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Plans (75) 7 7":1-of - C /2_,-/ / i. -4,J / ` y ©CONFORMS TO DESIGN CONCEPT 1 LONFORM5TODESIGNCONCEPTWITH �( CONFORMS TO CESIGN CONCEPT u REVISIONBNOTED CA NON-CONFORMING-REVISE&RESUBMIT El V E�N CONFORMS TO DESIGN CONCEPT WITH ' -W'011 REVISIONS AS SHOWN DRAM.E.FEC,FiCAT,NS Mr. . E µAVE MAR 2 3 2016 1 LEL. ❑ NON CONFORMIt G REVISE AND RESUBMIT By FAlexia Fukui Date 9/22/14 THIS SHOP DRAWIS%HAS SEER REVIEWED FOR GENERAL CCRFORA4:CE MILBRANDT ARCHITECTS WITH THE DESIGN CONCEPT ON.'Y AS NOT RELIEVE THE CITY OF TIGARD FABRICATOR/'VENDOR OF RESPIISIBiartiR CONFORMANCE WIT:THE np� n' a AA DESIGN D NGS • SPECIFICATIONS ALL OF WHICH HAVE PRIORITY VCR\ — B II ING alt/JSION OVER H,',•�OP'; -IHO. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. WIC �J V WO By: T• _ Data:September 19.2014 8 II ,� rn •_ G INCT.- r 'i V �, r. GJz 4 11K ii CJ3 C C PI CJ5 t w 6:12 GM GJ7( Cr CJ8_ GIB V GJ,n F.J10 GI 4CJ Via& IS GCat T y CJB El g 0:12 CO 1ot12 CA CJ120) 6:12 CA CJ / _� 10:1, liKui C3) CJ Ho e41? S o.• g ] GN6 I __.. A i,\- 1(2) 16 12 ::,..nn�_ , tom- I I 5. gggillai GARAGE RIGHT 1 f-r I- 11-7,/T 4047 ®Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 TRUSS ALCUULATIONS AND ED STRUCTURAL a PROJECT TITLE: REVISION-I: DRAWINGSRFOR ALL FURTHER • PLAPLAN N 5-D COFFER INFORMATION.BUILDING Pa. m r . DESIGNERIENGINEER OF RECORD RESPONSIBLE FOR ALL NON-TRUSS DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING 5 / D-D CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL & TRUSS "' ... COMPANY DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void If not fabricated by-Pacific Lumber and Truss. A Eg CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT DONS6 PO Time CONCEPT WM1 REVGNOT 1 4 El NON-CONFORMING-&TYNE&RESUPAITT 1 0 CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN ,S ,.,,i REIM .i 40'-0" F.R.TOWE4Cii,...SPMS,P F,COMP,040.,..r).Too<i PATO.5..A....T.,A.AP,Kkeel COOE,A,.4'ff-U,.!:, ID NON-CONFORMING-REVISE AND RESUBMIT WAR/OVER...OF CM., BY Alexia Paul PT. 9/22/14 I THIS SHOP GRAMM'S HAS KEN REVIEWED FOR GENERAL CONFORMANCE MILBRANDT ARCHITECTS 1 cm THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE cl 2 - DESIGNSIAWINiS.ANO SPECIE,. .IONS ALL OF WHICH HAVE PRIORITY OVER TW'S SHIP—SRAWING. ACTOR SHALL VERIFY ALL DIMENSIONS. 0 CO "': 1 dd' aton Date:September 19,2014 i ',T : i EER./ G INC . . CJ1 .., l' 11 CJ1 CJ2 , _. .1C . CJ3 .. . • 111°111 1 CJ3C 7 al C2ipreity7 ac CJ6 _ ! , -.-, 6:12FL i ) . CAC I 1 8/ 4 CJ7C / / r CJ8 _ CJ8 _ i. CJ9 .- .-- CJ10 , 1 All= _ CJ10 EDI CJ11 ,_____ ,_.4 . . 4 CJ11 4 . cr, CJ10 _ C.110 CJ9 z3 . x CNI. csif r-- werp .- = cr) co ,•Kr 3, •;:cr or' 0 CJ8 _ lo12 _ 8 .. a. 0 . \ : , CJ6 / 6:12 10 12 CJ12 (5) 11 , N i \ , . 11111 • CJ13 1 CJ •15 (3) : 10:1. • \ ' _ CJ14 __.... H •..,; r7:3 CJ16 10 7.12 Ar ,HG US2 6-2 CJ17 A I _ _ ASJ1 1 I ,, iii P•/ 111-7 1/7' \\ I, l - 71 Hgt-5 " --11 1/2 I ! I i`• ----- . . 't— CV C.2 CNI .4 —4 --S --, —, -i GARAGE LEFT 1.- co cornea 1.91-8 1r2" ... 11'-7 1/2' 11'-8" BERING WALL- 448'-(). ,. ®Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON LINA03/31/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL 811 PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER PLAN 5-D COFFER INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD p ritfi umndber PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 5 / D-D CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEVV AND APPROVE OF AU_ COMPANY DEUVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. & TRUSS 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. °:..1.• MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPUWTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++, 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with Joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design values see ESR-1311,ESR-1988(MiTek). ,t ,i T ' ' r Iri 9 /'',.A. , OR a i4 tb, 11:1 t ' r 'A .IC . "� f A_ .• r3 /01171/ EXPIRES 610/1 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 #1&BTR 11-07-08 GIRDER SUPPORTING 43-09-00 FROM 7-00-00 TO 11-04-08 1- 2=( 0) 72 2- 9=( -598) 2906 9- 3=( -572) 2674 13- 7=(-974) 4430 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-4068) 864 9.10=(-1382) 6446 9- 4=(-4418) 994 WEBS: 2x4 KDDF STAND 3- 4=(-2906) 618 10-11=(-2328) 10538 4-10=( -552) 2538 LOADING 4- 5=(-6996) 1538 11-12=(-2326) 10538 10- 5=(-4306) 998 IC LATERAL SUPPORT <= 12"OC. 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. IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 2'- 0.0' V 6- 7=(-4800) 1090 13- 8=(-1054) 4800 5.12=(-2114) 342 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 2'- 0.0" TO 9'- 7.5' V 7- 8=(-6686) 1490 12- 6=( -612) 2824 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 9'- 7.5" TO 11'- 7.5' V 6-13=(-4768) 1062 NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 0.0)+OL( 20.0)= 20.0 PLF 0'- 0.0" TO 11'- 7.5" V ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 521.9)+DL( 354.9)= 876.8 PLF 7'- 0.0' TO 11'- 4.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 16.7)+DL( 4.7)= 21.3 LBS @ 2'- 0.0' 0'- 0.0' -682/ 3075V -34/ 41H 5.50" 4.92 KDDF ( 625) OVERHANGS: 12.0" 0.0' TC CONC LL( 16.7)+DL( 4,7)= 21.3 LBS @ 9'- 7.5' 11'- 7.5' -1228/ 5488V 0/ OH 5.50" 8.78 KOOF ( 625) ADDL: BC CONC LL+DL= 3584.0 LBS @ 6'- 0.0" Connector plate prefix designators: 1COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacinb.1 C,CN,C18,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 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" Join together 2 ply with 3'x.131 DIA GUN nails staggered at: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.060' @ 5'- 9.8' Allowed = 0.535' 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" T 1-11-11 7-08-02 1-11-11 T '' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 1-11-11 1-07-08 2-02-09 2-02-09 1-07-08 1-11-11 Design conforms to main windforce-resisting T 21.30# 21.30# 12 system and components and cladding criteria. 12 110.00 Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 10.00 �1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 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* /� // M 5x10 r/- - - )- f - -1 11 �\ I I \I I cn 9A- ._ ;-1._ l n I I v 0 9 10 11 12 13 8 0 M-5x10 M-3x8 M-3x8 M-3x8 M-5x6 M-7x8 /, /f 1, ),11 3584# ,, 1, y 1-09-14 2-00-13 1-11-01 1-11-01 2-00-13 1-09-14 1 1, y 1-00 11-07-08 JOB NAME: POLYGON PLAN 5-D NH - AH1 �� ,, os <0 Scale: 0.4231 ! Q WARNINGS: GENERAL NOTES,unless otherwise noted: �� V �f ��p / It 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4. 92 0 r E and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: AH 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.c.and at 10'o.c.respectively unless braced throughout their le th by rA, DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalltC). f-M Cc- DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "L ,OREGON,,,,t‘ A,4/ SEQ. : 6051299 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, 2A. design loads be applied to any component. and are for"dry condition"of use. �: 1 4 O TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge If �`'�y necessary. -"+fry 148„ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r-1 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 IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPIMlfCA In BCSI,copies of which will be furnished upon request. gsigs coincide with joint center lines. 9.Digitsindicate ndtsize of platetin inches.. MiTek USA,lnC./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 11E111111111 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&BTA LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF N1&BTA SPACED 24.0" O.C. 2.3=(-64) 38 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 50.IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -681 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,M188S,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 spacing.) 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 TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054' T T MAX TO PANEL TL DEFL = -0.002" @ 1'- 2.9' Allowed = 0.196" 12 MAX HORIZ. LL DEFL = 0.000" @ 1'. 10.9" 10.00 V 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 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. 0 0 cm M/- mrO o 1111. 1 4 1111 M-3x4 1, y y 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,34 JOB NAME : POLYGON PLAN 5-D NH - AJ1 �•`�` DpNOF�s, Scale: 0.6772 liNE$,p , WARNINGS: GENERAL NOTES,unless otherwise noted: 4�! 7tt--' "I1,,,. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual '9>92" P E 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. ,> 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom cholla to be laterally braced at DES. BY: LJ 2'o.c.and at to'o.c.respectively unless braced throughout their length by dam'' Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ! ` ,, DATE: 9/6/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ''p OREGON � . SEQ. : 6051300 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 Oji design loads be applied to any component. and are for"dry condition"of use. /t }' 14 4 +Z(} ^�.. TRANS ID: 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 V �P fabrication,handl) necessary. /t,7? � `f ng,shipment and installation of components. 7,Design assumes adequate drainage is provided. b 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 IIIIII IIII VIII VIII III I III IIII IIII IIIITPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center Ines. 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-1888(MiTek) EXPI RES:12/31/2015 11111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DOF/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=(-96) 73 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 322V -44/ 132H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -10/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -68/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacina.l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" 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. Co Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c load duration factor=l.6, c; Truss designed for wind loads in the plane of the truss only. c0/- o c, ► 4► M-3x4 /, y y 1, 1-00 2-00 1-11-11 (PROVIDE FULL BEARING:Jts:2,4,31 i\t0 PROpe ti JOB NAME : POLYGON PLAN 5-D NH - AJ2 5� �INE' s, Scale: 0.6371 <tr1 'i////r cit' WARNINGS: GENERAL NOTES,unless otherwise noted: �' a iir92/,P C. �+' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 7 • LE Truss: AJ2 end Warnings before construction commences. building component.Applicability of design parameters and proper w 2.2x4 compression web bracing must be Installed where shown+• Incorporation of component is the responsibility of the building designer. -T 3.Additional temporary bracing to insure stabiily during construction 2.Design assumes the top and bottom chords to be laterally braced at .10.1. DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their lenng�th by '"'" continuous sheathing such as plywood sheathing(TC)and/or diywall(HC). . 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 f,C 4.No load should be rippled to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. 7 ,{_ W 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, 1,.7 ��Q` �. design loads be applied to any component. and are for"dry condition"of use. Q -7 14, 2. „�" TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full beady at all supports shown.Shim or wedge if {a¢ fabrication,handing,shipment and Installation of components. Design assumes 4 V 7. latesassumes adequateatedon drainage is provided. C)� ' j„t. 6.This design is furnished subject to the iMtations set forth by 8.Plates shall be located both faces of hues,and placed so their center III 111111111111111111111111111111111111 TPIMlTCA in BCSI,copies which will be furnished upon request. git coincidetwith joint aIn nches 9.Digits size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-138) 101 ( ) 0 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -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 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacin REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9• VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133' -/ MAX BC PANEL LL DEFL = 0.005' @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 5'- 7.9" 12 ) MAX HORIZ. TL DEFL = -0.001" @ 5'- 7.9" 10.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, N Truss designed for wind loads o in the plane of the truss only. Lo Co r/- O o� ► 4► / M-3x4 1-00 2-00 3-08-11 (PROVIDE FULL BEAAING:Jts:2,4,3I cO PRO JOB NAME : POLYGON PLAN 5-D NH - AJ3 Scale 0.527G 5.;<, ,y�+�//1yhry �'s, WARNINGS: GENERAL NOTES,unless otherwise noted: `� r^�+'! t.I17 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 Q' t OPE t-~ Truss: AJ3 and Warnings before construction commences. budding component.Applicability of design parameters end proper ! 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsiNny of the building designee 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.such a unless braced throughout their length by r. 4/0600.05. the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 P h g 3.2x Impact bridging or lateral bracing required where shown++ .mCC 4.No load should be applied to any component until alter an bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6051302 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,J Q�� TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. / i 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 V -7 14 2 �A. fabrication,handling,shipment and Installation of components. Design assumes. 4,$" R R` ` {' 6.This design is furnished subject to the Irritations set forth 7.Design adequateobothdrhifage is oPtovisea. '�f dl t•• I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII by 8.Plates shall be located on faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. 11gg 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 1E11111111 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 NI&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF NI&BTR SPACED 24.0' O.C. 2-3=(-64) 38 IC 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' -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,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.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 = 0.003' @ -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' T T MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.196' 12 MAX HORIZ. LL DEFL = 0.000" @ I'- 10.9' MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9' 10.00 V NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting -v system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, Tro inuss thedplaneed offor thetruss wind loads 0 0 N M,- lilO 0 111011 411110.-- III M-3x4 ), y ), 1-00 2-00 'PROVIDE FULL BEARING:Jts:2,4,31 v,t0 PRDpe JOB NAME : POLYGON PLAN 5-D NH - ASJ1 Scale: 0.6772 ` 5/l /o WARNINGS: GENERAL NOTES,unless otherwise noted: 1: . .( ,PE �-" 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: ASJ 1 Incorporation 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.respectivety unless braced throughout their la tlr by NNW,. 4610,0* DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalC). "'� N-# j DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� pREGON� ��(/ 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6051304 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 full bearing of use. '6 1 4 Q TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full hewing et all supports shown.Shim or wedge if �Ai`` VP fabrication,handling,shipment and installation of components. necessary. `.'1:I 1 y�t.,, P mPo 7.Design assumes adequate drainage is provided. I'1 8.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 IIIIII VIII VIII VIII VIII VIII VIII III)IIII TPIIWTCA in BCSI,copies of which will furnished upon request. git coincide withzjointf center Ones. 9.Digitssoncide size oplatein inches, MiTek USA,Imc./CompuTruB 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 19-11-08 HIP SETBACK 4-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR 19-11-08 GIRDER SUPPORTING 43-09-00 FROM 0-00-00 TO 14-11-08 1- 2=(-4208) 990 1-12=( -700) 3012 12- 2=( -652) 2762 17- 8=(-2250) 562 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-3012) 732 12-13=(-1126) 4566 12- 3=(-1854) 526 18- 8=(-1012) 4520 WEBS: 2x4 KDDF STAND; 3- 4=(-4726) 1198 13-14=( -674) 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) 2404 19- 9=( -714) 3114 LL = 25 PSF Ground Snow (Pg) 5- 6=(-1000) 4076 15.16=( -580) 2416 14- 4=( -368) 1860 TC LATERAL:SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 4'- 0.0' V 6- 7=(-5838) 1502 16.17=( -528) 2170 4.15=(-7398) 1894 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 75.0)+DL( 21.0)= 96.0 PLF 4'- 0.0' TO 15'- 11.5' V 7- 8=(-4484) 1176 17.18=(-1390) 5802 15- 5=( -740) 282 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 15'- 11.5" TO 19'- 11.5' V 8- 9=(-3932) 1020 18-19=(-1390) 5802 15- 6=(-8356) 2104 BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 19'- 11.5" V 9.10=(-5328) 1322 19-10=( -908) 3932 16- 6=( -128) 754 NOTE: 2x4 BRACING AT 24'OC UON. FOR BC UNIF LL( 521.9)+DL( 354.9)= 876.8 PLF 0'- 0.0" TO 14'- 11.5" V 10.11=( 0) 72 6-17=( -678) 2882 ALL FLAT TOP CHORD AREAS NOT SHEATHED 17- 7=( -714) 3176 TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 4'- 0.0" TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 15'- 11.5' BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 0.0" 12.0" ADDL: BC CONC LL+DL= 3584.0 LBS @ 13'- 11.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -912/ 3929V -83/ 74H 5.50" 6.29 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 7.3" -2972/ 11613V 0/ OH 3.50" 7.82 KDDF (1485) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 19'- 11.5' -934/ 3796V 0/ OH 5.50' 6.07 KDDF M,M2OHS,MI8HS,M16 = MiTek MT series ( 625) BOTTOM CHORD CHECKED FOR 10PAC LIOE LOAD. TOP ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. of)ICOND. 2: Design checked for net(-5 fl uplift at 24 "oc spacin0.1 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, **HANGER BY OTHERS TO APPLY MCR LL TEFL = -0.032' @ 4'- 1.6" Allowed = 0.400" 5" ac in 2 row(s) throughout 2x6 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.062' @ 4'- 1.6' Allowed = 0.533" 9" oc in 1 rows) throughout 2x4 webs, MAX LL DEFL = 0.036' @ 14'- 1.5' Allowed = 0.537" 9' oc in 2 row(s) throughout 2x6 webs. MAX TL CREEP DEFL = -0.100' @ 14'- 1.5' Allowed = 0.717" MAX LL DEFL = -0.001' @ 20'- 11.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 20'- 11.5" Allowed = 0.133° 1-11-11 7-10-05 2-05-03 3-08-10 3-11-11 T T ' f . 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" 12 '' 4128# f f ' ' f 10 28# ' NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 10.00 V 10.00 7 Q 10.00 Design conforms to main windforce-resisting M-4x6 M-4x6 system and components and cladding criteria. 7 M-4x8 . g Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, D - - (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-4x6 M-5x16 Truss designed for wind loads M-5x1• M-3x4 M-5x12 M-1.5x3 in the plane of the truss only. yji NO El f41:41111 el n N Iiii c� �11��---- 1 12 13 14 175 16 4 17 Ti 19 -� 8 M-5x8 M-4x6 M-3x6 M-7x8 M-4x8 M-3x6 M-5x10 1 0 M-1.5x3 y ), y y M-8x141, y y �y3584# 1, 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 y 1, yJ' 8-04-08 0-05-08 11-01-08 1-00 y y y [PROVIDE FULL BEARING Jts'1 15 101 19-11-08 1-00 q PROP JOB NAME: POLYGON PLAN 5-D NH - BH1 ��'''f^INE fisc, Scale: 0.27655//r WARNINGS: GENERAL NOTES,unless otherwise noted: ��/ !92 •ry c , 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ? t-L Truss: BH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper / , 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. ,1N" ,/�! 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chorda to be laterally braced at / DES. BY: LJ 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 w the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC DATE: 9/5/2014 P riY g 3.2x Impact bridging or lateral bracing required where shown++ if 4SEQ. : 6051305 .No load should be appked to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON loadsfasteners are complete and at no time should any greater than S.Design assumes trusses are to be used In a non-corrosive environment, �',G"- " 1 fled �. design bads be applied to any component. 5. / F TRANS I D: 407540 CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"otuse. 6.Design assumes full bearing at all supports shown.Shim or wedge if 14 �A fabrication,handling,shipment and Installation of components. necessary. s p ( i- 6.This design is furnished subject to the limitations set forth by a.PlateDesis shell be locatedn assumes d on both facese of of truss,and placed so their center t � lines IIIIII VIII VIII VIII VIII I III VIII[III[IIIMTeUSA,lnc./CompuT us which Softwarefurnished 7.6.6(1L)-E request. 10.For basicconnectoroplate design values see ESR-1311,ESR-1988(MiTek) de vath jint center Ines. 9.Digits Indicate size of plate In inches. EXPIRES.12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 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 q1&BTA SPACED 24.0" O.C. 2.3=(-67) 43 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -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 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL , 'COND. 2: Design checked for net(-5 paf) uplift at 24 'oc spacing.] REQUIREMENTS OF IBC 2012 AND IBC 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" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" f f MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.078' 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 V MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9' NOTE:Design assumes moisture content does / not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, rn (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, o Truss designed for wind loads o in the plane of the truss only. N PJ/- cagrAilliMIMIIMINIIIMIM O o� 1110.--" I .14 M-3x4 J., y J, 1-00 4-00 'PROVIDE FULL BEARING;Jts:2,3,4I _c° PRQp JOB NAME : POLYGON PLAN 5-D NH - BJ1 Scale: 0.6882 �`' ti WARNINGS: GENERAL NOTES,unless otherwise noted: � •` `5/1r / - 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 Individual t. 92..PE r and Warnings before construction commences. building component.Applicability of design parameters end proper Truss: BJ 1incorporation of component is the responsiblity of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction2'o.c.and at 10'o.c.respectively unless braced throughout their le�th by �mr 0401199. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). -,f Crte DATE: 9/5/2014 the overall structure is the responsibility of the budding designer. 3.2x Impact bridging or lateral bracing required where shown++ �`QREGON C{/ 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. -y '+l tx SEQ. : 6051306 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, 3, 2S)'‘ 4{ design loads be applied to any component. and are for"dry condition"of use. AT TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes tug beating at all supports shown.Shim or wedge it /Q 1 4 �P' fabrication,handling,shipment and Installation of components. necessary.sR ri 1♦by 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center 111111111111110111111 VTPIIkU A In BCSI,copies of which will r7. .furnished upon request lines coincide with joint center lines. EXPIRES:12/31/2015 9.Digits Indicate size of plate in Inches. MITek USA,InciCompuTrus Software 7.6.6 1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 111&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-95) 77 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 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: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -68/ 106V 0/ OH 1.50' 0.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 Osfl uplift at 24 "on spacing.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX 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 IC PANEL TL DEFL = 0.039' @ 2'- 5.3" Allowed = 0.458' MAX HORIZ. LL DEFL = -0.001' @ 3'- 10.9" 12 -, MAX HORIZ. TL DEFL = -0.001' @ 3'- 10.9" 10.00NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. ') Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,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 ao in the plane of the truss only. 0 co co r/- 0 o NEMO 4► M-3x4 .1 y y 1-00 4-00 (PROVIDE FULL BEARING:Jts:2.4.31 JOB NAME : POLYGON PLAN 5-D NH - BJ2 �>vn pN fiF6:0 Scale: 0.5824 ```s I51Ir'' WARNINGS: GENERAL NOTES,unless otherwise noted: 7' -7 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 .921*PE Truss: BJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 40"...„„ 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). • DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shownCC 4SEQ. : 6051307 .No load should be applied to any component until after all bracing and 4.Installation ++ '-}'r of truss is the responsibility of the respective contractor. A�OREGON f(f 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- 4/ 2 \'''�As TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. 61 Q 5.CompuTrus has no control over and assumes no responsibility for the .Design assumes lull bearing at all supports shown.Shim or wedge if / fabrication,handling,shipment and installation of components. 7.Design asnecessasumes adequate drainage is provided. ":'eR R I GG. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center I VIII((III)VIII VIII VIII VIII IIIA(III IIITPI/WTCA In BCS(,copies of which will be furnished upon request lines coincide with joint center Ines. 9.Digits indicate size of plate in inches. MiTek USA,Ina/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201.5 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 #16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDOF #16BTR SPACED 24.0" O.C. 2 171 -3=� 205)1 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. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 Psf) uplift at 24 'oc spacing./ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/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 = 0.009" @ 1'- 10.0" Allowed = 0.286" '1 MAX TC PANEL TL DEFL = -0.008" @ 1'- 11.4' Allowed = 0.428" 12 10.00 7 MAX HORIZ. TL DEFL = -0.002" @ 5'- 8.2' 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. (j o Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, w (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. m /- 4 -/ o ►1 5►t M-3x4 1-00 4-00 1-08-15 (PROVIDE FULL BEARING:Jts:2.5.3.41 R,t0 PRQFe�'1S JOB NAME : POLYGON PLAN 5-D NH - BJ3 Scale: 0.5270 �5 ti` i �l %q WARNINGS: GENERAL NOTES,unless otherwise noted: (t' .92)0 PE 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 ,/ / building component.Applicability of design parameters and proper _ Truss: BJ 3 and Warnings before construction commences. Incorporation of component Is the responsibility of the building designer. /y 2.2v4 compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction2'o.c.and at 10'o.c.respectively unless braced throughout their len length by 4041'111 DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). 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 f,. 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. y `+•/ SEQ. : 6051308 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, 4.- 'P1, NtA A design loads be applied to any component. and are for"dry condition"of use. Q 1 4 �. 1?.. TRANS I D: 407540 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling, necessary. pt� i` i shipment and installation of components. 7, necessary. ssgn assumes adequate drainage Is provided. >�1-1 5+`" 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 111111111111111111 TPIM?CA In BCSI,copies of which will be furnished upon request. lines coincide with joint anr che. , 9.Digits oncide size of plate In Inches. o MiTek USA,Inc./COmpUTru3 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19W(MiTek) EXPIRES..12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF /11&BTA LOAD DURATION INCREASE = 1.15 1.2=(-48) 41 1.3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -18/ 42H 5.50" 0.16 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2° 0/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 1'- 11.7" -39/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.003' @ 1'- 2.9" Allowed = 0.131" BOTTOM CHORD CHECKED FOR 10PSF 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° NOTE:Design assumes moisture content does 1-11-11 not exceed 19% at time of manufacture. '1 T 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 factornl.6 'Cat.2, Exp.B, MWFRS(Dir), ' Truss designed for wind loads 10.00 V ' in the plane of the truss only. rn 0 0 0 N M� crO o/- 1�' 3 111111.- y M-3x4 1, y 2-00 :PROVIDE FULL BEARING;Jts:1,3,2I JOB NAME : POLYGON PLAN 5-D NH - BSJ1 Scale: 0.7703 \�� to P��FctS:S1 WARNINGS: GENERAL NOTES,unless otherwise noted: -f�' �F�c- q 1.Bulkier 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 :9./ (-G Truss: BSJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper rv^ 2.2x4 compression web bradng must be installed where shown+. incorporation of component is the responsiblty 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by #r is the responsibility of the erector.Additional permanent bracing of ) ,,/�0/1k.- cc Impact bridging such l plying re sheathing(TC)where s or drywan C. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ IC 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 ((f SEQ. : 6 051310 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. / 41, e O .},. TRANS I D: 407540 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 "0 � 14 ii 0Q' fabrication,handling,shipment and installation of components. 7.Denesign assumes adequate drainage is provided. 4„iiij h%L4. 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 111111111111111111 TPI/WfCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,InC./CompuTfu9 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 44'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DIF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2-10=) -983) 3050 3.10=(-298) 299 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=(-3345) 1280 10-11=( -749) 2567 10. 4=(-182) 615 WEBS: 2x4 KDOF STAND 3- 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"OC. 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=(-183) 618 OVERHANGS: 18.8' 18.8" 8- 9=( 0) 79 13- 7=(-300) 300 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN.. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -341/ 2026V -262/ 262H 5.50" 3.24 KDDF ( 625) 44'- 0.0" -341/ 2026V 0/ OH 5.50" 3.24 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 = 0.017' @ -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" 21-11-15 22-00-01 MAX HORIZ. TL DEFL = 0.139' @ 43'- 6.5' 1' T T NOTE:Design assumes moisture content does 7-04 7-01 7-06-15 7-06-15 7-01 7-04-02 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 12 6.00 17 M-4x6 Q 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 ,"( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), rt load duration factor=l"6, M-5x8(S) !' M 5x8(S) Truss designed for wind loads in the plane of the truss only. ,,•/,• • •/00°. 0.25" r+ r/\64%444111111r%,1%%.4%.4%,4%%%%.,M-1.5X3 M-1.5x3 3MN 13 c, 1/M-3x8 M-3x4 0.25" 0.210 52 M-3x4 M-3x8 \ 8 M-5x8(S) M-5x8(S) ), ), 1, J, y ), y y 9-00-11 8-11-05 7-11-14 8-11-05 9-00-13 ), 3, 1-06-12 44-00 1-06-12 JOB NAME : POLYGON PLAN 5-D NH - Cl c, �,NE/'�� s, Scale: 0.1506 4 // �1 / Q2 WARNINGS: GENERAL NOTES,unless otherwise noted: 7` Cl1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual `4t .920 0 P I� C' Truss: C and Warnings before construction commences. building component.Applicability of design parameters and proper ' 2.2x4 compression web braving must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at 4004110. DES. BY: W is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f Po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 46 CC`� DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral braving required where shown 0+ �REG•ON 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. '37 W SEQ. : 6051311 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 `.,' :',44,. .0o)` �� � design loads be applied to any component. and are for"dry condition"of use. © 14 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes on bearing at all supports shown.Shim or wedge If fabrication,handling, b. necessary. " ` V shipment end installation of components. 7.Design assumes adequate drainage is provided. C R`�,,,,4 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 VTPINVTCA In SCSI,copies of which will be furnished upon request. Ones coincide nctwith joint tecenterIn nchs. 9.Digits indicate size of plate In Inches. �]p CC 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:12/31/201.5 EMI 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 KDOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2- 9=(-1042) 3021 3- 9=1-298) 299 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3324) 1271 9.10=( -809) 2538 9- 4=(-182) 616 WEBS: 2x4 KDOF STAND; 3- 4=(-3164) 1308 10.11=( -431) 1847 4.10=(-746) 536 2x4 DF STAND A LOADING 4- 5=(-2452) 1174 11-12=( -780) 2358 10- 5=(-406) 1050 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2444) 1195 12- 8=(-1049) 2770 5.11=(-396) 1027 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3108) 1368 11. 6=(-721) 526 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3267) 1326 6-12=(-226) 561 12- 7=(-247) 336 OVERHANGS: 18.8" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0' -342/ 2021V -247/ 257H 5.50" 3.23 KDDF ( 825) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 43'- 9.0' -274/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacin0.I JT 8: Heel to plate corner = 2.50' 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 not exceed 19% at time of manufacture. 21-11-15 21-09-01 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. '( '1 '1 '1 '1 '1 'I Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 6.00 load durHeiation"factor=1 .6 CCat.2, Exp.B, MWFRS(Dir), 6.0017 M-4x6 ' 4.0" Truss designed for wind loads 5 .h4 in the plane of the truss only. M-5x8(S) *� 0"25 M•5x8(S) 0.25" GV VC M-1.5x3 M-1.5x3 MM-3x8 v 0 'A --0011.°°°°°...°1°° \ \ /\411144A ..,-. �� 9 1 �1 12 *+8" o o M-3x8 M -3x4 0.25" 0.25 M-3x4 0 M-5x8(S) M-5x8(S) .1 ), y ), ), 1, y ), 9-00-11 8-11-05 7-11-14 8-11-05 8-09-13 y 1-06-12 43-09 tat° PRO L., JOB NAME : POLYGON PLAN 5-D NH - C3 Scale: 0.1508 INS4451 ' s% WARNINGS: GENERAL NOTES,unless otherwise noted: ' 'rrr��� l� r- 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 " =9 t I�E cr Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibilty of the building designer. 4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4/,.1iM " is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �- " tv. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • `.'a,, 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. "}7 OREGON W SEQ. : 6051312 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Lf -ry�1. A design loads be applied to any component. and are for"dry condition"of use. Q F 1 4 2'O h- TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge It t��} fabrication,handling,shipment and installation of components. nesessary. ITrR RF11k..‘.. v 6.This design Is furnished subject to the Irritations set forth 7.Designlaesassumes adequatedon bothdrafacesace Is muss,a C 4. IIIIII II IIIII IIIIIII IIIII IIIII IIIIIII g 1by 9.Plates shell be of truss,end placed so their center TPIANfCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-09-00 STUB HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 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, T3 2- 3=(-6766) 2286 13.14=(-3060) 8274 13- 4=( -486) 1888 BC: 2x6 KDDF #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=(-3048) 8220 6.14=( -92) 754 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 10'- 0.0" V 4. 6=(-5996) 2126 16-12=(-1910) 5602 14- 7=( -486) 380 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 34'- 0.0" V 6- 7=(-8588) 3228 7.15=( -534) 394 BC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0" TO 43'- 9.0' V 7- 8=(-8552) 3220 15- 8=( -100) 794 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 9.0" V 8.10=(-5882) 2106 8-16=(-2866) 1340 9.10=( 0) 0 10-16=) -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 @ 34'- 0.0" 11.12=(-6548) 2250 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 20.0" 0.0' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0' -1150/ 3765V -104/ 113H 5.50" 6.02 KDDF ( 625) Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 43'- 9.0' -1095/ 3584V 0/ OH 5.50' 5.73 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 2 ) complete trusses required. M,M20HS,M18HS,M16 = MiTek MT series Join together 2 ply with 3"x.131 DIA GUN )COND. 2: Design checked for net(-5 oaf) 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, MAX LL DEFL = 0.005' @ -1'- 8.0" Allowed = 0.187' 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.005' @ -1'- 8.0" Allowed = 0.222' 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.269" @ 22'- 0.0' Allowed = 2.142' 9' oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.532' @ 22'- 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.078" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.127" @ 43'- 3.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 9-11-11 24-00-10 9-08-11 Truss designed for wind loads ( T f f in the plane of the truss only. 5-01-03 4-04 0-06-08 5-08-15 6-03-06 6-03-06 5-08-15 0-06-08 4-04 4-10-03 T f533.30# 1' ' T 033.30# ' f 12 M-7x8(S) - :16.00 12 6.00 M-5x6 M-3x5 0.25" M-3x5 . M-5x6 a 6.00 y T2 6 T3 8 A M-1.5x3 M-1.5x3 + + t r \/\./ M-3x8 0 / 13 14 'f 'I 13 16 *t2 M- o M-3x8 3x8 0.25" 0.25' M-3x8 8 M-7x8(S) M-7x8(S) y ,1 ) 1, . ), 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 J, ), y 1-08 43-09 �.i\t c) PROs JOB NAME : POLYGON PLAN 5-D NH - CH1 5� IN a~ si Scale: 0.1499 15/!7 �l' WARNINGS: GENERAL NOTES,unless otherwise noted: tffff rr��� p7' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual �T 7G,0 F.E r Truss: CH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper /�/ 2.204 compression web bradng must be installed where shown+. Incorporation of component is the responsibiRly 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 s�0m, permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1Jae�"'.... DES. BY: LJ is the responsibilityof the erector.Additional �B O ` - continuous sheathing such as bracing curewhere s honor drywep C). CC DATE 9/5/2014 the overallstructureIs the responsibilityanyomp ofthe building riraci3.In Impact bodging Is laterale ring of required respective e pe shown+a OREGON f,i 4.No load should be tippled to any component until after all bracingand 4.Installation of truss Is the responsibilityof the res ctive contractor. ^V SEQ. : 6 051313 fasteners are complete and at no line should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L. •Pf, Q�� A. design loads be applied to any component and are for"dry condition"of use. 1 ?, ��"'�- TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling, Design a . L:h n"� shipment and installation of components. 7, necessary. assumes adequate drainage Is provided. C+"i tl 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 canter BCI,copies of whch will be furnished upon IIII I II II VIII VIII VIII I III IIT IIII IIIIMira SAnlncs/CompuTrus iSoftware 7.6.6(1 L)E request. 10.For basic cod nectoroplate design values see ESR-1311,ESR-1988(MiTek) + lines coincie with jint center tines. 9.Digits Indicate size of plate in Inches. EXPIRES:12/31/2015 • IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDFjCq=1.00 TC: 2x4 KDDF 7116BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-13=(-1346) 2900 3-13=( -97) 178 2x6 KDDF #1$BTR T2, T3 SPACED 24.0" O.C. 2- 3=(-3372) 1652 13-14=(-1691) 3901 13- 4=( -331) 1025 BC: 2x6 KDDF N1$BTR 3- 4=(-3183) 1579 14.15=(-1739) 4230 13- 6=(-1371) 647 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 15.16=(-1701) 3873 6.14=( -18) 401 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2791) 1452 16.12=(-1313) 2765 14- 7=( -257) 154 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4061) 1945 7-15=( -276) 155 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4043) 1898 15- 8=( -18) 418 8.10=(.2734) 1407 8-16=(-1397) 647 LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 10-16=( -367) 997 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10.11=(-3118) 1527 16.11=( -31) 219 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=(-3258) 1576 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 20.0' 0.0° 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 50.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'. 0.0' -404/ 2034V -104/ 114H 5.50" 3.25 KDDF ( 625) vertical members (uon). 43'- 9.0' -337/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) ** For hanger specs. - See approved plans connector•plate prefix designators: ICOND. 2: Design checked for net(-5 of) uplift at 24 "oc snacing.I C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,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,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 13-03-11 17-04-10 13-00-11 Truss designed for wind loads f - T -)' in the plane of the truss only. 5-01-03 4-04 3-05-09 2-09-14 6-03-06 6-03-06 2-09-14 3-05-09 4-04 4-10-03 1' T - T 1' T T T T -1 1' 12 6.00 1 5 M-7x8(S) s 12 M-5x6 M-3x5 7 M-4x6 a 6.00 3 3x5 12 y0°25" M-313... M-1°5x3 M-1°5x3 + + 1 06, c•-, M-3x8 1.0 . \/\/.. o 13 14 'I 41e 16 *12 o o M-3x8 M-3x8 0.25" 0.25 M-3x8 8 M-7x8(S) M-7x8(S) y y 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 y 1-08 43-09 JOB NAME : POLYGON PLAN 5-D NH - CH2 Scale: 0.1499 `14\ �D PN .:63/� 2,. WARNINGS: GENERAL NOTES,unless otherwise noted: 44 rrr��� pC 17 CH2 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 individualCC. . /1-t� Truss: C H 2 and Warnings before construction commences. building component.Applicability of design parameters and proper ,.^ 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 01�rw DES. BY: LJ is the responsibility of the erector.Additional2'o.c.and at 10'o.c.respectively unless braced throughout their length by A 4 po Xty permanent bracing of continuous sheathingsuch as ( ` plywoodquired 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+0 � Cr /1 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. 4,OREGON. �<(I SE Q. : `6051314 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+ y design loads be applied to any component. nend arefor'dry condition"of use. '/t -1k 1 4 r�(1 .},.. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes on bearing at all supports shown.Shim or wedge if V lif[. Os fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. 4'}�R 1�,-4 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 IIIIII II Il I'll)I III l III VIII VIII IIII IIIITPlnnrrCA In BCSI,copies of which will be furnished upon requestlines coincide with Joint center che. Di 9.Digits Indicate size of platetein Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1371,ESR-1888(MiTek) EXPIRES:12/31/2015 1110 11111 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 /118BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.13=(-1067) 2889 3.13=(-152) 199 BC: 2x4 KDDF g18BTR SPACED 24.0" O.C. 2- 3=(-3317) 1286 13.14=) -914) 2657 13- 4=( -33) 359 WEBS: 2x4 KDDF STAND; 3- 4=(-3114) 1250 14.15=( -700) 2439 4.14=(-524) 357 2x4 DF STAND A LOADING 4- 5=(-2567) 1138 15-18=( -700) 2439 14- 5=(-276) 797 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 16.17=( -882) 2558 14- 7=(•435) 182 TC LATERAL SUPPORT <= 12'0C. 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. FOR 10-11=(-3039) 1229 10-17=( -77) 318 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3218) 1283 17.11=( -79) 251 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 20.0' 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0' -321/ 2034V -182/ 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 = NiTek MT series 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) JT 12: 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 = 0.201' @ 22'- 0.0' Allowed = 2.142" MAX TL CREEP DEFL = -0.389' @ 22'- 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.085' @ 43'- 3.5' MAX HORIZ. TL DEFL = 0.142" @ 43'- 3.5' NOTE:Design assumes moisture content does not exceed 19'k at time of manufacture. 16-07-11 10-08-10 16-04-11 Design conforms to main windforce-resisting T T T f system and components and cladding criteria. 5-02-03 0-04-08 5-04-05 5-05-11 5-04-06 f T '('( T f( T ' 1' 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.e, MWFRS(Dir), T '( T TT T ¢'( T T load duration factor=1.6, 12 12 Truss designed for wind loads 6.00 M-5x6(S) M-4x6 M-3x8 .rM M-4x6 Q 6.00 in the plane of the truss only. M-5x6(S) 0.25" 0.25" M-1.5x3 + + M-1,5x3 1 c-, \ a A M-3x10 Lo r CD mo o / 13 14 1' 15 ,,r16 17 *'12 o M-3x8 M-3x4 0.25" M-1.5x3 0,25 M-3x4 O M-5x8(S) M-5x8(S) y 1, 1, y 1, 1, y y y 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-01-03 y 1-08 43-09 WEDGE REQUIRED AT HEEL(S), 0 P R d4�' JOB NAME : POLYGON PLAN 5-D NH - CH3 Scale: 0.1483 �5� . IN,t S/� WARNINGS: GENERAL NOTES,unless otherwise noted: `.p �� r c 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 't =9 O P E f"^ Truss: CH3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �raa + DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by „,..0°,1100+ /aR' Po ty continuous sheathing such as plywood sheathing(TC)and/or drywati(BC). (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 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. W SEQ. : 6051315 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1�• 'I" �\� design loads be applied to any component. and are for"dry condition"of use. eQ; 1 4 tty, TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge if (S fabrication,handling, necessary. `R R ! V shipment and installation of components. 7.Design assumes adequate drainage is provided. rl 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 IIII I VIII VIII VIII VIII Hill IIII IIIITPIANiCA in BCSI,copies of which will be furnished upon request. Digit coincidentwith joint aIn Ines. 9.Digits Indicate size cto of plate in inches. 9 MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(NiTek) EXPIRES:12/31/20155 111111IIIIII1 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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.14=(-1262) 2926 3.14=(-151) 184 BC; 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=(-3337) 1610 14-15=(-1142) 2696 14- 4=( -22) 359 WEBS: 2x4 KDDF STAND 3- 4=(-3135) 1578 15.16=(-1120) 2476 4-15=(-523) 297 LOADING 4- 5=(-2589) 1493 16.17=(-1120) 2476 15- 5=(-357) 819 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17.18=(-1208) 2619 15- 7=(-463) 298 BC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2248) 1390 18.12=(-1346) 2848 16- 7=( 0) 274 TOTAL LOAD = 42.0 PSF 7- 9=(-2248) 1390 7-17=(-463) 298 8- 9=( 0) 0 9.17=(-357) 819 NOTE: 2x4 BRACING AT 24'OC VON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-2589) 1493 17-10=(-523) 297 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3135) 1578 10-18=( -21) 359 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3337) 1610 18-11=(-151) 184 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13°) 0) 84 OVERHANGS: 20.0' 20.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -444/ 2038V -198/ 198H 5.50" 3.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 44'- 0.0" -444/ 2038V 0/ OH 5.50" 3.26 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -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 2-06-042-05-04 -03-09 5-05 11 5-02-03 5-07-06 T NOTE:Design assumes moisture content does .' ,' f f f f f f f f not exceed 19% at time of manufacture. 12 6 8 12 Design conforms to main windforce-resisting 6.00 D M-4x6 M 4x6 Q 6.00 system and components and cladding criteria. M-3X8 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7 s (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(S) M-5x6 S load duration factor=1.6, ( ) Truss designed for wind loads 0.25" 0.P5"" in the plane of the truss only. 41 /...pv. ..........444......_ M-1.5x3 +,, .;+ 3 M-1.5x3 1 oen- 14 c / M-3x8 M 3x4 10.25" M-1165x3 0.257 18 M 3x4 M-3x8^\3 8 M-5x8(S) M-5x8(S) , , 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-04-03 , , 1-08 44-00 1-08 JOB NAME: POLYGON PLAN 5-D NH - CH4 Scale: 0.1623 s,., !1 :/ jyyy: ��( WARNINGS: GENERAL NOTES,unless otherwise noted: �/ r r [ I �"jJ 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 u` 7 92S•P E Truss" CH4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown it. Incorporation of component is the responsibiity of the building designer. 3.Additlonal temporary bredng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 40001P the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood Ing(TC)and/or drywall(BC). .r" ` e ' DATE: ,9/5/2014 Po ty 9 3.2x Impact bridging or lateral bracing required where shown t t AO Ir 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 44, SEQ. : 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, 4:. V ��v,,, design loads be applied to any component. and are for"dry condition"of use. /^ TRANS I D: 407540 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full beating 14 ng at all supports shown.Shim or wedge if V necessary. R R I L fabrication,handling,shipment end installation of components. 7.Designlatesassumes adequate dld ish faces of truss,and placed so their center I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center toes. 9.Digits indicate size of plate In inches. MiTek USA,InciCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #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=(-71) 97 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' -116/ 306V -15/ 61H 5.50" 0.49 KDDF ( 625) 1'- 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 SPATIAL 'COND. 2: Design checked for net(-5 psi) 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 = -0.002' @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.7" Allowed = 0.059" 1-02 MAX TC PANEL TL DEFL = -0.001" @ 0'- 8.7" Allowed = 0.089" T T 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. -i Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=l.6, 10.001 / m Truss designed for wind loads V ' O v in the plane of the truss only. t 0 the r O M-3x4 J., J, 1, 1-00 'PROVIDE FULL BEARING:Jts:2.3.41 6-00 ���50 PROFS. JOB NAME: POLYGON PLAN 5-D NH - CJ1 Scale: 0.6954 '. ! t 1 d WARNINGS: GENERAL NOTES,unless otherwise noted: r 1- w� va rf ��p " 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 4 =92.0 r E r" and Warnings before construction commences. building component Applicability of design parameters and proper AillTruss: CJ 1incorporation of component is the responsibimy of the building designer. 2.7x4 compression web bredng must be Installed where shown+, y,Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bradng to Insure stabiity during construction 2'o.c.end at 10'o.c,respectively unless braced throughout their length by DES. BY: LJ is the responsibility of the erector.Additional permanent bracingof (g - CC po KY Pe continuous sheathing such as plywood sheathe d throughout and/or dryweq C). DATE: .9/5/2014 the overall structure is the responsibility of the building designer. 3.2u Impact bridging or lateral bradng required where shown++ OREGON f,, 4.No load should be applied to any component until after all braving and 4.Installation of truss is the responsibility of the respective contractor. b `./ SEQ. : 6051317 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, LSO q 1 (\ " design loads be applied to any component. and are for"dry condition"g use. 1,, 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 AT fabrication,handling, necessary. 'rlF R ii shipment and installation of components. 7,Design assumes adequate drainage is provided. r'1 rt 1.� 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 -_ IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI WTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits Indicate size of plate to inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E11111111 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #11,BTR SPACED 24.0" O.C. 2-3=(-60) 58 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 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: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50° 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,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 psfl 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" 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 TC PANEL LL DEFL = -0.004" @ I'- 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 = 0.254' MAX BC PANEL TL DEFL = -0.023' @ 3'- 3.8" Allowed = 0.339" 10.00 7 MAX HORIZ. LL DEFL = 0.000" @ 2'- 3.6" MAX HORIZ. TL DEFL = 0.000" @ 2'- 3.6" -, NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 0 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, c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads N in the plane of the truss only. o 0 0'` IIIIN .14 M-3x4 y 1, y 1-00 [PROVIDE FULL BEARING:Jts:2,3,4[ 6-00 JOB NAME : POLYGON PLAN 5-D NH - CJ2 Scale: 0.6704 ��� D �� )yp��`� ,. WARNINGS: GENERAL NOTES,unless otherwise noted: 't. .2775//19 pr+' r rC 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 ''4 7 9 S P E 1- Truss: CJ 2 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 responsibility of the budding 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.respectively unless braced throughout their length by the averat structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' DATE: 9/5/2014 Po ty e 3.2x Impact bridging or lateral bracing required where shown++ Cr 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6051318 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, z'4,. 1j p,�G. A., design loads be applied to any component. and are for"dry condition'of use. -'�41 1�, 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 V 1 4 V S_ nersmsa fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. -"'n R 10- 6.This design is furnished subject to the Pnitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII it II VIII VIII VIII I III VIII IIII IIIITPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 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 #1&BIR SPACED 24.0' O.C. 2.3=(-118) 14 5.6=(-30) 95 3.6=(-99) 31 WEBS: 2x4 KDDF STAND; 3-4=( -17) 31 2x4 DF STAND A LOADING 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"OC. 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) OVERHANGS: 12.0' 0.0' LL = 25 PSF Ground Snow (Pg) 2'- 3.6" -125/ 77V 0/ OH 1.50' 0,12 KDDF ( 625) 6'- 0.0" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-04-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX MAX TLCREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' '( T 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' 10.00 7 MAX BC PANEL TL DEFL = -0.006" @ 3'- 9.0' Allowed = 0.140' MAX HORIZ. LL DEFL = 0.001' @ 5'- 3.3" MAX HORIZ. TL DEFL = 0.001" @ 5'- 3.3" M-3x4 NOTE:Design assumes moisture content does not exceed 196 at time of manufacture. (I u� �e Design conforms to main d claddingresisting o system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCOL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x5 PQ load duration factor=1.6, Truss designed for wind loads �� in the plane of the truss only. 6-,m 0,,, �'--5 6 ► -� Cr '���� M-1.5x3 C7 M-5x6 **2X WEDGE W/(2) M-2.5X4 TYP. - 2.75 12 ), )' ), ), 2-05-08 2-09-13 0-08-11 y 1, 1, y 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING;Jts:2,4,61 PR JOB NAME : POLYGON PLAN 5-D NH - CJ2C ,�ti .x iNEt._�s Scale: 0.5669 ! 0 WARNINGS: GENERAL NOTES,unless otherwise noted: L /�p /" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 .r E { and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: CJ2C Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracinmust 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'a c.and at 10'o.c.respectively unless braced throughout their length by , mrr DES. BY: L J is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -' ,^r It DATE: 9/5/2014 the overall stnicture is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON J,, 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. ik W SEQ. : 6051319 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, e1,` �� design loads be applied to any component. and are for"dry condition"of use. .4.- -,a,..4-7 r f 4 .0 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if C J fabrication,handling, necessary. b R t shipment and installation of components. 7.Design assumes adequate drainage is provided. r'1 R`k.. 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 Ell VIII VIII VIII 11111 IIII IIII TPIMITCA in BCS(,copies of which WO be furnished upon request. git cIndicat with joint ate in lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIII 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 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2.3=(-82) 76 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -29/ 335V -40/ 122H 5.50' 0.54 KDDF ( 625) 3'- 6.1" -127/ 128V 0/ OH 1.50" 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 55V 0/ OH 5.50' 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net1-5 ssfl 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 = -0.002° @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.099" 3-06-13 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.132" 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 MAX HORIZ. LL DEFL = -0.000' @ 3'- 6.1' 10.00 MAX HORIZ. TL DEFL = 0.000" @ 3'- 6.1' NOTE:Design assumes moisture content does 0 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, o Truss designed for wind loads in the plane of the truss only. cv co v 0 o� �� ►t4 - M-3x4 ), y i, 1-00 'PROVIDE FULL BEARING:Jts:2.3.41 6-00 • �p`�,O PROPe 'C JOB NAME : POLYGON PLAN 5-D NH - CJ3 Scale: 0.5917 �\� )N cS1j� WARNINGS: GENERAL NOTES,unless otherwise noted: 1?V' ` �� [- "}7 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 .!!l!���� f"t-�E r",. Truss: CJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper , 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stebifty during construction 2.Design assumes the top and bottom chords to be laterally braced at ai�P 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 1�pr.. po kly 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++ tI Q 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "}r OREGON 40SEQ. : 6051320 fasteners are complete and at no time should any bads greater than S.Design assumes trusses are to be used in a non-corrosive environment, G I, design loads be applied to any component. and are for"dry condition"of use. �jS 7)+ 14 ryVO +.k. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ' 'R R i k...\- 8.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 'IIIII II II III IIIII IIIII IIIII IIIII IIIIIIII TPI WfCA in SCSI,copies of which will furnished upon request, lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./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 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.6=(-52) 89 6.5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-171) 21 5.7=(-69) 114 5.3=( 0) 51 WEBS: 2x4 KDDF STAND 3-4=( -24) 34 3-7=(-127) 76 LOADING TC LATERAL'SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 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' -41/ 343V -40/ 122H 5.50' 0.55 KDDF ( 625) 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,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for nett-5 POI uplift at 24 "00 spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100° MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.005" @ 2'- 3.8' Allowed = 0.199" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.099' MAX TC 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 ' MAX HORIZ. TL DEFL = 0.005" @ 5'- 7.5' 12 NOTE:Design assumes moisture content does 10.00 -� not exceed 19% at time of manufacture. 7 Design conforms to main windforce-resisting �' system and components and cladding criteria. 10.4x6 �� Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ?/�` load duration factor=l.6, _c,� inuss thedplaneed offor thewind trussoads only. CM M C7 ° �� A�__ _ ��7 -/ 4m o M-1.5x3 '',- =1 6 0 0 M-3x4 M-3x4 M-3x4 2-03-12 3-08-04 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2,4.7' �� +�© PRO,,eO JOB NAME : POLYGON PLAN 5-D NH - CJ3C Scale: 0.4986 .,0 I"E s% WARNINGS: GENERAL NOTES,unless otherwise noted: v7-97/5/If 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 4 . •P E t' Truss: CJ3C 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. ,r 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length byd ✓ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal�C). ...,°W08,0 .sw 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++ it OREGON t„,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. `V SEQ. : 6051321 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L/ 7,,q O\�• A. design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. 6.Design assumes toll bearing et all supports shown.Shim or wedge if "0 ) 1 4 0, �-"�' TRANS I D: 407540 fabrication,handling, necessary. h Rt shipment and Installation of components. 7.Design assumes adequate drainage is provided. �+1(-1 1 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111 TPIIWiCA in BCSI,copies of which will be furnished upon request. digs coincide nctwith joint ain lines. 9.Digits indicate size of plate In Inches. n G 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 111 IIIIII 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 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-109) 95 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0' 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 'COND. 2: Design checked for net1-5 mil 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 = -0.002" @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" 4-09-03 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0' Allowed = 0.052" f '1 MAX TC PANEL LL DEFL = 0.054" @ 2'- 8.9" Allowed = 0.374" MAX TC PANEL TL DEFL = -0.052" @ 2'- 7.0' Allowed = 0,561" 12 MAX HORIZ. LL DEFL = -0.001" @ 4'- 8.4" MAX HORIZ. TL DEFL = -0.001" @ 4'- 8.4" 10.00 V Ij 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, o (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads in the plane of the truss only. 4 M Cr 0 o/- ►� ►t4 M-3x4 y ,1 y 1-00 6-00 'PROVIDE FULL BEARING:Jts:2,3,4J Ii\t,0 PR JOB NAME : POLYGON PLAN 5-D NH - CJ4 Scale: 0.5377 mac•-•CI / yp�Ff,,4���/y WARNINGS: GENERAL NOTES,unless otherwise noted: �44, • J/ II ,. , 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 .f-G Truss• CJ4 and Warnings before construction commences. building component Applicability of design parameters and proper w'"'r� " 2.214 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the budding designer. ,,,+' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,'rte. DES. BY: LJ 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 ,....rwily Nim r. continuous sheathing such as plywood ng(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bradng required where shown+-i- 4. # 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '}7 OREGON 4.f SEQ. : 60513 22 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �i+ ,� ,'-. design loads be applied to any component. and are for"dry condition"of use. //� -11- 14, Q .}... 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 V tI fabrication,handling,shipment and installation of components. Dnecessary. / �F'R}i 1 7.Design assumes adequate drainage is provided. b4 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 IIIIII II II'III VIII VIII VIII VIII III III) TPINJfCA In BCSI,copies of which will furnished upon request. Digit cInd cat with joint acenter lines. 9.Digits Indicate size of plate in Inches. MITekUSA,Ir1C./CompUTrusSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11E1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.6=( -93) 129 6-5=( 0) 18 BC: 2x4 KDDF R1&BTR SPACED 24.0' O.C. 2.3=(-214) 36 5-7=(-122) 165 5.3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=( -59) 46 3.7=(-184) 135 LOADING TC LATERAL SUPPORT <= 12"0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0' -30/ 375V -53/ 153H 5.50' 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 8.5' -85/ B7V 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. 'COND. 2: Design checked for net(-5 msf) uplift at 24 'oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002° @ -1'- 0.0" Allowed = 0.100° MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.005' @ 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' T T MAX HORIZ. TL DEFL = 0.007" @ 5'- 7.5' 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 load duration factor=t.s, Truss designed for wind loads it M in the plane of the truss only. ..._ Ch Apiii ..I co w 7/- m�7 : m M-3x4 o M 1.5x3 0 _� 6 0 M-3x4 M-3x4 2-03-12 3-08-04 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2.4.7' 9,0 JOB NAME : POLYGON PLAN 5-D NH - CJ4C 5,<(,. �ROF�s scale: o.4sto \ INF$� s/© WARNINGS: GENERAL NOTES,unless otherwise noted: � � ��� c- 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 Q =924IPE 1� T r ii s S: CJ 4C 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. /'"� ,0c 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced et 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 byrwwr Po N continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). oll (r. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.Sr Impact bridging or lateral bracing required where shown+* f.�REGON 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 _ ^W S E Q. : 6051 323 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc noncorroske environment, L� -74 , � �,,L A. design beds be applied to any component. and are for"dry condition"of use. Q, 7 4 2 , TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if ��"'�y {a Q fabrication,handling,shipment and installation of components. Design as. ^"+l n t L\- VV 7.Design assumes adequatendrainage Is o provised. rl dl t 8.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,end placed so their center 1101111111111111111111111111111111111 TPIANTCA In BCSI,copies of which will be furnished upon request. 9.linesitscndicaaf sizejoint plate incenter 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 I'IIII IIIIIII 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 2.4=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0" 0.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 BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -66/ 184H 5.50" 0.64 KDDF ( 625) 5'- 9.2' 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net1-5 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 = -0.002" @ -1'- 0.0" Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' 5 11 10 MAX TC PANEL LL DEFL = 0.160° @ 3'- 7.2" Allowed = 0.478" MAX TC PANEL TL DEFL = -0.144" @ 3'- 4.8" Allowed = 0.718" -/ MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9' NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. v 0 LO c0 7/- v o' /111111.111/1/ 4�� -/ 3x4 y 1, ), 1-00 6-00 (PROVIDE FULL BEARING;Jts:2.4,3( JOB NAME : POLYGON PLAN 5-D NH - CJ5 1��t� PNS ssi Scale: 0.4e21 . '7/5//r '1- WARNINGS: GENERAL NOTES,unless otherwise noted: 4 ffffffrr' pr1. ;,,,.. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual . r G Truss: CJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper yr 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibiity 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 2'o.c.and at 10'o.c.respectNely unless braced throughout their length by #mar. po ty permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d �` ,- DATE: 9/5/2014 responsibilitybuilding designer. Impactbridgingprequired neo)' Cr;' the overall structure is the res onstbili of the 3.2x or lateral bracing where shown++ t1 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 ,�`OREGON 40 S E Q 5.Design assumes trusses are to be used In a noncorrosive environment, 44 -% A< A TRANS I D: 407540 design loads be applied to any component. and are for"dry condiM1on"of use. 1 4 ryVQ �., 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 vy�l fabrication,handling, necessary. I��RR ` V shipment and installation of components. 7,Design assumes adequate drainage is provided. 4.4 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 1111111111111111111 TPIM?CA In SCSI,copies of which will be famished upon request. git dicae with joint ate In inches.9.Digits indicate size of plate to MITekUSA,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 IIIIII IIIIII) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.6=(-150) 175 6.5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-257) 55 5-7=(-195) 224 5.3=( 0) 51 WEBS: 2x4 KDDF STAND 3-4=( -87) 66 3-7=(-249) 216 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 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' -34/ 398V -66/ 185H 5.50" 0.64 KDDF ( 625) 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. 'GOND, 2: Design checked for net(-5 psf) uplift at 24 'oc spacing,' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = 0.008' @ 2'- 3.8' Allowed = 0.254" MAX TL CREEP DEFL = -0.009' @ 2'- 3.8' Allowed = 0.339" MAX HORIZ. LL DEFL = -0.010° @ 5'- 7.5" 5-11-10 MAX HORIZ. TL DEFL = 0.010' @ 5'- 7.5" T T NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 y system and components and cladding criteria. 10.00 V Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-4x6 Cr A .._:. m H o� ��m M-3x4 o M-1.5x3 M-3x4 M-3x4 ), b y 2-03-12 3-08-04 , y y 1, 1-00 2-05-08 6-00, 3-06-08 (PROVIDE FULL BEARING:Jts;2.7.41 ��cp PR°FeS JOB NAME : POLYGON PLAN 5-D NH - CJ5C Scale: 0.4048 `.� "N sed WARNINGS: GENERAL NOTES,unless otherwise noted: 44.z 5.9 0/ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual =9 P Truss: C.150 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 responsibikly of the building designer. •fr 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: LJ 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 #�"" continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bodging or lateral bracing required where shown++ OREGON p`,',, 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. : 6 051325 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, 17 �74jo* /4\ design bads be applied to any component. and are for"dry condition"of use. 7 I' 1 h^�+. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if p�� {}f' fabrication,handling, necessary. 'wf ` y V. shipment and installation of components. 7.Design assumes adequate drainage is provided. is} R�.�. 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 VIII(III IIID IIII'I III ILII IIII IIII TPINYTCA in BCSI,copies of which will be furnished upon request. Digs coincide with jointanr lines.. " 9.Digits indicate size offpplatete In Inches. MITek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" 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=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-217) 192 3.4=(-115) 66 TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. 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/ 377V -79/ 216H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -242/ 398V 0/ OH 1.50" 0.51 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 2.0" -108/ 58V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) 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" �) 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 V )�) NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windfarce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ea (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads u; in the plane of the truss only. CO V o -�1000101150.a......._:-.0 M-3x4 y y y 1, 1-00 6-00 1-02 (PROVIDE FULL BEARING:Jts:2.5,3.41 JOB NAME : POLYGON PLAN 5-D NH - CJ6 Scale: 0.4578 `�4 �D "[ EF�6s% 3. WARNINGS: GENERAL NOTES,unless otherwise noted: �/ ((J/rr `7 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 t . ,P E 1f Truss' CJ 6 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. ,,rv" 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f p0 ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `'0' ` 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 /1 4.No load should be applied to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQALJ 2 Nt�A, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 407540 5.CompuTrus hes no control over and assumes no responsibility for the 6,Design assumes full beating at all supports shown.Shim or wedge if f4 ' 14 necessary. / fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 4, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I VIII(VIII(IIII VIII VIII VIII VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincidewith joint center Ines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1E11111111 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 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-7=(-114) 160 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-236) 46 6-8=(-149) 206 6-3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=(-165) 126 3.8=(-229) 165 LOADING 4.5=( -62) 26 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 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 ICOND. 2: Design checked for nett-5 psfl 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 LL DEFL = 0.006' @ 2'- 3.8' Allowed = 0.254' MAX TL CREEP DEFL = -0.008" @ 2'- 3.8" Allowed = 0.339" 7-02-01MAX HORIZ. LL DEFL = -0.008' @ 5'- 7.5" T ,r 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. r) 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. 12 `i 10,00 V M 4x6 (e> M-3x4 pP o .._ C:14 �_ � Pim M-3x4 M-1.5x3 -/c9 0 0 M-3x4 y i, .1 2-03-12 3-08-04 y > y i, 1-00> 2-05-08 4-08-09 y y 6-00 1-02-01 (PROVIDE FULL BEARING:Jts:2.8.4.51 �� tO PROpt JOB NAME : POLYGON PLAN 5-D NH - CJ6C Scale: 0,3413 dWARNINGS: GENERAL NOTES,unless otherwise noted: �J J '"r/5:P14; `5�1.Bulkier and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is forr aan Individual4,err = r Truss CJ 6C and Warnings before construction commences. incorporationbding component. of ant.Apcompoplicability Is theof desinsindltrameters and 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 at 10'o.c.respecthrely unless braced throughout their length bye DES. BY: LJ is the responsib sty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r t '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++ �? OREGON fit/ /� 4.No load should be appled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ♦k 1�� SEQ. : 6051327 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, Gf� 41 1 4 2�' 4. design loads be applied to any component. and are for"dry condition"of use. 1y TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if !i Y' fabrication,handling, necessary. '+7 'ri RIO- 7. - V shipment and installation of components. 7,Design assumes adequate drainage Is provided. r'li r'7 y. 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 11111011111111111 VTPINYfCA In SCSI,copies of which will be furnished upon request. Digitsgit coincide with joint center Ines. 9. indicate ndtsize offplate in(Ines. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1e88(MiTek) EXPIRES:12/31/2015 • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.4' IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF H18BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 72 2-5= BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2.3=(-266 23 (0) 0 3-4=( -90) 38 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0• 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -93/ 249H 5.50• 0.61 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 69V 0/ OH 5.50' 0.11 KDDF ( 625)(or no prefix) = CompuTrus, Inc 5'- 11.2' -226/ 355V 0/ OH 1.50" 0.45 KDDF M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 4.4' -14/ 22V 0/ OH 1.50" 0.03 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP COND. 2: Desi.n checked for net -5 .sf u.lift at 24 "oc s.acin.. 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" j( 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" 12 NOTE:Design assumes moisture content does 10.00 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting j0 system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, m (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, Cr Truss designed for wind loads o in the plane of the truss only. r; M V c.' /-O M-3x4 ,1 J' y y 1-00 6-00 2-04-07 'PROVIDE FULL BEARING:sits:2,5,3,4' JOB NAME : POLYGON PLAN 5-D NH - CJ7 Scale: 0.4129 ,5�`` ���j���((i'��,/�N �fi�'s, r I- WARNINGS: GENERAL NOTES,unless otherwise noted: �(J� / i r'/t 11 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual -4 c 92/•PE r Truss• CJ7 and Warnings before construction commences. building component.Applicability of design parameters end proper //// • 2.2x4 compression web bredng must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,/ � the overall structure is the responsibility of the buiMln designer. continuous sheathing such as plywood required ing(rC)and/or drywall(BC. = ', DATE: .9/5/2014 P ty 9 9 3.2x Impact bridging or lateral bracing where shown++ # CC 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -f9' OREGON 4, SEQ. : 6051328 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- -if, v 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 treating at all supports shown.Shim or wedge if V 1 4 2.4- A4 fabrication,handing,shipment end installahon of components. necessary. s p �1-SF?I-� t y P' 6.This design is furnished subject to the Imitations set forth by 8.Platesnshalt be locatmes adequate d on both facesi of truss,and placed so their center 'Vl +7 n i,4 lines coincide with 111111111111111111 MTTpI/WTCA In BCSI,copies of e USA,lnC./CompUTrus which lware 7.6.6(1 L)E l be furnished upon request. 10.For basic connecoroint center lines. plate design values see ESR-1311,ESR-1988(Weis)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 TRUSS SPAN 8'- 4.4' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.7=(-115) 164 7.6=( 0) 18 BC: 2x4 KDDF 816BTR SPACED 24.0' O.C. 2.3=(-235) 82 6.8=(-149) 211 6.3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=(-216) 173 3.8=(-234) 166 LOADING 4.5=( -68) 31 TC LATERAL SUPPORT <= 12'0C. 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 SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'- 0.0' -29/ 386V -93/ 249H 5.50" 0.62 KDDF ( 625) Connector plate prefix designators: LL 25 PSF Ground Snow (Pg) 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 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 paf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.006' @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.008' @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.008' @ 5'- 7.5' 8-04-07 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. 12 Wind: (40 AllmHeights),27Enclosed,4Cat.2, Exp.B ASMWFRS(DE ir), 10.00 load durtiofactor=l.6, Exp .B, designed for wind loads in the plane of the truss only. so M-4x6 m AIi111 - v /0/1 u) 8� q M-1.5x3o7M-3x, o3x4 y J, 1, 2-03-12 3-08-04 1, J' y ,1 1-001, 2-05-08 5-10-1 1 6-00 2-04-07 (PROVIDE FULL BEARING:Jts:2.8.4.5) (9,1,0 PR 046, JOB NAME : POLYGON PLAN 5-D NH - CJ7C Scale: 0.3027 �w� `�`7!5/tr ��°?� WARNINGS: GENERAL is unless otherwise noted: ±9J' 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 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: CJ 7 C Incorporation of component is the responsibility of the building designer. 2.2z4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced et - #yr 3.Additional temporary bracing to insure stability during construction2'o.c.end at 10'o.c.respectively unless braced throughout their length by ,torr . DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ^4 n 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` OREGON /,, 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. `4f SEQ. : 605132 9 fasteners era complete and at no time should any bads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, A. design beds 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 e.Design assumes fug bearing at all supports shown.Shim or wedge if /O 1 Q V‘' fabrication,handling, necessary. �j r� shipment and Installation of components. 7,Design assumes adequate drainage is provided. rl rl f�� 6.This design is furnished subject to the Irritations set forth by 8.Plates shell be located on both faces of truss,and placed so their center IIIIII 11111 VIII VIII VIII ON VIII(III lul TPInNTCA in BCSI,copies of which will furnished upon request lines coincidetwith joint centernche. EXPIRES:12J31/201 9.Digits ndsize of plate in inches.. MiTek USA,Inc./Corn uTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1 311,ESR-1988(MiTek) 111 IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-319) 286 3-4=(-102) 45 TC LATERAL SUPPORT <= 12'0C. UON, LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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" -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,M2OHS,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 psfl uplift at 24 "oc spacinq.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 = 0.067' @ 3'- 4.9" Allowed = 0.481" y MAX TC PANEL TL DEFL = -0.075' @ 3'- 2.4" Allowed = 0.722" i MAX HORIZ. LL DEFL = -0.004' @ 9'- 6.1" MAX HORIZ. TL DEFL = -0.004' @ 9'- 6.1" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 V 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(Oir), bi load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. 0 w M V 0 M-3x4 . • y )' ), )' 1-00 6-00 3-06-14 (PROVIDE FULL BEARING:Jts:2,5,3,41 PR 0 JOB NAME : POLYGON PLAN 5-D NH - CJ8 Scale: 0.3715 <,,'�''� Q 'NE %WARNINGS: GENERAL NOTES,unless otherwise noted: / r r ` I 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual .920*P E 1' Truss: CJ 8 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+• incorporation of component is the responsibility of the building designer. /! 3Additional 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 ere. dor.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �" Ir.1 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood where and/or drywall C. DATE: 9/5/2014 p ty 9 3.2x Impact bridging or lateral bracing required where shown++ ) ` CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. � OREGON SEQ. : 6051330 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, i �f y 20 is.. TRANS I D: 407540r. design loads be applied to any component. end are for"dry condition"of use. /^ -.7 ,�4 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 4+(� �V.L fabrication,handling,shipment and Installation of components. 7.Design a sumes adequate drainage is provided. "r `�`,,. 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 VIII(II II VIII VIII VIII I IIIIIIII IIIIIIIITPINVTCA in BCSI,copies of which will be furnished upon request, lines coincide with Joint center lines.9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-374) 304 3.4=(-142) 57 TC LATERAL SUPPORT <= 12'0C. UON. LOADING 4.5=( -56) 0 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" 9.2" 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" -22/ 376V -117/ 331H 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,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -258/ 391V 0/ OH 1.50" 0.50 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0' -129/ 191V 0/ OH 1.50' 0.24 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -V 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' ;i 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'- 11.2' 1°°121/ 2 notNOTEexxceedn19%s ates timelofumanufacture �edoes 10.00 V 101.1111/.° Design conforms to main win dfarce-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), i; load duration factor=1.6, o Truss designed for wind loads O.) in the plane of the truss only. M o 6...:= a -v O M-3x4 .1 1, .1 1, 1-00 6-00 4-09-04 1PROVIDE FULL BEARING:Jts:2,6,3.41 (cli,„ PRQ��00 JOB NAME : POLYGON PLAN 5-D NH - CJ9 Scale: 0.3424 eco �``n5// ' �°.,„ WARNINGS: GENERAL NOTES,unless otherwise noted: 9t PE �' 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 individual /� and Warnings before construction commences. building component.Applicability of design parameters and proper e Truss: CJ 9 incorporation 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 chorda to be laterally braced at 3.Additional temporary bracing to insure stebilty during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their len? by ,�Imrr DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywat C). (Z DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /,. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ^V SEQ. 6051331 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/+"k/,��, Y 4 2Q\I�`` design loads be applied to any component. end are for'dry condition"of use. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If f1 fabrication,handling, necessary. t t V shipment and Installation of components. 7.Design assumes adequate drainage is rovided. �A R t�..`" 8.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 11111011111111111111 TPINYrCA In BCSI,copies of which will be furnished upon request. Ines coincidewith jointae center lines. Di 9.Digits indicate size ofplatein inches. v MITek USA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPO RES:12/31/2015 11E111111111 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 H1&BTA LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-411) 381 3.4=(-192) 140 TC LATERAL SUPPORT <= 12"OC. VON. LOADING 4-5=( -55) 29 BC LATERAL SUPPORT <= 12"OC. VON. 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,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -261/ 380V 0/ OH 1.50" 0.49 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2' -137/ 194V 0/ OH 1.50" 0.25 KDDF ( 625) 11'- 11.7" -30/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf] uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 l MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100' 1 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" ',i MAX HORIZ. TL DEFL = -0.007' @ 11'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.00 V12 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, o Truss designed for wind loads ,;i o in the plane of the truss only. M o 6- o M-3x4 y .. y y 1-00 6-00 5-11-11 'PROVIDE FULL BEARING:Jts:2,6,3,4,51 JOB NAME : POLYGON PLAN 5-D NH - CJ 10 Scale: 0.3221 ,i, " r'N 'p�Fjy6:.9 WARNINGS: GENERAL NOTES,unless otherwise noted: ✓� nnr�'pr 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 `4t' 7,a F E r Truss: CJ 10 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bosom chords to be laterally braced et or 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 A�1aa. po dy permanent bracing of continuous sheathing such as plywooding(TC)and/or drywall(BC). Ma.' DATE: ` 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ * as /� 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. 'S7 ,y (,OREGON to S E Q loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1, '‘f7. N� A. design loads be applied to any component and are for"dry condition"of use. . -7.p• Q 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 D 14 fabrication,handling,shipment and installation of components. Desessary. provided. , •�� ` � 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be locatedn assumes non both faces of truss,and placed so their center IIIIII IIIA VIII VIII VIII I III VIII III IIIITPIM/TCA in BCSI,copies of which will be furnished upon request. tines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11E 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 1.6' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF g18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.6=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0' O.C. 2-3=(-454) 427 3-4=(-246) 188 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4.5=( -77) 55 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 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 5.50" 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,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -262/ 373V 0/ OH 1.50' 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -169/ 239V 0/ OH 1.50' 0.31 KDDF ( 625) 13'- 1.6' -60/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Desian checked for net(-5 psf) uplift at 24 'oc spacina•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, M (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), a load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. 07 ..:1- �� -, 6'" M-3x4 ,L ) 1, 1, 1-00 6-00 7-01-10 PROVIDE FULL BEARING:Jts:2.6.3.4.5I JOB NAME : POLYGON PLAN 5-D NH - CJ 11 5<( D N1; +3iQ Scale: 0.2978 15/+$AI. 11 WARNINGS: GENERAL NOTES,unless otherwise noted: (' •/92/®(PE 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 /7/"j Truss: CJ 11 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 responsibility of the building designer. J .A"' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �" r• DES. BY: W is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their lenng�th by , ea" Po lit1' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (C DATE: ,9/5/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ OREGON 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� ^V SEQ. : 6 051333 fasteners are complete and at no time should any loadsnon- corrosive greater than 5.Design assumes trusses are to be used in a nonorrosive environment, "7 N A. TRANS I D: 407540 //�� � y design loads be applied to any component. 5. V 14 r7 CompuTrus has no control over and assumes no responsibilityand ere for"dry condition"of use. for the 8.Design assumes NII bearing at all supports shown.Shim or wedge if Q,1 ry. fabrication,handling, Design ass '17�.`' i.R �, shipment and installation of components. 7.Design assumes adequate drainage is provided. /"1 L 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 11111111111111111111111 VTPINJfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size offplate in inches. n MITch USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/201'5 1111 3111 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 TC: 2x4KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-336) 304 3.4=(-109) 56 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -111/ 296H 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" -261/ 392V 0/ OH 1.50" 0.50 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.8" -64/ 93V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 pet uplift at 24 "Sc spacino.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 = 0.064" @ 3'- 4.9" Allowed = 0.481" it 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. 12 Design conforms to main windforce-resisting 10.00 V system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), .cp load B, Mduration fdesignedforowind6loads ao in the plane of the truss only. 0 w • C') CitPer111111111111111111111111115►z. -/ o i M-3x4 y y y y 1-00 6-00 3-11-12 [PROVIDE FULL BEARING;Jts:2,5,3,41 11,0) PR QPFs JOB NAME : POLYGON PLAN 5-D NH - CJ12 5� �GiNa si Scale: 0.3645 % ,,9 p WARNINGS: GENERAL NOTES,unless otherwise noted: �� 7 "9f,,. CJ12 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -^9 P E Truss: and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibitty of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at . 11aw DES. BY: LJ 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 9 DATE: 9/5/2014 responsibility g designer. continuous sheathing such as pywoodq heed where C)and/or drywall C. 0 Q the overall structure is the of the building 3.2x Impact bridgingor lateral bracingrequired whershown++ 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. -}F OREGON�a A.SEQ. : 6051334 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Lia design loads be applied to any component. and are for"dry condition"of use. /t -7}' 14 4 t�(� ..t. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V �Y fabrication,handling,shipment and installation of components. necessary. "'"R R I��QT 7.Designlatesassumes atedadequate draboth ace is provided. rl 6.This design is furnished subject to the Fmitetions set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111 VTPI/WTCA in BCSI,copies of which will be furnished upon request. git coincidentwith joint acenterInes. 9.Digits Indicate size of plate in inches. J 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:12/31/201'. 1E11111111 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 #16,BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0' O.C. 2.3=(-249) 222 3.4=) -91) 37 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.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 1OPSF LIVE LOAD. TOP ICON. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.095" @ 2'- 11.8' Allowed = 0.481" 0 MAX TC PANEL TL DEFL = -0.077" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9° 12 NOTE:Design assumes moisture content does 10.00 not exceed 19% at time of manufacture. 0 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), c, load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. r c> r/- vErli o" 5.004 -/ c, M-3x4 1, ), k y 1-00 6-00 1-11-10 PROVIDE FULL BEARING;Jts:2,5,3,4( JOB NAME : POLYGON PLAN 5-D NH - CJ13 ,....,<(..,-��� N[ E/.R7�,Y� ,/ Scale: 0.4253 45 /{✓// / �2 WARNINGS: GENERAL NOTES,unless otherwise noted: pray CJ7' 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 (C' .7G„C I r Truss: CJ 13 and Warnings before construction commences. building component Applicability of design parameters end proper ^/ 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bosom chords to be laterally braced at �1aw DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their le th byr�mr. 11a" " continuous sheathing such as plywooda aired where and/or drywal3C). IM ty.. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ t'C���� 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. ,y_OREGON `o SEQ. : 6051335 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L+ ''7,� c\ A design loads be applied to any component. end are for"dry condition"of use. Q 7 4 iz., TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge If Decessary.sign ass '� RRIL'. 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 B.Plates shall be located on both faces of truss,and placed so their center IIIIII II I VIII VIII IIIiI VIII(III IIII IIIITPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digitsindicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11E1111111This 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 #16BTR 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'OC. UON. LOADING BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -66/ 184H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100° AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" 5-11-10 MAX TC PANEL LL DEFL = 0.160" @ 3'- 7.2' Allowed = 0.478" ,. MAX TC PANEL TL DEFL = -0.144" @ 3'- 4.8' Allowed = 0.718" -v MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" ) NOTE:Design assumes moisture content does 12 not exceed 19`k 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=l.6, Truss designed for wind loads o in the plane of the truss only. .<1- c:, U) M r,- vPATAIIIIIIIII Q� ...-- 14�� M-3x4 y ), ), 1-00 6-00 [PROVIDE FULL BEARING;Jts:2.4.3j �,p PROFes JOB NAME : POLYGON PLAN 5-D NH - CJ14 �,� (N si Scale: 0.4821 X15//r Q WARNINGS: GENERAL NOTES,unless otherwise noted: �� (]���fff t���C`` 1,,, 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 =9S f-L Truss: CJ14 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during consW lion 2.Design assumes the tap and bottom chords to be laterally braced at �r�a . DES. BY' LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by �r +>�Aae+" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '."' f- t�.. DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ " n w, SE /� 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. 'f' ORE:GOM SE Q. : 6051336 fasteners are complete and at no time should any leads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, G�/�3! aN A., design loads be applied to any component. and are for"dry condition"of use. V 1' 1 �, ^�• 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 gyp. fabrication,handling,shipment and installation of components. Designnecessary. / FIR V 5 6.This design is furnished subject to the Irritations set forth 7. latesassumes adequate one dthifac a Is f provided.and 1.. IIIIII II II VIII VIII VIII VIII VIII IIII IIII g 1 by 8.Plates shall be located both faces of truss, placed so their center TPIM?CA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines.9.Digits indicate size of plate In inches. MiTek USA,Ina/COfI pUTrua Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111111111This 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 k1&BTR SPACED 24.0' O.C. 2.3=(-133) 112 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -32/ 398V -64/ 180H 5.50" 0.64 KDDF ( 625) 5'- 9.0' -108/ 165V 0/ OH 1.50" 0.26 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 75V 0/ OH 5.50' 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 gsfl uplift at 24 'oc sgacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 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' MAX HORIZ. LL DEFL = -0.002" @ 5'- 9.0" -/ MAX HORIZ. TL DEFL = -0.002' @ 5'- 9.0' NOTE:Design assumes moisture content does 12 0not exceed 199h at time of manufacture. 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads L.C3 in the plane of the truss only. , N O U, CO CrNIFil �c?/- ►� 4.10=A1 -7, • M-3x4 i, y y pt 1-00 - 6-00 • (PROVIDE FULL BEARING;Jts:2,4,3I p, .0 PRO JOB NAME : POLYGON PLAN 5-D NH - CJ15 Sale; Q.484Q ,�<(,cl /jjjlN,= s% 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 an individual 47 aAA *Pc r Truss: CJ 15 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+• incorporation of component is the responsiblity of the building designer. 3.Additional temporary bredng to Insure stabiity 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 bre2'o.c.and at 10'o.c.respectively unless braced throughout their lengthby dng of continuous sheathing such as plywood sheatMng(rC)and/or drywall(BC). C. DATE: 9/5/2014 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /�" SE /� 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. '}' 4[/ SE Q. : 6051337 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, o, c)\ .. design loads be applied to any component and are for"dry condition'of use. O Jr, 14 2 �Q`E" TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes funon bearing u all supports shown.Shim or wedge if S- fabdcation,handling, necessary. `' R R I L,L shipment and installation of components. 7.Design assumes adequate drainage is provided. r'1 r'l 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 111111111111111011 TPIMlrCA in BCS(,copies of which will be furnished upon request. Diit cdicawith joint center fines. Digits 9.Digits Inndicatt e size of plate in inches. r� MiTek USA,inC./CompuTrus Software 7.6.6(1 L)-E 10.For basic 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 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 2-4=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2-3=(-89) 81 TC LATERAL SUPPORT <= 12°OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ 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" -27/ 345V -44/ 130H 5.50" 0.55 KDDF ( 625) 3'- 10.2" -125/ 134V 0/ OH 1.50" 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ( 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. ICOND. 2: Design checked for nett-5 psfl uplift at 24 "on 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" 3-10-15 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.082" ,, MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.109" MAX TC PANEL LL DEFL = 0.024" @ 2'- 1.8' Allowed = 0.300" 12 MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4' Allowed = 0.339" 10.00 V MAX HORIZ. LL DEFL = -0.001' @ 3'- 10.2" MAX HORIZ. TL DEFL = -0.001' @ 3'- 10.2" I ) NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Lo Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), NI. load duration factor=1.6, o Truss designed for wind loads vi in the plane of the truss only. m v o� ► ►�4 M-3x4 y y y 1-00 'PROVIDE FULL BEARING;Jts;2,3,41 6-00 JOB NAME : POLYGON PLAN 5-D NH - CJ16 scale: D.5876 �'<c5����j/R►� {yfi�,�0,0. WARNINGS: GENERAL NOTES,unless otherwise noted: �1� + r+'(./ { -q' 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: >921IPE f"' Tr ii S S" CJ 16 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 rasponsibiity of the building designer. 3.Additional temporary bracing to Insure stabil),during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 6 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' C. DATE: 9/5/2014 Po ty 9 3.2x Impact bridging or lateral bracing required where shown++ si C/� 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "fTL. h OREGON ,(V S E Q � design loads be applied to any component, and are for"dry condition"of use. / 3, TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsib lily far the 6.Design assumes full bearing at all supports shown.Shim or wedge if 4 1 4, 2• ...C• design fabrication,handling, Designas. A RR It- *, shipment and installation of components. 7.Design assumes adequate drainage is provided. ,r?' 1 t- 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 l be IIIIII VIII VIII VIII VIII VIII VIII IIII IIIII/WTCA in MTTPB USA,lnCJCompuTrus I,copies of wh(Soft)Ware furnished6.6(1 L)E request. 10.For basic coonnectoroplate design values see ESR-1311,ESR-1988(MiTek) lines coincide with jint center Hnes. 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 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 2-4=(0) 0 BC: 2x4 KDDF #1&BTR 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 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' -34/ 402V -66/ 184H 5.50' 0.64 KDDF ( 625) 5'- 9.2' 0/ 76V 0/ OH 5.50' 0,12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL )COND. 2: Design checked for net(-5 psfl uplift at 24 'oc 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 = -0.002" @ -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" )A 0 NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads co in the plane of the truss only. 0 4- c, c) Cr o� ►- 4e� -V 0 M-3x4 J, y 1-00 6-00 'PROVIDE FULL BEARING:Jts:2,4,3) �. � `�O P Rope. JOB NAME : POLYGON PLAN 5-D NH - CJ 17 sale: 0,482, wi5rtEl WARNINGS: GENERAL NOTES,unless otherwise noted: t,ar . /®�r r S-° 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 f�,,�i//r and Warnings before construction commences. building component.Applicability of design parameters end proper f Truss: CJ 17Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bradng must be instated where shown+, 2,Design assumes the top end bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.end at 10'o.c.respectively unless braced throughout their length by �Ilrr,. DES. BY: LJ is the responsibility of erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). _10 /( - DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2o Impact bridging or lateral bracing required where shown++ yG OREGON I �w SEQ. : 605133 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �t 2 A design beds be applied to any component. and are for"dry condition"of use. �V -7 14 `- TRAN S I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if (� fabrication,handling,shipment and installation of components. Desigsary. /4Ip t 7.Design assumes adequate drainage is provided. �)�r"t.�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 12/31/2015 1111111111111111111 TPINVTCA in copies of which will r furnished upon request. lines coincide with joint center Ines. EXPIRES: 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6 1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) It IIIIIII 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 H1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 84 2.4=(0) 0 BC: 2x4 KDDF p1&BTR SPACED 24.0" O.C. 2-3=(-69) 26 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG 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' -132/ 478V -12/ 83H 5.50" 0.77 KDDF ( 625) 1'- 9.2' -86/ 45V 0/ OH 5.50" 0.07 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 3.8" -36/ 78V 0/ OH 1.50' 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,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 netl•5 Osf) uplift at 24 "at spacing.' 6.00 VERTICAL DEFLECTION LIMITS: LL=8/240, TL=L/1"tent BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD, TOP MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed 0,167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021' @ -1'- 8.0" Allowed 0.222" MAX TC PANEL LL DEFL = 0.004' @ 1'- 5.5' Allowed 0.204" MAX TC PANEL TL DEFL = 0.004' @ 1'- 4.3" Allowed 0.307" MAX HORIZ. LL DEFL = -0.000" @ 3'- 3.-1 MAX HORIZ. TL DEFL = -0.000" @ 3'- 3.NOTE:Designassumes moisture codoes not exceed 19s 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, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), C3 load duration factor=1.6, w Truss designed for wind loads in the plane of the truss only. v 11111111111111111 0 o/- 211111110- 4 M-3x4 1 y y y ), 1-08 2-00 1-03-12 'PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME : POLYGON PLAN 5-D NH - CSJ1 '‹��0 PN Ffi$0. Scale: 0.8191 ' .7/5//rC p� WARNINGS: GENERAL NOTES,unless otherwise noted: �Gt R�� `P G -! 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual r E 1- 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 responsibiity of the building designer. �,% 3.Additional temporary bradng to Insure stabiity during construction 2.Design ssumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by the overall sWdure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `- ' `+. DATE: 9/5/2014 Po tY 9 3.2x Impact bridging or lateral bracing required where shown++ tM 4SEQ. : 6051341 .No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. i OREGON �(j loadsfasteners are complete and at no time should any greeter than 5.Design assumes trusses are to be used Inc non-corrosive environment, �,. 2j r�tX � design loads be applied to any component. and are for"dry condition"of use. j -7 O. 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 t) y /4 � fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. M,-,R t0- 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 111111111111111111111110.TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide withjoint center ines. 9.Digits indicate size of plate in inches. �f MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 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 6'- 7.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H16BTR LOAD DURATION INCREASE = 1.15 1-2°) 0) 84 2-4=(0) 0 BC: 2x4 KDDF k1A:BTR 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 SO.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) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 7.7' -75/ 160V 0/ OH 1.50' 0.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 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" @ 8'- 7.0" 6.00C-7- 4 NOTE:Design assumes moisture content does ) not exceed 19h 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,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 0o in the plane of the truss only. 0 M t7 4- PLAVIII. '� 2►� 4►� 0 M-3x4 b J, /, J, 1-08 2-00 4-07-12 'PROVIDE FULL BEARING;Jts:2.4,3I �� �D PROres, JOB NAME : POLYGON PLAN 5-D NH - CSJ2 Scale: 0.5840 ca /�244 9 WARNINGS: GENERAL NOTES,unless otherwise noted: 4 T.9 SPE f- c� 1.builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual Truss: CSJ 2 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 4111",(10.7., 3.Additional temporary bracing to Insure stabiity during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by . parr - Po nY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON ,� DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ „�` 6011 �/,- L+ /� 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. `V S E Q. : 6051342 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 2O TRANS I D: 407540 design loads be applied to any component. and gra for s"dry condition"g t a. „ 1 4 t6 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full beading all supports shown.Shim or wedge if ' t)fabrication,handling,shipment and installation of components. necessary. `rl "Cf b`3 L " 7.Design assumes adequate drainage is provided. �'1 N-7. 6.This design is furnished subject to the Imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII('III VIII'III'III TPINVECA in BCS',copies of which will be furnished upon request. git dawith joint aIn I Ines. 9.Digits indicate size oplate eIn inches. o MiTek USA,InC./COmpUTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/41/2015 • 111110101111 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 k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-10=(-1663) 4302 10- 3=( -341) 1053 7-15=(-233) 532 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=(-4933) 1929 10-11=(-1542) 3951 3.11=( -803) 466 15- 8=(-245) 335 WEBS: 2x4 KDDF STAND; 3- 4=(-3524) 1351 11-12=(-1082) 3153 11- 4=( O) 366 2x4 DF STAND A LOADING 4- 5=(-2875) 1233 12.13=( -838) 2581 4.12=( -703) 297 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-2533) 1289 13.14=( -435) 1782 12- 5=( -313) 1029 IC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2407) 1190 14.15=( -776) 2345 5-13=(-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 8- 9=(-3238) 1327 6.14=( -372) 1119 OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg) 14- 7=( -708) 530 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ 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 SQ.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) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -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" 1 NOTE:Design assumes moisture content does 2-09 5-10-08 6-04-08 7-00 7-06-15 7-01 7-01-01 not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.00 I . M-4x6 Q 6 00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 'r' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), k M 5x8(S) load duration factor=1.6, �c Truss designed for wind loads in the plane of the truss only. M-3x4 0.25" M-5x6(S) GI!. 0.25" o M-1,5x3 M-3x5 M-3x10 M-3x10 0 Cr, 2%fir' M-5x8 11 12�� ,�: •--- A o- M-3x4 13 t4 15 9 0 o M-5x10 0.25 M-3x4 0 --='2.75 **2X WEDGE 2 75 M-5x6 M-5x8(S) W/(2) M-3X4 TYP. 2)' y y y12 y y y y-05-0$ 5.10-08 6-02 ,2-00, 9-05-15 8-11-05 8-09-12 y , 2-05-08 12-00-08 2-00 27-03 y 1-08 43-09 JOB NAME : POLYGON PLAN 5-D NH - D1 Scale: 0.1397 Ns., �NE uv Ffi$(1. WARNINGS: GENERAL NOTES,unless otherwise noted: 4151r Ir I "'f! 1.Bulkier 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 i: . °C'7.' 2••p 9 •r-E C- Truss: D 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2u4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1 4/ DATE 9/5/2014 responsibilitybuilding designer. continuous sheathing such as plywood sheathing(TC)and/or drywalC). r^ ; the overall structure is the res onsibili of the 3.2x Impact bridging or lateral bracing required where shown++ '4 (�' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6051343 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �l• '�f 2 NI), A, design loads be applied to any component. and are for"dry condition"of use. "' (� TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 4 14 V` fabrication,handling,shipment and installation of components. necessary.Design asE' R(Ly 7. latesassumesadequateonedrainage I of s _tet f-1 5• 8.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 IIIIII IIII IIIII IIIII IIIA VIII IIIA IIII IIIITPIIVYTCA In BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. r 9.Digits indicate size of plate in Inches. MiTek USA,IDC./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Web) EXPIRES:12/312©1 G r IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-09-00 STUB HIP-D SETBACK 6.00.00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 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 T2, T3 2- 3=(-10024) 3052 15-16=(-2336) 7040 15- 4=( -248) 1598 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -9298) 2850 16.17=(-3184) 8740 4.16=( -394) 310 WEBS: 2x4 IOU STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -7446) 2614 17.18=(-3194) 8672 16- 5=( -650) 2246 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0' V 5- 6=( 0) 0 18.19=(-3358) 8934 16- 7=(•2736) 1248 TC LATERAL SUPPORT <= 12'0C. UON. IC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 34'- 0.0' V 5- 7=( -6642) 2370 19-20=(-3010) 8132 7-17=( -444) 1282 BC LATERAL SUPPORT <= 12°OC. UON. TC UNIF LL( 50.0)+DL( 14.o)= 64.0 PLF 34'- 0.0" TO 43'- 9.0' V 7- 8=( -8830) 3350 20-14=(-1912) 5602 17- 8=( -244) 878 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0' TO 43'- 9.0' V 8- 9=( -8444) 3242 18- 8=(-1376) 636 9.10=( -8660) 3238 18- 9=( -616) 326 NOTE: 2x4 BRACING AT 24'OC UON. FOR IC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0' 10-12=) -5882) 2108 9.19=( -502) 480 ALL FLAT TOP CHORD AREAS NOT SHEATHED TO CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 34'- 0.0' 11-12=( 0) 0 19-10=( -182) 968 12.13=( -6614) 2320 10-20=(-2810) 1316 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13.14=( -6546) 2252 12.20=( -498) 1858 OVERHANGS: 20.0" 0.0' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20.13=( -192) 394 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BIG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Conn,ctorCpla (or no prefix) ors uTrus, Inc 0'- 0.0' -1151/ 3765V -104/ 113H 5.50" 6.02 KDDF ( 625) ) = P ( 2 ) complete trusses required. 43'- 9.0' -1096/ 3584V 0/ OH 5.50' 5.73 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series Join together 2 ply with 3'x.131 DIA GUN nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, IDQND. 2: Design checked for nett-5 gift uplift at 24 'oc spacing. 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 f not exceed 19% at time of manufacture. 3-02-03 0-06 11 2-03-08 5-11-03 0-06-11 4-10-02 f 1-7( f f f f f-,( 1' '( Design conforms to main windforce-resisting 2-07-01 3-07-09 4-02-13 6-02-11 5-04-08 4-03-14 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-10-08 9-07-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 533.30# 533.30# T load duration factor=l.6, 12 M-3x4 M-7x8(S) 12 Truss designed for wind loads 6.00 M 4x85 6 M-3x5 8 0,25" M-13gx5 11 M-5x6 Q 6.00 in the plane of the truss only.. 17 1' �3.. M-3x4 + M-1°5x3 M-1.5x33 r M 3x10 �; Z � M-3x8 c CSI. 15 16 1 � 6 o o i M-7x10 M-3x8 M-7x: 1820 *14 ct 0.251"9 M-3x8 0 **2XM-7x10 a W/(2) 0 WEDGE M-7x8(S) 2.75 M-3X4 TYP. 2.75 12 yy y ), 12y y y y -05-0$ 6-09-12 5-02-12 y2-00 9-02-04 9-00-08 9 00-04 y , 2-05-088 12-00-08 2-00 27-03 y 1-08 43-09 ��.,,to PRO4 JOB NAME: POLYGON PLAN 5-D NH - DH1 Scale: 0.1467 �, Ye/( �7 r0 WARNINGS: GENERAL NOTES,unless otherwise noted: (� .' 2, 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 , building component.Applicability of design parameters and proper Aile Truss: DH1 and Warnings before construction commences. Incorporation of component is the responsibility of the building designer. 2.2x4 compassion web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at �p 3.Additional temporary bracing to insure stability during construction2'o.c.and at 10'o.c.respectively unless braced throughout their ld th by ' .amn o DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllBC). r1 - DAT E: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ QR ECi( N �U 4.No load should be appied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6051344 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L�/y".7..},, N, design loads be applied to any component. and are for"dry condition"of use. V 1 4 2.o. t� TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e-Design assumes full bearing at as supports shown.Shim or wedge if p I (�t{ �Q` fabrication,handling,shipment and installation of components. necessary.s '7 .'A f714�' V P 7.Design assumes adequate drainage is provided. �l fl. 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 VIII VIII VIII VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will furnished upon request lines coincide with joint center Anes. EXPIRES: - 9.Digits ndsize of plateein inches.e. MiTek USA,Inc./Cort) uTrus Software 7.6.6 1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 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 #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.15=(-1943) 4359 15- 3=( -193) 596 2x6 KDDF N1&BTR T2, T3 SPACED 24.0" O.C. 2- 3=(-5055) 2323 15.16=(-1536) 3431 15- 4=( -422) 947 BC: 2x6 KDDF #1&BTR 3. 4=(-4703) 2253 16.17*(-1804) 4102 4-16=( -367) 244 WEBS: 2x4 KODF STAND LOADING 4- 5=(-3503) 1741 17-18=(-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 18. 7=(-1321) 632 TC LATERAL SUPPORT <= 12"0C. VON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-3092) 1593 19-20=(-1689) 3826 7.17=( -142) 657 BC LATERAL SUPPORT <= 12"0C. VON. 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 = 25 PSF Ground Snow (Pg) 9.10=(-4094) 1897 18- 9=( -318) 152 NOTE: 2x4 BRACING AT 24"OC 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 12-20=( -375) 1004 OVERHANGS: 20.0" 0.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 20-13=( -29) 218 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -405/ 2034V -104/ 113H 5.50' 3.25 KDDF ( 625) ** For hanger specs. - See approved plans 43'- 9.0" -337/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 'COND. 2: Design checked for net(-5 psi') uplift at 24 'oc spacing.' M,M20HS,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" MAX TL CREEP DEFL = -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 tsa at time of manufacture. T f f f T ( ( T T T Design conforms to main windforce-resisting 2-07-0 3-07-09 1-03- 2 6-02-11 2-05-07 4-03-14 system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-10-08 9-07-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T 6 11 T 1' load duration factor=1.6, 12 M-3x4 M-7x8(S) 12 Truss designed for wind loads 6.00 p M-5x6M-3x4 (125" M�ax5 M-4x6 - )6.00 in the plane of the truss only. 5 e 4'1.V. , 1' 1R.. M-3x44 M-1.5x3 M 1.5x3 7\/ + M M•3x10 �� ' _ M-3x8 0 v " . 16 17 - A.. ee �O 0 1 M-7x10 M-3x8 M-7x8 18 0.251"9 20 *da o c - 2.75 **2X WEDGE 2.75 7x. M-7x8(S) M 3x8 12 W/(2) M-3X4 TYP. 12 - ) y J' , y y y -05-0$ 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 0) PRQge JOB NAME: POLYGON PLAN 5-D NH - DH2 Scale: 0.1467 ,5-s cs(yy}r(+/('�1f/}fes`sir WARNINGS: GENERAL NOTES,unless otherwise noted: �� V„"r�'rr+��� /-c-�" 171,••:: 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 individualt. =7 *t-E Truss: DH2 and Warnings before construction commences. building component.Applicability of design parameters and proper ,r 2.204 compression web bradng must be installed where shown+. incorporation of component is the responsibility of the building designer. ,r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at - �ar�11P DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by "tea Jaw po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 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++ OREGON /'~c 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 ik <! SEQ. : 6051345 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses areto be used Inc non-corrosive environment, L- -*7 \ A. design loads be applied to any component and are for"dry condition"of use. ,Q Y 14 20 A^ . 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 15 fabrication,handling, nesignass fC"•P( y4.` shipment and installation of components. 7, necessary. ss assumes adequate drainage Is provided. C fl 1+ 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 11111111111111111111111 TPIMlTCA in BCSI,copies of which will be famished upon request. lines cnd cat with jointcenternche. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111 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 k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1627) 4217 14- 3=( -332) 1034 20-12=(-79) 251 BC: 2x4 KDDF k1&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 OF 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- 8=(-2236) 1107 19.20=) -884) 2558 6.17=( -358) 762 8.10=(-2214) 1077 20-13=(-1023) 2712 17- 8=( -470) 169 LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 18- 8=( 0) 297 NOTE: 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 10.19=( -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 BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -322/ 2034V -181/ 191H 5.50' 3.25 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 43'- 9.0' -251/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series JT 13: Heel to plate corner = 2.25' (CORD. 2: Design checked for net(-5 psfl uplift at 24 'oc spacinq.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0' Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0' Allowed = 0.222" MAX LL DEFL = 0.251' @ 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 10-06.10 16-04-11 MAX HORIZ. TL DEFL = 0.208" @ 43'- 3.5" 5-10-08 1-09 5-04-05 0-0f4-11 5-02-02 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 2-09 5-10-08 0-0�4-11 5-04-05 5-05-10 5-04-05 ,T :r31,,,, ,' ,' ,� T ff ,' ,' Design conforms to main windforce-resisting system and components and cladding criteria. T 16-06-08 1' T 16-03-08 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 12 M-4x6 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 67 M- XS , 0 load duration factor=1.6, 6.00 M-3x4 Q 6.00 Truss designed for wind loads 5 -' in the plane of the truss only. M-5x6(5) M-3x4 0.25" 1 a M-1.5x3 /*2 M-3x5 r M 3x10 M-3x10 0 1 14 15 18��=`'s+ e t.1r o M 5x8 M-3x4 M-5x10 17 18 1,q 20 18 0 o M-1.5x3 0.25' M-3x4 0 - 2 75 **2X WEDGE 2 75 M-5x10 M-5x8(S) 12 W/(2) M-3X4 TYP. 12 ,-05-1 5-10-08 6-02 y2-00y 5-06 5-10-12 7-09-02 8-01-02 y ,, 4-05-08 12-00-08 2-00 27-03 y 1-08 43-09 til,�'0 PROFFrS JOB NAME : POLYGON PLAN 5-D NH - DH3 )Nat si Scale: 0.1338 J[ Q WARNINGS: GENERAL NOTES,unless otherwise noted: (]rrr����"��tCC Ir.... 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 T920.PE L. Truss: DH3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. /' 3.Additional temporary bracing to insure stabirriy 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 +i/a""" po ly permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywat(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++ AO CC C/� 4.No load should be applied to any component until after at bracing end 4.Installation of truss is the responsibility of the respective contractor. . OREGON t k/ SE Q. :,, 6 051346 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, G�• '�J,� N A.. design bads be applied to any component. and are for"dry condition"of use. i-' 1 4 2,. Q-t- TRAN S I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Designassumesnecessfug bearing at all supports shown.Shim or wedge If A_ �y fabrication,handling,shipment and installation of components. 12 7.Design assumes adequate drainage is provided. '1'e?y R I L\- 6.This design Is furnished subject to the Irritations set forth by 8.Plates shell be located on both faces of truss,end placed so their center +ll t IIIIII EMI VIII VIII III VIII IIII IIIITPINyTCA In SCSI,copies of which will be furnished upon request. git coincide with jointcenter ch 9.Digits indicate size offplate plate in inches. MiTek USA,Ina/CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(Welt) EXPIRES:12/31/2015 1111 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4-KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 84 2.14=(-1958) 4217 14- 3=( -408) 1034 20.12=(-79) 226 BC: 2x4 KDDF #1&BTR 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 TC LATERAL SUPPORT <= 12'0C. 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"OC UON. FOR 10-11=(•2552) 1476 8-19=) -457) 292 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3040) 1564 10-19=( -361) 787 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13=(-3218) 1611 19.11=( -491) 283 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11.20=) -56) 319 OVERHANGS: 20.0' 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (urn). 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 ( 825) Connector plate prefix designators: 'COND. 2: Design checked for net(-5 pafl 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" 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 T T T f f f not exceed 19% at time of manufacture. 2-09 5-10-08 3 03.12 -05-0 5-05-10 5-04-05 ' '' T - T - T '' T - T f Design conforms to main windforce-resisting 16-06-08 16-03-08 system and components and cladding criteria. f T 7 9 T '' Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, 12 M-4x6 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00[7 g M-1X8 0 Q 6.00 load duration factor=1.6, ,, M-3x4 Truss designed for wind loads M-5x6(S) 5 '"j in the plane of the truss only. M-3x4 0.25" 1 4 M-3x5 + + M-3x10 /*2M-1.5x3 3 r M-3x10 0 ,r= o 1 15r.< 14 15 16iTio4 a -- O M-5x8 M-3x4 M-5x10 17 18 iy 20 *�3 M-5x10 M-1.5x3 0.25' M-3x4 0 a 2.75 **2X WEDGE 2.75 o M-5x8(S) 12 W/(2) M-3X4 TYP. 12 p,-05-0 5-10-08 6-02 ,2-00), 5-06 5-10-12 7-09-02 8-01-02 .1- , y-05-08 12-00-08 2-00 27-03 y 1-08 43-09 �_,to PR OPE. JOB NAME : POLYGON PLAN 5-D NH - DH4 5� (N s, Scale: 0.1338 ` 15/1r 0I WARNINGS: GENERAL NOTES,unless otherwise noted: '�-` *92®�PE -T� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual T f- 1� Truss: DH4 and 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. ,,r/' et 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length byArm Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalC). ....4.4111114. ` DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*rCC- 4. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsiblity of the respective contractor. "y OREGON 40SEQ. : 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, L I, 'J Nb` ,C, design loads be applied to any component. and are for"dry condition"of use. ./ ). tzQ ..L. 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 1 4 t, fabrication,handling,shipment and Installation of components. 7.Decessary. /y�R R I IA' assumes adequate drainage is provided. 6.This design is furnished subject to the Irritations set forth by 8.Plates shell be located oon both faces of truss,and placed so their center IIIIIII VIII VIII VIII VIII I III IIII IIII IIIITPIMlTCA in BCSI,copies of which will be furnished upon request. Gigs coincide with jointain Ines. 9.Digits indicate size offpplatete ininches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201.5 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 H1&BTA LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF N1&BTA SPACED 24.0' O.C. 2-3=(-64) 38 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' -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,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 Del 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" " Allowed = 0.133" 1 11 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL MELL DEFL = 0.001' @ 1'- 0.1" Allowed = 0.054" '1' 1 MAX TC PANEL TL DEFL = -0.002' @ 1'- 2.9' Allowed = 0.196' 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 10.00 MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting -/ system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, , (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. 0 O N C3/- V O 0 MEMO 416:34 M-3x4 y y ), 1-00 2-00 'PROVIDE FULL BEARING:Jts:2.4,31 JOB NAME : POLYGON PLAN 5-D NH - EJ1 �����,pROF� Scale: 0.6772 INas�Q WARNINGS: GENERAL NOTES,unless otherwise noted: 4./ l. '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 = �P E r" Truss: EJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web braving must be Installed where shown+, incorporation of component Is the responsibility of the building designee 5� 3.Additional temporary bracing to insure stabiNly during construction 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 le th by f,,,./'.�r '� DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllBC). (r DATE: ,9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown*+ 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '�` , OREGON A.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, / �1 design loads be applied to any component. and are for"dry condition"of use. is -7 1 4 2• A ' TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if lXQ fabrication,handling,shipment and installation of components. DZir sign a necessary. .Fi R IL�.V P P 7.Design assumes adequateatedon drainagehcIs oprovis,a. r'i fl 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located both faces of truss,and placed so their center 111111111111111111111111 TPIAA?CA in BCSI,copies of which wiN befurnished upon request. git cIndicat with joint ate In inch ' 9.Digits Indicate size of plate In Inches. c� 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 • IIIIII IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=(-96) 73 TO 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 I322V -44/ 13 625) '- 9.2" -10/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7' -68/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net1-5 psf) uplift at 24 "oc spacing.' 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 = -0.002' @ -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`k 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, m (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, c%) Truss designed for wind loads in the plane of the truss only. co.-/- 4- a - v0 o� 1110- 1_114M -/ M-3x4 y y J, y 1-00 2-00 1-11-11 'PROVIDE FULL BEARING:Jts:2,4,3' • t0 PROFe� JOB NAME: POLYGON PLAN 5-D NH - EJ2 Scale: 0.6371 ,,0 'N s% WARNINGS: GENERAL NOTES,unless otherwise noted: n �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual :11,01Pi:24:.F":1E r Truss: EJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibiity of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be Merely braced at DES. BY: LJ is the res nsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , r Inaa" Po continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 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++ OREGON 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. tx 10 SEQ. : 6051349 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> �,1o's' ' " design loads be applied to any component. and are for"dry condition"of use. Q r 14 2- -`}- TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if o 5 " fabrication,handing,shipment and installation of components. Design2- necessary. R R t1 P P 7. laesassumes adequated ace is truss,a �r ll b 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 IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPINJfCA in SCSI,copies of which will be furnished upon request 9 lines indcate size plate to inches. 10. Mitek USA,Ina/CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:.12/31/201.5 1E11111111 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 KDOF #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=(-144) 105 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" -24/ 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,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 osfl uplift at 24 'oc soaciny.l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' -/ MAX BC PANEL LL DEFL = 0.005" @ 1'- 0.1' Allowed = 0.054' MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1' Allowed = 0.072' �) MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9' 12 (I MAX HORIZ. TL DEFL = -0.002' @ 5'- 10.9' 10.00 V NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co load duration factor=l.6, 0 Truss designed for wind loads o in the plane of the truss only. In 0, '-A o/- M-3x4 y y ), 1-00 2-00 3-11-11 (PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME : POLYGON PLAN 5-D NH - EJ3 ,\ >vt� PN F6,�i Scale: 0.5134 � {� �/! (�� WARNINGS: GENERAL NOTES,unless otherwise noted: ,- Dt-�CC` -7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -4' T 9 .r..L r Truss• EJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stebitity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaglBC). DATE 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. .4 OREGON SEQ. : 6051350 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, �. NJ Ate design bads be applied to any component. end are for"dry condition"of use. �' ---/), 14 20 A""}. 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 �y f- fabrication,handling,shipment and installation of components. 7.Desneign assumes adequate drainage Is provided. 44t �"y L� V H.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII(III(IIII,copies of whch wil be furnished upon M'ITTPe USA,lnCl/WTCA in SCompuT S(Soft(Ware 7.6.6(1 L)E request. 10.For basic cod nectoroplate design values see ESR-1311,ESR-1998(MiTek) , lines coincie with jint center Ines. 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 1111111111111This design prepared from computer input by PACIFIC LUMBER-BC -moi 1 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) 13B 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 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) 1'- 9.2° -167/ 308V 0/ OH 5.50" 0.49 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -138/ 205V 0/ OH 1.50' 0.33 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc 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 = -0.002" @ -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" I) 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. 12 Design conforms to main windforce-resisting 10.00 V 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, Truss designed for wind loads o in the plane of the truss only. 0 0 n M cEIMMIll /- 4.. -/ 0 M-3x4 J, ,1, y 1, 1-00 2-00 5-11-11 )PROVIDE FULL BEARING;Jts:2,4,31 46,t JOB NAME: POLYGON PLAN 5-D NH - EJ4 3pale: D.425D �5.<` D '�" 1 k`9, ,, WARNINGS: GENERAL NOTES,unless otherwise noted: . /f. q 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual CC' =92 e•P G. r Truss: EJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper /A/ 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. r� 3.Additional temporary bracing to Insure stabilty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by a/ � is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). �' ' tr DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 40 SEQ. : 6051351 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, ��//t�'!� pNt'1l� design loads be applied to any component. and are for"dry condition"of use. V 1 4 F 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 �p 4 �Q fabrication,handling,shipment and installation of components. necessary. "+l Ri�L. P° 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 IIIIII VIII VIII VIII VIII VIII VIII III IIIITPINYTCA In SCSI,copies of which w 11 be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size offplate in Inches. n 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 1'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 916BTR LOAD DURATION INCREASE = 1.15 1-2=( -7) 84 2.4=(0) 0 BC: 204 KDDF 916BTR SPACED 24.0' O.C. 2.3=(-72) 45 TC LATERAL SUPPORT <= 12'OC. VON. LOADING BC LATERAL SUPPORT <= 12'OC. VON. 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" -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,MI8HS,M16 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing.' 6.00 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 = 0.021" @ -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, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M load duration factor=1.6, o Truss designed for wind loads o,,,_ . dfl in the plane of the truss only. �� o ►1 A4 M-3x4 J, y ..1- 1-08 1-00 JOB NAME : POLYGON PLAN 5-D NH - P1 ��, 0 �N Opp, Scale: 1.0020 *3 ''' !/5//, °'b WARNINGS: GENERAL NOTES,unless otherwise noted: w, '57 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 92+,P E 1,,,. Tr ii S S: P1 and Warnings before construction commencs, building component.Applicability of design parameters and proper ../y 1J!} 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 stability during construction 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 ' A�,4m ^" DES. BY: LJ is the responsibility of Me erector.Addition'permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC ?' 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++ /1 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. "57 OREGON � 1 S E Q corrosive environment, L- 44, p, � design loads be applied to any component. and are for"dry condition"of use. /� '7 14 rQ "+�., TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6•Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. s provided. �±„R R it- 6.This design is furnished subject to the Irritations set forth by 8.PlateDesisshallbe locateassumes d uonaboth facese of truss,and placed so their center C 11 I/WTCA in BCSI,copies of wh ch will be furnished upon lines e with IIIIII II II VIII VIII VIII VIII VIII IIII IIIIMTe USA,lnC.ICompuT 9 iSoftware 7.6.6(1 L)E request. 10.Forasic cod nector plate design values see ESR-1311,ESR-1988(MiTek) ' int center lines. 9.Digits Indicate size of plate In inches. EXPIRES:12/31/2015