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Plans V Z V 'c D A W W�j 0� ° C < Z z__l � n iso o W D Z Z Z 27'-7112' 7-11' 18'x' W-11 1/7 EL � oa 3 g CL 2 + A 2 co c (2 v� ti rn m CIL z z o 0°n w N $ E3 (8) m � � v A as NN NN N N fftC v CL cr z2 N �Ofi�i��fiai�p��mp� 0 mIn E c \I 48'-11/2' 8'-111/7 r O CL pj v• W a ® CONFORMS TO DESIGN CONCEPT I 1 n QX CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT WITH e -C t r1 /---1 CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN 9 © n ` J REVISIONS NOTED � ,• G)`n m NON-CONFORMING-REVISE&RESUBMIT NON-CONFORMING-REVISE AND RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE / THIS SHOP DESIGN, CG HAS BEEN RF.VIEND FOR GENEOT OELIEVE THE WITH DE,ICN cDNcePT oNc� AND Dols NOT RELIEVE me WITH THE DESIGN CONCEPT ONLY AND GOES NOT RELIEVE THE FABRIC,ATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DEMN FABRICATOR;VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE ` rn DRawlNes sPECIPICAI O D AND APPLICABLE CODES,All nF WHICH RAVe DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY a C_/?� <n PRIL%RITYOVER T1i SFOPDRAWING. OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY All DIMENSIONS. ,111 By Alexia Fukui Date 11/20/14 n Q By: Todd R. Eaton Date: November 20, 2014 z Z MILBRANDT ARCHITECTS CT ENGINEERING INC °mc D V Z 40 'a 6 Ate.. WHO CIL < Z Z~ N 2 2~ G) a 0 ou v z P. Z k z .� z � a = W � m � x m 81,-30 48'-11/2• 8'-111/2• cr m CL -a m ' H A A A L� y D < < < c y co m o° E2 (4) N W N y w 7 WNCL CL T 46A cr d W A�fZnO�YSC N�mO O. OCC linl p 0C ,G Z ('686 (2 < < ,y A r, MAW 1 d � CIL C • 2 5-3" 2T-71/2• 12-11*1 18' N! 813• CONFORR TO DESIGN C NCEPT ® QX CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT WITH 8 REVISIONS AS SHOWN v CONFORMS TO DESIGN CONCEPT WITH REVISIONS NOTED ❑ NON-CONFORMING-REVISE AND RESUBMIT NON-CONFORMING—REVISE&RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE 3 THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE O WITH DESIGN CONCEPT ONLY AND DOES NOT RELICVE THE FABRIGATOAIVENDOA OF RESPONSIBILITY FOR CONFORMANCE WITH THE FAPRICATORNENDJR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY x cr 3ca DRAWINGS,SPECIFICATIONS,AND APPLICABLE.GOOFS,ALL OF WHICH HAVE OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. PRIORITY OVER THIS SIOP DRAWING. y a By Alexia Fukui Date 11/20/14 By: Todd R. Eaton Date: November 20, 2014 MILBRANDT ARCHITECTS CT ENGINEERING INC MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES unless otherwise noted: 1. This design Is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used In a non-corrosive environment, and are for`dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design,values see ESR-1311, ESR-1988(MiTek). ,. JO '� � p PRO IN x2AIV3 26, 91 NAL !G%f�f 1 : CY.Pif�FS fi!31"iJiS 11111111111111 LUMBER SPECIFICATIONS TRUSS SPAN a TC: 2x4 KODF M16BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF M1&BTA SPACED 24.0' O.C. NOT EXCEED 194 AT TIME OF MANUFACTURE. TC LATERAL SUPPORT - 12'OC. LON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT - 12'OC, LON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector late prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140■ h h=21.2ft TCDL=4.2,BCDL=6.0, ASCE 7.10, C,CN,CI8,CH18 (lir no prefix) riepuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=l.6 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind ioads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP Gable end truss on continuous bearing wall LON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical et stud verticals. Refer to CompuTrus gable and detail for complete specifications. 8-03-04 8.03-04 12 12 6.00 iiM-4x4 Q 6.00 3 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE M DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAIN n RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL o BRACING TO THE HINGE TYPE CONNECTION. v C') 4 co 0 0 of - - � t o 0 0 M-3x4 M-3x4 1.00 16-06-08 1-00 ° PR°�Fss JOB NAME : POLYGON NW PLAN 7-B NH - Al v I" �pQy, 'oma Scale: 0.4672 tV /V ( 9 WARNINGS: GENERAL NOTES,unless otherwise noted: 92 PE { 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional per anent bracing of r o.c.and at to'o.c.respectively unless braced throughout their len9gm by y OREGON �lj4 DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2x continuous bridging or latermal bras ad grequired where shown and/or drywall L 1' 4.No Wad should be applied to any component unlit after an bracing and 4.Installation of buss is the responsibility of the respective contractor. /O a Za �••�„ SEQ. : 6059056fasteners are complete and at no time should any loads greater than 5.Design assumes trusses non- corrosive are to be used In a nonorrosive environment, A� G' design Wads be applied to any component and are for"dry condition"of use. TRANS I D: 408071 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 R y fabrication,handling,sN necessary. pment and Installation of components. 7,Design assumes adequate drainage is provided. 8.This design is furnished subject to Me limitations set forth by 8.Pled.shag be located on both faces of truss,and pieced so their center VIII)I III II II VIII VIII VIII IIID IIII IIII TPIINffCA in Bcst,copies of which cola be furnished upon request. Boas coincide wiz joint center Ines. EXPIRES:12/31/2015 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 1a.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 16'- 6.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF g16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-378) 1540 3- B= -326) 309 BC: 2x4 KDDF 81SBTR SPACED 24.0' O.C. 2- 3=(-1751) 477 8- 6=(-431) 1540 8. 4= -121) 934 WEBS: 2x4 KDDF STAND 3. 4=(-1351) 268 8. 5=(-326) 306 LOADING 4. 5=(-1351) 256 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1751 502 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6. 7=( 0 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0' 12.0' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector pplate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0' -125/ 809V -82/ 82H 5.50' 1.29 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 6.5' -125/ 809V 0/ ON 5.50' 1.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP CONO. 2: Design checked forosfs 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 = -0.075' @ 81- 3.2' Allowed = 0.781' MAX TL CREEP DEFL = -0.141' @ 8'- 3.2' Allowed = 1.042' MAX LL DEFL = 0.002' @ 17'- 6.5' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 17'- 6.5' Allowed = 0.133' 8-03 04 Ir 8-03 04 MAX HORIZ. LL DEFL = 0.059' @ 16'- 1.0' MAX NO RI TL DEFL = 0,091' @ 16'- 1.0' 4-04-11 3-10-09 3-10-09 4-04-11 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 M-4x6 12 Design conforms to main windforce-resisting 6.00 Q 6.00 system and components and cladding criteria. 4 4.0' Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, i (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-1.5x3 3'1 M-1.5x3 c2 3 ui o - � a o M-5x8 M-3x4 M-3x4 C') o 0 o� 1 14 0 0 a 3.00 3.00 I=__ 12 12 1-00 8-03-04 8-03-04 1-00 1-00 16-06-08 1.00 PR OFFS JOB NAME : POLYGON NW PLAN 7-B NH - A2 Scale: 0.3206 tirN�>�q WARNINGS: GENERAL NOTES,unless otherwise noted: !� Il A2 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 PE Truss: A2 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. 2.Design assumes the top and bottom chords to be laterally braced at 3.A the resp temporary bracing to r.Ad stability during constructionbracing o 2•o.c.and at 10'o.c.respectively unless braced throughout their Ion by DES. BY: BS is the responsibility of the erector.Additional permanent bredrg of continuous sheathing such as plywood sheething(TC)and/or drywall C). DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2x Imppaact bridging or lateral bracing required where shown++ Q �1 4.No load should be applied to any component until after am bracing and 4. Inatellation of truss Is the responsibility of the respective contractor. '� A_OREGON 41/ SE Q. : 6059057 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, -+7,�1�, A design loads be applied to any component. and are for"dry condition"of use. r 14 TRANS I D: 40807 1 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if l fabrication, necessary. "R RVI.- v handing,shipment and installation of components. 7,Design assumes adequate drainage is provided. 6.This design la furnished subject to the innitd lona set forth by 6. Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIANTCA In SCSI,copies of which will be furnished upon request. Digit coincide with joint center Ines. 9. Digits Indicate size of t center in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values am ESR-1311,ESR-1688(MiTek) EXPIRES:12/31/2015 J IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0,0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 50 2.10=(-251) 92 10- 3=( -12) 169 BC: 20 KDDF ff1&BTR SPACED 24.0' O.C. 2. 3=( -69) 347 10.11=(-255) 90 3-11=( -470) 164 WEBS: 20 KDDF STAND 3. 4=(-146) 779 11.12=(-682) 251 4.11=(-1145) 248 LOADING 4. 5=( -74) 220 12-13=( -48) 472 4-12=( .95) 806 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=( -85) 246 13. 8=(-241) 848 5.12=( -361) 143 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6. 7=(-566) 90 12. 6= -765) 194 TOTAL LOAD = 42.0 PSF 7- 8=(-980) 274 6.13=� 0) 450 OVERHANGS: 12.0' 12.0' 8- 9=( 0) 50 13. 7=( -346) 219 M-1.50or equal at non-structural LL = 25 PSF Ground Snow (Pg) vertical members (tion). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA Connector late ref ix desi nators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) P 9 01- 0.0' -61/ 213V -135/ 135H 119.00" 0.34 KDDF ( 625) C,CN,C18,C 18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 5'- 1.0' -72/ 109V 0/ OH 119.00' 0.17 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 91- 11.0' -231/ 1605V 0/ OH 119.00" 2.57 KDDF ( 625) 26'- 0.0' -109/ 613V 0/ OH 5.50' 0.98 KDDF ( 625) Refer to CompuTrus standard gable end detail for complete at specifications. 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 = -0.036" @ 21'- 8.1' Allowed = 0.781' MAX TL CREEP DEFL = -0.065' @ 17'- 8.8" Allowed = 1.042' 13-00 13-00 MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed = 0.100' MAX TL CREEP OEFL = -0.003' @ 27'- 0.0' Allowed = 0.133" 5-02-12 4-08.04 3-01 4-07 4-00-05 4-04-11 MAX HORIZ. LL DEFL = 0.021' @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.034' @ 25'- 6.5' M-4x4 DESIGN ASSUMES MOISTURE CONTENT DOES M-3x5 NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 M-1.5x4s 4.0M-3x5 6.00 M-3x5 12 Design conforms to main windforce-resisting M-1.5x4 Q 6.00 system and components and cladding criteria. M-3x4 M-3x5 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 (AlI Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, m Truss designed for wind loads M-3x6 in the plane of the truss only- M-1.50 nly.M-1.5x3 M-2.50 or equal at non-structural diagonal inlets. 'D Truss designed for 4x2 outlookers. 20 let-ins of the same size and grade as structural top no 13 chord. Insure tight fit at each end of let-in. M-5x6 M-3x4 outlookers must be cut with care and are 0 o permissible at inlet board areas only. 12 o1111 M 3x8 o o M-1105x3 11 0 M-3x4 M-5x10 a 3.00 3.00 c�- 12 12 9 11 3-01 4-08-12 B-03-04 1-00 9-11 7-09-12 8-03-04 1-00 1-00 26-00 1-00 PR JOB NAME : POLYGON NW PLAN 7-B NH - B1 < 1NE Scale: 0.2140 \� WARNINGS: GENERAL NOTES,union otherwise noted: �J /Z/ / 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 PE Truss: B1 and Wamings before construction commences. buiding 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. z.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 3.Additional temporary bracing to Insure stability during construction -7 Is the responsibility of the erector.Additional permanent bracing of c ntin end at 10'hino.crespectively ply unless braced throughout their al by continuous sheathing such as ptywooe aired here s and/or drywati C). DATE: 9/12/2014 the ovarel structure Is the responsibility of the building designer. 3.2x Irtmppeect bridging or lateral bredng required where shown++ 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "� AA__OREGON a Cly SEQ. : 6059058 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non orroslve environment, design loads be applied to any component, and are for"dry condition"of use. TRANS I D: 408071 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assume NII bearing at all supports shown.Shim or wedge if y necessary. fabrication,hand rg,shipment end installation of components. 7,Design assumes adequate drainage Is provided. R `4 S.This design is furnished subject to the Irritations set forth by 8.Plates shalt be located on both faces of truss,and placed so their center IIIIII VIII VIII IIII VIII VIII VIII IIII IIII TPIIWTCA In SCSI,copies of which witi be furnished upon request. Dies coincide wJoint center Inas. 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 26'- 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) 50 2-10=(-247) 1594 10. 3=( 0) 228 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2. 3='-1886) 361 10-11=(-249) 1591 3.11=( -378) 107 WEBS: 2x4 KDDF STAND 3. 4=(-1479) 359 11.12=(-171) 1308 4.11=( -85) 76 LOADING 4. 5=(-1343) 362 12.13=(-436) 2628 4-12=( -183) 151 TC LATERAL SUPPORT - 1210C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-1368 346 13- 8=(-616) 2784 5.12=( -207) 953 BC LATERAL SUPPORT - 1210C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2946 590 12- 6=(-1726) 395 TOTAL LOAD = 42.0 PSF 7. 8=(-3145) 715 6.13=( -191) 1428 OVERHANGS: 12.0' 12.0' 8- 9=( 0) 50 13. 7=( -104) 165 Connector pplate prefix designators: LL = 25 PSF Ground Snow (Pg) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ ERG REQUIRED ERG AREA M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 01- 0.0' .179/ 1206V -134/ 134H 5.50' 1.93 KDDF 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 26'- 0.0" -179/ 1206V 0/ OH 5,50' 1.93 KDDF y 625) 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' @ -,'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.170' @ 171- 8.8' Allowed = 1.254' MAX TL CREEP DEFL = -0.335' @ 17'- 8.8' Allowed = 1.672' MAX LL DEFL = 0.002' @ 271- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 27'- 0.0' Allowed = 0.133' 13-00 f 13-00 MAX HORIZ. LL DEFL = 0.098" @ 25'- 6.5' 5-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 MAX HORIZ. TL DEFL = 0.162' @ 25'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES 12 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00 M-4X6 Q 6.00 Design conforms to main windforce-resisting 5 4.0' system and components and cladding criteria. Wind: 140 mph h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4 3.1" M-3x6 Truss designed for wind loads in the plane of the truss only, 0 o M-3x4 3 M 1.5x3 u; Q 13 t, M-5x6 :4-40 m 0 12 0 1 to i1 M-3x10 o o M-3x4 M-1.5x3 M-5x10 0 a 3.00 3.001 12 12 5-01 4-10 3-01 4-08-12 8-03-04 1-00 9-11 7-09-12 8-03-04 1-00 L L 1-00 26-00 1-00 FtiEd PROF JOB NAME : POLYGON NW PLAN 7-B NH - B2 IN ssi Scale: 0.2140 �.��IZ/�q o� WARNINGS: GENERAL NOTES,unless otherwise noted: f� 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 92 PE Truss: 132 and Wemirgs before construction commences. building component.Applicability of design parameters and proppeer . 2.2x4 compresslon web bracing must be Installed where shown+. Incorporation of component is the responabiity of the building dealgner. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BYB$ a the reapo nibiama ty of the erector.Add tional pernent br�c ng of 2'o.c.and at 10'o.c.respectively unless braced throughout their lath by continuous sheathing such as plywood sheatNng(TC)and/or d,4n C). DATE: 9/12/2014 the warel structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No bad should be appled to any component until after all bracing and 4.Installation of trim is the responsibility of the respective contractor. OREGON 44; SEQ. : 6059059 fasteners are complete and at no rime should any bads greater than 5.Desi gn assumeskm trusses are to be used In a nororrosive environment,, �� � design loads be applied to any component. and ere for"dry condition"of use. O r 1 4 TRANS I D: 408071 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 fabrication,handling,shipment7 and Installation of components. necessary. .Design assumes adequate drainage Is provided. G: 6.This design is furnished subject to the Initationa set forth by 6.Plates shell be located on both faces o buss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIM/TCA In BCSI,copies of which will be famished upon request. lines coincide with Joint center Inas. 9.Digiti irritate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values a"ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1. 2=� 0) 50 2. 8=�-270) 1528 3. 8=(-383) 258 BC: 2x4 KDDF k1&BTR SPACED 24.0' O.C. 2- 3= -1813) 396 8- 9= -124) 1001 8- 4=(-128) 638 WEBS: 2x4 KDDF STAND 3. 4=(-1590) 399 9. 6=(-298) 1528 4. 9=(-128) 638 LOADING 4. 5=(-1590) 399 9- 5=(-383) 258 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)tDL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6= -1813) 396 BC LATERAL SUPPORT <= 12'OC. UON, DL ON BOTTOM CHORD = 10.0 PSF 6. 7= 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0' 12.0' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA Connector plateprefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN18 (gr no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 01- 0.0' -179/ 1206V -134/ 134H 5,50' 1.93 KODF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 26'- 0.0' -179/ 1206V 0/ OH 5,50' 1.93 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Desian checked for net(-5 psfl uplift at 24 loc 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 = -0.063' @ 17'- 1.8' Allowed = 1.254' MAX TL CREEP DEFL = -0.127' @ 17'- 1.8' Allowed = 1.672' MAX LL DEFL = 0.002' @ 27'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 27'- 0.0' Allowed = 0.133" MAX HORIZ. LL DEFL = 0.026" @ 25'- 6.5' 13-00 13-00 MAX HOAIZ. TL DEFL = 0.043' @ 25'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES 6-09-04 6-02-12 6-02-12 6-09.04 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 12 12 system and components and cladding criteria, 6,00 F71' M-4x6 Q 6.00 4.0" Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 4 .0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1" �- M-1.50 M-1.5x3 0 3 0 C" c7 0 0 o 1 8 g o o M-3x4 M-3x4 M-3x4 M-3x4 0 M-3x5(S) 6-10-03 8-03-11 8-10-03 L L 10-00 16-00 1-00 26-00 1-00 0 FIROF�rS JOB NAME : POLYGON NW PLAN 7-B NH - B3 Scale: 0.2199 �jINaE' s% WARNINGS: GENERAL NOTES,unless otherwise noted: /r�I ZI 7, B3 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and is for an Individual 9G PE Truss: B3 and Warnings before construction commences, bulkang component.Applicability of design parameters and proper 2.2x4 compression web bracing moat be Installed where shown+. Incorporation of component is the responsibility of the buikting designer. 3.Additional temporary bracing to Insure stability during construction 2.Design asaunba the top and bottom chorda to be laterally,braced at 2'o.c.and at 10'o.c,respectively unless braced throughout their length by DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bmdng required where shown++ OREGON SE �1 4.No load should be applied to any component unfit after all bracing and 4.Installation of truss is the responsibility of the respective contractor. A_ SE Q. : 6059060 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� �/�� Orb design loads be applied to any component. and are for"dry condition"of use. ,Q 14 Z TRANS I D: 408071 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if f- fabrication,handling,shipment and Installation of components. necessary. > (� 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII(IIII VIII IIII IIII TPINYTCA in BCSI,copies of which will furnished upon request Ines coincide with Joint center Ines. 9.Digits Indicate alis of plate In Inch . MiTek USA, In Software 7.6.6(1 L)-E 10. es For basic connector plate design values see ESR-1311,ESR-1688(MITek) EXPIRES:12/31/2015 (IIII II III I�I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN26'- 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) 50 2. 8=(-251 1275 8. 3= 0) 232 2x6 KDDF #1&BTR T2 SPACED 24.0' O.C. 2- 3=(-1524) 377 8. 9=(-253 1272 3. 9= -448) 135 BC: 2x4 KDDF #1&BTR 3- 4=(-1064) 360 9.10=(-262) 1212 9- 4=( -87) 535 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 10.11=(-261) 1213 9- 6=(-391) 167 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=S-1043) 332 6.10=( 0) 201 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6.11=1-1450) 362 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 13. 7=( -846) 181 LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT O'OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRIG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) _ _ _ _ _________ REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 01- 0.0' -187/ 1048V -97/ 102H 5.50' 1.68 KDDF ( 625) 211- 6.5' -921 683V 0/ OH 53.50' 1.09 KDDF ( 625 OVERHANGS: 12.0' 0.0' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 261- 0.0' -149/ 286V 0/ OH 53.50' 0.46 KDDF ( 625 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural vertical members (uon). ICONDd for s Connector pplate ref ix desi nators: VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 C,CN,CI8,CN18 (or no prefix) CompuTrus, Inc MAX LL DEFL = 0.0021 @ -1'- 0.0' Allowed = 0.100' Refer to CompuTrus standard MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' M,M20HS,M18HS,M16 = MiTek MT series gable end detail for complete MAX LL DEFL = -0.041' @ 111- 0.0' Allowed = 1.054' specifications. MAX TL CREEP DEFL = -0.083' @ 11'- 0.0' Allowed = 1.406' MAX HORIZ. LL DEFL = 0.020' @ 21'- 11.5' MAX HORIZ. TL DEFL = 0.034' @ 21'- 11.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 13-00 13-00 Design conforms to main windforce-resisting system and components and cladding criteria. 5-11 5-01 2-00 3-01 9-11 ind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 12 5 =4-40+ 12 load duratioAll n factor=1.6'Cet.2, Exp.B, MWFRS(Dir), 6.00 F;�;' M-46- Q 6.00 Truss designed for wind loads 4 in the plane of the truss only. M-3x4 M-3x4 + 0 3 + M-3x4 M-3x4+ M c) or 1 a -y- 10 y"o 11 M-3x4 M-1.5x3 0.25" M-1 50 M-5x8(S) 5-09-04 5-02-12 5-02-12 5-03-12 4-05-08 1-00 26-00 1-00 D JOB NAME : POLYGON NW PLAN 7-B NH - B4 INEF�`rsi Scale: 0.2436 \� �? �' Z WARMNGS: GENERAL NOTES,unless otherwise noted: !] / / q 1.Builder and erection contractor should be advised of all General Notes i.This design Is based only upon the parameters shown and is for an Individual 9 4 2 PE r Truss: B4 and Warnings before construction commences. building component.Applicability of design parameters and proppear 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 2.Design assumes the to and bottom chords to be lateral braced at 3.Additional temporary bracing to Insure stability during construction 9 p :-+-"•""'�"7 DES. BY BS Is the responsibility of the erector.Additional permanent bracing of T o.a and at 10'o.c.respectively unless braced throughout their leh by continuous sheathing such as plywood sheathing(TC)and/or drywall DATE• 9/12/2014 the overall structure is the responsibility of the balking designer. 3.2x Impact bridgtrg or lateral bracing required where shown++ OREGON ! " 4.No load should be applied to any component unlit after all bracing and 4.Inst. tion of truce is the responsibility of the respective contractor. SEQ. : 6059061 fasteners are complete and at no time should any bads greater than 5.Design assumes tenses are to be used In a non-conoslve environment, design loads be applied to any component. and are for"dry condition"of use. V ')4 TRANS I D: 408 071 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at an supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components, necessary, n 6.This design Ia furnished subject to the limitations set lorih 7.Design assumes adequate drainage la provided. IIIIII VIII VIII III I VIII VIII VIII IIII IIII sale by 8 Plates shah be located on both(aces of Was,and Placed so their center TPIIWTCA in SCSI,copies of which wlp be furnished upon request. lines coincide with Joint center Noes. 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(MiTsk) EXPIRES.12/31/2015 111111IIIIII) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' ICOND, 2i Design checked for net(-5 psf) uplift at 24 'oc spac TC: 20 KDDF M1&BTA LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES 2x4 KDDF Al&BTR B1 BC: 2x4 OF let&BTR; SPACED 24.0" D.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Connector TOTAL LOAD = 42.0 PSF Wind: 140 mph h=15ft, TCDL=4.2,BCDL=6.0. ASCE 7.10, ppe C,CN,CIB,CN18 (oHeights), prnfix deo prefsignators:ix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) (All eights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M20HS,918HS,M16 = MiTek MT series load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 11.00 11-00 complete specifications. 12 12 6.00 II1,11-44 Q 6.00 3 M O O N o� 0 0 1 -- - o o M-3x5(S) C:, M-30 M-3x4 L L 12-00 10-00 d 1-00 22-00 1-00 EO PRO JOB NAME : POLYGON NW PLAN 7-B NH - G1 INEF�`�si Scale: 0.3691 INE WARNINGS: GENERAL NOTES,unless otherwise noted: �, (]J�] 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and is for an individual 92 P E Truss: C.1 1 and Warnings before construction commences. building component.Applicability of design parameter and proper 2.2x4 compression web bracing moat be Installed where shown+, Incorporation of component is the responsibility of the building deslpner. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords c be throughout braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'continuous and et 10'sheathing sasply unless braced throughout their le th). continuous bridging in r such as plywood aired where shown drywall C). DATE: 9/12/2014 the overall structure is Ma responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown«+ SE /� 4.No load should be applied to any component unfit after as bracing and 4.Installation of trues Is the responsibility of the respective contractor. -� RE ON S E Q. : 6059062 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. /O -7 y 1 4 2� ^C• TRANS I D: 408071 5.CompuTrus has no conmumes full bearing at all supports shown.Shim or wedge If components.control over and assumes no responsibility for the 6.Design assQ+ fabrication,handling,shipment and Installation of c necessary. 7, Design assumes adequate drainage Is dad. 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 VIII IIIIII IIIIII VIII IIII IIII TPIIWTCA in SCSI,copies of which will be furnished upon request. Pres co with Joint center e. 9.Digits Indicate size of plate in Inches. MITak 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 (IIII I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&BTA LOAD DURATION INCREASE = 1.15 1. 2= 0) 50 2. 8=(-224 1261 3. 8=(-311 220 BC: 2x4 KDDF 81&BTA SPACED 24.0' O.C. 2. 3=•1504) 335 8. 9=(-103j 834 8. 4=(-111` 492 WEBS: 2x4 KDDF STAND 3. 4=(-1318) 338 9- 6=(-253) 1261 4. 9=(-111) 492 LOADING4. 5=(•1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=`-1504) 335 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6. 7=1 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0' 12.0' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector pplate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN18 (ar no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0' -119/ 1038V •109/ 109H 5.50" 1.66 KDOF ( 625) M,M20HS,M18HS,M16 = Mi Tek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0,0' •119/ 1038V 0/ OH 5.50' 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOPs c AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design chocked for net(-5 psf) uplift at 24 'oc 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 = •0.043' @ 14'- 5.8' Allowed = 1.054' MAX TL CREEP DEFL = -0.088' @ 14'- 5.8' Allowed = 1.406' MAX LL DEFL = 0.002' @ 23'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" 11-00 11-00 MAX HORIZ. TL DEFL = 0.030' @ 21'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES 5-09-04 5-02-12 5-02-12 5-09-04 NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 1 Design conforms to main windforce-resisting 12 6.00 M-4X6 Q 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 4 f A11 Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. .1" c,) M-1.5x3 M-1.5x3 0 3 0 u; m c) 0 p 1 `r o� 6 9 �o M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 7-06-03 6-11-11 7-06-03 10-00 12-00 1-00 22-00 1-00 0 PROF�rS JOB NAME : POLYGON NW PLAN 7-B NH - C2 5�bINE s Scab: 0.2568 � ``` �2! WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 92 PE Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proppeer 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the bulking 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 throw hout their le ih DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of ly a m continuous sheathing such as plywoodgheed where s and/or drywal C). mac. DATE: 9/12/2014 the overall should Is the toa any component of the building designer. 3.In Impact bodging or thlateral bracing required where shown++ OREGON L+ �1 4.No load shoukf be applied to any component until eller all bracing and 4.Installation of trues Is the responsibility,of the respective contractor. •p 44/ SE Q. : 6059063 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L� design loads be applied to any component. and are for"dry condition"of use. Q y 14 5. TRANS I D: 408071 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. 7fC+.� �` .Design assumes adequate drainage is provided. C 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 II II VIII VIII IIII) IIII VIII IIII IIII TPINYTCA in BCSI,copies of which cola be furnished upon request Ones 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:12,131/2015 11111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' C at 24 loc spacing, TC: 2x4 KDOF N16BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UN. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. OL ON BOTTOM CHORD = 10.0 PSF Connector pplate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, C,M20HS,,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cli Exp.B, MWFRS(Dir), M,M20HS,M16HS,M16 = M1Tek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD, TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Referto CompuTrus gable end detail for 11-00 11-00 complete specifications. 12 1 M-4x4 12 6.00 p3 Q 6.00 0 0 4 Cl) o 0 0 M-3x5(S) M-3x4 M-3x4 L �6 12-00 10-00 1-00 22-00 1-00 PR OFFS JOB NAME : POLYGON NW PLAN 7-B NH - G3 Scale: 0.3675 \ IN sin WARNINGS: GENERAL NOTES,unless otherwise noted. w� /zti 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 92CkOPE 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+, in-p mo.n of component Is the responsibility of the and designer. 3.Additional temporary bracing to inure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their lelth by DES. BY: BS is the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)and/or drywall C). DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging lir lateral bracing required where shown++ n � 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. ^lir OREGON <C/ SEQ. : 605 9064 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, �� q �\bl design loads be applied to any component. and are for"dry condition"of use. { 14 TRANS I D: 408071 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 end Installation of componenh. necessary. 7, Design assumes adequate drainage is provided. 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIIII VIII IIII)VIII VIII VIII IIII IIII IIII TPINJfCA In SCSI,copes of which will be furnished upon request lines coincidece de with joint center is. 9.Digits Indicate size of plate In Ines. MITekUSA,Inc./CompuTrusSO(tvvare7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) .EXPIRES.12/31/2015 c IIIIIIIIII�III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224 1261 3. 8= -311) 220 BC: 2x4 KDDF M16BTR SPACED 24.0" O.C. 2. 3=(-1504) 335 $- 9=(-103j 834 8. 4= -111) 492 WEBS: 2x4 KDDF STAND 3. 4=(-1318) 338 9. 6=(-253) 1281 4. 9=(-111) 492 LOADING 4. 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6= 4) 335 BC LATERAL SUPPORT <= 1210C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6. 7=�-1500) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0' 12.0' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0' -119/ 1038V -109/ 109H 5.50' 1.66 KDDF ( 625) M,M20HS,M18HS,M16 = M1Tek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0' -119/ 1038V 0/ OH 5.50' 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Design checked for neti-5 pst) a AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" It -11- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.043' @ 141- 5.8" Allowed = 1.054' MAX TL CREEP DEFL = -0.088" @ 14'- 5.8' Allowed = 1.406' MAX LL DEFL = 0.002' @ 23'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 23'- 0.0' Allowed = 0.133' MAX HORIZ. LL DEFL = 0.018' It 21'- 6.5' MAX HORIZ. TL DEFL = 0.030' @ 21'- 6.5" 11-00 11 11-00 DESIGN ASSUMES MOISTURE CONTENT DOES 5-09-04 5-02-12 5-02-12 5-09-04 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 F,;-" M-4x6 Q 6.00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 f f load duration factor=1.8, Truss designed for wind loads in the plane of the truss only. .1' Cl) M-1.5x3 M-1.5x3 0 0 m c) 0 0 oS: 1 8 9 o M-3x4 M-3x4 M-M(S) M-3x4 M-3x4 7-06-03 6-11-11 7-06-03 12-00 10-00 L L 1-00 22-00 1-00 13 PRD,c�S JOB NAME : POLYGON NW PLAN 7-B NH - C4 Scale: 0.2498 (NE s'o WARNINGS: GENERAL NOTES,unless otherwise noted: � �/Z/ 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 PE Truss: C4 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 chorda to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bradng of 2'o c.nin and at lig'o.n such as elyply unless braced throughout their lenng�thby ). continuous sheathing such l acing a meed here s and/or drywea(BC). Q DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.?x Impact bridging or lateral bracing required where shown++ 4No load should be applied to any component unfit eller all 4.Installation of truss is the responsibility of the respective contractor. '� OREGON SEQ. : 6059065 fasteners are complete and at no time should any. bads greater than 5.Desi �gn assumes trusses are to be used In a noncorrosive erwlronment, �` . design loads be applied to any component. and ere for"dry condition"of use. TRANS I D: 408 071 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 0P fabrication,handling,shipment and Installation of components. Deign as. 7.Design assumes located on drainage ie provided. rl 6.This design le lumlehed subject to the inifationa set forth by 9.Plates shall be located on both faces of buss,end placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI/WfCA In SCSI,copies of which colli be furnished upon request. lines coincide wjcenter Anes. 9.Digits Indicate size of pe of plate In Inches. MiTek USA,Inc./CornpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIII II III IIII 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: 20 KDDF k18BTR LOAD DURATION INCREASE = 1.15 1.2=(-51) 28 1-4=(-35) 32 2.4=(-99) 81 BC: 2x4 KDDF If16BTR SPACED 24.0' O.C. 2.3=( -7) 3 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT - 12'OC. UON. OL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 11- 0.0' -24/ 205V -18/ 43H 5,50' 0.31 KDDF 625 Connector pplate prefix designators: 4'- 0.0' -18/ 131V 0/ OH 5,50' 0,21 KDDF 625` C,CN,CI8,CN18 (or no prefix) = CgmpuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL s JT 1: Heel to plate corner = 5.25' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ 0'- 0.0' Allowed = 0.100" BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.002' @ 0'- 0.0' Allowed = 0.133' 3-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.004' @ 2'- 4.0' Allowed = 0.159' MAX TC PANEL TL DEFL = -0.005' @ 2'- 5.2' Allowed = 0.239' 12 MAX HORIZ. LL DEFL = -0.000' @ 3'- 8.2" 4.00 D MAX HORIZ. TL DEFL = -0.000' @ 3'- 8.2' 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=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, M-1.5x33 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 71 1 i Cl) I 0 0 5 4 M-3x8 M-3x6 M-1.5x3 3-00 L ). 4.00 �,�E° PROFFs JOB NAME : POLYGON NW PLAN 7-B NH - D1 Scale: 0.6324 � 1� INE WARNINGS: GENERAL NOTES,unless otherwise noted: �� 1.Busder and erection contractor should be advised of as General Notes i.This design Is based on upon the parameters shown and Is for an Individual 92 P { e h ab P E Truss: D1 and Warnings before construction commences. bullring component.Applicability of responsibility pay of ere and proppear 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component is the m chords to of the building designer. 3.Additional temporary bradng to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced el DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'O.C.and at 10'o.c,respectively unless braced throughout their length the coxal structure la the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall C). Q DATE: 9/12/2014 Pon mT g g 3.2x Impact bridging or lateral bracing required where shown++ 4.No bad should be applied to any component until after as bracing and 4.Installation of trrros is the responsibility of the respective contractor. OREGON SEQ. : 6059066 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�� design loads be applied to any component. and are for"dry condition"of use. �O 'qY 14 Z(, A"•`• TRANS I D: 408071 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes full bearing at all supports shown.Shim or wedge If �y`- fabrication,handing,shipment ant installation of components. 7,Design assume adequate drainage IB pro�ded. MLR f3 �1. V 6.This design is famished subJect to the limitations set forth by 8.Plates shall be located on both faces of truaa,end placed so their center IIIIII VIII VIII IIII VIII VIII II I IIII IIII TPIANTCA In SCSI,copies of which will famished upon request. lice coincide with Joint center ices 9.Digits Indicate size of plate in Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values am ESR-1311,ESR-1988(MITok) 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 8188TR LOAD DURATION INCREASE = 1.15 1.2=(-29) 14 1-3=(0) 0 BC: 2x4 KDDF M16BTR SPACED 24.0' O.C. WEBS: 2x4 KDDF STAND LOADING BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA TC LATERAL SUPPORT <= 1210C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 1210C. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0' -27/ 215V 0/ 27H 5.50' 0.32 KDDF ( 625) TOTAL LOAD = 42.0 PSF 3'- 9.2' 0/ 38V 0/ OH 5.50' 0.06 KDDF ( 625) Connector pplate prefix designators: 4'- 0.0' -38/ 84V 0/ OH 1.50' 0.13 KDDF ( 625) C,CN,CI8,CN18 (ar no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2o Design _ s fl uplift at 24 'oc JT 1: Heel to plate corner = 5.25' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004' @ 0'- 0.0' Allowed = 0.100' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003' @ 0'- 0.0' Allowed = 0,133' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.008' @ 2'- 5.6' Allowed = 0.183' MAX TC PANEL TL DEFL = -0.010' @ 2'- 7.0' Allowed = 0.274' MAX HORIZ. LL DEFL = -0.003' @ 3'- 11.2' MAX HORIZ. TL DEFL = 0.003' @ 3'- 11.2' 12 4.00 17 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=19,8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (Ali Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x6 ,) load duration factor=l.6, Truss designed for wind loads r in the plane of the truss only. 0 U" 1 / Cl) 0 0 4 3 M-3x8 L ,L 3-00 4-00 1PROVIDE FULL BA 3 P R OFFS JOB NAME : POLYGON NW PLAN 7-B NH - D2 Scale: 0.9224 � ! (NE s% WARNINGS; GENERAL NOTES,unlessotherv4se noted: /Z/ p �q D2 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and Is for an individual 9 E 2 f { Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proppeer 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: BS is the. responeibiily of the erector.Additional permenent bracing of 2'o.c,and at 10'o.c,respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall C). DATE: 9/12/2014 the over 11 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. ,/ SEQ. : 6059067 fasteners are complete and at no time should any bads greater than S.Design assumes trusses are to be used in a noncorrosive environment, L� 't1,� OA\x�` design loads be applied to any component. and are for"dry condition"of use. Q P14 TRANS I D: 408071 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 A fabrication,handl) necessary' ��R R`iV� V handling,shipment and Installation of components. 7,Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both fans of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII III)IIIITPIANTCA in SCSI,copies of which will be furnished upon request. Dies coincide with Jocanter ices. e.Dl01is Indicate size off plate late In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1666(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN o at 24 'oc soacina. TC: 2x4 KODF N1hBTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KODF k1hBTR SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 1210C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10,0 PSF Connector pplate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 m h h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M20NS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) Dad duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-10or equal typical at stud verticals. Refer to CompuTrus sable end detail for complete specifications. 3 12 72 4.00 C--1- 2 o 1 — 0 4 M-3x4 L L 1-00 8.02 D PRO E F JOB NAME : POLYGON NW PLAN 7-B NH - E1 Scale: 0.6585 � ( `f�N WARNINGS: GENERAL NOTES,unless otherwise noted: �lJ 91 z/ l7 -S7 1.Builder and erection contractor should be advised of all General Notes 1.TMs design Is based only upon Me parameters shown and is for an Individual 92 PE Truss:" E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing carat be Installed where shown+. Incorporation of component is the responsibility of the building designer. 2.Dealgn assumes the top and bottom chorda to be laterally braced at 3.Additional temporary bracing to Insure stability during construction DES. BY: BS is the responslblNty of the erector.Additional permanent bracing of T c.c,and at 10'sheathing respectively unless braced throughout their all by DATE• 9/12/2014 responsibility g g 2x ImUact ridging or 6ud1 a8 pyWa0e8heed when s and/or drywall C. the overall structure Is the re naibifi of the building designer. 3.2x Imppaect bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Inste9atlon of truss Is the responsibility,of the respective contractor. "� OREGON SEQ. : 6059068 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-comosive environment, L� �� 01% design bads be applied to any component. and are for"dry condition"of use. /1 }' 1 �.• TRANS I D: 408071 5.CompuTrus has no control Duet and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handN necessary. �� rq,shipment end Installation of component. 7,Design assumes adequate drainage laprovided. 8.This design is furnished subject to the limitations sat forth by S.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII III IIII TPIANTCA in SCSI,copies of which will be furnished upon request, lines coincide wJoint center ices. . 9.Diplts Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values a"ESR-1311,ESR-1988(MRek) EXPIRES:12/3112015 II�IIIIIIIIIII This design prepared from computer input by e PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Y16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 36 2-5=(-51) 67 3.5=(-255) 179 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2.3=(•105) 88 WEBS: 2x4 KDDF STAND 3.4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. OL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 01- 0.0' -68/ 479V -33/ 97K 5.50' 0.77 KDDF ( 625 Connector LL = 25 PSF Ground Snow (Pg) 8'• 2.0' -39/ 335V 0/ OH 5.50' 0.54 KDDF ( 625 pp C,CN,CI8,CNlate prefix designators:18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 2D Design checked for neti-5 psf) uplift at 24 'oc M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. s VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ •1'• 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = -0.294' @ 4'- 1.7' Allowed = 0.484' 7-10-04 0-03-12 MAX TC PANEL TL DEFL = •0.393' @ 4'- 1.7' Allowed = 0.727' 12 MAX HORIZ. LL DEFL = 0.001' @ 7'- 10.3' MAX HORIZ. TL DEFL = 0.001' @ 7'- 10.3' 4.00 l7 DESIGN ASSUMES MOISTURE CONTENT DOES M-1.5x3 NOT EXCEED 19%AT TIME OF MANUFACTURE. 4 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 0 0 r� LO o� 1 - - 0 2 5 M-3x4 M-1.5x3 ,L .JAL 7-10-04 0-03-12 L L L 1-00 B-02 PR O��S JOB NAME : POLYGON NW PLAN 7-B NH - E2 5� INe si Scale: 0.5571 \ / WARNINGS: GENERAL NOTES,unless otherwise noted: /v�[f�r�"z/ y9 1.Builder and erection contractor should be advised of as G General Notes 1.This design is based only upon the parameters shown and is for an Individual 9P E Truss: E 2 and Wominga before construction commences. building component.Applicability of design parameters and proper 2.2x4 compresslon web bracing moat be installed where shown+, Incorporation of component Is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: BS 3.is the res temporary the er .to Insure stability during construction is the responsibility of the erector.Additional 2'o.c.end at 10'o.c,reapedlvety,unless braced throughout their lath by po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). Q DATE: 9/12/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SE 4.No load should be applied to any component until after as bracing and 4.Installation of truss Is the responsibility of the respective contractor. b "17 OREGON S E should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L� �1,QY Or design loads be applied to any component. and are for-dry condition'of use. _7 1 ATRANS I D: 408071 5.CompuTrus has no control over and assume no responsibility for the 6.De� e�sumes full bearing at all supports shown.Shim or wedge If fabrication,handing,shipment and Installation of components. 7,Design assumes adequate drainage Is provided. 8.This design Is furnished subled to the imitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center IIIIII VIII VIII VIII IIID VIII VIII III IIII TPIM/TCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center Ines. e.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 am ESR-1311.ESR-1988(MiTek) EXPIRES:12/31/2015 11111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&BTA LOAD DURATIONINCREASE = 1.15 1-2=( 0) 36 2.5=(-33) 36 3.5=(•161) 127 BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. 2-3=(-69) 49 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 01- 0.0' -61/ 367V -20/ 63H 5.50' 0.59 KDOF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 51- 3.0' -24/ 212V 0/ OH 5.50' 0.34 KDDF ( 625) C,CN,Ci8,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. FCOND. o VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -11- 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" 4.11-04 0-03-12 MAX TC PANEL LL DEFL = 0.038' @ 2'- 10.1' Allowed = 0.279' MAX TC PANEL TL DEFL = •0.043' @ 2'- 8.1' Allowed = 0.419' 12 MAX HORIZ. LL DEFL = 0.000' @ 4'- 11.2' 4.00 I7 MAX HORIZ. TL DEFL = 0.000' @ 4'- 11.2' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 1996 AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting M-1.5x3 4 system and components and cladding criteria. 3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1"6, Truss designed for wind loads in the plane of the truss only. 0 0 N N co O7 1 - - p 2 5 M-3x4 M-1.50 L 4-11-04 0-03-12 1-00 5-03 g FIR JOB NAME : POLYGON NW PLAN 7-B NH - E3 Scale: 0.6126 ��0 � GINa~ WARNINGS: GENERAL NOTES,unless otherwise noted: ff/!rr��/V �] 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 9G PE Truss: E3 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 Ter 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at DES. BY: BS Is the responsibility or the erector.Additional permanent bracing of 2'o.c.and at IW o.c.respectively unless braced throughout their N th by continuous sheathing such as plywood sheathing(TC)and/or drywaRC). DATE: 9/12/2014 the overall structure is the responsibility of the building designer. 3.2x 1mpa ct bridging or lateral bracing required where shown++ �Q 4.No load should be applied to any component until after all bracing and 4.Installation of tens is the responsibility of the respective contractor. A_OREGON ON , SEQ. : 6059070 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, TRANS I D: 408071 design loads be applied to any component. and are for"dry condition"of use. 5 .CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If V 0 necessary. fabrication,handling, shipment end Installation of component. 7,Design eaeumea adequate drainage Is provided. C L7+ 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 IIII VIII VIII VIII IIII IIII 7PI WTCA In SCSI,copies of which will be furnished upon request, lines coincide with Jop es center Ines 9.Digits Indicate size off plate in Inch . MTTek 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 This design prepared from computer input by • IIIIII IIIIIII PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0' a -5 s u c TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF p1&BTR SPACED 24.0' O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE, TC LATERAL SUPPORT <= 12'OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector pplate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, C,CN,CI6,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M20HS,M16HS,Y16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REOUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus Sable end detail for complete specifications. 12 4.00 1--- 3 0 0 N 2 O 1 O 4 M-3x4 1-00 5-03 r,0 PRO JOB NAME : POLYGON NW PLAN 7-B NH - E4 IN�Ffissi Scale: 0.7737 \� ! (/y � WARNINGS: GENERAL NOTES,unless otherwise noted: 2 v /`� 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and Is for an individual 92 PE ♦' Truss: E4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where drown�. Incorporation of component Is the responsibility of Me building designer. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary the er to r.Ade stability during construction ngo ---7 DES. BY BS la the responsibility of the erector.Additional permanent bred of 2'o.c.end et 10'o.c,respectively unless braced throughout their Ion th by n9 continuous sheathing such as plywood sheatNng(TC)and/or drywall C). DATE• 9/12/2014 the wawa structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+ 4.No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. '}7 OREGON 4oSEQ. : 6059071 fasteners are complete and at no time should any bads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, L� 'tJ� \b design loads be applied to any component. end are for'dry condition"of use. Q. Y 14 Z, �'•� TRANS I D: 408071 5.CompuTrus has no control war and assumes no responsibility for the 6.Design gns umes full bearing at all supports shown.Shim or wedge If fabrication,handing,shipment and Installation of components. 7, mi Design assues adequate drainage Is provided. MFR R I 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 IIIIII VIII VIII III I VIII VIII(IIII IIII IIII TPINVTCA In BCSI copies of which we be furnished upon request fines coincide with Joint center ices. 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(MITelo EXPIRES:12/31/2015