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Plans (64) 1. n ///(5 7 /(. - C,,3 13+757 s4l)/?/ ' I4' • � 22'-O IVD MAF O g 2016 G K BuCGITY OF TIGARD _ 6:12 6:12 DIVISION 7_ C4 (4) :n 6:12 C2(10' _ -- v— - -- CV of m m — 15-0' N "/' `,1.10 - --- W � W11 Mi'_ fl , 1 26 ' J LV ©Copyright CompuTrus Inc.2006 BUILDER ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NWPACEMENT ONLY.REFER TO 09/12/14 TRUSS CALCULATIONS AND = •� ENGINEERED STRUCTURAL AU-FURTHE1. PROJECT TITLE: REVISION-1: DRAWINGS FOR AU-FURTHER 7-B NH KDINFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD F RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINE ER OF RECORD TO , COMPANY 7-B NH / B-NH CHECKED BY: REVIEWANDAPPROVEOFALL DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 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. T li 26'-0" 1 22J-0' 4r U I RNA> 6:12 6:12 g co C4 (4) m '-4 _ ao 6:12 C2(10) ^ - N Ir a. e 4I1 N BC CV i4,3 -* B3 (7) 1V-0" N / N Al ,,i1\11%. "; r > <Gsd " El NN 1 4:12 —9...:."bog 11 1 1 c t • 25-0" 0 Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 09/12/14 TRUSS PLACEMENT Sero PROJECT TITLE REVISION-1: DRAWNGGENGINEESFORALLFURTHER '* 7-B NH KDINFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING 7-B NH / B-NH CHECKED BY: RIE DESIGNENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL & TRUCOMPANY -."S S 't , DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 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. 1111 11 1111 LUMBER SPECIFICATIONS TRUSS SPAN 16'• 6.5' 'COND. 2: Design checked for nett-5 osfl uplift at 24 "oc spacing.] TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF N1&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'OC. CON. 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,CNI8 (or no prefix) = CompuTrus, inc Wind: 140 mph(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),h=21.2ft, TCDL=4,2,BCDL=8.0, ASCE 7-101 i 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 loads in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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. 8-03-04 8-03-04 T 12 12 IIM-4x4 a 6,00 6.00 I7 3 I WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A i 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 0 RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL 0 BRACING TO THE HINGE TYPE CONNECTION. 4- 0 4 cr) o 0 motEi it! Ig o 1 0 M-3x4 M-3x4 y 3, y y 1-00 16-06-08 1-00 JOB NAME: POLYGON NW PLAN 7-B NH - AlSale: 0.4672 4� ` 112/1 X17 WARNINGS: GENERAL NOTES,unless otherwise noted: / � Truss: Al �PE 1' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2a4 compression web bracing must be installed where shown+. Incorporation of component is the responslbigry of the building doslgner. `y 0,/IW 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.Additionalpermanent bracingof 2'o.c.and at 10'o.d.respectively unless braced throughout their length by �Q" po ty continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). "� OREGON DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ G v ,`b A. 4.No load should be appaed to anycomponent until after all bracing and 4.Installation of truss Is the res onsibllty of the respective contractor. / '9 4- SEQ. : 6059056 fasteners are complete and at ntime should any loads greater than 5:Design assumes trusses are to be used Ina non-corrosivecenvironment, O 14, P design loads be applied to any component and are for"dry condition"of use. MrR R I L. 0 TRANS I D: 408071 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes Tull bearing at all supports shpwn.Shim or wedge U C fabrication,handing,shipment and Installation of components. nesessary. 0 P Po 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the imitations set forth by 0.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111111111111111111111111 TPINJiCAinSCSI,apples ofwhich will bebanished upon request. Digits itcIndicat with joint fpateinrnche. EXPIRES.12 31/ZOi5 9. Indicate size of plate line 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) 1111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5' IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1,00 TC; 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 50 2. 8=(.376) 1540 3. 8=(-326) 309 BC: 2x4 KDDF #1&BTA SPACED 24,0' O.C. 2- 3=(-1751) 477 8. 6=(-431; 1540 8- 4=(•121) 934 WEBS: 2x4 WOOF 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 plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI6,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' .125/ 809V -821 82H 5.50' 1.29 KODF ( 625) M,M20HS,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 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=LI240, 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' 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 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. 4.0° Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, ,- 4 �_. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M 1.5x3 M 1.5x3 M 11') .i.A111111.1111111M1111111.111. III=' 0 f- 8 4 a M-5x8 M-3x4 M 3x4 c0 m 0 0 o O - 3.00 3.00 1= ..- 12 -12 12 J- ), y b ) 1-00 8-03-04 8-03-04 1-00 ). y )' y 1-00 16-06-08 1-00 ���E,0 PROpe JOB NAME : POLYGON NW PLAN 7-B NH - A2 Scale: 0.3206 \� 1,�4 ( ! X02{ WARNINGS: GENERAL NOIs unlonlyss upon tse noted: • P E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based upon the parameters shown end is for an individual and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: A2incorporation of component is the responsiblaty of the building designer. 2.2s4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be!eternity braced at 3.Additional temporary bracing to Insure stability during construction 2'o,c.end at 10'o.e,respectively unless braced throughout their to th by /%,��_,: ir® ow DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywelC). A �))'Q��", DATE: 9/12/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or Lateral braving required where shown++ OREGON 'V" 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. : 6059057 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, /2 "v O\b 1� design loads be applied to any component. and are for"dry condition"of use. O Y 14 Z A,.. TRANS I D: 408071 5.CompuTws has no control over end assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge If A- `- fabrication,handling, necessary. Me 1 k.�' shipment and installation of components. 7.Design assumes adequate drainage is provided. R R V 1- 6.This design Is famished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their center -. II II II II II II VIII II II 0111 11 IIII IIIITPIIVYiCAIn BCSI,copies of which w8 be famished upon request, lines coinddewith Joint centerlines. Di 9.Digits indicate size of platete Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-laeapdiTep EXPIRES:12/31/2015 I III II IIII) 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 #1&BTR SPACED 24.0' 0.C. 2- 3=( -69) 347 10-11=(-255) 90 3-11= -470) 164 WEBS: 2x4 KDDF STAND 3- 4=(-146 77911.12c)-682) 251 4.11=-1145) 248 LOADING 4- 5=( -74) 220 12-13=( -4B) 472 4-12=( -95) 806 TC LATERAL SUPPORT <= 12'OC. MON. 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 <= 12'0C. MON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-566) 90 12- 6={ -765) 194 TOTAL LOAD = 42.0 PSF 7- 8=(-9BO) 274 6-13=( o) 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 50.IN. (SPECIES) ConnectorCpla (or no prefix) = CompuTrus, Inc 0'- 0.0' -61/ 213V -135/ 135H 119.00' 0.34 KDDF ( 625) C,CN,C1B,CN1B (or n MiTek 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc soaciog.l 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 T 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-3x51 I M-4x4 DESIGN ASSUMES MOISTURE CONTENT DOES 4.0" NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 M-1.5x4 s ,f.,,,hi-3x5 6.00 M-3x512 Design conforms to main windforce•resisting M-1.5X4 ' 6.00 system and components and cladding criteria, M-3x4 M-3x5 Wind: 140 mph,He h=22.4ft, TCOLEnclosed, at.2,LExp. ASCE 7-10, �i M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, Dir), load duration factor=l,6, ea Truss designed for wind loads 0 M-3x6 in the plane of the truss only. a M-1,5x3 M-2.5x4 or equal at non-structural diagonal inlets. rD Truss designed for 4x2 outlookers. 2x4 let-ins �f- en of the same size and grade as structural top 0 73 chord. Insure tight fit at each end of let-in. co 0111111111111111 M-5X6 M-3x4 outlookers must be cut with care and are - 0 12 c permissible at inlet board areas only. / /- o 1 B WA M-3x8 o o M-1105x3 11 o M-3x4 M-5x10 - 3.00 3.00.- 12 12 J• y )' y J' 9-11 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 �`EO PR Opr. JOB NAME : POLYGON NW PLAN 7-B NH - B1 5 SNE si Scale: 0.2140 �� G 0� WARNINGS: GENERAL NOTES,unless otherwise noted: v ���]]]/Z/I� "'9� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual >92 t O P E Truss: 61 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 responsINOty of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.2'Ds.c. at l s the top end bottom chords to be laterally braced et DES. B Y: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ��' Is the responsibility of the erector.Additional permanent bredng of continuous sheathing such as plywood sheathing(TC)and/or drywal C). .„,•0`410.,'� DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. Q 4.No load should be tippled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 37 A_OREGON b Ili SEQ. : 6059058 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosiveL environment, \ design loads be applied to any component. and are for"dry condition'of use. /O '�}' 14 ZD A^� TRANS I D: 408071 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at alt supports shown.Shim or wedge If `- fabrication,handling,shipment and Installation of components. DesignDesassumesry. 'iI :. 6.This design Is furnished subject to the Imitations set forth e. lates adequate one both drainage Is f truss,and {�R`� 11111111111111111 Vg 1 by 8.Plates shall be located faces of truss, placed so their center TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Inas. 9.Digits Indicate size of plate In Inches. MITek USA,inc./CompuTru3 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 1E11011 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 IC: 2X4 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1- 2.) 0) 50 2-10=(-247 1594 10- 3=( 0) 228 BC: 2x4 KDDF g18BTR 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 <= 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- 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' B- 9=( 0) 50 13- 7=( -104, 165 LL = 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 BRG REQUIRED BAG AREA M,M2OHS,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 10PSF LIVE LOAD. TOP 26'- 0.0' -179/ 1206V 0/ OH 5.50' 1.93 KDDF 625 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (COND. 2: Design checked for nett-5 Del 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 = -0.170' @ 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 T f 1' 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 4' 1' '1' '1 1' 4' DESIGN ASSUMES MOISTURE CONTENT DOES 12 12 NOT EXCEED 19's AT TIME OF MANUFACTURE. 6.007' M-4x6 Q 6,00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 5 Wind: 140 mph h=22,4ft, TCOL=4,2,BCDL=6,0, ASCE 7-10, All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), M-3X4111•01, mad duration factor=l,6, M-3x6 Truss designed for wind loads in the plane of the truss only. m c M-3x s M -1.5x3 Co VAr��csi -5x6 =M-4x4 CO ��t c 1 a e 14141M 3x10 ` o 10 11 o M-3x4 M-1.5x3 M-5x10 O ..3.00 3.00 c=,- 12 12 y ), y ), y ). 5-01 4-10 3-01 4-08-12 8-03-04 J' J' 3, ), k 1-00 9-11 7-09-12 8-03-04 1-00 J, y ), 1-00 26-00 1-00 PR JOB NAME : POLYGON NW PLAN 7-6 NH - 62 scale: • 0.2140 \�• QED IN FF6% WARNINGS: GENERAL NOTES,unless otherwise noted: �� ��� O �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4' =/ P E { C and Warnings before construction commences. building component Applicability of design parameters and proper Truss: B 2 Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bradng must be Installed where shown+. 2.Design assumes the top end bottom chords to be laterally braced at w�. 3.Additional temporary bracing to Insure stablity during construction 2'o.e.and at 10'os.respectively unless braced throughout their lath by ypr. ®Ifa�.::. DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C. / ,;� '('r 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 eppied to any component until after all bracing and 4.Installation of buss Is the responsibility of the respective contractor. SEQ. : 605 9059 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment 4. -J-' ONS` and are for"dry condition"of use. 2 A. design loads be no lied to any and ent. O. 4, TRANS I D: 408071 5.CompuTres has no control over and assumes no responsibility for the 6.Design assumes Nil bearing at all supports shown.Shim or wedge If QD 1 [) necessary. �' " R t..\- fabrication,handling, "ng,shipment and installation of components. 7,Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center (VIII 1111 VIII III'IIII VIII 11111 II III) TPIMiTCA In BCSI,copies of which will be furnished upon request lines coincidewith jointcenternche. Di 9.Digits indicate size ofpplatete isInches. MITek USA,Irlc./Compulrus Software 7.6.6(114-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 III IIII lilt 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 N18BTR LOAD DURATION INCREASE = 1.15 1- 21 0) 50 2- 8=(-270) 1528 3- 8=(-383) 258 BC: 2x4 HOOF k18BTR SPACED 24.0' O.C. 2- 3=(•1813) 396 8- 91-124) 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)+DL( 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 BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' •179/ 1206V -134/ 134H 5.50' 1.93 KDDF ( 625) M,M2OHS,MI8HS,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: Design checked for net(-5 osfl uplift at 24 '9c 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 = -0.063' @ 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 HORIZ. 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'e AT TIME OF MANUFACTURE. Design conforms to main windforce•resisting 12 12 system and components and cladding criteria. 6.0017 M-4x6 -6.o0 4.0" Wind: 140 mph h=22.4ft, TCDL=4,2,BCDL=6.0, ASCE 7-101 4 +,� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, * - Truss designed for wind loads in the plane of the truss only. 0tn M 1.5x3107"11 M 1.5x3 3 0 Co mm 0 0 c 1 er r a O M-3x4 M-3x4 M-3x4 M-3x4 0 M-3x5(S) y y y y 8-10-03 8-03-11 8-10-03 1, y y 10-00 16-00 J, J. ), ), 1-00 26-00 1-00 0.0 PR OFes JOB NAME : POLYGON NW PLAN 7-B NH - B3 Iry 1Si Scale: 0.2199 / O 2 WARNINGS: GENERAL NOTES,unless otherwise noted: - 4 r N` c O 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 IndividualCC. P E Truss: B3 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 responslbitty 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 2'0.0,and at 10'o.c.respectively unless braced throughout their length by `r /� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). ,,,o' ,- 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.Na load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. 7 A_OREGON a 4./ 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, ` ql design loads be applied to any component. and are for-dry condition'of use. / •Iy. o,0� 4 TRANS I D: 408071 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 14 P fabrication,handling,shipment and Installation of components. necessary. MFR R 1r,' V I d. 6.This design is furnished subject to the trNtations set forth 7.Plates assumes adequatedon bothfaces drainage Is f truss, I III II II II II II VIII VIII VIII(IIII IIII IIII g 1 by 8.Plates shall be located faces of truss,and placed so their center TPINVTCA in BCSI,copies of which will be famished upon request. lines cdndde with joint center Anes. 9.Digits indicate size of plate in 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 IIII IIIIIIIII 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 N16BTR; LOAD DURATION INCREASE = 1.15 1- 2= 0) 50 2- 8=(-251 1275 8- 3= 0) 232 2x6 KDDF M18BTR 72 SPACED 24.0' O.C. 2- 3= -1524377 - 9=(-253 1272 3- 9=(-448) 135 BC: 2x4 KDDF @16BTR 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- 6o(-391) 167 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4. 6= •1043 332 6.10=1 0) 201 TO LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6-11= -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 BRG 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. 11-1.50 or equal at non-structural vertical members (uon). 'COND. 2: Design checked for net(-5 gsfl uplift at 24 'oc spacing.) 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,M20HS,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 T f T system and components and cladding criteria. 5-11 5-01 2-00 3-01 9-11 ,' ,' ,' 4 ,' ,'Wind: 140 mph, h=22.4ft, TCDL=4.2,BCOL=6.0, ASCE 7.10, =M-4x4+ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 5 12 load duration factor=l.6, ,-- 6.0017- M-4x6 z Q 6.00 Truss designed for wind loads in the plane of the truss only. :•b M-3x4 Cr) M-3x4 0 3 M-3x4 M-3x4+ co oo o 0 f pl- 1 ?l a 91 'r 10 11© o o M-3x4 M-1.5x3 0.25" M-1.5x3 O M-5x8(S) 3, 1, 3, 3, 3, 3, 5-09-04 5-02-12 5-02-12 5-03-12 4.05-08 3 3, 3, 3. 1-00 26-00 1-00 ,�Ep PROPeo JOB NAME : POLYGON NW PLAN 7-B NH - B4 /liNiPR 0 Scale: 0.2436 (G I f���,q 4) 4.WARNINGS: GENERAL NOTES,unless otherwise noted: , (7, lir 1.Builder end erection contractor should be advised of ell General Notes 1.This design is based only upon the parameters shown and Is for an individual ;9235 P E Truss: B4 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 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 2'o.c.and at 10'o.e.respectively unless braced throughout their length by ` �� Is the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). --40 DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown..... Q �1 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '7 OREGON b, /.0 SE Q. : 6059061 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ereto be used In a non-corrosive environment, L A, design loads be applied to any component. and are for"dry condition'of use. i ZD ..t.. TRANS I D: 408071 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes WO bearing at all supports shown.Shim or wedge if Q 14 Q` necefabdcotlon,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. M'R R V LN- 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 IIII I 11111 1111 I II II I III I I III III III TPI/WTCA in BCSI,copies of which will 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)-2 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) EXPIRES:12/31/2015 IIIIII Mill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' [COND. 2: Design checked for net(-5 osfl uplift at 24 'on spacing,) TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 OF #1&BTR; SPACED 24.0' O.C. DESIGN ASSUMES MOISTURE CONTENT DOES 2x4 KDDF #1&BT11 B1 NOT EXCEED 19%AT TIME OF MANUFACTURE. LONDIOG Design conforms to main windforce-resisting TC LATERAL SUPPORT <a 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12.0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Connector plate prefix designators: Wind: 140 mph, h=15ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Oir), M,M2OHS,M18HS,M16 a 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.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 T T 12 12i iM-4x4 6.00 3 Q 6.00 0 I 0 0 to V) 1111 4 0 fo 1 mi 813 'Io M-3x5(S) M-3x4 M-3x4 /, 1, 1. 12-00 10-00 1, y y y 1-00 22-00 1-00 JOB NAME : POLYGON NW PLAN 7-B NH - Cl �`C. N to PR FFOX Scale: 0.3691 C?`J 02 WARNINGS: GENERAL NOTES,unless otherwise noted: v ^� -/(2-1)?:.1.Builder and erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters shown end Is for an Individual �' T�'P E Truss: Cl 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 stebllty 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.end at 10'o.c.respectively unless braced throughout their length by `rte, - ��� DATE: 9/12/2014 responsibilitybuilding designer. continuous sheathing such as py required ng(TC)and/or drywail(6C. el C rho overall Maximo is the res onsibip of the 3.2x impact bridgingor lateral bracingrequired 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. -y' , OREGON 4, SEQ. : 605 9062 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used Ina noncorrosive environment, /- N If design loads be applied to any component, and are for"dry condition'of use. /O " " 1 4 2O -�• TRANS I D: 40807 5.CompuTrus has no control over and assumes no responsibilityfor the 6.Design assumes full bearing at ell supports shown.Shim or wedge If 1 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. MFR R V t-`^ 6.This design Is furnished subject to the tnitatlons set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIIII ONO IIIII 11111 11111 1111 IIII TPINYTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center nche. 9.Digits indicate size of plateteInninches. 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 IU11111(1111 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 #15BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224 1261 3- 8=(-311) 220 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2. 3=I-1504 335 8- 9=(-103I 834 8- 4=(-111 492 WWEBS: 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 <= 12'0C. 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,CN1B (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 IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 WI uplift at 24 'oc soacing.) 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 T f 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 12 Design andforms componentslandlcladdingrcriteris. 6,00 M-4x6 Q 6,00 4.0" Wind: 140 mph h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 ,� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f- ooload duration factor=l,6, \ Truss designed for wind loads in the plane of the truss only. c, M-1.5x3 M-1.5x3 0 3 0 u; thM 0 O O M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 C y y 3, .Y 7-06-03 6-11-11 7-06-03 y 3. y 10-00 12-00 3. 3, ,1 3, 1-00 22-00 1-00 't��tp P R OA'e- JOB NAME : POLYGON NW PLAN 7-B NH - C2 Scale: 0.2566 �� �z 1o2q. WARNINGS: GENERAL NOTES,unless otherwise noted: CC ^92/.4 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 end is loran Individual /// f G C2 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: C2 Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bradng must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stabltty during construction 2'o.c.and at 10'o.e.respectively unless braced throughout their len ih by �/;_ DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as pywood sheathing(TC)and/or drywall(C). DATE: 9/12/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ sl Cc 4.No load should be applied to any component until after a8 bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 A-OREGON 4'. SEQ. : 6059063 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, L� q1,9 20Nt.�� design loads be applied to any component. and are for"dry condition'of use. O 1 d TRANS I D: 4080715.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes hail bearing at all supports shown.Shim or wedge if �Q fabrication,handling,shipment and Installation of components. necessary. LAR R 7.Design assumes adequate drainage is provided. `rl n 1k.-`' 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I 111111 III III VIII 111111 IIII TPIM?CA In BCSI,copies of which will be furnished upon request. igsIndicate with joint ate in nches 9.Digits coincide size of plate tino inches. Wok 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 ILII VIII This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' ICOND. 2: checked for net(•5 psfl uplift at 24 'pc spacing.]Design n P g, TC: 2x4 HOOF 916BTR LOAD DURATION INCREASE u 1.15 BC: 2x4 HOOF 916BTR SPACED 24.0. O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <o 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD a 32.0 PSFN BOTTO and components and cladding criteria. DON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD 42.0 PSF C,CN,C18,CN18 (or no prefix)) = Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, = ConpuTrus, Inc Com M,M2OHS,M18HS,M16 = MiTek MT series LL a 25 PSF Ground Snow (Pg) load(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 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. 11-00 11-00 compler te spo ecificatuTrus ionse end detail for T ,r T 12 IIM-4x4 12 f— 3QQ n l7 0 0 LA co c 4 m o s— c 1 JlIIiiiiii1t14o 0 M-3x5(S) M-3x4 M-3x4 ; y 12-00 10-00 y 1, y 1-00 22-00 ), y 1-00 JOB NAME : POLYGON NW PLAN 7-B NH - C3 Scale: 0.3675 ���� D PN���yy�y�Qty.0 WARNINGS: GENERAL NOTES,unless otherwise noted: k/� nennnn/�0n ,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 individualCC. - P E Truss: C3 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web brsdng must be installed where shown+. Incorporation of component Is the responsiblity of the building designer. 3.Additional temporary bracing to Insure stebiity during construction 2.Design assumes the top and bottom chords to bo laterally braced at - DES. B Y: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.sucha respectively unless braced throughout their length by /��� continuous sheathing such as plywood In ere m and/or drywali(BC). .,,,...4018/. ,— DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where sham++ 1 Q 4.No load should be applied to any component until after all bracing and 4.Installation of buss Is the responsibility of the respective contractor. 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, 7G. 2 �D` �W TRANS I D: 408071 design loads be applied to any component. end 6�assumfor es full bearing at all supports shown.Shim or wedge if ,O q y 14 t� 5.CompuTrus has no control over and assumes no responsibility for the condition'of use. 6.Desi _, P,. fabrication,handling,shipment and Installation of components. nesessary. prodded. 1/1R1:111..\- ) 6.This design Is furnished subject to the Irritations set forth by 8.Design nshalt be locates edooneboth feces of truss,and placed so their center 111110111111111111 TPI/WTCA In BCSI,copies of which will be furnished upon request, lines coincide with joint center Ines. 9.Digits Indicate size of plate In Inches. MiTBk USA,lncJCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(M: 170o:1.103 EXPI RES: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/ODF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1- 2. 0) 50 2- 8=)-224) 1281 3- 8=1-311) 220 BC: 2x4 KDDF #1&BTA SPACED 24.0' O.C. 2. 3= -1504 335 8- 9=(•103) 834 8. 4=I-111) 492 WEBS: 2x4 KDDF STAND 3. 4= -1318) 338 9- 6=(-253) 1261 4. 9=(•111) 492 I LOADING 4- 5= -1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12'0C. 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/ 103BV -1091 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/ 103BV 0/ OH 5.50' 1.66 KDOF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for nett-5 POI uplift at 24 'ox seacing.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 = -0.043' @ 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 DESIGN ASSUMES MOISTURE CONTENT DOES ( T NOT EXCEED 19%s AT TIME OF MANUFACTURE. 5-09-04 5-02-12 5-02-12 5-09-04 T T f '1 T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 G7. M-4x6 Q 6.00 Wind: 140 mphh=15ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 df 7G Truss designedfor owind6loads 1b� in the plane of the truss only. op M-1.5x3 M-1.5x3 0 0 N co c")0 0 41. 'G an TIM R`=, 0 8 9 o M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 y y * J, 7-06-03 6-11-11 7-06-03 y ), * 12-00 10-00 * ), )' )' 1-00 22-00 1-00 �� p P ROpes JOB NAME : POLYGON NW PLAN 7-B NH - C4 Scale: 0.2498 ��� ```/1�21s/o WARNINGS: GENERALNOTES,unless otherwise noted: ogZ�OFE 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 CC and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: C4Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability dudng construction2'o.e.end at 10'o.e.respectively unless hreced throughouttheir ler�th by `rp. Amp. DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywa0(BC), DATE: 9/12/2014 the overall structure Pispthe responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4-2 OREGON t,4.No load should be applied to any component until after an bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6059065 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used inc non-corrosive environment, design loads be applied to any component. and are for"dry condition'of use. 4 �Y 14 SQ' `�' TRANS I D: 408071 5.CompuTrus has no control over and assumes no responsibigty for the 8.Design assumes full bearing at all supports shown.Shim or wedge If P A P fabrication,handling,shipment and Installation of components. Dnecessary. MFR R f Lk--v P P 7.Design assumes adequate drainage Is provided. 8.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both tacos of truss,end placed so their center 111110111111111111111 TPIANiCA In SCSI,copies of which will furnished upon request. git coincide with joint center Ones. 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 Milli I 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/C -1 00 • TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE e 1.15 1-2.(-51) ( ) 2-4=(-99)q ' BC: 2x4 KDDF //1&BTR SPACED 24.0' O.C. ( 7( 28 1.4= -35 32 81 WEBS: 2x4 KDDF STAND 2-3=( -7 3 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG 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,M20HS,M1BHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICON . 2 D : Designhe ccked for (•5 netos u. ' ' 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 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOPAX LL DEFL = -0.002' @ 0'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAXMAC TL CREEP DEFL = -0.004' @ 2'- 0.0' Allowed = 0.133' 3-00 MAX TC PANEL LL DEFL = 0.004' @ 2'- 4.0' Allowed 0.159' '( f MAX IC PANEL TL DEFL = •0.005' @ 2'• 5.2' Allowed = 0.239' 12 MAX HORIZ. LL DEFL = -0.000' @ 3'• 8.2' 4.00 MAX HORIZ. TL DEFL = -0.000' @ 3'• 8.2' 1 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-1.5x3 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -, load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. to r; 0 �s CI 1 ��{�. DL T �/ o)- 4. 5► 1110-=.11.114 M-3x8 M-3x6 M-1.5x3 y y 3-00 ii y 4-00 JOB NAME : POLYGON NW PLAN 7-B NH - D1 Scale: 0.6324 :'° � 7:72.114.NO:PE �� �Fo.n WARNINGS: /g ( 2 GENERAL NOTES,unless otherwise noted: '$r1.Builder end erection wntrector should be advised of ell General Notes 1.This deslgn Is based only upon the parameters shown and Is for an Individual Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper2.2x4 compression web bracing must be Installed where shown•. Incorporation of component Is the responsibiity of the building designer. 3.Additional temporary bracing to Insure stablity during construction2•Design assumes rho top end bottom chords to be latorely braced et DES. BY: BS is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.n.respectively unless braced throughout their lenggth by `'-a �Iathe overall structure Is the res nsibili of the buildin des/net. continuous sheathing such as pywood meed ing(TC)and/or drywan(BC).DATE: 9/12/2014 po y 9 0 3.2x Impact bridging or lateral bracing required where shown++ • CQ 4.No load should be appied to any component until after alt bracing and 4.Installation of truss is the responsibility of the respective contractor. '7 OREGN Ix ((/SEQ. : 6059066 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, ` �Jdeslgn loads be applied to any component. and are for'dry condition'of use. / '9fV ••�.TRANS ID: 408071 5.CompuTrus has no conbol over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge itnD P fabrication,handling,shipment and Installation of components, ecessary. MFR R V L`' 6.This design Is furnished subject to the Imitations set forth 0.Designlatesassumes adequate o both drainage is f provided.e I Milli Alli(IIII(IIII IIII)VIII(IIII IIII IIII 9 1 by 8.Plates shall be located on faces of truss,and placed so their center TPInNTCA In BCSI,copies of which will be furnished upon request. fries coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,InC.lCompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 KDDF #1&BTO LOAD DURATION INCREASE = 1.15 1.2=(-29) 14 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. WEBS: 2x4 KDDF STANDLOADING BEARING MAX VERT MAX HORZ BOG REQUIRED BAG AREA TC LATERAL SUPPORT <= 12'OC. 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 KDDF ( 625) TOTAL LOAD = 42.0 PSF 3'- 9.2' 0/ 3BV 0/ OH 5.50' 0.06 KDDF 625) Connector plate prefix designators: 4'- 0.0' -36/ 84V 0/ OH 1.50' 0.13 KDOF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M2OHS,M18HS,M16 = MiTek MT series )COND. 2: Design checked for net(-5 osfl uplift at 24 'oc spacing.) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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 a -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 TO PANEL LL DEFL = 0.008' @ 2'- 5.6' Allowed = 0.183' MAX TO PANEL TL DEFL = -0.010' @ 2'- 7.0' Allowed = 0.274' MAX HORIZ. LL DEFL = -0.003' @ 3'- 11.2' MAX HORIZ. IL DEFL = 0.003' @ 3'- 11.2' 12 4.00 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 1996 AT TIME OF MANUFACTURE. -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x6 411, ,l (Ail 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. c -f i 11110 r o o� 4�C s-";>{ M-3x8 y ), 3-00 k y 4-00 )PROVIDE FULL BEARING:Jts:4.3.21 �eQ`Ep PROP ss JOB NAME : POLYGON NW PLAN 7-B NH - D2 5 ("� scale: 0.9224 � v�zl WARNINGS: GENERAL NOTES,unlessed only upon 4t ;92 S S P E �{� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based Doty upon the parameters shown and is for an individual ✓/�/�r and Warnings before construction commences, building component.Applicability of design parameters and proper Truss: D2incorporation at component is the responsiblity of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stablity during construction 2'o.c.end at 10'o.e.respectively unless braced throughout their length by `herr.. DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). d Q DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ OREGON �C/ SEQ. : 6059067 4.No load should be appied to any component until after a8 bracing and 4.Installation of truss is the responsibility of the respective contractor. A. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L- N� design loads be applied to any component. and are for"dry condition"of use. �Q. 9'y 1 4.,.Z� �T. TRANS I D: 408071 5.CompuTrus has no control over and assumes no responsibility for the 6.Dnesign assumes lull beefing at all supports shown.Shim or wedge It RIO-O fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. 1-1`1 - V 6.This design is furnished subject to the initatons set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11311111111111111 Mire USA,lnciCompuTrus IANTCA in BCSI,copies of iSoftwar'e 7.6.6(1 L)E ch will be furnished upon request 1Ones colndde with joint center Ines. 0.Digits size ectoraf plplate In values see ESR-1311,ESR-1988(MiTek) • EXPIRE5:12/31/201b 1111111111111 This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0' ICOND. 2: Design checked for nett-5 osfl uplift at 24 'oc soacin I ' TC: 2x4 KDDF 6156TR LOAD DURATION INCREASE = 1.15 g' BC: 2x4 KDDF 615BTR SPACED 24.0' O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting 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, h=15ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, p M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 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 IOPSF 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 complete specifications. 12 3 - 4.00 " O In . gdgill1111111111 0 O c%, co•=1J,_ 1 %rjdillMIMIMMIIIIMIIIIIIMIIIIIIMIIIIMII A - M-3x4 4 J J y 1-00 8-02 JOB NAME : POLYGON NW PLAN 7-B NH - El cel:;', �'�0�,/ 7#'961/ NRfiF�srs, t7 Scale: 0.6585 CJ 2 � WARNINGS: GENERAL NOTES,unless otherwise noted: / � -'�1.Bulkier and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4 . SPE ti' Truss: El end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibifty of the building designer. 4,,, 3.Additional temporary bracing to insure stedGty during construction 2.Design assumes the top and bottom chords to be!eternity braced at DES. BY: BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` 4 Is the responsibility of the erector.Additional permanent bredng of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /- fp..- DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 40 rt 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 a , , 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-corrosive environment, L design loads be applied to any component. and are for"dry condition"of use. / q y 20 Q'L- TRANS I D: 408071 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes(ufl bearing at all supports shown.Shim or wedge If Q'Mrb1 4 fabrication,handling,shipment and Installation of components. necessary. " /l R V 01'ND 6.This design Is furnished subject to the Imitations set forth 7.Plates assumes adequateatedon drainage Is f provided.a 1111111 11111 It 1III 11111 11111 El II 1111 g 1 by 6.Plates shall be located both laces of truss,and placed so their center TPIMITCA in SCSI,copies of which win be furnished upon request. lines edndde 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 I'11MI1111 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 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=� O) 36 2-5=(-51) 67 3-5=(-255) 179 BC: 2x4 KDDF #1&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 SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'. 0.0' -68/ 479V -33/ 97H 5.50' 0.77 KDDF 625) 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 [COND. 2: Design checked for net(-5 psfl uplift at 24 'oc soacing.� M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed . 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX IC PANEL LL DEFL = -0.294' @ 4'- 1.7' Allowed = 0.484' 7-10-04 0-03-12 MAX IC PANEL TL DEFL = -0.393' 0 4'- 1.7' Allowed = 0.727' T 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. 3 4 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mphh=15ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, ,....iiiiiiiiiiiiiiiiiiii (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads c in the plane of the truss only. 0 O c%) in >D p 1 2 5 -1 O M-3x4 M-1.5x3 y y J' 7-10-04 0-03-12 ), J, 1-00 8-02 ���_0 PROF�6,, JOB NAME : POLYGON NW PLAN 7-B NH - E2 Scale: 0.557, ��� ���izi /Oq. WARNINGS: GENERAL NOTES,unless otherwise noted: /rq /•/- 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 a OPE t' end Warnings before construction commences. building component.Applicability of design parameters and proper Truss: E 2 Incorporation of component is the responsibBy of the building designer. 2.2x4 compression web bredng must be installed where shown+. i,' 2.Design assumes the top end bottom chords to be laterally braced at pro 3.Additional temporary bracing to insure stedWly during construction 2'o.e.end at 10'0.0.respectively unless braced throughout their le th by or �/'�" DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheethlng(TC)and/or drywalllC). = Cr 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 bracing end 4.Installation of tens is the responsibility of the respective contractor. 7 _ Dr `o SEQ. : 6059069 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, -^Vy y 0\ A design loads be applied to any component and are for'dry condition'of use. V 1 4 2 P} TRANS I D: 408071 5.CompuTrus has no control aver and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge if C)\' T fabrication,hands necessary. rib V handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. `rl 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 1III II II I 11111 11111 II I VIII VIII III III TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide indicateawith joint centernches 9.Digitsoincidesize 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-18a6(MiTek) EXPIRES:12/31/2015 • t 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1 00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1 ' BC: 2x4 KDDF #1&BTR 2-3=( 0) 36 2.5=(-33) 36 3.5=(•181) 127 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 <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE IN. (SPECIES) OVERHANGS: 12.0' 0.0' MIN.0.0' -61/ 367V •20/ 63H 5.50' 0.59 KDDF ( 625 LL = 25 PSF Ground Snow (Pg) 5'• 3.0' -24/ 212V 0/ OH 5.50' 0.34 KDDF 625) Connector plate prefix designators: 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, ICONO. 2: Design checked for net(-5 osfl uplift at 24 'oc spacing.] BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003' @ -1'- 0.0' Allowed = 0.133' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' 4-11-04 0-03-12 MAX TC 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 HORIZ. LL DEFL = 0.000' @ 4'- 11.2' 4.00 D 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 mph h=15ft, TCOL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), illE = load duration factor=1.6, Truss designed for wind loads • N in the plane of the truss only. 0 0 N to r 0 1 • 0 2►1 11110.-15 -1 M-3x4 M-1.5x3 J' y J. 4-11-04 0-03-12 J. i, y 1-00 5-03 PR JOB NAME : POLYGON NW PLAN 7-B NH - E3 Scale: 0.6126 5� 0�� N l��7yFp��`r/p WARNINGS: GENERAL NOTES,unless otherwise noted: 4�. �I�fi•ir I 1-7. 1.Builder and erection contractor should be advised of en General Notes 1.This design Is based only upon the parameters shown and is for an Individual -CC o.O P E r 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 responsibisy of the building designer. 3.Additional temporary bracing to Insure stabmty during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: BS 2'o.c.and at 10'o.c,such arespectively unlessheethi braced throughout their length by .....,,,am...- DATE: � 4/r�' Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywail(6C). r DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ O (C 4.No load should be applied to any component until after all bracing and 4.installation of truss is the responsibility of the respective contractor. OREGON 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, �,(. hJ y. ZO�Dr��� TRANS I D• 408071 design loads be applied to any component. and are for'dry condition'of use. / y P • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if O 14 fabrication,handling,shipment and installation of components. necessary. MR R{�..� 6.This design Is furnished subject to the anitatlons set forth7.Design assumes oo adequate drainage is provided. 1111111 II II IIIII III I IIII II I III)11111111 g1 by ti.Plates shall be located on both faces of truss,and placed so their center TPIANfCA In SCSI,copies of which will be furnished upon request. Tines coincide with joint center 9nes. 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 5'- 3.0' 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' TC: 2x4 KDDF 916BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF g16BTR 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'OC. ION. 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,CI6,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph(All Heights), Enclosed, Cat.2, Exp.B, YWFRS(Dir),h=15ft, TCDL=4,2,BCDL=6.0, ASCE 7.10, 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 M- end truss on continuous bearing lsUON. Ref1eo2 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. r or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 1 3 u7 0 0 N to/- CI 0'` 1 /// ////////////////////////////////% 4 M-3x4 1, y y 1-00 5-03 ��?`,0 PROFESS JOB NAME : POLYGON NW PLAN 7-B NH - E4 Scale: 0.7737 w� � ��zi /o2q. WARNINGS: GENERAL NOTES,unless upon ae noted: 1' 'l OP E r 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 �// G and Warnings before construction commences. building component.Applicability of design parameters end proper Truss: E 4Incorporation of component Is the responslbitty 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 bredng to Insure stalky during construction2'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 drywan(6C). /(��� DATE: 9/12/2014 the overall structure Is the responsibility of the bulking designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON `V /1 4.No load should be applied to any component until after at bracing and 4.Installation of truss Is the responsibility of the respective contractor. S E:Q. : 6059071 fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L qf r\b' A design loads be applied to any component. and are for"dry condition"of use. iQ 14,'Z� 0 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 necessary. /14Z. L fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 1III I I II 11 VIII III I 10111 IID VIII III IIII TPIANTCA In SCSI,copies of which will furnished upon request. Digitsgit coincidentwith joint aIn inches y 9.linesIndicate 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-1989(MITek) EXPIRES:12/31/2015