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T I ® CONFORMkTO DESIGN CCNCEPT ® E CONFORMS TO DESIGN CONCEPT WITH ❑X CONFORMS TO DESIGN CONCEPT ❑ CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN aREVISIONS NOTED 1=1 NON-CONFORMING-REVISE AND RESUBMIT NON-CONFORMING❑ ON-CONFORMING—REVISE&RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFOflMANCE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE 3C "l7 CT g FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WIN DESIGN DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY DRAWWGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. z CID PRIORITY OVER THIS SHOP DRAWING. By Alexia Fukui Date 11/20/14 By: Todd A. Eaton Date: November 20. 2014 MILBRANDT ARCHITECTS CT ENGINEERING INC • NO lit < Z Zy � • `..2- '▪ W G RI Z D Z a = a 1 61'-3" Jo ei ' 5-3' I 2T-71/2" 12-11'i 188' i 8'-11112' • 8 rn y C 0 < 3 1 ,. E4 7' (2 y a y c 1 D y N3 y a O 3 3 3 E N -. E3 (8 \ 01 N.. co 5 A �///t/ -ill oa ! N./ VI E. + ,'o, N% N iE2 °� � � (4) Of na fl , El , o r le 21 5 -: 8'-2' 46'-11/2' _i 6'-111/2" B I 61'3" a fC mi 2 VW ® CONFORMS TO DESIGN CONCEPT 1)� © CONFORMS TO DESIGN CONCEPT ❑ CONFORMS TO DESIGN CONCEPT WITH e ri CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN P REVISIONS NOTED 0 NON-CONFORMING-REVISE AND RESUBMIT 1 0 NON-CONFORMING—REVISE&RESUBMIT X 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 rs11 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 IC ' PRIORITY OVER THIS SHOP DRAWING. OVER THIS SHOP DRAWING, CONTRACTOR SHALL VERIFY ALL DIMENSIONS. 0 By Alexia Fukui Date 11/20/14 MILBRANDT ARCHITECTS By: Todd R. Eaton Date: November 20. 2014 am 1 CT ENGINEERING INC 111011101111 LUMBER SPECIFICATIONS TRUSS SPAN 16'• 6.5" ICOND. 2: Design9 TC: 2x4 KDDF 91&BTA LOAD DURATION INCREASE = 1.15 checked for net l•5 os uplift at 24 'oc soacin .I BC: 2x4 KDDF 916BTR i 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. UON. LL(125.0)+OL 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main and claddingresisting Connector,plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components criteria. C,CN,C18,CN18 ((or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF Wind: 140 mphh=21,2ft, TCDL=4.2,BCOL=6.0, ASCE 7.10 M,M2,HS,M18HS,Q18 = MiTek MT series LL =25 PSF Ground Snow (Pp) (All Heights), Enclosed Cat.2, Exp,B, MWFRS(Dir), load duration factorind LIM TED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads RE IREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. BO DM CHORD CHECKED FOR 1OPSF 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. 8-03-04 8-03-04 12 I M•4x4 12 6.00 a 6,00 ,1— 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 0r 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 THM M DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION, COMPETENT PROFESSIONAL ADVICE MUST BE OBTAIN t o RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION, 4 01 4 M oo41MI 0 O M-3x4 M-3x4 y 1-00 y 16-06-08 y 1-00 y .,0) PR OFF JOB NAME: POLYGON NW PLAN 7-6 NH - Al w',��`ti��izi s% Scale: 0.4672 WARNINGS: GENERAL NOTES,unless otherwise noted: !92..PE i"r 1. and Wr and d erection before contactor t a for should be of all General Notes 1.This design is based only upon the parameters shown and is for an individual �.- TI'USS: Al buildinaofnt.component lath ref spoignnsibility 6yoftherouildpreppaay /ear 2.Dr4 compression web bradng insure be Iris ed where shown+. Design Incorporation ofthe tgla the m chords of the building designer. 3.Additional temporary bracing to sla during construction 2.2'o n, assumes the top and bosom chords to be braced at DES. BY: BS Is the responsibility of the erector.Addition permanent bracing of cc.and at 10'o.c.such asvey unless braced throughout their len�Qth by DATE: 9/12/2014 the overaN structure is the responsibility of building designer. continuous sheathing such plywood sheathing(TC)and/ordrywaeli(SC). OREGON to Po tyS b 3.ler Impactbridging or lateral bracing required where shown++ SI1 4.No bad should be scaled to any compose until alter aN bracing and 4.Installation of truss Is the responsibility of the respective contractor. % .��w �'�� A. E Q loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, Q 14 2 design loads hasbno controlled to any componentassn8,Design assumesand are lot beednp 1sat supports shown.Shim or wedge If '�/ R R`4A„ TRANS `I D: 408 071 5.CompuTrus no over and aeau no responsibility for the necessary fabrication,handing,shipment and installs of components. 7.Design assumes adequate drainage is provided. IIIIII VIII VIII VIII 11111 VIII 111 1111 1018.This design is furnished subject to the Ibl ons sat forth by 8.Plates shall be located on both faces of truss,and placed so their center TPUWTCA in SCSI,copies of which wit be mashed upon request. Ines coincide with joint center loss. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.Fglbaindicate connectoroplate design Inches. see ESR-1311,ESR-tees(MiTek) EXPIRES:12/31/2015 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 IC: 2x4 KDDF 618BTR LOAD DURATION INCREASE = 1.15 1-2 2- (0 ) 500 2- 8=(•378) 1540 3- 8=(-326 309 BC: 2x4`KDDF e1S175 BTR SPACED 24.0' 0,C. 477 8- 6=(-431) 1540 8- 4=(•121` 934 G WEBS: 2x4 KDDF STAND 3- 4=(-1351) 268 8- 5=(-328) 306 LOADIN4. 5= -1351 256 IC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 8= -1751 502 BC LATERAL SUPPORT <= 12.0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0' 12.0' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix desipnators: LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES ) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -125/ 809V -82/ 82H 5.50' 1.29 KDDF ( 625 M,M2OHS,M18HS,M18 = MiTek MT series REQUIREMENTS OF IBC 2012 AND INC 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 ICORD 2 Design checked for netf•5 paf) uplift at 24 'oc soacina.l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003''@ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.075' @ 8'• 3.2' Allowed = 0.781' MAX TL CREEP DEFL = -0.141' @ 8'- 3.2' Allowed = 1.042' MAX LL DEFL = 0.002' @ 17'- 8.5' 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' 1' f f MAX HORIZ. TL DEFL = 0.091' @ 16'• 1.0' 4-04-11 3-10-09 3-10-09 4-04-11 DESIGN ASSUMES MOISTURE CONTENT DOES 1' NOT EXCEED 19%AT TIME OF MANUFACTURE. 1212 Design conforms to main windforce•resisting 6.00 7" M-4X6 :S36.00 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), s f-( load duration factor=1.6 JL Truss designed for wind loads in the plane of the truss only. M-1.5x3llillikliii_AAgillM-1.5x3 u ui �� , - e I- M•5X8 c M-3x4 M-3x 0 o v r _ o 0 3, - 12 3.00 00 12 12 J. )' J. J. ), 1-00 8-03-04 8-03-04 1-00 y y 1-00 J, J• 16-06-08 1-00 �\tGO PR OPE. JOB NAME: POLYGON NW PLAN 7-B NH - A2 et ale: D.3206 ti cz )4.4 oy� WARNINGS: GENERAL NOTES,unless otherwise runlsd: CC '92'r.PE 1-- 1. 1.Builder and erection contractor should be advised of all General Notes 1.The design is based only upon the parameters shown and is for an Individual ✓" Truss: A2 and Warnings before construction commences. building component Apptcabli y of design parameters and proper ..� �// Incorporation of component is the rssponsldiH of the building designer. � 2.214 compression web bracing mud be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure etabiAry during construction 2'o.c.end d 10'o.a respedNely unless braced throughout their len°h by /*am. DES. BY: BS Is the raepondblly of the erector.Additions!permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(S C). -4 4 DATE: 9/12/2014 uired where shown++ 4.the load�sh ld structure a applIs ied tro�co responsibility of the alter ng designer. l°bracing and 4.IInnstalletiompactn of truss Is the responsiging or lateral bility of the respective contractor. "Jr DREG©N 4L/ SEQ. : 6059057 fasteners are complete and at no time should any bads grader than 5.Design assumes trusses are to be used in a non-corrosive environment, e� �- design loads be applied to any component. and are ler-dry condition"of use. TRANS I D: 408071 5.ConpuTnn has no control over and assumes no responsibility for the 6•n eDesign ore umes full baring at all support shown.Shim or wedge If l .. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. „. 6.This design Is furnished subject to the Imitations set forth by e.Plates shall be located poeneboth faces of truss,and placed so their center nes 111111111111111111111 MIT S Inc./CompuTrue Software 7 6(1L)-E request.BC61,copies of which will be finished upon 10.A Joint center Ines. sic con ndde ector of*le design values see ESR-1311,ESR-19513(Wel() 5.Digits In EXPIRES:12/31/2015 1111111111111This 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 61&BTR LOAD DURATION INCREASE e 1.15 1. 2= 0) 50 2.10= -251 92 10- 3= -12) 169 BC: 2x4 KDDF 81&BTR SPACED 24.0' O.C. 2- 3= 69 347 10-11= -255 90 3-11= -470) 164 WEBS: 2x4 KDDF STAND 3- 4= -146) 779 11.12= -682 251 4.11= •1145 248 LOADING 4- 5e( -74) 220 12.13= -48 472 4.12= -95) 806 IC LATERAL SUPPORT<= 12'0C. UON. LL( 1x5.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6e( -85) 248 13. 8= •241 848 5.12= -361 143 BC LATERAL SUPPORT r- 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(•566) 90 12- 8= -765) 194 TOTAL LOAD = 42.0 PSF 7- 8=(-980) 274 6.13= 0 450 OVERHANGS: 12.0' 12.0' 8. 9e( 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 designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ConnectB,CN18 (or prefixno prefix) = Com uTrua Inc 0'- 0.0' -61/ 213V •135/ 135H 119.00' 0.34 KDDF ( 625 P BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 5'- 1.0' -72/ 109V 0/ OH 119.00' 0.17 KDDF t 625 M,M2OHS,M18HS,M16 = MiTek MT aeries AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9'- 11.0' -231/ 1605V 0/ OH 119.00' 2.57 KDDF (( 625 26'- 0.0' -109/ 613V 0/ OH 5.50' 0.98 KDDF 625 Refer to CompuTrus standard gable end detail for complete 'COND. 2: Design checked for nett-5 5sf) uplift at 24 'oc spacing.' specifications. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.036' @ 21'- 8.1' Allowed = 0.781' MAX TL CREEP DEFL = -0.065' @ 17'- 8.8' Allowed = 1.042' 13-00 13-00 MAX LL DEFL = 0.002' @ 27'- 0.0' Allowed = 0.100' 1' 1' f 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 f T f f f f I 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 4.0" NOT EXCEED 199.$AT TIME OF MANUFACTURE. f 12 M-1,5x4 5 ,6(M-3x56.00 12 Design conforms to main windforce-resisting M-3x5 f M 1.5X4 Q 6.00 system and components and cladding criteria. M-3x4 M-3x5 Wind: 140 mph h=22.4ft, TCDL=4.2,8CDL=8.0, ASCE 7.10 M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 o11111111111111111111111° Truss designed for wind loads 0 M-3x6 in the plane of the truss only. 3 M-1.5x3 M-2.5x4 or equal at non-structural diagonal inlets. `'e Truss designed for 4x2 outlookers. 2x4 let-ins �.- e1� of the same size and grade as structural top 0 13 chord. Insure tight fit at each end of let-in. co M-5X6 M-3X4 outlookers must be cut with care and are ce t2 o permissible at inlet board areas only. r_"._ 3 t e'"1111111111111111111116."M:8 111111111111k56. . o o M-1.5x3 tt' o M-3x4 M-5x11 . 3.00 3.00t==-- 12 12 J' J's; J. J. 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 J• 1-00 26-00 1-00 gatJOB NAME: POLYGON NW PLAN 7-B NH - ! B1 Scale: 0.2140 �� co� PRape, WARNINGS: ! GENERAL NOTES,unless otherwise noted: �� '��2l '�r G 1.Builder and eredlon contractor should be sed of al General Notes 1.TNs design Is based only upon the parameters shown and is Por an individual >gG S P E Truss: B 1 and Wamings before construction comms building component.Applicabmty of design parameters and proper �%/ 2.2x4 compression web bradng must be Ins where shown+. Incorporation of component Is the responsibility of the building designer. /'� 3.Additional temporary bracing to insure ata during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS Is the responsibility of the erector.Addition 2'o.c.end at 10'o.c.respectively unless braced throughout their length by Iii'' po sty permanent bradng of continuous sheathing such so plywood sheatNng(TC)and/or drywaR(BC). ,`�� • DATE: 9/12/2014 the overaa structure N the responsibility of a building designer. 3.2x impact bddgirg or lateral bradng required where shown++ al CC- 4. 4.No load should be applied to any congwne until after all bracing and 4.InalsRation of truss Is the responsibility of the respective contractor. OREGON�b, ird areSEQ. : 6059058fasteners complete and at no time sho any bads greater than 5.Design assumes trusses are to be used In a non-corrosive ennlronment, 4. '1� A. TRANS I D: 408071 design beds be applied to any component 8.and Design assumecondition" N�bearing all supports '//�� ZQ 5.CompuTrus has no control over and assu •no responsibility for the necessary. g shown.Shim or wedge If 4. V 1 4 dQ. fabrication,handling,shipment and Install of components. 7.Design assumes adequate drainage Is provided. MSR R`�`. V S.This design Is furnished subject to the RM ns eat forth by B.Plates shall be locatedonboth faces of buss,and placed so their center IIIIII 111111111110 VIII VIII(III(III MTITPe SAInIncSCOmpuT s I,copies of ISoRwmre 7:8(1 L)Ech vAll be, shed n 10.Forasic connector lines colndde with (nt center plte design values see ESR-1311,ESR-1988(MITep s. 9.Digits Indicate size of plate in Inches. EXPIRES:12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1/1&BTA LOAD DURATION INCREASE = 1.150 50 2.10= .247 1594 10- 3= 0 228 BSPACED 24.0' O.C. 2. 3= •1886 361 10.11=-249` 1591 3.11= -378 107 2x4 KDDF STANDE: 2x4 KDDF S1ANDR 3- 4= -1479 359 11.12=(-171 1308 4-11= -85 76 WEBS: LOADING 4- 5= -1343 382 12.13=(-436 2828 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- B=(-818 2784 5.12=) -207 953 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= •2946 590 12- 8.(-1726 395 TOTAL LOAD = 42.0 PSF 7. 8= -3145 715 6.13= •191 1428 OVERHANGS: 12.0' 12.0' 8- 9= 0 50 13- 7=! -104) 165 LL = 25 PSF Ground Snow (Pp) 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 BRG 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 1OPSF LIVE LOAD. TOP 26'- 0.0' -179/ 1206V 0/ OH 5.50' 1.93 KDDF 625 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. )GOND 2' Design checked for netl•5 paf) 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 MAX HORIZ. LL DEFL = 0.098' @ 25'• 6.5' MAX HORIZ. TL DEFL = 0.162' @ 25'• 6.5' T 5-02-12 1' 4-08-04 T 3 01 T 4-07 T 4.00-05 1' 4 04-11 T DESIGN ASSUMES MOISTURE CONTENT DOES 1212 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.0017' M-4x6 ..6.00 Design conforms to main windforce•resisting 4.0" system and components and cladding criteria. 6 .f7( /- J Wind: 140 mphh=22.4ft, TCDL=4.2,BCDL=8.0 ASCE 7-10 M-3X4 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 6 load duration factor=l.� e Truss designed for wind loads Sllpo -3x6 in the plane of the truss only. M to 1•••/- 0 r/c M-5x6 =M-4x4 c /- /-- c 1 lo \ o M-3x10 ` o M-3x4 M-1.5x3 M-5x10 C -=::13.00 3.00 I==.- 12 12 12 y y 5-01 y 4-10 y 3-01 y 4-08-12 y 8-03-04 3, 3, y 3, y b 1-00 9-11 7-09-12 8-03-04 1-00 y 26-00 1-00 1-00 e��,0 PROpe, JOB NAME: POLYGON NW PLAN 7-B NH - 62 Scale: D.214D �•�� (" `�/© WARNINGS: GENERAL NOTES,unless otherwise noted: C�2��.PE { 1.Builder and erection contractor ehould be advised of al General Notes 1.This design le based only upon the parameters shown and M for an Individual CC Truss: B2 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility ofr• the building designer. 4/9.11 3.Additional temporary bracing to insure etsWily during construction 2.Design assumes the topreand bottom unlesschobrdsaced to be laterally braced at DES. BY: BS i the responsibility of the erector.Additional permanent bracing of c ntinc.and at 1 a'h ng such as plywood elyoodo eatldn(TC)and/or drywength by ---"'Alit 4c' continuous sheathing such as plywood shaatMnp(TC)and/or drywall(�C). DATE: 9/12/2014 4.the raw hooe d bye ppledd responsibility compmponent the after l bracing designer. and 3.Ins a on ofmpact ftrims Is thor e eaponeial dary of the resuired pre ective con trades. y4. , OREGON�a Ott/ SEQ. : 605 9059 fasteners aro complete and et no time should any bade greater then 5.Design saunas trusses aro to be used In anon non-corrosive environment ',e s + design loads he applied to any component end aro for"dryfunbecondition*of use. TRANS I D: 408071 5.C a has no control over and saunas no responsibility for the 6 eassumes NI bearing N all supports shown.Shim or wedge If �� 14 It. tri . fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 4fe R L," u 6.Naidesign b furnished subject to the Imitation set forth by 8.Plata shall be located on both faces of buss,and placed a their center lines coindde with joint center Ines. 111111�I���111 11111 1110 11111 PI 1111 1111 MTek SA,lnSCSI, CompuTrus Software copies of which will be 8.6(1L)En request te In Inches. 09..For basic connector ctor ppl te design values ea ESR-1 311.ESR-1988 BAIT'S) EXPIRES:12/31/2015 IIIIIIIIIIIOI This 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 KDDF 1/15BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 50 2- 8=).270) 1528 3- 8=(-383( 258 BC: 2x4 KDDF M1GBTR SPACED 24.0' 0.C. 2- 3= •1813 398 8- 9= -124 1001 8. 4=(((•126 838 WEBS: 2x4 KDDF STAND 3- 4= -1590) 399 9. 8= -298) 1528 4- 9=(-128) 838 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' Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA Connect8,CN18 (or onof prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C1 MCNIS,(or n Mprek MT series BOT1OM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -179/ 1208V -134/ 134H 5.50' 1.93 KDDF 625 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 paft uplift at 24 "ox saucint ) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = •0.003' @ •1'- 0,0' Allowed s 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' 1' 1 f 1' DESIGN ASSUMES MOISTURE CONTENT DOES 6-09-04 6-02-121 6-02-12 6-09-04 NOT EXCEED 19%AT TIME OF MANUFACTURE. 1' ' '' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.001:7 M-4x6 Q 6,00 4.0" Wind: 140 mph h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 A- I 4 , (All Heights), Enclosed, Cet.2, Exp.B, MWFAS(D� r), load duration factor=1.6 �� Truss designed for wind loads in the plane of the truss only. V) M-1.5x3 M-1.5x3 0 v; M O M 0 f- e m 0 O M-3x4 M-3x4 1 1 M-3x4 M-3x4 o M-3x5(8 y y 1 1 1, y 8-10-03 1 8-03-11 8-10-03 1, ). y 10-00 16-00 .1 ,) 1 /, /, 1-00 26-00 1-00 ,PE,O PROPex, JOB NAME: POLYGON NW PLAN 7-B NH - H33 Scale: 0.2199 ( INE (.9ib WARNINGS: GENERAL NOTES,unless otherwise noted: _�� �' e E 1.Builder and erection contractor should be a sad of al General Notes 1.This design is based only upon the parameters shown and is for en individual -7 92.e PE 9r Truss: B3 and Warnings before construction comma , building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Ins where shown+. Incorporation of component Is the responsibility of the building designer. 4101"00/0,.. 3.Additional temporary bracing to insure sla dudnp construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS Is the responsibility of the erector.Addition permanent bracing of 2'o.c.and et 10'o.c.respectively unless braced throughout their length by , DATE: 9/12/2014 the overall structure la the responsibility continuous sheathing such as plywood shed ng(TO)and/or drywall C). pon betty of e building designer. 3.2x Impact bridging or lateral bracing required where shown++ Sn 4.No load should be applied to any compose until after el bracing and 4.Installation of truss Is the responsibliity of the respective contractor. -OREGON E Q chy bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �Z- If Z�N��14„ TRANS I D: 408071 design bade be applied to any component. and are for"dry condition"of use. ///11 '� 5.CompuTrus has no control over and eesu no responsibility for the 8.Design assumes full bearing at al supports shown.Shim or wedge if v 14 necessary. "'4 0*.fabrication,handling,shipment and instal of components. /� r�t1 L` 7.Design assumes adequate drainage is provided. R n I .- 8.This design Is furnished subject to the Ini ens set forth by B.Plates shall be located on both faces o1 truss,and placed so their center 1VIII VIII VIII VIII IIII VIII VIII IIII IIIIMITe IANTCA SA,lncin /CompuT a I,copies of ISoRwerm 6(1ch wit be shed L En request. 10.For basic coonnector plate design values see ESR-1311,ESR-1988(MITep lines coinde with joint center Ines. 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 ) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TC: 2x4 KDDF M18BTA; LOAD DURATION INCREASE = 1.15 1- 2= 0) 50 2- 8= •251 1275 8- 3= 0) 232 2x6 KDDF @18BTR T2 SPACED 24.0' O.C. 2. 3= -1524 377 8- 9= -253 1272 3. 9= -448 135 BC: 2x4 KDDF N18BTR 9. 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. 8= •391) 167 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4. 6= -1043 332 6.10= 0) 201 TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6.11= -1450)) 362 BC LATERAL SUPPORT<= 12'0C. UON. TOTAL LOAD = 42.0 PSF 13- 7= -846 181 _= LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 0"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/ 1046V -87/ 102H 5.50' 1.68 KDDF 1625 21'- 6.5' -92/ 883V 0/ OH 53.50' 1.09 KDDF 825 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 825 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural ICOND 2' Design checked far net l•5 pati uplift at 24 'oc spacine.l vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' C,CN,C18,CN18 (or no prefix) = CompuTrue, Inc Refer to CompuTrus standard MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' M,M2OHS,M18HS,M16 = MiTek MT series gable end detail for complete MAX LL DEFL= -0.041' @ 11'- 0.0' Allowed = 1.054' specifications. MAX TL CREEP DEFL = -0.083' @ 11'- 0.0' Allowed = 1.406' MAX HORIZ. LL DEFL = 0.020' @ 21'- 11.5' MAX HORIZ. TL DEFL = 0.034' @ 21'- 11.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19e AT TIME OF MANUFACTURE. 13-00 13-00 Design conforms to main windforce-resisting T '( '( system and components and cladding criteria. 5-11 5-01 2-00 3-01 9-11 ( T ( T (Wind: 140 mphh=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 5 -_M 4x4+ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 12 oad duration factor=1. ? 12 d 6.00 Truss designed for wind 6.00 M-4x6- loads ithe plane of the truss only. !.' M-3x4 0 M-3x4 iiileioal 11 OPIIIIII".iiii . "o M-3x4 • M-3x4+ • co m 0 0 B. o11 C:, M-3x4 M-18 5x3 9 0.25" M-1105x3 M-5x8(S) y 'I' ; ), ), /' 5-09-04 5-02-12 5-02-12 5-03-12 4-05-08 J, y ), ). 1-00 26-00 1-00 t PRO Scale: 0.2438 `�'f��A AIN 6t9 JOB NAME: POLYGON NW PLAN 7-6 NH - B4 w `�1 X21 y9 WARNINGS: GENERAL NOTES,unless otherwise noted: ,t _ p E 1' 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 en Individual Truss: B4 and Warnings before construction continences. building component Appicabilty of design parameters and proper 2,2x4 compression web bracing must be Metaled where shown+. Incorporation of component Is the responsibility of the building designer. .".#1:,AO, 3.Additional temporary bracing to Insure stabil),during construction 2.Design assumes the top and bottom chords lobs laterally braced s[ •dr " DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of c ntinc.and d 1 a in respectivelysuchas pod ss braced(TC)throand/out their le ). - •asp. Q continuous sheathing as plywood sheathing(TC)and/or dryvna(BC). �'" DATE: 9/12/2014 4.Noload overall ed dwWd be apispe d responsibility o a�compponent unlit allter eng a bracing and ner. is metteAae nbridging of trruss b the reresppoor bracing o tt a resppeecty cordractor. '�, ,/,;OREGON rb r,/ SEQ. : 605 9061 fasteners aro complete end et no time should coy bads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, "7l 2 -L design beds be applied to any component and era for*dry condition'of use. T- TRAN S I D: 408071 5.C loads has no control over end assumes no responsibility for the 6.nI sassary umes lug bearing at d supports shown.Shim or wedge u 4/en I 14 � fabrication,handing,shipment and Instelatlon of components. 7.Design assumes adequate drainage Is provided. R0' IpI e.This design Is furnished subject to the emnetlons set forth by e.Plates shall be located ooneboth feces of truss,end placed so their center Ipll VIII VIII VIII VIII VIII IIII IIII Ill MITek fCA In SCSI,copies of which WI be USSA,Inc/Come Trus Software furnished 8 8(1 L)Z es. 1er Ines. 0.Fir basic conlines colndde nectorf replete designt valuin essee ESR-1311,ESR-1669 IMReW 11 EXPIRES:12/31/2015 II'llllllllIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' ICOND. 2: Desi TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 gn checked for net( p f) uolift at 24 'oc apacin0 I BC: 2x4 DF #18BTR; SPACED 24.0' O.C. DESIGN ASSUMES MOISTURE CONTENT DOES 2x4 KDDF #18BTR B1 NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 0.0 PSF 0 g DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector lateprefix designators: TOTAL LOAD = 42.0 PSF Wind: 140mph, h=15ft TCDL=4,2 BCDL=6.0, ASCE 7-10 C,C OC18,,C618 8,(or or noMprefix) seCompuTrus, Inc LL = 25 PSF Ground Snow ries (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 �oada REOLIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud tailifore. Refer to CompuTrua gable end detail for complete specifications. 11-00 11-00 12 T T TIM-4x4 12 6.00 3 4 6.00 el O 44 O u7 o') e co 0 p 4 M-3x5(S) M-3x4 M-3x4 y y y 12-0 10-00 y 1-00 y 22-00 )' )' 1-00 JOB NAME:; POLYGON NW PLAN 7-B NH Cl ����� PRj�4 Scale: 0.3691 �`5 �,t��iNE `r/p WARNINGS: I GENERAL NOTES,unless otherwise noted: Ztr J[] �Zl+ -y 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an Indvldusl -4' T a�11P E f Truss: Cl and Warnings before construction commences. bulking component.Appecebilty of design parameters end proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responeibi ty of the bulling designer. 3.Additional temporary bracing to insure stalk during construction 2.Design assumes the top end bottom chords to be laterally braced al DES. BY: BS is the responsiblWy of the erector.A.ddlionM permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by .! a/, ' DATE: 9/12/2014 the overall structure Is the res continuous sheathing such as plywood shoe ng(C)and/or drywal C). ' responsibility of core building designer. 3.2x Impact bridging or lateral bracing required where shown++ 7 OREGON �i 4.No load should be applied to any component until after all bracing end 4.Instagaon of truss la the responsibility of the respective contractor. SEQ..: 6059062 fasteners are complete and e<no time should any Made greater than 5.Design assumes trusses are to e.used In a non-corrosive environment, ,�. V, .� Q\t" A. design Mads be applied to any component and are for"dry condition"of use. / TRANS I D: 408071 5.CanpuTrue has no control over and assumes no responsibility for the S.necessary. assumes fua bearing at all supports shown.Shim or wedge if O 14 `L Q� itirfabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. `; `0- v 8.This design Is furnished subject to the NMte6ons set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII III VIII VIII VIII VIII Il IIII IIII TPIANTCA In SCSI,copies of which WN be;mashed upon request. lines cdndda with joint center areae. MITek USA,Inc ICompuTrue Software 7.8.8(1 L)-E 190.Digits rrasicccoonnector pe oflate design vate in alues see ESR-1311,ESR-1988(MRep 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 816BTR LOAD DURATION INCREASE = 1.15 1- 2= 0 50 2- 8= •224 1261 3. 8= -311) 2200 SPACED 24.0. 0.C. 2- 3= -1504 335 8- 9= -103 894 6. 4= -111 492 BC: 2x4 KDDF S1ANDR 3- 4= -1318 338 9- 8. -253 1281 4- 9= -111) 492 WEBS: 2x4 KDDF STAND LOADINQ 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 935 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6. 7= 0 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0' 12.0' BEARING MAX VERT MAX HORZ BRO REQUIRED BR6 AREA LL = 25 PSF Ground Snow (Pp) Connector plateLOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES C,CN,CI8,CN1 8 ((or no prefix) .prefix = Cos: mpuTrua, 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,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0' -119/ 1038V 0/ OH 5.50' 1.68 KDDF 625 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICONO 2' Design checked for net(•5 osfl uplift at 24 'oc saucing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'• 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.193' MAX LL DEFL = -0.049' @ 14'- 5.8' Allowed = 1.054' MAX TL CREEP DEFL = -0.088' @ 14'- 5.8' Allowed s 1.408' MAX LL DEFL = 0.002' @ 23'• 0.0' Allowed = 0.100• MAX TL CREEP DEFL = -0.003' @ 23'- 0.0' Allowed = 0.193' MAX HORIZ. LL DEFL = 0.018' @ 21'- 8.5' 11-00 11-00 MAX HORIZ. TL DEFL - 0.030' @ 21'- 8.5' f T I 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•resistinp system and components and cladding criteria. 6.00 M-4x6 Q 6.00 pp 4 e Wind: (All140 Heights), Enclosed 2Cat.2,6Exp,B, MWFRS(Dir), f,I load duration factor=1.E u Truss designed for wind loads in the plane of the truss only. • oo M-1.5x3 M-1.5x3 a 0 a M r7 0 O o i9 . e OM-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 O L. J. y J. 7-06-03 6-11-11 7-06-03 J. J. J. 10-00 12-00 J. J. J. J. 1-00 22-00 1-00 �( D PROpe JOB NAME: POLYGON NW PLAN 7-B NH - C2 6t ale: 0.2566 4'r444 i�iz� 9 /d- WARNINGS: GENERAL NOTES,unties otherwise noted: i.P E t' I� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the perimeters shown and is for en Individual CC 792$ Truss: C2 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bredrg rant be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporarybredng to Insure stability during construction 2.Design assumes the top end bottom chords to be Merely braced at •® @► 2 o.c.and at 10•o.c.respectively unless braced throughout their tinqTh by •,.!.ivr DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheetldng such as plywood sheattng(TC)and/or drywae(BC). DATE: 9/12/2014 the overall structure is the responsibility of the building designer. 3.ar impact bridging or lateral bracing required where shown++ OREGON Y/ SEQ. : 605 9063 4.No bad should be appled to any component until after all bredng and 4.Installation of truss is the responsibility of the respective contractor. -� 4 y 14 2 s + fasteners are complete and at no time should any beds greater then 5.Design assumes trusses aro to be used In a non-corrosive environment, design loads be appled to any component and aro for dry full ben"of use. n 1 di),, TRANS I D: 408071 5.CompuTn»has no control over and assumes no responsibility for the 6.Design assumes NA bearing it all supports shown.Shim or wedge If 41ER R 14 Zs necessary. �. fabrication,handing,shipment and Installation of components. 7.Design assures adequate drelnage Is provided. N II 6.This design is furnished subject to the Irritations set forth by e.Plates shell be located on both feces of truss,and placed so their center .. IIIIII VIII 11111 VIII VIII 11111 VIII IIII IIII Iv1 TeINVTCA In SCSI,copies of which wig be USA,tin CampUTfue Software furnished.6(1 L)En request. ate In Inches. 1lines coindde with Joint center Ines. 0.Digits basic dor plata designalues see E8R-1311,ESR-1988(MITeW IIII EXPIRES:12/31/2015 `l 11E0111111i This design prepared from computer input by' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'• 0.0' 'COND. 2: Design checked for net(-5 pat) uplift at 24 'oc spacing.' IC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF M18BTR SPACED 24.0' O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 18%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( $5.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting and components and cladding criteria. Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF C,CN,C18,C 18 (or no prefix) = CompuTrus, Inc Wind: 140 mphh=15ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, M,M2OHS,M16HS,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 INC 2012 NOT BEING MET. in the plane of the truss only. BOTIAIM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. Refer or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 11-00 11-00 complete specifications. T 1' 12 12 IIM•4x4 6.00 d 6,00 f— 3 v) O 0 8 M O O � O f o 1 ( 4 O � O M-3x5(S) M-3x4 M-3x4 / 1, y 12-0k 10-00 , 1, I y ) 1-00 22-00 1-00 ROPe JOB NAME : POLYGON NW PLAN 7-B NH - C3 r�.(1.. � PNE °(.9/ WARNINGS: ' GENERAL NOTES,unties othenviss noted: Scale: 0.3675 , 9 /� 1.Sunder and erection contractor should be ad of as General Notes 1.This design Is based only upon the parameters shown and.for en individual -Q' .P E 1- Truss: C3 and Warnings before construction comms . building component Applicability of design parameters and proper r, 2.2x4 compression web bracing must be Inst. where shown.. Incorporation of component la the responsibility of the building designer. aitOP/r ''' 3.Additional temporary bracing to insure ah during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Addition permanent bracing of o.c.and at 10'o.c.such tivey unless braced throughout their length by the overall structure b the continuous sheathing such as plywood ing(TC)and/or drywal C). DATE: 9/12/2014 responsibility of a building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No bad should be applied to any compose until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON t• to SEQ. : 605 9064 fasteners are complete and at no time sho any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, I./�-s�.1 TRANS I D: 408071 design loads be applied to any component 6.Design assumeand are for s tel bearing at all supports �, 7 2�� � p shown.Shim orwedge If t/ 14 5.CompuTrus has no control over and assu s no responsibility for the necessary. �,1�yy� 1 ` `- fabrication,handling,shipment and Install of components. 7.Design assumes adequate drainage is provided. R A I♦L� I IIIIII VIII VIII III I VIII VIII IIII IIII IIII 6.This design Is furnished subject to the Ami ns set forth by 6.Plates shall be located on both faces of trues,and placed so their center TPVWTCA In SCSI,copies of which will be Med upon request Anes coincide with joint center Anes. 9.Digits Indicate size of plate In inches. MITekUSA,lna/CompuTrus Software7.6.6(1L)-E 10.For basic connector plate design values see ESR-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 #18BTR LOAD DURATION INCREASE = 1.15 1- 2= 0 50 2- 8=(.224) 1281 3- 8_1.911) 220 BC: 2x4 KDDF #18BTR SPACED 24.0' D.C. 2- 3= -1504 335 8- 9= -103 834 8- 4- -111 492 WEBS: 2x4 KDDF STAND 3. 4= •1318 938 9- 8= -253 1281 4. 9= •111 492 LOADING 4- 5= -1318 338 9- 5= -311 220 IC LATERAL SUPPORT <= 12.00. 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 6- 7= 0 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0' 12.0' LL = 25 PSF Ground Snow (P9) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -119/ 1038V -109/ 109H 5.50' 1.68 KDDF ( 625c M,M20HS,M18HS,Y18 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0' -119/ 1038V 0/ OH 5.50' 1.88 KDDF 625 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (GOND 2 Design checked for net(•5 psfl uplift at 24 •oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.009' @ -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 = 1.408' MAX LL DEFL = 0.002' @ 23'- 0.0' Allowed = 0.100• MAX TL CREEP DEFL s -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 11-00 DESIGN ASSUMES MOISTURE CONTENT DOES ( NOT EXCEED 19%AT TIME OF MANUFACTURE. 5-09-04 5-02-12 5-02-12 5-09-04 4' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 17. M-4x6 Q 6.00 Wind: 140 mph h=15ft, TCDL-4.2,BCDL=6,0, ASCE 7.10, 4 �x (A11 Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 7O Trussloadduration designedffor owind�loads itin the plane of the truss only. C.) M-1.5x3 1 M-1"5x3 0 0 Aihiiii..... nn 0 C., o o c r* e 9 '` o o M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 C y 7-06-03 y 6-11-11 y 7-06-03 y J. J. J, 12-00 10-00 y b J• J. 1-00 22-00 1-00 JOB NAME: POLYGON NW PLAN 7-B NH - C4 Scale: 0.2498 `e�° 0 PNEFns1/o WARNINGS: GENERAL NOTES,unless otherwise noted: �� f f/2It77 1 , 1.Bulkier end erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown end Is for en Individual. �' =9L,•P E r" Truss: C4 and Warnings before construction commences. Ing rsding cop component Applicability en nt Isthefrdesign parameters building designer. 0�/� 2.2x{compression web badrrp must be installed where shown r, 2.Design assumes the top and bosom chords to be laterally braced a 3.Additional temporary bracing to insure stabiRy during construction �, DES. BY: BS is the responsibility of the erector.Additional permanent bracing of r continuous inc.and sheathing 1 such respectivelyplwood s braced(TC)andfo their lenpM) //: i the overall structure N ti»responsibility of the building designer. 3.2x I nba t bridging r lateral bra required where shown.1.4. �7• DATE: 9/12/2014py OREGON b � SEQ. : 6059065 f4.No„load ehWMteners are�te annd at no time shouldaiany dlooadds er all then 4. gn assumesrtrusses are to be of a non-corrosive contractor. 10 "V N design loads be tippled to any component end arefor"dry condtilon"of ass. Z TRANS I D: 408071 5.CompuTrus hes no control over and assumes no mponsibily for the ti•nDesignassumes tel bearing al el supports shown.Salm or wedge If 1t4 OA. fabrication,handing,alpmeot and Installation of components. 7.Design assumes adequate drainage is provided. *R R 1t-k- v 6.This design Is furnished subject to the Imitations set fort by I.Plates shall be bated on both faces of truss,and placed so their center III 11111 11111 11111 (III pill 11111 III(III MITed Alnlna ConlpuTrua Software 7 6 request,copies of which nil be furnish6(1 Lam)EE1 Ines coincide with Joint center Ines. 9.10.Forctan*abasic Indicate eor plata desigves see ESR-1311,ESR-1589 9diTeq EXPIRES:12/31/2015 11E11111This 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 k1&BTR I LOAD DURATION INCREASE = 1.15 1.2=(-51 28 1-4=(-35) 32 2.4=(-99) 81 BC: 2x4 KDDF M1&BTR SPACED 24.0. 0.C. WEBS: 2x4 KDDF STAND 2.3= -7) 3 TC LATERAL SUPPORT<= 12'OC. MON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT<= 12'OC. MON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'• 0.0' 24/ 205V 18/ 43H 5.50' 0.31 KDOF ( 625) C CN C18,CN18 (or no prefix) 4'- 0.0' -18/ 131V 0/ OH 5.50' 0.21 KDDF 625 p ) = CompuTrus, Inc � LL = 25 PSF Ground Snow (Pg) M,M20HS,M18HS,M18 = MiTek MT series 1 JT 1: Heel to plate corner = 5,25' LIM TED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONO. 2: Desimn checked for net(•5 psfl uplift et 24 'oc soapinc I RE IREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BO DM 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. MAXMTC TL CREEP DEFL = -0.004" @ 0"- 4.0" Allowed. 0.159' 3-00 MAX TC PANEL LL DEFL = 0.004" @ 2'- 4.0" Allowed = 0.159' 1' T MAX TC PANEL TL DEFL = -0.005' @ 2'- 5.2' Allowed = 0.239" 12 MAX HORIZ. LL DEFL = -0.000' @ 3'- 8.2' 4,00 MAX HORIZ. TL DEFL = -0.000" @ 3'• 8.2' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5X3 Wind: 140 mph h=19,8ft, TCDL=4.2,0CDL=6.0, ASCE 7.10 3 (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(D�r), -, load duration factor=1.8 Truss designed for wind loads 11 in the plane of the truss only. In 0[ n r4 ...alltilll 1.1.101.1 mi0 tO r;[ �/ � 0 o W 5I U �l4 M-3x8 M-3x6 M-1,5x3 y 1, 3-00 y y 4-00 CO PROF JOB NAME : POLYGON NW PLAN 7-B NH -• { D1 Scale: 0.6324 ���'"7//21/77 G``7ry(y/,)Nf (/�7y_'p��% WARNINGS: GENERAL NOTES,unless otherwise noted: �� I Irr��/ae,l , 1.Builder and erection contractor should be aAlsed of el General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 7 92.S P E �{ Truss: D1 and Warnings before construction conwneneaa, building component Applicability of design parameters and proper ,// 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the bulldog designer. / 3.Additional temporary bracing to insure atedfp during construction 2.Design assumes the top and bottom chords to be laterally braced et ,we�. DES. BY: BS Is the responsibility of the erector.AddPoonel permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by 4/, " DATE: 9/12/2014 the overall structure Is the responsibility ofiM building designer. continuous sheathing such as plywood sheatNng(TC)andnordrywel6BC). ...."" w Po Ityg b 3.2x Impact bridging or lateral bracing required where shown++ r Cr 4.No load should be applied to any component unel Baer al bracing and 4.Installation of truss is the responsibility of the respective contractor. F OREGON 4(j S E Q. '6059066 dfasteners are complete and at no time shouts any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 1- �j�r Se �� design loads be applied to any component and are for"dry condition"of use. / P TRANS I D: 408071 5.CompuTrus has no control over and assumes no responsibility for the 6•necessary. onassumes tug bearing at al supports shown.Shim or wedge If O i 4 . fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. SFR R1��- 1111111111111111111 6.This design Is furnished subject to the Imitepero sat forth by 6.Plates shall be located on both faces of truss,and placed so their center TPIANTCA In SCSI,copies of which wit be famished upon request lines coincide with joint abler lees. 9.Digits Indicate size of plate In Inches. MITekUSA,Ina/CompuTrus Software 7.8.8(1 L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1995(94ITeW EXPIRES:12/31/2015 IIIA((((((((( This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'. 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cgol.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1.2=(-29) 14 1.3=(0) 0 BC: 2x4 KDDF 1/18.BTR SPACED 24.0' O.C. WEBS: 2x4 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES BC LATERAL SUPPORT<= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0' -27/ 215V 0/ 27H 5.50' 0.32 KDDF ( 625 TOTAL LOAD = 42.0 PSF 3'- 9.2' 0/ 38V 0/ OH 5.50' 0.06 KDDF ( 825 Connector plate prefix desi nators: 4'- 0.0' -38/ 84V 0/ OH 1.50' 0.19 KDDF ((( 625 C,CN,C18,CN18 (or no prefix = CompuTrus, Inc LL= 25 PSF Ground Snow (Pg) = M Y,M2OHS,M/8HS, 16 iTek M series (GOND 2 Design checked far netl•5 pst) uplift at 24 'oc soacina.l LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL JT 1: Heel toP late corner = 5.25' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = •0.004' @ 0'- 0.0' Allowed = 0.100' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003' @ 0'- 0.0' Allowed = 0.133' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.008' @ 2'- 5.6' Allowed = 0.183' MAX TC PANEL TL DEFL = -0.010' @ 2'- 7.0' Allowed= 0.274' MAX HORIZ. LL DEFL = -0.003' @ 3'- 11.2' MAX HORIZ. TL DEFL = 0.003' @ 3'- 11.2' 12 4.00 17'" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. gr Wind: 140 mphh=19.8ft, TCDL=4.2,BCDL=8.0, ASCE 7-10 M 3x8 ' ul All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l. Truss designed for wind loads r in the plane of the truss only. 0 ^/- I r o I I _ 8/- 1 4 < 9 M-3x8 3-00 1 ), 4-00 (PROVIDE FULL BEARING:Jts:4.3.21 ��,?0 PROpe64, JOB NAME: POLYGON NW PLAN 7-B NH - D2 Sale: 0.9224 �•� , " �a `�iIZI 1 WARNINGS: GENERAL NOTES,unless otherwise noted: !g 2$•P E ' 1.Builder and erection contractor should be advised of a1 General Notes 1.This design Is based only upon the parameters shown and Is for an Individual / Truss: D2 and Warnings e.rore construction commences. beading component.onof ity of designsponel parameters end proper i 2.2u4 congression web bredng must be Installed where shown+. Design ration of component Is the rem ibloy of the bWidng designer. 3.Additional to bracing to Insure stabaty during construction 2.Design assumes the top and bottom chords to be laterally braced et � ' temporary 2'o.c.and at 18'o.c.respectively unless braced throughout their Is th by /'.� DES. BY: BS is the responsibility of the erector.Additional pennenent bracing of continuous sheathing such as plywood aheatldng(TC)andfor drywal C). DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bddging or lateral bradng required where shown++ OREGON 411 SEQ. : 605 9067 4.No bad should be appled to any component until after all bracing end 4.Installation of trues Is the responsibility of the respective contractor. A. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment. �'�/ •�)r :2o,�1k•.k- dsslgn loads be tippled to any component. and are for"dry full be n-of use. lits. TRANS I D: 408071 5.CargnTns has no control over and assumes no responsibility for the 6.DesIgn assumes his bearing at al supports shown.Shim or wedge If p 14 r�S' fabrication,handling,shipment end Installation of components. Dsignecessary. ��r'A P`, A. 7.Design assumes adequate drainage b provided. 6.Mils design Is furnished subject to the saltations set forth by 8.Plates shall be located on both faces of truss,and placed so their center -ch wil be furnished lines coincide with joint center Ines. 1111111111111111111111 MITA k USA.lrtc/CompuT CA In SCSI,copies of Me Software 7 B(1 L)E 9.0.ForMNic connector plate desigte in n values see ESR-1311.ESR-1988(MITeW EXRIRE8.12/31d2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS I TRUSS SPAN 8'• 2.0' ICOND. 2: Desi n checked for net 5 oil uolift at 24 "oc a scilla I TC: 2x4 KDDF M16BTR LOAD DURATION INCREASE = 1.15 g ( p P BC: 2x4 KDDF M1&BTR I 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 <= 12'OC. UON. L4( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms astoe main and cladding DL ON BOTTOM CHORD = 10.0 PSF system and components cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph h=161t,Enclosed, ASCE 7-10, 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=f.� L ITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads R UIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING NET. in the plane of the truss only. B TOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall CON. A BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud tailicars. peter to CompuTrus gable end detail for complete specifications. in 12 3 -1 4.00 ' 0 ,..11111ii ,_0 0 m r� (:) 1 0� I///////////////////////////////////////////////////////////////I M-3x4 a y y 1, 1-00 8-02 ti0 PROF JOB NAME: POLYGON NW PLAN 7-B NH - E1 Scale: 0.6585 c)' � )Nag 04- JOB �f /7'' WARNINGS: GENERAL NOTES,unless otherwise noted: �/ (] I s"l r I '�' 1.Builder and s be onr conbactrr should les ad of aN OsnerY Notes 1.TNa ing co is based nt ppl upon the design ere shown and le for en Individual l ' ! P E Truss: El and Warnings before construction comma building component Applicability of design parameters and proper a 2.2x4 compression web bracing must be in where shown+. Incorporation of component is the responsibility of the building designer. ,/ r/'' 3.Additional temporary bracing to insure eta during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: BS is the responsibility of the erector.Addition permanent bracing of 2'se.and at 10'o.c.respectively unless braced throughout their length by ,/ continuous sheathing such as plywood sheathing(TC)end/or drywati(BC). 'a ' DATE: 9/12/2014 the overall structure Is the responsibility of building designer. 3.2x Impact bridging or lateral bredng required where shown++ I'rC - SEQ. : 6059068 fasteners are complete and at no time shou any 4.No load should be applied to any compone until after al bracing and 4.Installation of trues Is the responsibility of the respective contractor. -OREGON bads greater than 5.Design assumes trusses are to be used inc non-corrosive environment, -dy N� A. design toads be applied to any component and are for-dry condition'of use. / "it}• Q ^t,! TRANS I D: 408071 5.CompuTrus has no control over and assn no responsibility for the 8. 2 'E Design assumes full bearing at asP supporta shown.Shim or wedge if O 14 fabication,handling,shipment end installs of components. necessary. V 7.Plates sesames ea equate drainage Is provided, nti n 5.This design Is furnished subject to the Intl ns set forth by 8.Plates shall be located on both faces of truss,and s n n `'`` 1111111111111111111 TPIM/rCA In BCSI,copies of which will be !shed upon request. pose cdndde jolts ones, placed w their center MiTek USA,Inc./Com Trus Software .8.6 1 L-E 10.Digits withctorf plate centerin Inness. Pu ( ) plate design values see ESR-1311,ESR-1888(MRalq EXPIRES:12/31/2015 1 1111111111111PACIFIC 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 4/16BTR LOAD DURATION INCREASE = 1.15 1.2=1 0) 36 2.5=(-51) 67 3-5=(•255) 179 BC: 2x4 KDDF 1116BTR SPACED 24.0' O.C. - n -105 88 WEBS: 2x4 KDDF STAND 23 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 92.0 PSF BEARING MAX VERT MAX HORZ BAG REOUTAED BRG AREA 4 TOTAL LOAD = 42.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. L ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES OVERHANGS: 12.0' 0.0' 0'- 0.0' •68/ 479V -33/ 9711 5.50' 0.77 KDDF ( 625 LL = 25 PSF Ground Snow (Pg) 8'- 2.0" -39/ 335V 0/ OH 5.50' 0.54 KDOF ( 625 Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IGOND 2 Design checked for net(_g psf) uplift at 24 "cc soacine.l M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'• 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' `. MAX TC PANEL LL DEFL= •0.294" @ 4'- 1.7' Allowed = 0.484' 7-10-04 0-f 3-12 2 MAX TC PANEL TL DEFL = -0.393' @ 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 D DESIGN ASSUMES MOISTURE CONTENT DOES M-1.5x3 NOT EXCEED 19%AT TIME OF MANUFACTURE. 4 Design conforms to main windforce-resisting Z system and components and cladding criteria. I Wind: 140 mphh=15ft, TCDL=4.2,BCOL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads o in the plane of the truss only. 0 0 O in 1Y o2 ...---__.:-..--46 - M-3x4 M-1.5x3 y i, i, 7-10-04 0-03-12 y ), y 1-00 8-02 �v,t0 P R OPE, JOB NAME : POLYGON NW PLAN 7-B NH - E2 Scale: 0.5571 ``'� (N `'r�0 WAR/ENOS: GENERAL NOTES,unless otherwise noted: L4' • 'PE r-*1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the perimeters shown and Is for an Indvldual r� Truss: E2 end Warnings before construction commences. bullring component.Appeabllity of design parameters and proper 2.2x4 compression web bredng must be metaled where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design nalat1assumes the top and bottom chords to be laterally braced at �. DES. BY: BS Is the responsibmty of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.suchsnovely unless bread throughout their Isnth by /'��e. tr continuous sheathing such as plywood sheathing(TC)and/or drywu(BC). f1 DATE: 9/12/2014 the overal structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ pL OREGON 1), �<[/ 4.No load should be applied to any component until alter al bradng end 4.Installation of truss la the responsibility of the respective contractor. SEQ. : 6059069 faslen.re are complete end at no time should any bade greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, 1 -7),40 14 2.. .t, design loads be appced to anycomponent.adassumes are ler"dry condPoon"of use. TRANS I D: 408071 5.CanpuTrus has no control over end sauna.no responsibility for the 8.Design assumes full bearing al all supports shown.Shim or wedge if V fabdcaton,handing,shipment and Installation of components. nand.cessary. " rl R I l-`" 7.Designcess assumes adequate drainage b provided. - 6.This design Is furnished subJect to the Imitations set forth by tl.Plates shall be loaded on both has of truss,and placed so their center I 111111 VIII 11111 11111 11111 VIII 11111 IIII IIII M Tel S InSCSI,copies of which*111 be furnished lnc/CompuTrua Software 7 8 6(1 upon nt center Ines. 10.Digits Indicate I�c wn Ines coincidector�pl le designdvalues see ESR-1311.ESR-1988(Welt) EXPIRES:12/31/2015 i IIIOHIIIIIII 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 IC: 2x4 KDDF H11,BTR LOAD DURATION INCREASE = 1.15 1-3= 9) 36 2-5= BC: 2x4 KDDF BTR SPACED 24.0' O.C. 2-3= -69 49 ( 33) 36 3.5=(•181) 127 WEBS: 2x4 KDDF STAND 3-4= 7 3 LOADING TC LATERAL SUPPORT <0 12'OC. UON. LI( 25.0)+DL( 7.0) ON TOP CHORD s 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA I OVERHANGS: 12,0' 0.0" I TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES 0'- 0.0' -61/ 367V -20/ 63H 5.50' 0.59 KDDF 625 I Connector plate prefix desi 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 L MITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek M series R QUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 J�)�Dlift at 24 'oc �pacinc I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 TTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ •1'- 0.0' Allowed = 0.100' D BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' 11-04 0-03-12 3-12 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 f7 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, Z lAll Heghts), Enclosed Cat.2, Exp.B, MWFRS(Dir), oad duration factor=1.b1 Truss designed for wind loads in the plane of the truss only. 0 0 N M II 0 2► ►115 M-3x4 M-1.5x3 4'{11.04 0-03-12 ), y 1-00 ! 5.03 y JOB NAME: POLYGON NW PLAN 7-B NH -Ji E3 Scale: 0.6126 .<0i-D PN ypfi,Fs% WARNINGS: GENERAL NOTES,unless otherwise noted: �ZCI� /e+l r ' -v 1.Builder and erection contractor should be ed of as General Notes 1.This design is based only upon the parameters shown and Is for an Individual T ,P E { Truss: E3 and Warnings before construction come building component.AppaablRty of design parameters and proper 2.2x4 compression web bredng must be I Ned where shown+. Incorporation of component is the responsibility of the building designer. Alle, 3.Additional temporary bradng to inure eta during conatrudion 2.Design assumes the top end bosom chords to be laterally braced at DES. BY: BS h the res rhhddu of th..recter.Addroo I 2'o.n.and et 10'o.c.respectively unless braced throughout their h by ,/, Po ty permanent bredrg of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). / -01 cc ' DATE: 9/12/2014 the overall sbudure is the responsibility o e building designer. 3.2x Impact bridging or lateral bradng required where shown++ Q 4.No load should be applied to any corn t until after as bredng and 4.Inataation of truss is she responsibllty of the respective contractor. OREGON SEQ. : 6059070 fasteners are complete and at no time sho any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �j�./1�J N9 („• TRANS ID: 408071 design loads hasbs appliedcontrol to any component. 6.Daedign assumes fug bearinare for"dry condition"g at as supports shown.Shim or wedge If /v r 14 20n P� 5.CompuTrus no war end eau no responsibility for the necessary.s �,f V fabrication,handling,shipment and Instep on of components. 7.Design assumes adequate drainage Is provided. "+ R R I I_ IIIIII IIII VIII VIII VIII VIII VIII IIII IIII 8.This design In CSI,cod subjecttothe 8 b ns set forth po N.Platescaha/a with n on both mess of truss,and placed so their center TPI/WTCA In BC81,copies of which wit be mished upon request. lines cdndde with joint center ansa. MITek USA,Inc./CompuTrus Softwa 7.6.6(1L)-E 0.Forrlbbats sic connte ector pe oflapte design values see ESR-1311,ESR-1888 QdITek) EXPIRES:12/31/2015 EMI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0' ICOND 2 Design checked for net( oaf) uplift at 24 'oc aoacing.l TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. NOT EXCEED 191 AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'OC. UON. LOADING Design conforms to main windforce•resi$ting BC LATERAL SUPPORT <o 12'OC. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system end components and cladding criteria. Connector plate prefix desl)nators: TOTAL LOAD s 42.0 PSF C,CN,CI8,CNI8 (or no prefix = CompuTrus, Inc Wind: 140 mpphAll Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), h=15ft TCDL=4.2,BCDL=8.0, ASCE 7-10, i M,M2oHS,M18HS,M18 =MiTek M series LL = 25 PSF Ground Snow (Pg) load duration factor=1.8 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. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CoepuTrus gable end detail for complete specifications. 12 4.00 1 - 3 0 _ Mgliglillil in 0 c1 r •[ —/4 M-3x4 ), b ). 1-00 5-03 • ��R,op PROFt JOB NAME: POLYGON NW PLAN 7-6 NH - E4 Scale: 0.7737 \ t,, /o WARNINGS: GENERAL NOTES,unless otherwise noted: :1 ' 92 t..P E ti' 1.Builder and erection contrador Ghoul be advised of all General Notes 1.TMs design le basad only upon the parameters shown end is for an individual Truss: E4end Warnings before construction commences. building component Appicebfty of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. +�,ea."'". hracirg to insure stability dud construction 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary AIN nes 2'o.c.and al 10'o.a respectively unless braced throughout their length by /.eh. . DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheattng(TC)andfor drywallC). is DATE: 9/12/2014 the overall structure is the responddity of the building designer. 3.2x II�mpact bridging or lateral brracing required where shown++ OREGONt. �(!y 4.fastenersNo� robcommpllebe teaand Rano tmee should component until after al bracing loads greater than 5.Design assMon umes trusseIs s aretoresponsibility used In a nor��rmWvs n�virroonmen. 9�,� •��,• 14 :2o 4 SEQ. .` 6059071 design loads be applied to any component and era ler"dry condition'of use. t�. TRANS I D: 408071 5.design Tres has no control over and assumes no responsibility for the 6.nand. assign rysomas full bearing at all supports shown.Shim or wedge t A.l b `+ $` necessary. �figE r�•ll 1A" fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage b provided. 6.This design is furnished subplot to the imitations est Toth by It Plates shaa bs located on both faces of truss,and placed so their center nes coindde with joint center Ines. 1111111111111011111111 MTe USA,Inc./CompuTrus Software furnishedIANTCA In SCSI,copies of which will be (1 L En request. 0.AFor basichacon connector plate design ves. alues see ESR-1311.ESR-19113 OdiTeq a. EXPIRES:12/31/2015