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Plans (58) • ,/1 i,5)7C- , .5-R" - 26 17 17 5 6- 0,4 •4. . 1 221-0' C3 6:12 6:12 a m C4 (4) m -- - -- BO . 6:12 -.. .. -. 02(10 CV A! 4{12 Y \ CV rrt E.12— I _ .. _ I, , _ _ . .. _ - I ._ _. B3 16-0' � Fcsi — if/ i - - B2 (5) .. S 4 12 N .— -co '7 v iw / / � in WI I r r 1 1 1 1 1 1 261-0' J ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLY.REFER TO POLYGON NW 09/12/14 TRUSS CALCULATIONS AND STRUCTURAL • PROJECT TITLE REVISION-1: DRAWINGS ORALLURTHER INFORMATION.BUILDINGPacill17\ . umber DESIGNER/ENGINEERUIL RECORDD LL RESPONSIBLE FOR ANON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING 7-B N H KD 7-B NH / B-NH CHECKED BY: DESIIGGNN GIEW GINEEROFRECOORD TO '} �j c COMPANY ')\ DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1 8% J 0.11"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 26'-0' 22'-0' 1 4'-0' Gi v2-0d1> ,; 6:12 6:12 ZO C4 (4) CO - \ -- e0 6:12 C2(10) 411e. I -. Al• e m Bs I 16'-0' N I , . __ \._,.„7/,ii i/j.2//, 2 /1- 01 I \\:// . I _ ' a.\‘p_ — , N cs4:12 E test; 1 / / w� .11. 1 / • /w <toceo 1 1 26-0' ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 09/12/14 TRUSS ALCULATIo sADD _ . PROJECT TITLE: REVISION-1: DRRAAWING FOEEREDR FURTHER t BUILDING INFORMATION. 7-B NH KD DES IGNER/ENGINEEROF RD RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO T-B NH / B-NH CHECKED BY: REVIEW AND APPROVE OF ALLQQ t, +w CO MPA NY DELIVERY LOCATION: SCALE: REVISION-3: • DESIGNS PRIOR TO CONSTRUCTION. .% T■ .V Y ; .`. 0.11"- 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. E11111 ir LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5' [COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.' TC: 2x4 KDDF M1ABTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. NOT EXCEED 1996 AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'0C. 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 plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 C,CN,CIB,CN16 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16 = MiTek MT serriesiesLL = 25 PSF Ground Snow (Pg) load duration factor=1.6 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind soonl in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 8-03-04 8-03-04 T 12 12 6.00 177- HM-4x4 . 1 6.00 f 3 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A RI 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 t.'" RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL o BRACING TO THE HINGE TYPE CONNECTION. Ct. th 4 M 0 EirglaMilliniMilliall1=1111111111111101111111101/MigiMiggliM11/10. 1; 1 0 0 M-3x4 M-3x4 J. J. /, y 1-00 16-06-08 1-00 JOB NAME: POLYGON NW PLAN 7-B NH - Al Scale: 0.4672 �� IZI 2-ycc , WARNINGS: GENERAL NOTES,unless otherwise noted: �92s P E r 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual / Truss: Aland Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bradn must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. `� 1+ p g 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction DES. BY: BS Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and 0110'o.c.respectively unless braced throughout their length by poli ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -7L A_OREGON�1, �v DATE: 9/12/2014 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 appaed to any component until after all bracing end 4.Installation of truss is the responsibltty of the respective contractor. ./O, '1 y 1 4 2O -�. SEQ. : 6059056 fasteners are complete and at no time should any loads greater than 5:Design assumes trusses are to be used In a noncorrosive environment, , e' design loads be appled to any component. end ere for'dry condition'of use. ML Ly RIO' TRANS I D: 408071 5.CompuTrus has no control over end assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge If C rl essary. fabrication,handing,shipment and installation of components. Dnesign ass g P Po a.Plates assumes adequateatedo drainage Is f truss,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 11111111111111111110.VVTPINVTCA In SCSI,copies of which will be famished upon request. Digs coincidewith jointacenter Ines. 9.Digits Indicate size orfplatete le Inches. 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 16'- 6.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 50 2- 8=(-378) 1540 3- 8=(-326) 309 BC: 2x4 HOOF g16BTR SPACED 24.0' O.C. 2- 3=(-1751) 477 8- 6=1.431) 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 <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1751) 502 BC LATERAL SUPPORT <= 12'0C. 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 BOG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -125/ 809V -82/ 82H 5.50' 1.29 KDDF ( 625) M,U2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 6.5' -125/ 809V 0/ OH 5.50' 1.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psfl uplift at 24 'cc snacing.l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.075' @ 8'- 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 8-03-04 MAX HORIZ. LL DEFL = 0.059' @ 16'- 1.0' f f f MAX HORIZ. 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 195s AT TIME OF MANUFACTURE. 12 M-4x6 12 Design conforms to main windforce-resisting 6.00 .'6.00 system and components and cladding criteria. 44 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M 1.5x3 illiallilli M-1.5x3 M 3 ui o /_ 4 8 M-5x8 CD M-3x4 M-3x4 co m 0 0 v .. `o v f- t o 1 = -=. o 0 0 -.3.00 3.00 I==- 12 o12 12 > y y y J' 1-00 8-03-04 8-03-04 1-00 1, 1, 1, 1, 1-00 16-06-08 1-00 05) PROpe JOB NAME : POLYGON NW PLAN 7-B NH - A25 (Nfi / Scale: 0.3206 C? O WARNINGS: GENERAL NOTES,unless otherwise noted: 4� �nI�� 9 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 o0 PE r Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be Installed where shown+, incorporation of component is the responsiblity of the building designer. 3.Additional temporary bredng to insure sleWity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.end at W'ac,respectively unless braced throughout their length by �� _ `® Po ty continuous sheathing such as plywood sheathing(TC)and/or drywal�C). 0 �. DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng 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. OREGON I� SEQ. : 6059057 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, L7 4� O1\b`SLA, design loads be applied to any component end are for"dry condition"of use. Q y 1 4 2 A`- TRANS I D: 408071 5.CompuTrus has no control over and assumes no responsibility for the 6'and are assumes full bearing at all supports shown.Shim or wedge If y. M ''at" fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is Provided. P R 1Ir- 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 MEI II II illi II I 11 I IIII III 111 IIII TPI/WTCA In BCSI,copies of which will be famished upon request. Digitsgit eddical with joint ain nches 8.tinesIndicate size of plate tino inches. MITek USA,Inc./CompuTrus Software 7.6.6{1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19t8(MITek) EXPIRES:12/31/2015 11111111 111 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&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2.10=(•251) 92 10- 3=( -12) 169 BC: 2x4 KDDF 1416BTR SPACED 24.0' O,C. 2- 3=( -69) 347 10.11= -255) 90 3-11=( -470) 164 WEBS: 2x4 KDDF STAND 3- 4=(-146) 779 11-12.-1-682) 251 4.11=(-1145) 248 LOADING 4- 5.1 -74) 220 12-13=( -48) 472 4.12=( -95) 806 TC LATERAL SUPPORT <= 12.00. 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=I 0) 450 OVERHANGS: 12.0' 12.0' 8- 9=( 0) 50 13- 7= -346) 219 LL = 25 PSF Ground Snow (Pg) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) ConnectorCpl8 (or no prefix) = orspuTrus, Inc 0'- 0.0' -61/ 213V -135/ 135H 119.00' 0.34 KDDF ( 625) C,CN,C18,CNI8 r n Mprek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 5'- 1.0' -72/ 109V 0/ OH 119.00' 0.17 KDDF 625 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, 9'- 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 'COND. 2: Design checked for nett-5 soft uplift at 24 'oc spacing.) 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' T f T MAX TL CREEP DEFL = -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-3x5 IM-4x4 DESIGN ASSUMES MOISTURE CONTENT DOES 4.0" NOT EXCEED 19%AT TIME OF MANUFACTURE, 12 M-1.5x4 5 ,F,'M-3x5 6.0012 Design conforms to main windforce-resisting M-3x5 F% M-1.5X4 '716.00 system and components and cladding criteria. M-3x4 M-3x5 r Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, .,..r.,• M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,s, c � Truss designed for wind loads 0 M-3X6 in the plane of the truss only. 3 7M-1.5x3 M-2.5x4 or equal at non-structural diagonal inlets. rO Truss designed for 4x2 outlookers. 2x4 let-ins ^,,- mm of the same size and grade as structural top e t3 chord. Insure tight fit at each end of let-in. -- o, M-5x6 M-3x4 outlookers must be cut with care and are ,- 0iii12 c permissible at inlet board areas only. ,--'1,- o 1 8 ee M-3x8 C o C M-1105x3 11 o M-3x4 M-5x10 a 3,00 3.00 12 12 ). J, J, J. J, 9-11 3-01 4-08-12 8-03-04 J. y J, y J. J. 1-00 9-11 7-09-12 8-03-04 1-00 1-00 26-00 1-00 JOB NAME : POLYGON NW PLAN 7-B NH - B1 ���'�� PN° F0,� Scale: 0.2140 ��co (G1,?IN t9 Q� WARNINGS: GENERAL NOTES,unless otherwise noted: �� l J7,' "$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 loran Individual = DP E Truss: B 1 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 bradng to Insure stability during construction 2.Design assumes the top and bottom chords to bo laterally braced at DES. B Y: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Iii' Is the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)and/or drywel C). �r® DATE: 9/12/2014 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bradng required where shown++ tr 4.Na load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. 'f7 OREGON �,. SEQ. : 6059058fasteners 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 ' A,t & design loads be applied to any component. 5.CompuTrus hes no control over and assumes no responsibility for the and are for"dry condition.'of use. / 4k ZQ ..4t-, TRANS I D: 4080716.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, , f P , necessa fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. � R A 14," v 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 Iillll VIII 111111131111111111111111 TPIANrCA In BCSI,copies of which will be furnished upon request. git cindicae with joint ate In inches.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) EXPI RES: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 N16BTA LOAD DURATION INCREASE = 1.15 1- 2.) 0) 50 2-10=(•247) 1594 10- 3.) 0) 228 BC: 2x4 KDDF #16BTR SPACED 24.0. O.C. 2- 3=1.1886, 361 10.11=(-249) 1591 3.11=( -378) 107 WEBS: 2x4 KDDF STAND 3- 4=(-1479) 359 11-12=(-171) 1308 4.11=( -85) 78 LOADING 4- 5=(-1343) 362 12-13=(-436) 2628 4-12=( -183) 151 TC LATERAL SUPPORT <= 12'OC. 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 <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7u)-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 LL 5 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BOG REQUIRED BOG AREA M,M2GHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 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 625 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net1-5 osfl uplift at 24 "so soacing.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 LL DEFL = -0.170' @ 17'- 8.8' Allowed = 1.254' MAX TL CREEP DEFL = -0.335' @ 17'- 8.8' 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' 13-00 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' f - T T '1 ' 'I DESIGN ASSUMES MOISTURE CONTENT DOES 12 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.0017 M-4x6 Q 6.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 5 .rSf f- Wind: 140 mph h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3X4 load duration factor=l,6, e Truss designed for wind loads M 3x6 in the plane of the truss only. C CD O M-3x3 M-1.5x3 0O 7',.. r-- -5x6 =M-4x4 tn o72c /-'-s `,- 1 __ to t M-3x10 `- o O M-3x4 M-1.5x3 M-5x10 C ..3.00 3.00tz .- 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 1-00 26-00 1-00 JOB NAME : POLYGON NW PLAN 7-B NH - B2 Scale: Q.2,aQ \�<��ED IN OPE. WARNINGS: GENERAL NOTES,unless otherwise noted: -kr `��i O '4 2"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 ( =92 0 0P E ti' and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: E{2 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 end bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction2'o.e,and at 10'o.e.respectively unless braced throughout heir lengtth by �, - ®a""a DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywat C). �--� CC DATE: 9/12/2014 the overall structure Is the responsibility of the bulking designer. 3.2i Impact bridging or lateral bradng required where shown++ OREGON �!/ 4.No load should be addled to any component until after all bracing and 4.installation of truss Is the responsibility of the respedlve contractor. '� _ SEQ. : 6059059 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, G- "if q ONlk design loads be applied to any component and are for"dry condition"of use. Q 1 4, 2 '} TRANS I D: 408071 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at at supports shown.Shim or wedge If Q` necessary. •v/ �. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. R R 1 L 6.This design is furnished subject to the Irritations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center 1/WTCA in BCSI,copies of ch ll be furnished upon Pnes coincide with joint center Ines. VIII'I II VIII 11111 IIII VIII I III II IIII MTe USA,lnC./C mpuTrus iSoftware 7.6.6(1 L)E request. 0.FFor basiits c coo ectorof pla etdesign values see ESR-1311,ESR-1988(MITeW EXPIRES:12/31/2015 11111 This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1,00 TO: 2x4 KDDF N1SBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-270) 1528 3- 8=(-383) 258 BC: 2x4 KDDF 111&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- 90(-128) 638 IC LATERAL SUPPORT <= 12'OC. UON. LOADING 4- 5=(-1590 399 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -1813) 9. 5=(-383) 258 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 0) 50 ) 350 6- 7=) OVERHANGS: 12.0' 12.0' TOTAL LOAD = 42.0 PSF Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BOG REQUIRED BOG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) M,M2OHS,MIBHS,816 = MiTek MT series 0'- 0.0' -179/ 1206V -134/ 134H 5.50' 1.93 KDDF ( 625) LIVE LOAD AT LOCATIONS) 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: Design checked for nett-5 psfl uplift at 24 'oc spacing.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 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' MAX HORIZ. TL DEFL = 0.043' @ 25'- 6.5' 13-00 13-00 T DESIGN ASSUMES MOISTURE CONTENT DOES 6-09-04 6-02-12 6-02-12 6-09-04 NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 T 4' Design conforms to main windforce-resisting 12 6.00 D M-4x6 -"716.00 system and components and cladding criteria. Q 6.00 4.0" Wind: 140 mph h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 4 b load Heights),duration Enclosed, Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads in the plane of the truss only. o M 1.5x310/Pir 'fl\h M 1.5x3 0 8 M O M 0 f c 1 lt ar Ks M-3x4 8 9 o M-3x4 M-3x4 M-3x4 A O M-3x5(S) * y y * 8-10-03 8-03-11 8-10-03 * y 10-00 16-00 * * * 1-00 26-00 1-00 y 1 JOB NAME : POLYGON NW PLAN 7-B NH - 63 <�� D PRO/ Scale: 0.2199 �4° °I,I2!(��, /a WARNINGS: GENERAL NOTES,unless otherwise noted: ./Y..rr�� / 17 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual CC' ;920 0 0 P E r Truss: B3 and Warnings before construction commences. building component.Applicability of design parameters and proper X2.7x4 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 to be laterally braced et DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.such a plywood unless braced throughout their length by `rs� 461101.' DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as required here s and/or drywall C. p ty g o 3.2xIm actbddgingorlaterelbredngyofthewhareshown++ OREGON (I 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. : 6059060 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ` -7 20N� design loads be applied to any component. and are for-dry condition-01 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 O 14 P fabrication,handling,shipment and Installation of components. necessary. .f]L 6.This design Is furnished subject to the Irritations set forth 7.Design assumes adequate drainage is provided. �`R R I�`' V 1111111111111111311 TPIIWTCA in SCSI,copies of which will be furnished upon request. 9 linePlats coincide with Joint cees shall be located on ntethifnesg of truss,end placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.For bmigits�cicate size connectorplf atete In design values see ESR-1311,ESR-1999(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 #16BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-251I 1275 8- 3=( 0) 232 2x6 KDDF N16BTR T2 SPACED 24.0' O.C. 2- 3=(-1524 377 8- 9=(-253 1272 3- 9=`-448) 135 BC: 2x4 KDDF H16BTR 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=(-1043) 332 6.10=( 0) 201 TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6-11=(-1450) 362 BC LATERAL SUPPORT <= 12'OC. VON. 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 BAG REQUIRED BOG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0' -187/ 1048V -97/ 102H 5.50' 1.68 KDDF ( 625) 21'- 6.5' -92/ 683V 0/ OH 53.50' 1.09 KDDF 625) OVERHANGS: 12.0' 0.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 26'- 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 ICOND. 2: Design checked for net(-5 osfl uplift at 24 'oc spacing.' vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Refer to CompuTrus standard MAX TL CREEP DEFL = -0.003' @ -1'- 0,0' Allowed = 0.133' M,M2OHS,M18HS,M16 = MiTek MT series gable end detail for complete MAX LL DEFL = -0.041' @ 11'. 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 fT system and components and cladding criteria. 5-11 5-01 2-00 3-01 9-11 ,(Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 5 =M-4x4+ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �, 12 5 12 load duration factor=1.6, 6.0017 M-4x6- . ' ;16.00 Truss designed for wind loads in the plane of the truss only. M-3x4 0 M-3x4 + o y� : + M-3x4 + 46- fO + M-3x4+ M O 0fL f- p 1 ;4 _11 8 9 , 10 c M-3x4 M-1.5x3 0.25" M-1.5x3 tt O M-5x8(S) 1, 3, y J. 3, J. 5-09-04 5-02-12 5-02-12 5-03-12 4-05-08 J. J. 3, 3, 1-00 26-00 1-00 , �,E0 P R OFFS JOB NAME : POLYGON NW PLAN 7-B NH - 64 Scale: 0.2436 \�.1 °,7 { (41N� PR .o. WARNINGS: GENERAL NOTES,unless otherwise noted: kr .� ��� 21' 1.Builder and erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters shown and is for an Individual 4.' = 0 PE f and Warnings before construction commences. building component.Applicability of design parameters and properAgilet/ Truss: B4 Incorporation of component Is the responsibility of the building designer. 2.2x4 compression Additional web bracing must be installed where shown+, 2.Design assumes the top end bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction2'o.a 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 drywall(BC). ,,eNimQ DATE: 9/12/2014 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 bradng and 4.Installation of truss Is the responsibility of the respective contractor. 7 1k SEQ. : 6059061 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 V.1 'o'\ A design loads be applied to any component. and are for'dry condieon'of use. Q r 1 4 S 4 TRANS I D: 408071 5.CompuTrus has no control over and assumes no responsibility for the 6.Des gn assumes full bearing at all supports shown.Shim or wedge If ,11 �Q., necessary. 4/1 .R R I1..\- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 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 111111111111141111111 TPInarCA In BCSI,copies of which will famished upon request. Digit coincide with joint centerIn Ines. 9.tines size of plate 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 IIIIIII11IIII This design prepared from computer input by , PACIFIC LUMBER-BC 1 LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' ICOND. 2: Design checked for net(-5 psiLtplift at 24 'oc soacing.l ' TC: 2x4 KODF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 OF k1&BTR; SPACED 24.0' O.C. 2x4 KDDF #1&BTR B1 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 TOTAL LOAD = 42.0 PSF Wind: 140 mphl h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Connector plate prefix designators: (All Heights), CBCDL Ex A, M710 Dir C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) All Heights),n fEnclose Enclosed, P ( ), M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loons 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.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 12 I IM-4x4 12 6.00� ' 6.00 3 Cr) ilt 0 0 co 4 cc) M-3x5(S) M-3x4 M-3x4 ; y y 12-00 10-00 (. ), ), y 1-00 22-00 1-00 JOB NAME : POLYGON NW PLAN 7-B NH - Cl Scale: 0.3691 <0 , F.s " s% 17 WARNINGS: GENERAL NOTES,unless otherwise noted: �� . ,, 2'. /� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual >,0P E r Truss: C 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. 3.Additional temporary bracing to insure stebiety during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additionalpermanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length , ,. DES• BY: BS po ty g continuous sheathing such as plywood sheathing(TC)andlordrywaa(BC).y �-0 r DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.Zr 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. 7 Ir SEQ. : 6059062 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L� 4„OREGON y ON {A. design loads be applied to any component and are for"dry condition"bearing of use. Q 14 2 "i'- TRANS I D: 408071 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes tali bearing et all supports shown.Shim or wedge if �P fabrication,handling, necessary. �'` 1 ng,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. MFR R V L-\' 6.This design Is furnished subject to the initations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIIII IIIII IIIII IIIII IIIII IIIII IIII IIII TPIMfi'CA In SCSI,copies of which will be furnished upon request. git eindicawith joint centerInches.9.Digits indicate size of plate In Inches. MITekUSA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1908(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 1(18BTR LOAD DURATION INCREASE = 1.15 1. 2= 0) 50 2- 8=(-224) 1261 3. 8=(-311) 220 BC: 2x4 KDDF N188TR SPACED 24.0' O.C. 2. 3= -1504) 335 8- 9=(-103 834 8. 4=(-111) 492 WEBS: 2x4 KDDF STAND 3. 4= -1318) 338 9- 6=(-253) 1261 4- 9=(•111) 492 LOADING 4. 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT<= 12.00. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12'0C. 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 BOG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CnmpuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'. 0.0' -119/ 103BV -109/ 109H 5.50' 1.66 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek 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 ICOND, 2: Design checked for net(-5 osfl uplift at 24 'oc soacing.1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'• 0.0' Allowed = 0.100' MAX TL CREEP DEFL = •0.003' @ -1'- 0.0' Allowed = 0.133' MAX 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' f ' DESIGN ASSUMES MOISTURE CONTENT DOES 5-09-04 5-02-12 5-02-12 5-09-04 NOT EXCEED 1996 AT TIME OF MANUFACTURE. Design conforms to main windforce•resisting 12 M-4x6 12 6.00 1:::7- Q 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=15ft, TCOL=4.2,BCOL=6.0, ASCE 7-10, i-- 4 .r5( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, uu Truss designed for wind loads in the plane of the truss only. co M-1.5x3 ,M-1.5x3 0 0 ui O) 0 0 0 o 1 14 12.2 ill 6 9 A, o 0 M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 1. b /. y 7-06-03 6-11-11 7-06-03 3, y y 10-00 12-00 3, 1' 1' /' 1-00 22-00 1-00 �� Ep PROpr. JOB NAME : POLYGON NW PLAN 7-B NH - C2 Scale: 0.2566 ,��44.t �zt)NE' ff s/o WARNINGS: GENERAL NOTES,unless otherwise noted: C. "Q{: C2 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 j e P E Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters end proper /' 2.2x4 compression web bradng must be Installed where shown«. Incorporation of component is the responsibiity of the building designer. 3.Additional temporary bracing to Insure slebitty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS2'o.c.and at 10'c.c.respectively unless braced throughout their length by ` ®� Is the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)and/or drywal C). / r .. DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown«« CC 4.No load should be applied to any component until after an bracing end 4.Installation of truss Is the responsibility of the respective contractor. iOREGON to SEQ. : 6059063 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used Ina non-corrosive environment, L- -� i\ A design loads be applied to any component. and are for"dry condition'of use. }' 2.0 + TRANS I D: �}0807 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge I( Q 4 fabrication,handling,shipment and Installation of components. necessary. ke F `��,�. 6.This design Is furnished subject to the Irritations set forth 7.Design assumes adequate drainage Is provided. Fi F1 VIII I II VIII I II II VIII VIII IIII IIII 0 Mby 6.Plates shall be size on both faces of truss,and placed so their center TPINYTCA In SCSI,copies of which will be famished upon request. goes 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(MiTek EXPIRES:12/31/2015 IIIIII IIII This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' 'COND. 2: Design checked for nett-5 asfl uplift at 24 *on spacing.1 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 BC: 2x4 WOOF #1&BTR SPACED 24.0' O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'0C. 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. : Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF 9 TOTAL LOAD n 42.0 PSF C,CN,C18,C 18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 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.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for 11-00 11-00 complete specifications. 12 12 6.00IiM 4x4 17 /— 3 Q 6.00 111114%0844041141414444 0 0 I;) el o 4 0o 0 0 I ` �� o M-3x5(S) M-3x4 M-3x4 y y y 12-00 10-00 )- )' ), y 1-00 22-00 1-00 ���` D P R O,cen JOB NAME : POLYGON NW PLAN 7-B NH - C3 5 INS Scale: 0.3675 ! Q WARNINGS: GENERAL NOTES,unless otherwise noted: 4� v n/Z/T C3 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual CC ;92 S PE 1- TrussTruss: : end Warnings before construction commences, building component.Applicability of design parameters and proper // ' 2.204 compression web bredng must be installed where shown+. Incorporation of component Is the responsiblity of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: BS 2'o.c.end at 10'o.e.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(ec). MOP;- DATE: 9/12/2014 the overall structure Is the responsibilityof the building designer. 3.2x Impactbridging or lateral bracing where shown++ tt 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 A_OREGON SEQ. : 6059064 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, G V t_ - N {� design loads be applied to any component and are for"dry condition"of use. /n 4/ 1 4 .tap P^`- TRAM S 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 and Installation of components. necessary. MFR R V��-0 6.This design Is furnished subject to the imitations set forthe.Plates assumes adequateodondrainagecisprovided.truss,a 1111111111111111111111 g 1 byr 8.Plates shall be located on both tacos of truss,end placed so their center TPINYTCA In SCSI,copies of which will be furnished upon request. linos 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-1888(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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#1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=i-311) 220 BC: 2x4 KDDF #1&BTA SPACED 24.0' O.C. 2- 3=(-1504 335 - 9=(-103) 834 8. 4= -111) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1318) 338 9- 6=(-253) 1261 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=(-1504) 335 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 plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -119/ 1038V -109/ 109H 5.50' 1.66 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 osfl uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'• 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX 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' MAX HORIZ. TL DEFL = 0.030' @ 21'- 6.5' 11-00 11-00 T 1 1' DESIGN ASSUMES MOISTURE CONTENT DOES 5-09-04 5-02-12 5-02-12 5-09-04 NOT EXCEED 19%AT TIME OF MANUFACTURE. i" T T T '( Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 l '' M-4x6 -. 6.00 Wind: 140 mph h=15ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 .f-.f load duration factor=1.6, iu Truss designed for wind loads in the plane of the truss only. r) M-1.5x3 M-1.5x3 0 0 \ / u; co o 0 0 f- O 1 rt 1. ti p 0 M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 J, * 1, /, 7-06-03 6-11-11 7-06-03 y * J. 12-00 10-00 J. J. J, J. 1-00 22-00 1-00 ���to PROFe JOB NAME : POLYGON NW PLAN 7-B NH - C4 Scale: 0.2498 .� '11\1E./jj�,' , WARNINGS: GENERAL NOTES,unless otherwise noted: 4.11 � �nn+Z/' #"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 ct' =9G,Q P E r and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: C4 Incorporation of component is the responslblity 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 stabilty during construction2'o.e.and at 10'o.o.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/ordrywal(BC). ® rr^ DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be appled to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON tri SEQ. : 6059065 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L. -� link` design toads be applied to any component. and are for"dry condition*of use. Q 1 4 Z A-'� 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 and installation of components. necessary. 1� p �. 7.Designassumes adequate tdrainage Ioprovided. s7 R yL. 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 III I II 1011111111 II II VIII III III TPWVTCA in SCSI,copies of which will be furnished upon request. Digit cIndicae with joint centerte in Ines. 5.Digits Indicate size of plate Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1588(MiTek) EXPI RES:12/31/2015 a IIIIIIII 11This 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 q1&BTA LOAD DURATION INCREASE = 1.15 1.2=(-51) 28 1.4=(-35) 32 2.4=(-99) 81 BC: 2x4 KDDF M1&BTA SPACED 24.0' O.C. 2-3=( -7) 3 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <e 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA BC LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES TOTAL LOAD = 42.0 PSF 1'- 0.0' -24/ 205V -18/ 43H 5.50' 0.31 KDDF 625 Connector plate prefix designators: 4'- 0.0' -18/ 131V 0/ OH 5.50' 0.21 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL= 25 PSF Ground Snow (Pg) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for nett-5 psfl uplift at 24 'oc snacing.I 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 IC PANEL LL DEFL = 0.004' @ 2'- 4.0' Allowed = 0.159' ,f T MAX IC PANEL TL DEFL = -0.005' @ 2'- 5.2' Allowed = 0.239' 12 MAX HORIZ, LL DEFL = -0.000' @ 3'- 8.2' MAX HORIZ. TL DEFL = -0.000' @ 3'• 8.2' 4.00•' 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,BCOL=6.0, ASCE 7.10 M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D{r), 3 load duration factor=1.6, Truss designed for wind loads 1101111111111111111111111111111111111111111111111.11 in the plane of the truss only. pl 0 T o I. 111 1 0 5►� ►14 M-3x8 M-3x6 M-1.5x3 y y 3-00 J, y 4-00 JOB NAME : POLYGON NW PLAN 7-6 NH - D1 Scale: 0.6324 \'���Eo Z/I7' o WARNINGS: GENERAL NOTES,unless otherwise noted: �� .` '��z// 29 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual CC. =92/O P E r Truss: D1 end Warnings before construction commences. building component.Applicability of design parameters and proper /// Incor ration of component Is the responsibility of the building designer.2.2x4 compression web bracing must be Installed where shown+. Po P° ty 0 t 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'es.respectively unless braced throughout their le th by `rlr,.. `*® Po continuous sheathing such as plywood sheathing(TC)and/or drywal C). 4 Q. DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ OREGON 4.Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 3` A_ a ,4/ SEQ. : 6059066 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, ,9 2.0\ design loads be applied to any component and are for"dry condition"of use. Q 1 q "�' TRANS I D: 408071 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 p lJ Q` fabdeetlon,handling,shipment and installation of components. necessary. MFR p}�� V 7.Design assumes adequate drainage Is provided. rl 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIII IIIII IIIII IIIII IIIII IIIII IIIII IIII IIII TPINJrCA In BCSI,copies of which will be furnished upon request. Digit endicat with Joint ate In inches.9.Digits oincide size of plate to Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)•E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11111111 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 IC: 2x4 KDDF 816BTR LOAD DURATION INCREASE a 1.15 1.2=(-29) 14 1.3=(0) 0 BC: 2x4 KDDF 816BTR SPACED 24.0' 0.C. WEBS: 2x4 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA IC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'• 0.0' -27/ 215V 0/ 27H 5.50' 0.32 KOOF ( 625) TOTAL LOAD = 42.0 PSF 3'- 9.2' 0/ 38V 0/ OH 5.50' 0.06 KDDF625 Connector plate prefix designators: 4'- 0.0' -36/ 84V 0/ OH 1.50' 0.13 KODF ( 625) C,CN,C18,C818 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 Daft uplift at 24 'oc spacing.) 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 IC PANEL TL DEFL = -0.010' @ 2'- 7.0' Allowed = 0.274' MAX HORIZ. LL DEFL = •0.003' @ 3'- 11.2' 12 MAX HORIZ. TL DEFL = 0.003' @ 3'- 11.2' 4.0017 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 3X6 ii ,n (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 °4'1 N3 � I 0 of 4�C 3->.< -, M-3x8 y y 3-00 J, 1- 4-00 (PROVIDE FULL BEARING:Jts:4.3.2( <0, k-$0, NAME: POLYGON NW PLAN 7-B NH - D2 , IN 6> Scale: 0.9224 l� �I�J 9 42 WARNINGS: GENERAL NOTES,unless otherwise noted: 4L rrrr���� I�I7,, -rl�. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is loran Individual Q' ;92OP E Truss: D2 end 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 responsidity of the building designer. 3.Additional temporary bracing to Insure stablity during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: BS2'c.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: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bradng required where shown++ Q 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. 7OREGON to SEQ. : 6059067 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, /.- "! Nly` k TRANS I D: 408071 design loads be applied to any component. and are for"dry condlUon'of use. / 1' 2�. �.... 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14 tr fabrication,handling,shipment and Installation of components. necessary. /��b n`L.�. 7.Plates assumes adequatedodrathif Isprovided.truss, r7l rl 6.This design Is famished subject to the imitations set forth by 8.Plates shell be located on bath faces of truss,and placed so their center 1111111 VIII VIII 1111 VIII VIII III III IIIITPI/WTCA In BCSI,copies of which will be famished upon request lines coincidewith Joint center Ones. 9.Digits Indicate size of plate In Inches. MiTekUSA,lrrciCompuTrusSoftware 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(diTek) EXPIRES:12/31/2015 IIEIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0' ICOND, 2: Design checked for nett-5 psfl uplift at 24 'oc spacing.] TC: 2x4 KDDF 818BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 HOOF 1118BTR 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 DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),h=15ft, TCDLa4,2,BCDL=6.0, ASCE 7-10, i M,M2OHS,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 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.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 12 3 —/ 4.00 ' 0 0 us 4111111111111111 0 m 71 0 / /I —1 4 M-3x4 y y y 1-00 8-02 ����0 PR OF�rs JOB NAME : POLYGON NW PLAN 7-B NH - El 5 IN5[�� / Scale: 0.6585 '71igf! l -2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� /7, �f,: 1.Builder and erection contractor should be advised of all General Notes 1.Ns design Is based only upon the parameters shown and Is for an individual =92 0 0 P E Truss: El and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at Is the responsibilitynaltoof the erector.Additionalpermanent bracingof 2'o.e.and at 10'o.c.respectively unless braced throughout their length e!� DES. BY: BSae ty 9 ). 2x Impact sheathing such as plywood In ere s and/or drywall(BC). s/ DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or]stere]bracing required where shown++ OREGON 4.No load should be applied to any component until after an bracing and 4.Installation of truss Is the responsibility of the respective contractor. Co SEQ. : 6059068 fasteners are complete and et no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, -4- V,y 1' O\b' A. design loads be applied to any component. end are for"dry condition"of use. Q r 1 4 Z "� TRANS I D: 408071 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge If , �P fabrication,handling,shipment and Installation of components. necessary. 7.Design assumes adequate drainage is provided. � .�R l�A^ 6.This design Is furnished subject to the irritations set forth by 9.Plates shall be located on both faces of truss,and placed so their center 111111 VIII VIII VIII VIII VIII VIII 1111 IIII TPINJTCA In SCSI,copies of which will be furnished upon request. git coincidewith Joint ate In I lines. 9.Digits indicate size of plate to Inches. MITak 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 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KOOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2.5=(-51) 67 3.5=(•255) 179 BC: 2x4 KDDF ff1&BTR SPACED 24.0' O.C. 2-3=(•105) 88 WEBS: 2x4 KDDF STAND 3.4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'• 0.0' -68/ 479V -33/ 97H 5.50' 0.77 KDDF625 LL = 25 PSF Ground Snow (Pg) 8'- 2.0' -39/ 335V 0/ OH 5.50' 0.54 KDDF ) 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 asfl uplift at 24 '9c spacing.) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = •0.003' @ -1'- 0.0' Allowed = 0.133' MAX 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' MAX HORIZ, LL DEFL = 0.001' @ 7'- 10.3' 12 MAX HORIZ. TL DEFL = 0.001' @ 7'- 10.3' 4.00 v 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. iv Wind: 140 mph h=15ft, TCOL=4.2,BCDL=6,0, ASCE 7-10, load duration'factor=1.6, at.2, Exp,B, MWFAS(Dir), Truss designed for wind loads o in the plane of the truss only. 0 0 CO LC) 7-- -.0111111111111111111111111111didi 0 2► 11111.715 M-3x4 M-1.5x3 1, 1' 3, 7-10-04 0-03-12 1, J. 1, 1-00 8-02 ���orPROFFts JOB NAME : POLYGON NW PLAN 7-B NH - E2 Scale: 0.5571 o' {G:i`71!PI:4%6'619/o WARNINGS: GENERAL NOTES,unless otherwise noted: � /J I�/ 9� C 1.Builder and erection contractor should be advised dell General Notes 1.This design Is based only upon the parameters shown and Is for an Individual T,92•QP E Truss: E 2 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. 10 3.Additional temporary bracing to Insure steblRty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.e.end at 10'o.c.respectively unless braced throughout their length by ` d® Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal�BC). DATE: 9/12/2014 the overall structure is the responsibility of the building designer. 3.Zr Impact bridging or lateral bracing required where shown.. Q 4.No load should be eppaed to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '"7 A OREGON. 4, SEQ. : 6059069 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L/ design loads be applied to any component. and are for'dry condition'of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if Q y 1 20� � 4_ TRANS I D: 408071 5.CompuTrus has no control over end assumed no responsibility for the l,4 P 11 : fabrication,handling,shipment and Installation of components. necessary. MFR R L O 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 -1111 II II IIIII III I III I Ill IIII IIII TPIAVTCA in BCSI,copies of which will be furnished upon request. Tines coincidedicatwith joint center Ones. 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 EOR-1311,ESR-1988(Welt) EXPIRES:12/31/2015 •t 11110111 This design prepared from computer input by ' 1 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1 00 TC: 2x4 KDDF g1GBTR LOAD DURATION INCREASE = 1,15 1-2= 0 36 2-5= ( 1) BC: 204 KDDF NISBTR SPACED 24.0' 0.C. 2-3=)-69; (-33) 36 3.5= •181 49 127 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 BRG REQUIRED BRG AREA 1 TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0,- 0.0' -61/ 367V •20/ 63H 5.50' 0.59 KDDF625 Connector plate prefix designators: LL = 25 PSF Ground Snow (P9) 5'- 3.0' -24/ 212V 0/ OH 5,50' 0.34 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, (COND. 2: Design checked for net(-5 osfl uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TLnL/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' 4-11-04 0-03-12 MAX TO PANEL LL DEFL = 0.038' @ 2'- 10.1' Allowed = 0.279' T ,. ,. MAX TC PANEL TL DEFL = -0.043' @ 2'- 8.1' Allowed = 0.419' 12 MAX HOAR. LL DEFL = 0.000' @ 4'• 11.2' 4.00 l7 MAX HORIZ. TL DEFL = 0.000' @ 4'- 11.2' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting M-1.5x3 4 system and components and cladding criteria. 3 Wind: 140 mphh=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Oir), ill J< load duration factor=l.6, Truss designed for wind loads ,o in the plane of the truss only. 0 0 N to ,- _.....d1111111111111111111111111111111111111181 -EllaillIMMIIMINIIMMillir O 1 O 2 2� ► 5 '� M-3x4 M-1.5x3 y y y 4-11-04 0-03-12 Jr J• Jr 1-00 5-03 JOB NAME : POLYGON NW PLAN 7-B NH - E3 Scale: 0.6126 �5'('�!`.C/7o I�`O PN p�q�or, WARNINGS: GENERAL NOTES,unless otherwise noted: w - y�a+/a//77 *-f7_ 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 0 92$0 P E r Truss: E3 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 responsibiaty of the building designer. Additional temporary bracing to Insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at 3.Additional DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'ex.ntin end at 10'o.c.respectively unless braced throughout their length by `yam, ��' DATE 9/12/2014 responsibilitybuilding 9 continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC. / the overall structure Is the res onsibili of the designer. 3.2x Impact bridging or lateral bracing where shown++ d (r' 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. SEQ. : 6059070 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �L ?•, y. ZO\>k�AL design loads be applied to any component. and are for-dry condition"of use. / q 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 Q 14 �Q` fabrication,handling,shipment and Installation of components. Design ass /� �R`L" 6.This design Is famished subject to the Irritations set forth 7•Design assumes adequate drainage Is provided. C 14111111111111111111 9 1by 9.Plates shall be located on both faces of truss,end placed so their center TPIM?CA In BCSI,copies of which will be furnished upon request. lines eoindde with joint center floes. 9.Digits Indicate size of plate In Inches. MITekUSA,Inc.yCompuTrusSoftware7.8.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-19880 iTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC i LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0' ICOND, 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF q1&BTA SPACED 24.0' O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'0C. 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 plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 m hl 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,M2OHS,M18HS,M16 = 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 loons in REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00[7=7"" 3 to 0 q N cn 4 M-3x4 • y J. y 1-00 5-03 ���tO PROp- JOB NAME: POLYGON NW PLAN 7-B NH - E4 Scale: 0.7737 �� [/yr.12"E %A_ WARNINGS: GENERAL NOTES,unless otherwise noted: �� " �` 2� I.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual CC' =92 t a P E 1' and Warnings before construction commences. ng component.Applicability of design parameters and proper Incorporation Truss: E4 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibiity of the building designer. 3.Additional temporary bracing to Insure stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS Is the responsibilityorof the erector.Additionalpermanent bracingof 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). ® /Y. DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ �'i"_ 4.No load should be applied to any component until after ail bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 OREGON 4y SEQ. : 6059071 fasteners are complete end al no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4- "rf ONS` L TRANS I D: 408 071A design loads be applied to any component. and are for"dry condition'of use. Q 1 4 ? cessary. 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,handling,shipment and installation of components. resign ass 9 P� Po 7.Design assumes adequate drainage Is provided. MPR RIO- 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 III II I II 11 III1I 1111 1111111111 I IIIIIIIIIIIIII TPINVTCA In BCSI,copies of which will ba furnished upon request. lines ednaiawith joanche. 9.Digits Indicate size off pplatete 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