' 68/ 100V 0/ OH 1.50' 0.16 KDDF ( 625) CompuTrus, Inc 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, (COND. 2; Design checked for net(-5 Oaf) 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' 12 ..,� 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% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=20.9ft, TCOL=4.2,BCOL=6.0, ASCE 7-10, eo (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, M inuss thedplaneed offor thewloads truss only. 01 v .t0 o ► 4I=� -f M-3x4 y i• ), y 1-00 2-00 1-11-11 (PROVIDE FULL BEARING:Jts:2.4.3J JOB NAME : POLYGON PLAN 5-D NH - EJ2 <eck PRo Fss Scale: 0.6371 - /5/! y /O2 WARNINGS: GENERAL NOTES,unless otherwise noted: C492 •P E 9 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 4t' 1' Truss: EJ 2 and Warnings before construction commences. building component.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. DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.e.respectivelysuch aly unless braced throughout their length by �� continuous sheathing such as plywood Ing(TC)and/or drywall BC. --‘''''''.IP'. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ) .I ft SEQ. : 6051349 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.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON �I- ?f r 201 + 5.CompuTrus has no control aver and assumes no responsibility for the � TRANS I D: 407540 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 Q 1 4, v, necessary. fabrication,handing,shipment and Installation of components. nesessary. MF �- 6.This design Is furnished subject to the Irritations set forth 7.Design assumes adequate drainage Is provided. R R IL 1131111111111111111 8.Plates shall be located on both laces of truss,and placed so their center TPIANiCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ones. MITek USA,Inc iCompuTrus Software 7.8.6(1 L)-E 90.FForits basicicate connectoe rplf ate desigate In n inches. see ESR-1311,ESR-1888(MITek) 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 q1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0' 0.C. 2.3=(-144) 105 TC LATERAL SUPPORT <= 12'OC. UON, LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -241 309V -66/ 185H 5.50' 0.49 KDDF ( 625) 1'- 9.2' -65/ 156V 0/ OH 5.50' 0.25 KDDF ( 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,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for nett-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 IL 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' T' MAX HORIZ. LL DEFL = -0.001' @ 5'- 10.9' )j MAX HORIZ, TL DEFL = -0.002' @ 5'- 10.9' 12 10.00 NOTre content does notEexceedn19% ate time assums lofumanufacture. 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), rn load duration factor=l.6, c Truss designed for wind loads Cr 0 in the plane of the truss only. In I M 41C O ►� 4 M-3x4 y ), y y 1-00 2-00 3-11-11 'PROVIDE FULL BEARING:Jts:2,4.31 � ��p PRO,z JOB NAME: POLYGON PLAN 5-D NH - EJ3 Seale: 0,5134 �G, GINE /OA- WARNINGS: GENERAL NOTES,unless otherwise noted: �� • r�]�l! / "Y� 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 en Individual '' °9200 r G r Truss: EJ 3 end 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 responsibility of the building designer. 3.Additional temporary bracingto Insure stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at W�► U2'o.o.and et 10'o.c.respectively unless braced throughout their lenng�th by Ws�,. DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywon C). Q DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ OREGON SEQ. : 605135 0 4.No load should be applied to any component unfit after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. b fasteners are complete and at no Ume should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, '11' 142 �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'neeesse ssumes full bearing at a0 supports shown.Shim or wedge If `/0�n O�P fabrication,handling,shipment end installation of components. ry• R R%),' P 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the initatlons set forth by 8.Plates shall be located ppoIn both faces of truss,and placed so their center es VIII III 11111 VIII VIII VIII 1111 1111 MTiTPI/WTCA In e USA,lnCJCompuTfus I,copies of ich will be furnished Software 7.6.6(1 L En request. dde with joint center lines. 9.10.For basic lcn size ctoroplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E11111 This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-194) 138 TC 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 BAG 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' 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 ( p or no prefix = ormpuTrusLL = 25 PSF Ground Snow (Pg) 7'- 11.7' -138/ 205V 0/ OH 1.50' 0.33 KOOF ( 625) , Inc 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. ICON°. 2: Design checked for net(-5 nsfl uplift at 24 'oc soacing.I 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' 0 MAX HORIZ. LL DEFL = -0.003' @ 7'- 10.9' MAX HORIZ. TL DEFL = -0.003' @ 7'. 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.00 r12 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, a) Truss designed for wind loads o in the plane of the truss only. 0 0 N. M it ►, 4"='-'-'-''''' O M-3x4 i, ), ), ). 1-00 2-00 5-11-11 'PROVIDE FULL BEARING:Jts:2,4,3I JOB NAME: POLYGON PLAN 5-D NH - EJ4 ���'�O Fss, Scale: 0.4250 .? '7/5/11' 7:2ION:P7 5 �t WARNINGS: GENERAL NOTES,unless otherwise noted: �4 -r! 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual �' 1' T r u s s: EJ 4 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 responsIbIlty of the building designer. 3.Additional temporary bracing to Insure stebiary during construction 2.Design assumes the top end bottom chords to be laterally braced et DES. B Y: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'hitt respectively unless braced throughout their length by Lrl, r/® continuous sheathing such as plywood sheathing(TC)and/or drywallBC. /' DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. S 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. OREGON SEQ. : 6051351 fasteners are complete and at no Ume should any toads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component, and are for"dry condition'of use. �L/ y. 20� AT�� TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown,Shim or wedge If Q 14, _ fabrication,handling,shipment and Installation of components. Dnecessary. MFR R V 0. 6.This design is furnished subject to the Imitations set forth 8.Design assumes adequate onne drainage Is rsand I IIIIII VIII VIII VIII VIII VIII VIII IIII III) by 8.Plates shall be located both faces of truss, placed so their center TPINVTCA In SCSI,copies of which win be famished upon request. lines coincide with joint center Ines. MITek USA,Ina/CompuTrus Software 7.6.6(1 L)-E 10.Forrlts basic connectocate size rplf atetdesign values see ESR-1311,ESR-1888(MITek) EXPIRES:12/31/2015 IIIIII 1111111 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 TC: 2x4 KDDF q1&BTR' LOAD DURATION INCREASE = 1.15 1.2=( -7) 84 2.4=(0) 0 BC: 2x4 KOOF /)1&BTR; SPACED 24.0' 0.0. 2.3=(•72) 45 TO 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 50.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,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series t2 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for netl•5 osfl uplift at 24 'oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6.00 7;" 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 TL 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% at time of manufacture. Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph, h=19,4ft, TOOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), V) load duration factor=l,6, Truss designed for wind loads in the plane of the truss only. 08 Ego c'` ►/ 114 M-3x4 1, y y 1-08 1-00 (PROVIDE FULL BEARINGNit" 6:2.4.4( �v 0 PROFe,, JOB NAME : POLYGON PLAN 5-D NH - P1 Bcale: 1.D02D <0- INg�,pI s/3 WARNINGS: GENERAL NOTES,unless otherwise noted: CC.�� n�/!. ! 2-v 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and Is for an Individual =9 G,.P E r end Warnings before construction commences. building component.Applicability of design parameters and proper i/r/ Truss: P 1Incorporation 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 construction 2'o.e.and at 10'o.e.respectively unless braced throughout their length by //'rp.,- 1�. D E$. BY: U Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). 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++ L ,�OREGON � ' SEQ. 60513 53 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 lime should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, ' y ZQ TRANS I D: 407540b design loads be applied to any component and are for"dry condition'of use. Q 1 4 ti... 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 necessary. it fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 'SFRPM- 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 11111 11111 VIII I III 11111 I III 111111 I IIIII)(III TPUVVTCA in BCSI,copies of which will be famished upon request. Digs coincidewith jointanches 9.Digits Indicate size offplate center Iinches. 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