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'�` 81',3" 11 CONFORM TO DESIGN C�NCEPT ® 0 CONFORMS TO DESIGN CONCEPT ❑ CONFORMS TO DESIGN CONCEPT WITH 1 ❑ CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN REVISIONS NOTED ❑ NON-CONFORMING-REVISE AND RESUBMIT 2 ❑ NON-CONFORMING-REVISE&RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE n THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE a WITH DESIGN CONCEPT ONLY AND DOES NOT REUEVE THE FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE 3 112. g FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. Zia. F PRIORITY OVER THIS SHOP DRAWING. By Alexia Fukui Date 11/20/14 By: Todd R. Eaton Date: Noveiber 20. 2014 MILBRANDT ARCHITECTS CT ENGINEERING INC r g a 123. ii --.46m Ammullimi pa- 4p1 U' Z y_ ..< xIn o v z a ?' z a = 1 4 a 2 r 81'4• JO I 51.3• I 2r-7112• 2-11• 18'-8• 8'-11 VT n ci, I F 1 EP 9 O E4 Di 0. + A 2 \ N N 2 .---- 63 CO ym 0. 0 0 0 -R K? -.m E3 (11} iN:?! .,N *113 \4\_ Fii_ A a H N + iQ �� � J 0/a01 3559 N //// /// ,. M I =Za 9 Ind i .. a oZg °g1 1 E2E S N W � (4) a igg2PgZ„ I� C esCi N K I gGg got 01 - El . c g-2' I 48'-11/2' _1 6'-11112• ari 61'4' L 111F Vi ® CONFORMS TO DESIGN CONCEPT ® CONFORMS TO DESIGN CONCEPT 0 CONFORMS TO DESIGN CONCEPT WITH 0 COREVNIFOSIONSRMSNOTED TO DESIGN CONCEPT WITH REVISIONS AS SHOWN 0 NON-CONFORMING—REVISE&RESUBMIT El NON-CONFORMING-REVISE AND RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE n FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE O DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES.ALL OF WHICH HAVE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY •I PRIORITY OVER THIS SHOP DRAWING. By Alexia Fukul Date 11/20/14 OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. 3` M I L B R A N D T ARCHITECT 5 By: Todd R. Eaton Date: November 20. 2014 z E 1 CT ENGINEERING INC IV 11111 111111 LUMBER SPECIFICATIONS TRUSS SPAN 16'- 8.5' ICOND. 2: Design checked for net(-5 pan uplift at 24 'oc s ecp ina.l TC: 2x4 KDOF 916BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDOF 918BTR SPACED 24.0' O.C, NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT<= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF P A TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21.2ft TCOL=4.2 BCDL=8.0 ASCE 7.10 C,CN,C18,C 18 (or no prefix) = CompuTrus, Inc 1A11 Heights), Enclosed Cet.2 Exp.B, MWFRS Dir M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load Heights), Encloduration se 6 P ( ), 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 trues 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. 8-03-04 8-03-04 12 11M-4x4 12 6.00 Q 6,00 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OP 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 ,, RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL c BRACING TO THE HINGE TYPE CONNECTION. 4 ( 4 o o/ o Pw- 0o 0 0 ,- f- 1 i iiiiiiiiiriiiiiiiiiiiiiiii,,/// ,/,,iiiiiiiiii//7/7/iiiiiiiiiiiii,,/iii,,iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiliiiiii o M-3x4 M-3x4 ; y y y 1-00 16-06-08 1-00 A.��O PROFFv..n JOB NAME: POLYGON NW PLAN 7-B NH - Al �`� � ,cINE , Scale: 0.4672 tL /Z/ y9 WARNINGS: GENERAL NOTES,unless otherwise noted: 92�. P E 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and Is for en Individual /,/ Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper Imo' 2.2x4 compression web bracing must be Installed where shown+• Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et �'�e DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'OA continuous and at 10'o.c.respectively as plywood unless braced throughout their lengthby ` OREGON to 4.No load should be applied to any component until eller al bracing and 4.InstallationInof truss sheathing the responsidlry of the reespeCdNe co) ontredorA CI J '� Q DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2x I dbrldgirg or lateral bracing required where shown++ �1,', �� A. SEQ. : 605 905 6 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, 14 2 Q'� design loads be eppeed to any component and are for"dry condition"of use. 44'e �.. TRANS I D: 408 071 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full beefing at all supports shown.Shim or wedge if R R I O- fabdcatlon,handing,shipment and Installation of components. necessary. 7.Designassumesloadcated duone drboth aIs provided. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be batedplon both faces of Wes,end placed so their center 111111I VIII 11111 VIII VIII 11111 VIII IIII IIII MiTekSAinlnc./CompuT 9 Software 7.6.6(1 L)-E request. 10.ForbasicInes ccoonne ectordplate desnt ign values see ESR-1311,EBR-1558 Mlireq EXPIRES:12/31/2015 a.Digits Indicate size of ate In Inches. TPIANTCA IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 18'- 6.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M16BTR LOAD DURATION INCREASE = 1.15 1. 2= 0) 50 2- 8=(.378) 1540 3- 6=(-326) 309 BC: 2x4 KDDF k16BTR SPACED 24.0' O.C. 2- 3= -1751) 477 8. 6=t(-431 1540 8. 4= -121 934 WEBS: 2x4 KDDF STAND 3- 4= •1351 268 8- 5= -326 308 LOADING 4. 5= -1351 258 IC 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'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 (Pp) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES C,CN,C18,C018 (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,M2OHS,M18HS,M16 =MiTek MT series REQUIREMENTS OF IBC 2012 AND IRO 2012 NOT BEING MET. 18'- 8.5' -125/ 809V 0/ OH 5.50' 1.29 KDDF ( 625 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND 2• Design checked for net(-5 psfl uplift at 24 'oc apacin6,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' 0 -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'- 8.5' 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 -"C16.0012 Design conforms to main windforce"resisting 6.00 system end components and cladding criteria. 4 Wind: 140 mph h=21.2ft, TCDL=4.2,BCDL=8.0, ASCE 7.10 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.t< Trues designed for wind loads in the plane of the truss only. M-1.5x3 M 1.5x3 t .11 ,4A41111 111111 M u) c 8 r M 5x8 0 _ M-3x4 M-3x4 0.., 0 Zi0 0 -==13.00 3.00 r=:.-- 12 .12 12 ,i, l y )' 1-00 8-03-04 8-03-04 1-00 /, /, yy 16-06-08 1-00 1-00 • Rtt.D JOB NAME: POLYGON NW PLAN 7-B NH - A2 Scale: 4.3<('111117;05:9% 5 0.3206 �� PX 5 :9 WARNINGS: GENERAL NOTES,unless otherwise noted: Arli -792.11 q T r U S s: A2 1.Builder end erection contractor should be advised of as General Notes 1.TMs design is based only upon the parameters shown and Is for en Individual P E and Warnings before construction commences. building component Appfcodtly of design perimeters end proper ,. �,p,// 2.244 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary basing to Insure stability during construction y oto,and at 10'oto.respectively unless braced throughout their leny��tis by ,/`.p "'�'4 DES. BY: BS b the rasporwlbltiry of the erector.Additional permanent bracing of continuous sheathing such as plywood ahsatdng(fC)andlor drywaa(SC). DATE: 9/12/2014 the overall sbudure is the responsibility of the building designer. 3.24Impact bridging or lateral bracing required where shown++ 9� ,�'OFlEG�N��, �4j� SEQ. 6059057 4.No toed should be tippled to any component until ager as bracing and 4.Installation of truss is the responsidety of the respective contractor. .. listeners ere complete and at no time should any beds greater than 5.Design assumes busses are to be used In a noncorrosive environment, �, design loads be tippled to any component and are for"dry condition"of use. TRANS I D: 408071 5.CompuTrus has no control over end aesumes no responsibllxy for the 6'nandcogn assumes o n beefing et tie supporta shown.Shim or wedge If '� 14 tt Q� fabrication,handing,edpment and Installation of components. 7.D�gn assumes adequate drainage b provided. -R RI M�' 6.This design is furnished subJed to the lmltetions set forth by 6.Plates shell be located on both feces of buss,and paced so their center CA in BCSI,copies of vdtich will be ished 1111111111111111111 M Tek USA,lnc./CompuTrua Software7.6.6(1 L)En request s. 10.For basic connector pisDigits Indicate size of te design te in lues ase ESR-1311,ESR-1 gab(Mask)Ones coincide with joint center Ines. 9EXPIRES:12/31/2015 m. 11111111111This 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 81SBTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 50 2.10= •251 92 10- 3= -12) 169 BC: 2x4 KDDF MISBTR SPACED 24.0' O.C. 2- 3= 89 347 10-11= •255 90 3.11= -470) 184 WEBS: 2x4 KDDF STAND 3- 4=(-146 ) 779 11.12= •6B2 251 4.11= -1145 248 LOADING 4- 5= -74) 220 12.13= •48 472 4-12= -95 806 IC LATERAL SUPPORT<= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -85) 246 13- 8=041 848 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 8- 9=( 98 0) 274 50 13.17= -346 219 OVERHANGS: 12.0' 12.0' 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 SQ.IN. (SPECIES) ConnectorCpa (or no prefix) = orspuTrus, Inc 0'- 0.0' -61/ 213V -135/ 135H 119.00' 0.34 KDDF ( 625) C,CN,C1 ,CNH8,(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 nett-5 Osfl uplift at 24 'oc soacing.I 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' f T j' MAX TL CREEP DEFL = •0.003' @ 27'- 0.0' Allowed = 0.133' T 5-02-12 T 4-08-04 T 3-01 T 4-07 4-00-05 4-04-11 f T T MAX HORIZ. LL DEFL = 0.021' @ 25'- 6.5' MAX HORIZ. TL DEFL = 0.034' @ 25'- 6.5' IIM-4x4 DESIGN ASSUMES MOISTURE CONTENT DOES M-3x5 4Ow NOT EXCEED 19%AT TIME OF MANUFACTURE. . 12 M-1.5x4 5 . M-3x5 6.00 M-3x5 12 Design conforms to wain windforce-resisting 0-1..N` M-1.5x4 Q 6.00 system and components and cladding criteria. M-3x4 M-3x5 Wind: 140 mph h=22,4ft, TCDL=4.2,BCOL=8,0, ASCE 7-10 1„p N144M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 el Truss designed for wind loads CD in the plane of the truss only. c M-3x6 3 M-1.5x3 M-2.5x4 or equal at non-structural diagonal inlets. (I'D Truss designed for 4x2 outlookers, 2x4 let-ins airs of the same size and grade as structural top /- r- 13 chord. Insure tight fit at each end of let-in. M M-5x6 M•3X4 outlookers must be cut with care and are o 2 o permissible at inlet board areas only. 4HL J::* o 1 ' M-3x8 0 O M-1105x3 11 0 M-3x4 M-5x10 - 3.00 3.00I:=.-- 1 2 .12 12 i' ), J• y J• 9-11 3-01 4-08-12 8-03-04 1-00 9-11 7.09-12 8-03-04 1-00 /, y y )• 1-00 26-00 1-00 X00 PR Opts JOB NAME : POLYGON NW PLAN 7-B NH - 61 INS 19 Scale: 0.2140 \° a 51 2 (9 WARNINGS: GENERAL NOTES,unless otherwise noted: v��iI^ p 1.Builder and erection contndor should be advised of all General Notes 1.TVs design is based only upon the parameters shown and Is for an individual >92.0 PE ti' Truss: B 1 and Warnings before construction commences. buikang component App8pVllty 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. 4001111P/4 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 thB res2'o.c.and at 10'o.c.respectively unless braced throughout their length� by Is. ' poesidaty of the erecfor.Addmonal permanent bracing of continuous sheathing such as plywood sheat ing(TC)and/or drywa(eC). -`�� �' 4: DATE: 9/12/2014 the overall structure le the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** 4.No load should be applied to any component until after all bracing and 4.Installation of trues le the responsibility of the respective contractor. OREGON b SEQ. : 6059058 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used ins non-corrosive environment, �L� '.74k Zp� Ac�� design loads be applied to any component. and are tor"dry condition"of use. 14 `- TRAN S I D: 408071 5.ConpuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if star/ b 1 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. r�R I w,.� 6.This design is furnished subject to the Imitations sat forth by 8.Plates shag be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPDVVrCA In BCSI,copies of which wit be furnished upon request Inescinicawith joint centerInes. 9.Digits indicate size off plate Ininches. MiTek USA,Ina/CompuTru9 Software 7.8.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 r 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 H1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0 50 2-10=(-247( 1594 10- 3= 0 228 BC: 2x4 KDDF 816BTR SPACED 24.0' 0.C. 2- 3= -1888 361 10.11=1.249 1581 3.11= -378 107 WEBS: 2x4 KDDF STAND 3- 4= -1479 359 11.12=(-171 1308 4.11= -85 78 LOADING 4. 5=((-1943 362 12-13=(-436) 2828 4.12= -183 151 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF 5- 8. -1968 346 13- 8=(-818; 2784 5.12= -207 953 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2948 590 12- 8= -1728 395 TOTAL LOAD = 42.0 PSF 7- 8= -3145 715 6.19= -191) 1428 8- 9=( 0) 50 13- 7=f -104) 185 OVERHANGS: 12.0' 12.D' LL = 25 PSF Ground Snow (Pp) Connector plate prefix desi nators: C,CN,C18,CN1B (or no prefix=CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek M 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 ( 825 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND 2• Design checked for nett-5 oaf) uplift et 24 'oc ogacing.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 = 1.872' 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 T 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' 4' 4' 4 T T T T DESIGN ASSUMES MOISTURE CONTENT DOES 12 12 NOT EXCEED 19%r AT TIME OF MANUFACTURE. 6.00 M-4x6 .." 16.00 Design conforms to main windforce-resisting 4.0' system and components and cladding criteria. 6 S . Wind: 140 w h he22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dlr), M-3X4 'All duration factor=1.� 4 Truss designed for wind loads M-3x6 in the plane of the truss only. M , c M•3x4 3 I M•1.5x3 ro Niiiiiiiii r,- mM 5x6 --1°4111.11.4.111 =M-4x4 c o M-3x4 M-1�5x3 1M-5x10 G - 3.00 3.00ta 12 12 y )• )• y y b 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 Bale: 0.2140 `,0 . tk PNE; /e5 WARNINGS: GENERAL NOTES,unless otherwise noted: 44.y� ilil r k. ig 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the peremetero shown and Is for an Individual t S PE 1• and Warnings before construction commences. building component.Applicability of design perimeters and proper l,: Truss: B2 2. mu 2x4 compression web bredng must be installed where shown+. Incorporation of component Is the respoesldity of the building designer. 2.Design assumes the top and bottom chords to be laterally braced e 3.Additional temporary laadrrp to insure stsdHy during construction ,/',relit, - /: _ DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2' and at ee lain respectively aplywood unless braced throughout Mair sm C�y continuous sheething such as sheathing(TC)rind/or dryvnN(B el IC DATE: 9/12/2014 the overall strudIs ure the responsibility of Impacte building designer. 3.2x bddging or latest bnedng required where shown++ 7ORE G�td b (/ SEQ. : 6059059 4.No load should be'Med to any component until ase d bracing and 4.Installation of truss is the responsibility of the respective contractor. featene s aro complete and et no time stwuld any bads greeter than 6.Design assumes tenses ere to be used In a non-corrosive environment, - r"� ry��,. ZEN ,{_ design bads be applied to any component. and aro br"dry condhion'of mass. 1 x1 T TRANS I D: 408071 5.CornpuTnn hes no control over and assumes no responsibility for the 8.Design assumes onfulbesting Nell supports shown.Shim or wedge N A-�rL�b �f' febdcalon,handling,shipment and InstaM6on of components. 7.Design assumes adequate drainage Is provided. '/`+�RIO-�`' II8.This design le furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their canter (IIII IIID VIII IIID IIIc VIII VIII IIII IIII MITe�I SAInBCSI,copies of which WI be IrIcJCompuTrua Softwarefurnished 8(1 L upon request 7lines colndde with joint center Ines. 0.FIo beak nadof piles designaloes see ESR-1311,EBR-1988(Welt)mama EXPIRES:12131/2015 11111114 11 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 p16BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 50 2- 8=(-270 1528 3- 8= •383) 258 BC: 2x4 KDDF 6168TR SPACED 24.0' 0.C. 2- 3= -1813) 396 8- 9=(.124 1001 8. 4= -128 638 WEBS: 2x4 KDDF STAND 3- 4= -1590) 399 9. 8=(-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 LAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 pall uslift at 24 "oc s acp incl 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' 8 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 DESIGN ASSUMES MOISTURE CONTENT DOES 6-09-04 6-02-12 6-02-12 6-09-04 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.0017 M-4x6 `<-.16.0o Wind: 140 m h ho22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 4.0" (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), /- 4 'F'( oad duration factor=1,6 ;,a Truss designed for wind loads in the plane of the truss only. V) M-1.5x3 M-1.5x3 O 0 CO \ / M M 0 0 O 8 9 o c M-3x4 M-3x4 M-3x4 M-3x4 0 M-3x5(S) y y ), y 8-10-03 8-03-11 8-10-03 10-00 16-00 1, 1, /, 1, 1-00 26-00 1-00 ��v,EO PROPe JOB NAME: POLYGON NW PLAN 7-B NH - B3 Sgale: 0,2,99 ,� ! (y''�INE <0 WARNINGS: GENERAL NOTES,unless otherwise noted: 41 .'"Iii/Zi/Y7 9' 1,Bulkier and erection contractor should be advised of all General Notes 1.This design t based only upon the parameters shown and Is for an Individualt. 92 0 PE < Truss: B3 and Warnings before construction commences. building component.Appnr cability of design parameters end proper /// 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the bulkang,Imer. /,/ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional 2'o.e,and at 10 o.c.respectively unless braced throughout their length by `�„ /1M�' Po typermanent bracing of continuous sheathing such as plywood sheataing(TC)and/or drywal(BC). /` a. DATE: 9/12/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ ell OREGON " 4.No load should be applied to any component until alter a8 bracing and 4.Installation of truss la the responsibility of the respective contractor. 9 44, SEQ. : 6059060 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, /* �,� 4N� �. design bads be applied to any component. and aro for"dry condition'of use. Q 14 2. P+ TRANS I D: 408 071 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes hill beading etas supports shown.Shim or wedge if [i fabrication,hands shipment necessary.signass �b f` V ng, and instillation of components. 7, es assumes adequate drainage is provided. +l b 8.This design is famished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 1111111111111111111 M TeTPk USA,Inc./CompuTrus s n BC61,copies of which SoRWe 7 6(1 L Eupon request center Ines. O Ds igits coincidee connector joint plate design values see ESR-1377,ESR 1988(llTeW EXPIRES:12/31/2015 11111111111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 28'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF 0/16BTR; LOAD DURATION INCREASE = 1.15 1- 2= 0 50 2- 8= -251 1275 8- 3= 0) 232 2x6 KDDF 1111,BTR WEBS: 2x4 KDDF STANDBC: 2x4 KDDF RLOADING 4- 5= 0 T2 SPACED • D.C. 1080 380 10.10 1=)-261) 1213 9- 6= -391) 167 LL( 25.0)+OL( 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 8.11=(-1450) 362 BC LATERAL SUPPORT<= 12'0C. UON. TOTAL LOAD = 42.0 PSF 13- 7= -848) 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 SO.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'-21'- 6.5' -92/ 683V 0/ OH 53.50' 1.09 KDDF 625 OVERHANGS: 12.0' 0.0' BOTTOM CHORD CHECKED FOR 1OP8F 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 vertical members (uon). ''h ' h.. '. ' . . . . . . ,. Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = orspuTrue, Inc MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100" 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 T f T 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=8.0, ASCE 7.10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), t, 12 5 =M-4x4+ 12 oad duration factor=1.6 6.00 17 M-4x6-, , • Q6.00 Trnustshedepsignedoffoewtns lioodnl y. :!." M-3x4 0 ' M-3x4 , + ilipoppo. yr 4, + (o M-3x4 M-3x4+ CO el 0 0 B 9 1011 0 M-3x4 M-1.5x3 0.25 M-1.5x3 c M-5x8(S) k y y ), 1, J, 5-09-04 5-02-12 5-02-12 5-03-12 4-05-08 ). y ). 1-00 26-00 1-00 iiktO PR OPE JOB NAME: POLYGON NW PLAN 7-B NH - 64 Scale: 0.2438 � iz/�y © WARNINGS: GENERAL NOTES,unless otherwiseponnoted: C. -��/`/- r.. 1.Builder and erection contractor should be advised of as General Notes 1.TMs design Is based only upon the parameters shown and Is for an Individual o P E Truss: B4 and Warnings before construction commences. building component Applicability of design perimeters and proper 2.2x4 compression web bredng must be Installed where shown+. Incorporation of component is the responsldaly of the building designer. 3.Additional temporary brsdng to Insure'teeny during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: BS Is the responeibilly of the erector.Additional permanent bracing of a c.c.and at 10'o.c.respectively unless braced throughout their length byco ,s,�„ ��' DATE: 9/12/2014 2x lrrpoes ddgingsheathing such as plywood required w g(TC)angor drywal C). the overall structure la the responsibility of the building designer. 3.2x Impact bodging or lateral bradng required where shown+* - 'y7 OREGON t!/T 4.No bed should be appled to any component until after as bradng and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6059061 faewners are complete and at no some should arty loads praetor then 5.Design assumes trusses aro to be used In a non-conceive environment, L '11... ON ic design bads be appled to any component end era ler'Pry condition"of use. � 14 2. lie, TRANS I D: 408071 5.CompuTnrs hes no control over and assumes no windily for the 6.end nna o assumes fug bearing at all supports shown,8Mm or wedge t y. 4�-y, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is primed. " 1 R i tr� 6.The design Is banished subject to the Irritations set forth by a.Plates shell be located on both feces abuse end placed so thele center 111111111111111111111 upon request MTPI/WTCA in ITe SA,Inc./C mpuT s Software copies of which el be furnished 8 8(1L)-Z Ines wjoint ith C. plate 10.For orplate designsee ESR-1311,ESR-1968(MlTel) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' 'COND. 2: Design checked for nett-5 psf) uplift at 24 'oc spacing.' TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 DESIGN 2x4 DF #1&BTR; SPACED 24.0' O.C. ESIGN ASSUMES MOISTURE CONTENT DOES 2x4 KDDF #1&BTA 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 mph h=15ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, Connector plate prefix designators: (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) load duration factor=1.6 M,M2OHS,M18HS,M16 = MiTek MT series Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 T 1 1' 12 HM-4X412 6.0017 3 Q 6.00 A— N cn O O U, ow_ 4 o R1 Cr —yo 0 c M-3x5(S) M-3x4 M-3x4 y 1, y 12-00 10-00 1, ) y ). 1-00 22-00 1-00 f ,D PROFfi JOB NAME: POLYGON NW PLAN 7-B NH - Cl �`` INE tJAI 'V Scale: 0.3691 `� ! 2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� �zll 9 Cl1.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 //72..1-E { Truss: C and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2u4 compression web bracing must be Installed where shown... Incorporation of component Is the responsibility of the building designer. ,'r Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: 3. BSis the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10 o.c.respectively unless braced throughout their length by f,tee, /ice' continuous sheathing such as plywood sheathing(TC)and/or drywaR(BC). -r . Cr DATE: 9/12/2014 the overall structure is the responsibility of the bulking designer. 3.2x Impact bridging or lateral bracing required where shown** I1 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. q OREGON 4/ S E Q loads greater than 5.Design assumes tenses are to be used in a non-corrosive environment "';•, 2.0\�` A design loads be applied to any component. and are:"dry condition"of use. ,Q y-1 4 a••� TRANS I D: 408071 5.CompuTrus has no control over and assumes no responsibility for the S.nDesigniumes cud bearing at all supports shown.Shim or wedge If 6 fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. '�/£r,r.1{�`.. ) e.This design Is furnished subject to the imitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center - IIIHI VIII 11111 VIII VIII IIII IIII IIII MiTekU A,IncIPICA in .//CompuT s(Software 7copies of whch will be 7..6 8(1 L))-aE ished upnrequest. 9.10. olndde with rnt center lines. Digits nctpo basineplate es see EBR-1311,ESR-1955(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 R1&BTR 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 1281 4- 9= -111) 492 LOADING 4- 5= -1318 338 9- 5= -311 220 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -1504) 335 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 8. 7= 0 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0' 12.0' LL = 25 PSF Ground Snow (Pp) BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES11) C,CN,C18,CN18 (or no prefix) = Compulrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -119/ 1038V -109/ 109H 5.50' 1.68 KDDF ) 825) M,M20HS,M18HS,M16 = MiTek M series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0' -119/ 1038V 0/ OH 5.50' 1.66 KDDF 825) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICONO. 2: Design checked for net(-5 oaf) uplift at 24 'ox apacint.l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=LI180 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'- 8.5' 11-00 11-00 MAX HORIZ. TL DEFL = 0.030' @ 21'- 8.5' 7' 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 conforms to main windforce-resisting 6.00 17 M-4x6 d 6.00 system and components and cladding criteria. 4.0' Wind: 140 mphh=15ft, TCDL=4.2 BCDL=8.0, ASCE 7-10, f n'-‘4 f )All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.� Al Truss designed for wind loads in the plane of the truss only. cn M-1.5x3 1 M-1.5x3 a 0 In rh M 0 O 41' 1411 8 9 D M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 O y ), y ), 7-06-03 6-11-11 7-06-03 y l y 10-00 12-00 .• J, )' )' 1-00 22-00 1-00 Ao Scale: 0.2588 ���� PN F? 'Q JOB NAME : POLYGON NW PLAN 7-B NH - C2 � r�,zl $g WARNINGS: GENERAL NOTES,unless other wise noted: _�yI 1.Builder and erection contractor should be advised of el General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4t +72*.P E r and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: C2 2.2x4 compression web bracing mist be Installed where shown+. Incorporation of component Is the responsibility of the bulking designer. 3.Additional temporary bracing to Insure stabiay during construction 2.Design assumes the top end bottom chords to be laterally braced e e//.0 DES. BY: BS is the responsibility of the erector.Additional o.c.and at 10'o.o.respectively unless braced throughout their length by po betty permanent bracing of continuous sheathing such as plywood sheaWng(TC)and/or drywaa(BC). ' �il �". DATE: 9/12/2014 the overall atrudure Is the responslbIlly of the building designer. 3.2x Impel bridging or lateral bracing required where shown++. OREGON 4/ 4.No bad should be applied to any component until alter al bracing and 4.Installation of truss is the responsibNly of the respective contractor. 41 SEQ. : 605 9063 fastener,are complete end et no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, FGA �,�Y O�>k A. design loads be applied to any component. and are for"dryfull condition'of use. 14 �"�'TRANS I D: 408071 5.CorrpuTnn has no control over end assumes no responsibility for the 6.Design assumes full bearing at al supports shown.Shim or wedge if fabrication,handling,shipment and instalaton of components. 7.Desinecegn assumes adequate drainage Is provided. MFR R I O"' 8.This design Is furnished subject to the limitations set forth by a.Plates shell be located on both faces of truss,and placed so their canter 1111111111111111111111 TPUNRCA In BC&,copies of which vol be furnished upon request 6.lines Digits Indicate size of placoMein IInc,s. cr MiTek USA,Ina/CompuTrua Software 7.8.8(1L)-E 10.For basic connector plate design values see E8R-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' ICONO. 2: Design checked for net l•5 oaf' uplift at 24 'oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF M1&BTR 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'OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main and claddingresisting DL ON BOTTOM CHORD = 10.0 PSF system and components criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CI8,CNI8 (or no prefix = CompuTrus, Inc p M,M2OHS,M1OHS,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 �oads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the trues only. BOTTOM CHORD CHECKED FOR 10PBF LIVE LOAD. TOP Gable end truss on continuous bearing wall VON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 11-00 11-00 complete specifications. T 1' 12 12 6.00 IIM 3X4 Q 6.00 0 0 U, o 4IlIlIIIIIIIIIIIIIi la M-3x5(S) M-3x4 M-3x4 1- y y y 12-00 10-00 y 1-00 22-00 ), y 1-00 ,10 PR Open JOB NAME : POLYGON NW PLAN 7-B NH - C3 Scale: 0.3675 � ti ( INIE "s% WARNINGS: GENERAL NOTES,unless otherwise noted: 4Y if- Lr 1. '. lir 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual -4 7 92$.P E r T r u S s: C3 and Warnings before construction commences. building component Applicability of design parameters end proper / 2.all compreseion web bradng must be Installed where shown+. Incorporation of component Is the responsibllty of the building designer. ali/' A 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to laterally braced at / DES. BY: BS 2'o.c.and at 10'o.c,respectively y unless braced throughout their atqth by /tea' Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as length DATE: 9/12/2014 the overall structure Is the responeibiNy of the building designer. plywood aired sown dryvrop(BC). _ Q 4.No load should be tippled fo anycomponentg g 3.2x Impact bridging or lateral bracing required where shown++ • SEQ. : 6059064 fasteners are y until after aN bracing and 4.IMtagatlon of truss is the responsibility sty of the respective contractor. 'Ss OREGON 4, complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, !i qj ZA. O,�b$ TRANS I D' 408 071 design beds as no controliled o eve and assn atr 6,Design asre sumsc on bearing at at all supports shown.Shim or wedge If '0 14 Q, 5.CompuTnn has no war and assumes no responsibility for the necessary. g febrlcatlan,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. MFS F `�� IIIIII VIII VIII VIII IIII IIID VIII IIII IIII 6.This design Is furnished guided to the Imitation set forth by e.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request, eines colndds with Joint center toss. MITek USA,Ina/Com uTrua Software 7.6.6(1L)-E 10.FForrbbasiindicate iMdo of ate design values see ESR-1311.ESR-1988(Welt) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1/16BTR LOAD DURATION INCREASE = 1.15 1- 2= 0 50 2- 8= •224 1281 3- 8= -311) 220 BC: 2x4 KDDF A18BTR SPACED 24.0' O.C. 2- 3= -1504 935 8- 9=I.103I 834 8. 4= -111) 492 WEBS: 2x4 KDDF STAND 3- 4= -1318 338 9- 8= -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 = 92.0 PSF 5. 8= -1504 335 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 8- 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 desipnators: 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 •1091 109H 5.50' 1.66 KDDF 625 M,M2OHS,MI8HS,M18 = MiTek MTT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0' •119/ 1038V 0/ OH 5.50' 1.86 KDDF ( 625 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP IGOND 2 Design checked for net(•5 mafl uplift at 24 'oc soacing.l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 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 = •0.049' @ 14'- 5.8' Allowed = 1.054' MAX TL CREEP DEFL = -0.088' @ 14'- 5.8' Allowed = 1.408' 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'- 8.5' MAX HORIZ. TL DEFL = 0.030' @ 21'- 6.5' 11-00 T 11'00 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 194 AT TIME OF MANUFACTURE. 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to akin windforce-resisting 12 system end components and cladding criteria. 12 M-4x6 ' ;16.00 Wind: 140 mph h=15ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, 6.00 4 0" (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 7o loadsTrussloadduration designedffor owind g w in he plane of the truss only. 01 M-1.5x3 lerM-1.5x3 0 • 0 O 0 p r* TT + 0 o M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 y y 7-06-03 y 6-11-11 y 7-06-03 J, y 12-00 10-00 J, )' b b 1-00 22-00 1-00 •S,(<, c% 0 PR 0A-619 4. JOB NAME: POLYGON NW PLAN 7-B NH - C4 Scale: 0.2498 �c1NE /4,y GENERAL NOTES,unless otherwise noted: �4d / . q WARNINGS: 4t' •D2,6 PE r 1.Sunder and erection contractor should be advised ofd General Notes 1.This design b based only upon the parameters shown and is for an IndvlduM. �/ end Warnings before construction commences. building component.Appacabmty of design psremetere and proper T r U S s: C4Incorporation of component is the responsibility of the bullding designer.2.2x4 compression web bredn0 must be Instaled where shown+. 2.Design assumes the top and bottom chords to be laterally braced et •�, 3.Additional temporary bracing to Insure atadaty during construction 2'c.c.end et 10'o.c.respectively unless braced throughout their te by /'.,rias 1 Isw DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatiang(TC)and/or drywaITC). r� L,' DATE: 9/12/2014 the overel structure Is the responsibility of the building designer. 3.2x Impact bridging or literal bradng required where shown++ ( (�EC2Q" ray SEQ. : 6059065 rr 4.No bad should be appaed to any component until after d bracing and 4.Installation of truss Is the responsibility of the respective contractor. b fasteners are complete and et no time should any bade greater than 5.Design assumes busses ere to be used In a noncorrosive environment, it. -,f) Zb� design bads be applied to any component. end are for-dry condition*of use. TRANS I D: 408071 5.designTns has no control over and assumes no responsibility for the a Design assumes NA bearing at al supports shown.Shim or wedge If [� 1�4i �P febdcdao,handing,ehlpnwnt and installation of components. 7.Design assumes adequate drainage N provided. !R n y:L`". 8.This design is furnished subject to the Irritations set forth by e.Plates shall be located on both faces of truss,and plead so their center .. In BC81,copies of which will be hed upon 111111 VIII VIII 11111 11111 VIII VIII 1111 IIII MTITpek U A,lnC/CompuTrUS Software 8.8(1 L)E request fr.Digits 0.For basithee coincide with Joint center lines. c coonnector plaof te desige in n ves. alues see ESR-1311•ESR-1988(MiTek) EXPIRES:12/31/2015 11111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1-2=1-51) 28 1-4=(-35) 32 2.4=(-99) 81 BC: 2x4 KDDF H18BTR SPACED 24.0' 0.C. 2.3=( -7 3 WEBS: 2x4 WOOF STAND LOADING TC LATERAL SUPPORT<= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'• 0.0' -24/ 205V -18/ 43H 5.50' 0.31 WOOF ( 625) 4'- 0.0' •18/ 131V 0/ OH 5.50' 0.21 KDDF 625 C,CN,C18,CN 18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pp) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 •oc s eo cine 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 OEFL = -0.002' @ 0'- 0.0' Allowed = 0.100' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = •0.002" @ 0'- 0.0' Allowed = 0.133' 3-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.004' @ 2'- 4.0' Allowed = 0.159' MAX TC PANEL IL 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' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 1991 AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19,8ft, TCOL=4.2,BCDL=6.0, ASCE 7.10 M-1.5x3 3 (All Heghts), Enclosed, Cet.2, Exp.B, MWFRS(Dlr), 2 load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. IIIr di to r; 0 . 1 a0.�/ o W 5►t ►t4 -/ M-3x8 M-3x6 M-1.5x3 J, J. 3-00 J, y 4-00 �,,EO PROpp� JOB NAME : POLYGON NW PLAN 7-B NH - D1 Scale: 0.6324 � �(Q" 'S/p# WARNINGS: GENERAL NOTES,unless otherwise noted: ��]]/^� "fy 1.Builder and erection contractor should be advised of as General Notes 1.This design Is basad only upon the parameters shown and Is for an Individual -CC' .9G,.P E r Truss: D1 and Warnings before construction commences. building component Applicahimy 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. W 3.Additional temporary bracing to Insure stability during construction la2.Design assumes the top and bosom chords to be laterally braced at , D E$. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywanlBC). ^'�' '� DATE: 9/12/2014 the overall structure is the responsbliy of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ at Q 4.No load should be applied to any component until alter a8 bracing and 4.Installation of truss Is the responsibility of the respective contractor. '� OREGON �(/ 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 G 'y r�� TRANS I D• 408071 design loads be applied to any component. 8.and are n u�umryes o bearinghistat e.supports ` �y 2O • 5.CompuTrus has no control over and assumes no responsibility for the g shown.Shim or wedge If d 1 4 eitI., 0- fabrication,handing,shipment and installation of components. Design ss adequateprovided.y. iii ',?R{.�`' v 6.This design Is furnished subject to the lMtatlons set forth by 8.Pl sat snsassumes all be located�nbdoth faces of trusd placed so their center +l 111111 VIII VIII VIII VIII IIII'VIII IIII IIII MTITpek U A,Inc.C mpuTrus Software 7.6.6(1L)-n SCSI,copies of which will be furnished E request. 1Ines coindde with Joint center Ind. 0.Digits or basicconnectorpfate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111110111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KOOF li18BTR LOAD DURATION INCREASE = 1.15 1.2=(-29) 14 1.3=(0) 0 BC: 2x4 KDDF N18BTR SPACED 24.0. O.C. WEBS: 2x4 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TC LATERAL SUPPORT co 12'OC. VON. LL) 25.0)+DL( 7.0) ON TOP CHORD e 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES BC LATERAL SUPPORT <= 12'OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0' -27/ 215V 0/ 27H 5.50' 0.92 KDDF 1 625 TOTAL LOAD = 42.0 PSF 3'- 9.2' 0/ 38V 0/ OH 5.50' 0.06 KDDF 625 Connector plate prefix desi nators: 4'- 0.0' -38/ 84V 0/ OH 1.50' 0.19 KDDF 825 C,CN,C18,CN18or no prefix = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M2OHS,M18HS,518 = MiTek M series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND 2" Design checked for net(•5 pail uplift et 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 IC 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' MAX HORIZ. TL DEFL = 0.003' 0 3'- 11.2' 12 4.00 v DESIGN ASSUMES MOISTURE CONTENT DOES -, NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce•resisting system and components and cladding criteria. ir Wind: 140 mph h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 All Heights), Enclosed Cat.2, Exp.B, MWFRS(Di 11 ,� r), M 3x6 load duration factor=1.� Truss designed for wind loads F..- in the plane of the truss only. 0 C'') y -/ 4x 3x M-3x8 ), y 3-00 J., y 4-00 (PROVIDE FULL BEARING:Jts:4.3.21 �4o© PRop , JOB NAME: POLYGON NW PLAN 7.B NH - D2 Bale: 0,9224 '/illi 1s% '44WARNINGS: GENERAL NOTES,unless otherwise noted: C . SPE f^ 1.Builder and erection contractor should be advised of el General Notes 1.This design Is based only upon the parameters shown and t for an Individual end Warnings before construction commences. building component.AppAabaty of design parameters and pro - �,. T I'U S S: D2 Incorporation of component is the roeponeibllty of the bulking designer. 2.2x4 compression web bradog must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction �,s' .`. DES. BY: BS b the responsibility of the erector.Additional permanent bracing of o.c.end at to'o.c.respectivelyas unless braced throughout their lenrpM by continuous sheathing such plywood sheatNng(TC)and/or dryweA(BC). DATE: 9/12/2014 the overal structure Is the responsibility of the building designer. 3.72(Impact bridging or lateral bradng required where shown+• OREGON 4.No load should be applied to any component until after al bracing end 4.Installation of truss Is the responsibly of the respective contractor. SEQ. : 6059067 fasteners ere compete and at no time should any bads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, id .,�t{ }4 ZaN �k. design loads be applied to any component. end areler"dry condition"of use. l TRANS I D: 408071 5.CerrpuTnrs hes no control over and assumes no responsibility for the a.ranee Design assumes full beading at ail supports shown.Shim or wedge If b b fbP fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage t provided. ''F1 rl f 4`'• 8.This design is furnished fished subject to the Imitations set forth by 8.Plates shell be located on both faces of truss,and paced so their center 111111 VIII 11111111 VIII 11111 ILII(III(III TPBVYTCA In SCSI,copies of which will a furnished upon request. 9 Ines coincide Indlate�il e)ofnplat center inchees. MITek USA,InaiCompuTrua Software 7.8.8(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-19e8(MITelQ EXPIRES:12/31/2015 IIIIIII IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0' ICOND. 2: Design checked for net(-5 Dsfl uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 416BTR SPACED 24.0' O.C. DESIGN ASSUMES MOISTURE CONTENT DOESNOT EXCEED 19%1 AT TIME OF MANUFACTURE. IC 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: L ON BOTTOM CHORD = 10.0 PSF D TOTAL LOAD = 42.0 PSF C,CN,C18,CN 18 (or no prefix) = CompuTrus, Inc Wind: 140 mphh=15ft, TCDL=4.2,BCDEx ASCE 7-10, M,M2OHS,M18HS,Y16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=i.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 trues only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end trues on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud tailifors. pefer to CompuTrua gable end detail for complete specifications. 3 - 12 / 4.00 v 0 u") 11111111111 0 a 8 o O////////////////////////////////////////////////////////////I M-3x4 4 y y 1, 1-00 8-02 �egS) PROFFS,s JOB NAME: POLYGON NW PLAN 7-B NH - El (NE WARNINGS: GENERAL NOTES,unless otherwise noted: Scale: 0.6585 � 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown end Is for an Builder antt do P E r Truss: El and Warnings before construction commences. building component Applicability of design parameters and proper 1 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility toy of the building edslpner. /Ir. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords be laterally braced at DES• BY: BS Is the responsibility of the erector.Additionalbracing 2'oto.end at 10'or..respectively unless braced throughout their length by /.1 po sly permanent of continuous sheathing such as plywood sheatNng(TC)and/or dryvnti(BC). �- DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • SEQ. : 6059068L -! 4.No load should be applied to any component until after al bracing and 4.Installation of buss is the responsibility of the respective contractor. "j� 4-'OREGON , fasteners are complete and et no time should any bc loads greater than 5.Design assumes trusses are to be used in a nonorrosie environment, N A, design bads be applied to any component. and are for"dry condition'of use. /O '�}' 14, ZO A^�- TRANS I D: 408 071 5.ConpuTms has no control over and assumes no responsibility for the 8.Design assumes fol bearing at all supports shown.Shim or wedge if �y f- fabrication,handling,shipment end Installation of components. neCBSf°ry' _ M�p R�` `„ V 7.Design assumes adequate drainage Is provided. +ll r-5 1- 8.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII I'll IIIIMiiTTeTPlk USAn,lnciCompuTrus I,copies of iSoftware 7 8 6ch will be (1L)En request 08..For bInes asic c ddnne ectoroplate dejoint sign velum see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 11111111111This 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 N1&BTR LOAD DURATION INCREASE = 1.15 1.2 ) 0138 2.5=(-51) 87 3-5=(-255) 179 BC: 2x4 KDDF M18BTR SPACED 24.0' O.C. 2-9=1(-105 88 WEBS: 2x4 KDDF STAND 9.4- 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 SQ.IN. (SPECIES OVERHANGS: 12.0' 0.0' 0'- 0.0' -88/ 479V -33/ 97H 5.50' 0.77 KDDF 825 LL = 25 PSF Ground Snow (Pp) 8'- 2.0' -39/ 335V 0/ OH 5.50' 0.54 KDDF 825 Connector plate prefix desi nators: C,CN,C18,CN18 (or no prefix = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND. 2: Denies checked for nett-5 pafl uplift et 24 "ox aoecint.l M,M2OHS,M18HS,N18 e MINKM 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' 0 -1'- 0.0' Allowed . 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.139' 1 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' T f 1 MAX HORIZ. LL DEFL = 0.001' @ 7'- 10.3' 12 MAX HORIZ. TL DEFL = 0.001' @ 7'- 10.3' 4.00G- DESIGN DESIGN ASSUMES MOISTURE CONTENT DOES M-1.5x3 NOT EXCEED 19%AT TIME OF MANUFACTURE. 4 Design conforms to main windforce-resisting ilf system and components and cladding criteria. t' Wind: 140 mph, h=15ft, TCDL=4,2,BCDL=8.0, ASCE 7.10, (A11 Heghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.8 Truss designed for wind loads CD in the plane of the truss only. 0 0 c%; inz Ir 02 somos -/ 0 M-3x4 M-1.5x3 y i, i, 7-10-04 0-03-12 y y y 1-00 8-02 ��p`t0 PROP•e• JOB NAME: POLYGON NW PLAN 7-B NH - E2 SS Scale: 0,5571 �� ! (N v. WARNINGS: GENERAL NOTES,unless otherwise noted: kr �I�I 1.Builder and erection contractor should be advised of all General Notes 1.TNe design Is based only upon the parameters shown and Is for an individual 4 =92*M P E C Appli and Warnings before construction commences. bdldng component abitty of design parameters and proper Truss: E 2 Incorporation of component b the reeponslbilly of the bulldog designer. 411111,",,, 2.2x4 compression web lending must be installed where shown•. 2.Design sesames the top and bosom chords to be laterally braced at ,�o�1r.� 3.Additional temporary bracing to Insure stability during construction �, +r�.ar=-"".:. DES. BY: BS b the responsibility of the erector.Additional permanent lend of T o.o.and at l0'c.c.respectively unless braced throughout their length by tee. Po b yW nes continuous sheathing such es plywood sheatNng(TC)and/or drywel(BC). DATE: 9/12/2014 the overall structure is the responsibility of the building designer. 3.be Impact bridging or lateral bracing required where shown++ctor. 7' OREGON b �(/� I1 4.No load fastenersrreeld be tippled to corrplete and at any 8component ould any beds grseater than ng d 4.Design assumes�trusss the re to beused inthe a non-connive ective erwlronment, 1;,..070:4).. '` SEQ. : 6059069end are for"drycondmon'of use. lq 2p TRANS I D: 408071 5.design�s p mol any over assunt mes no responsibility for the e•nosntgn ry"dry lad condition" g at el supports shown.Shim or wedge if b b �4ti fabrication,handing,shipment end latalation of components. 7.Design assumes adequate drainage is provided. `+l rl f 1-k' I' 6.This design Is furnished sub(sct to the Irritations set forth by e.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII Illel VIII 1 VIII 11111 IIII IIII TPiIVYTCA in SCSI,spies of which MI be furnished upon request. 9.DigesitsIndicate with e Joint nplate center MiTek USA,Inc./CompuTrus Software 7.8.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1996(MiTek) EXPI R ES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 51&BTA LOAD DURATION INCREASE = 1.15 1.2=I 0) 36 2.5=(-33) 36 3-5=(-161) 127 BC: 2x4 KDDF M1&BTR SPACED 24.0' O.C. 2-3= -69 49 WEBS: 2x4 KDDF STAND 3.4= -7) 3 LOADING TC LATERAL SUPPORT co 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 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 KDOF 625 Connector plate prefix deli nators: LL = 25 PSF Ground Snow (Pg) 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,M2OHS,MIBHS,M16 = MiTek M series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. , , „ r ' . . i` n. 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' 4-11-04 0-03-12 3 12 MAX TC PANEL LL DEFL = 0.038" @ 2'- 10.1" Allowed = 0.279' MAX TC PANEL TL DEFL = -0.043' @ 2'- 8.1' Allowed = 0.419' 12 MAX HORIZ. LL DEFL = 0.000' @ 4'- 11.2" 4.00 MAX HORIZ. TL DEFL = 0.000' @ 4'- 11.2' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19'6 AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 4 3 Wind: 140 mph h=15ft, TCDL=4.2 BCDL=6.0, ASCE 7-10, ((All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), Z Io ad duration factor=l.� Truss designed for wind loads in the plane of the truss only. in0 0 N i rf 1� o� 10111111111111111111111111 -/ 0 211.0.-- 110..-- 115 M-3x4 M-1.5x3 y y /- 4-11-04 0-03-12 y J, J, 1-00 5-03 �,ii't° PROpe JOB NAME: POLYGON NW PLAN 7-B NH - E3 Scale: 0.6126 ��� INS 1(.9 WARNINGS: GENERAL NOTES,unless otherwise noted: 44 "S �q E3�] 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and Is for an Individual C t.P E 1' Truss: E 3 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsidaty of the building designer. /` 3.Additional temporary bracing to Insure stability during construction Design assumes the top and bottom chords to be laterally braced at � . DES. BY: BS is the responsibility of the erector.Additional2'o.c.and at 10'o.c.respectively unless braced throughout their length by ir pw Ity permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). �' se rC 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 applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON t(/ SEQ. : 605 9070 fasteners are complete and at no time should any beds greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, L, "'7,� ON A.. design loads be applied to any component end aro tor"dry condition"of use. a 1 4 �^� TRANS I D: 408 071 5.CompuTrus has no control over and assumes no responsibility for the e•Design assumes full bearing at a0 supppordosv shown.Shim or wedge if b C. 6.This design is furnishedisu�bject to ttdhe Irritations senstallation of orh components.by7.Platneces�shall beylocated adequate faces of truss,and placed so their center ry. illf �n y�� V 111111 VIII VIII VIII VIII VIII VIII 1111 1111 MiTek BAlnlnc./C mpuTruswhich Software 7.6.6(,L)-Erequest 0g..lines coinside vitth joint center lines. Four basic Indicate size of design values see ESR-1311,ESR-1955(MITep EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'• 3.0' ICOND. 2: Design checked for net(•5 psf) uplift at 24 'oc spacinc.l TC: 2x4 KDDF M18BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF N18BTR 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 desi nators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=16ft TCDL=4.2,BCDL=8.0, ASCE 7.10, C,CN,CI8,CN18 (or no prefix =seriesCompnus, Inc (All Heights), inclosed Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16 = MiTek NT LL = 25 PSF Ground Snow (Pg) load duration factor=1.� 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 CompuTrue gable end detail for complete specifications. 12 4.00 t • 3 III °I in0 0 N U7 12 0 4 M-3x4 y y ). 1-00 5-03 PR Ope, JOB NAME: POLYGON NW PLAN 7-B NH - E4 '��'��� INEa.), Scale: 0.7737 \ WARNINGS: GENERAL NOTES,unless otherwise noted: -�� 2 /P fr 1.Builder and erection contractor should be adosed of as General Notes 1.This design is based only upon the parameters shown and Is for an Indvldual `C 9G k•P E 9r E4 end Warnings before construction commences. building component.Applicability of design parameters and proper ,'/ Truss: 2.2x4 compression web bredrg must be imtslfad where shown+. Incorporation of component hi the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bradng to Insure stability during construction 2'o.c.end al lo'o.o.respectively unless braced throughout Usir NrrgpmIhr by •0e DES. BY: BS Is the roepomlbwty of the erector.Additional permanent bndrg of continuous sheathing such as plywood eheetldng(TC)andfor drywwa(BC). '.�'� DATE: - the overall sbudure Is the responsibility of the building designer. 3.2x hapset bridging or lateral bredng required where shown++ CIREGQN 4.No bad slwdd be tippled to any component until after as bracing and 4.Installation of buss b the responsibility of the respective contractor. ik /" SEQ. : 605 9071 fasteners are complete and at no time should eny bade greater than 5.Design'mums trusses are to be used In a non-conceive en dronment, ` design loads be applied to any component and are for"dry full bearing of use. �4,/6,�11" 1 4 ZbN .i..44/C4...4 TRANS I D: 408071 5.ConparTns has no control over and assumes no responsibility for the 5.and assumes full at as supports shown.Shim or wedge If i�R V S fabrication,handling,shipment and Imtalaeon of components. 7.Design assumes adequate drainage is provided. E+1 1+4.�^ 8.This design Is(Banished subject to the Irritations set forth by O.Plates shalt be located on both faces of buss,and placed so their center -. CA in SCSI,copies of ch WI be Ines e with Ord center Ines. (IIIIII VIII VIII VIII IIII VIII VIII IIII III) M Tek USA,Inc./CtxnpuTrUs Software furnished 8(1 L En�w� 9.0.Torr basic connectoropie design values see ESR-1311,ESR-1958(MiTek) EXPIRES:12/31/2015