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Wr:" I Nc z 862 g N 1 ♦ 7 (2' Y `Btu) ', 4INµi1 n A iiv:* \ 'p4 - .:1 rN . c .04 (Ind 4tHb 410-II. e aa 2u �1 sr I 2T-7112' I2'-11'I 18'-x' 1 R'-11112" in 61',3" 12gCONFORMS TO DESIGN CONCEPT 0 ❑X CONFORMS TO DESIGN CONCEPT ❑ CONFORMS TO DESIGN CONCEPT WITH P REVISIONS AS SHOWN CONFORMS TO DESIGN CONCEPT WITH 3REVISIONS NOTED ❑ NON-CONFORMING-REVISE AND RESUBMIT P ❑ NON-CONFORMING—REVISE&RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE B THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE o c WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATORIVENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE Cr 2 FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY "R p DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. )0:. g PRIORITY OVER THIS SHOP DRAWING. By Alexia Fukui Date 11/20/14 By: Todd R. Eaton Date: November 20. 2014 -4 111111 MILBRANDT ARCHITECTS CT ENGINEERING INC .1 of m C v V` -0 C W W O0 S. < Z Z'' - • w -11 _ PC . 0 ra o W G Z v Z a = 4 o _ ? 811-91 51-3' 1 2T-71/2' 2-11' 18'-8" 1 8'-11 1/2' o 3 -, g E4 a \ \ A 2 el N co H4111:7:—.6:\ y N y m a o 3 0 0 0 A N DJ // / :( 444 , F.3 E", 2 2 93,_ alo / A Ja_ it .iL._ 1 Ei \ ! "f / .0,, cr• oz $O T T T N y E § " l'i g- 6 °cr \ 0 m , , n I 3i a R. E c " 8'-r I 48 '-1112' 18'-111/2' 81'-3' a 'C 111. 2 tit DI ® CONFORMS TO DESIGN CONCEPT X CONFORMS TO DESIGN CONCEPT ❑ CONFORMS TO DESIGN CONCEPT WITH 9 ❑ CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN REVISIONS NOTED 0 NON-CONFORMING—REVISE&RESUBMIT 0 NON-CONFORMING-REVISE AND RESUBMIT 3 THIS SHOP DRAWING HAA 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 nIF FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN FABRICATORIVENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE 0 DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES.ALL OF WHICH HAVE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY -g PRIORITY OVER THIS SHOP DRAWING. �: OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. �, � By Alexia Fukul Date 11/20/14 ZM I L B R A N D T ARCHITECTS By: Todd R. Eaton Date: November 20, 2014 Noe 1 CT ENGINEERING INC 1111011 LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5' ICOND. 2: Design checked for nett-5 psf) uplift at 24 'oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.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. Connectorplate prefix desi netors: DL ON BOTTOM CHORD = 10.0 PSF Q TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21.2ft TCDL=4.2 BCDL=6.D ASCE 7.10 C,CN,C18,CN18 (or no prefix = CompuTrus, Inc p r M,M2OHS,M18HS,M16 = MiTek M series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 LIMin the plane of the truss only, NED STORAGE GOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQU RESENTS 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.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 8-03-04 8-03-04 1 1 12 12 6.00 HM-4x4 a 6,00 /-- WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A 1 1111 BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE M DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAIN t ,n RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL o BRACING TO THE HINGE TYPE CONNECTION, v w 4 co o/— �o -u' 0A 0 v 0 1 0 M-3x4 M-3x4 1-00 16-06-08 1-00 5' tcOc PROF �INF / JOB NAME: POLYGON NW PLAN 7-B NH - Al Scale: 0.4672 �c; ```71 2/ °? 9. WARNINGS: 9��PE GENERAL NOTES,unless otherwise noted: f 2.an1. d2x4 Warnro a be vreb brednp contractor�uo bei Iced of an General Notes 1.This design Is basonent Aonly p'upon ythe parameters ar mshown and Is for en IMMdual ,/ Truss: A 1 end compression before construction common s. Incorporation building component.Applicability of design pe of en and proper ed where shown+. Incorpaaslon of component Is the responsibility of the ally eg aigner, �`, ' 3.Additional temporary bradng to Insure sla during construction 2.Design assumes the top and bottom chords to be laterally braced at /'`•`!e" DES. BY: BS is the respomdblly of the erector.Additio permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by d C DATE: 9/12/2014 responsibility y g designer. continuous sheathing such as pywooequire sheathing(TC)and/or drywall(ec). OREGON �`'- the overall structure is the res nsibiA of bulldin 3.2r Immppactbd I or lateral bracingrequired where shown++ - NI>, w 4.No bad should be applied to any compon until alter all bracing and 4.Inststatlon of truss Is the responsibility of the respective contractor. 1 ."I rtQ .,1;, SEQ. : 605 9056 fasteners are complete and at no time sh any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, Q 14 Q' design loads be applied to any component and are for"dry condition'of use. R R f.� TRANS 'r I D: 408 071 5.CompuTrus has no control over and assumes no responsibility for the a,Design assumes tut bearing at all supports shown.Shim or wedge if ,. nfabrication,handling,shipment and installation of component. ecessary. 7.Designassumesadequatethtnaceisf trussed. ,a 9.This design Is furnished subject to the Imllmtions set forth by a.Plates shall be located on both duan of truss,and placed so their center 1 IIIIII 1111 MI 1011 III01111111111 1111 IIII MT USA,Inc./CompuT s Softwarq 7.8.6(1 L)-E request. lines indicate oopsesinctrplaate design values see ESR-1 311,ESR-19e8(MiTelq EXPI RES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 50 2- 8.(-378) 1540 3- 8. -326) 309 BC: 2x4 KDDF H1&BTR SPACED 24.0' 0.0. 2. 3= -1751 477 8- 6=(-431) 1540 8-. 4=(-121` 934 WEBS: 2x4 KDDF STAND 3- 4= -1351 268 8- 5=(•326) 306 LOADING 4- 5= •1351 256 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -1751 502 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0' 12.0' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix desi nators: LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) C,CN,C18,CN18 (or no prefix = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -125/ 809V -82/ 82H 5.50" 1.29 KDDF 625) M,M20HS,M18HS,M16 = MiTek Ml series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 6.5" -125/ 809V 0/ OH 5.50' 1.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP IGONO 2 Design checked far nei(•6 pati uplift at 24 'oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0• Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133' MAX LL DEFL = -0.075' @ 8'. 3.2' Allowed = 0.781' MAX TL CREEP DEFL = -0.141' @ 8'- 3.2' Allowed = 1.042' MAX LL DEFL = 0.002' @ 17'- 6.5' Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ 17'- 6.5' Allowed = 0.133' 8-03-04 8-03-04 MAX HORIZ. LL DEFL = 0.059' @ 16'• 1.0' 1' 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 f ' f ' 4' NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 M-4x6 .' ;16.0012 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. 44.0' Wind: 140 mph h=21.2ft, TCOL=4.2,BCDL=8.0, ASCE 7-10 lA11 Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), oad duration factor=1.15 Truss designed for wind loads in the plane of the truss only. _ M-1.5x3 ,aaiglliglM-1.5x3 tn u' �� o 8 4 r M-5X8 41.1 0 M-3x4 M-3x4 m co - 0 o 4t _Ire c o ..3.00 3.00 1=...- 12 12 i' , )- ) J- 1-00 8-03-04 8-03-04 1-00 l' J- J. J. J. 1-00 16-06-08 1-00 JOB NAME: POLYGON NW PLAN 7-B NH - A2 ��, o P"o��s Scale: 0.3206 � 451 WARNINGS: GENERAL NOTES,unless otherwise noted: -444 � �rfl�� 9 1.Bulkier and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 92 11PP E { Truss: A2 and Warnings before construction commences. Incorporation ong aof componentnent pis theof redesignepornsiblity parameters designer. 2.2x4 compression web lending must be installed where shown+. 2.Design assumes the top and bottom chords a be atarolly braced e[ 3.Additional temporary bracing to Incurs saNlly during construction 2'c.c.and at 10'o.c.respectively unless braced throughout their lengn�th by '� DES. BY: BS a the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheething(TC)and/or drywaa(.C). `�- tr DATE: 9/12/2014 the overall structure Is the responsiblity of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ OREGON SEQ. : 605 9057 4.No bed should be applied to any component until after ell bradng and 4.Installation of truss a the responsibility of the respective contractor. 4 fasteners are complete and et no time should any bads greater than 5.Design assumes busses Arote be used in a non-corrosive environment, �j�� „� , O,�b design beds be tippled to any component and aro ler"dry condition"of use. t�� TRANS I D: 408071 5.CompuTnn has no control over and assumes no responsibility for the 8 w� ry assumes full condition! N all support shown.Shim or wedge If Lf1[4f t �y abdcetlon,handing,shipment and Installation of conpoents. 7.De Design assumes adequate drainage is provided. r1 R I i_"` V IL This design a furnished subject to the Irritations set forth by 8.Plates shall be locatedpoon both atruss,of ss,and placed so their center ONTCA In I,copies of*itch will be furnished lines coindde with joint center Ines. 111111111111111111 MTITP USA,lnasCofnpuTfua Software 7 8 6(1 L)En request 19.Digits incate size0.For basic coo edor fpaa design vallate In ues see ESR-1311,ESR-1908(h6Tek) EXPIRES:12/31/2015 , , 11111111111111 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 #16BTR LOAD DURATION INCREASE = 1.15 1. 2=) 0) 50 2.10= -251 92 10- 3= -12) 169 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=I -69) 347 10-11= -255 90 3-11= -470) 164 WEBS: 2x4 KDDF STAND 3- 4= -146 779 11-12= -882 251 4.11= •1145 248 LOADING 4. 5=( --74) 220 12-13= -48 472 4-12= -95) 806 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6e) -85) 246 13- 8= -241 848 5.12= •361 143 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 8. 7.066)) = •566) 90 12- 6= -765) 194 TOTAL LOAD = 42.0 PSF 8-7- 9=)8=080 80) 250 13.74 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). LITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRO AREA Connector plate designators: REQ IREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connect8,CN18 (or prefixno prefix) = CompuTrus, Inc 0'- 0.0' -61/ 213V -135/ 135H 119.00' 0.34 KDDF 625 C,CN,C18,CN18,(or n MiTekpMT series BOTtOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 5'- 1.0' -72/ 109V 0/ OH 119.00' 0.17 KDDF 1625 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 net(-5 psf) uplift at 24 "so 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' 5-02-12 4-08-04 1` 3-01 4-07 4-00-05 4-04-11 MAX TL CREEP DEFL = -0.003' @ 27'- O.O• Allowed = 0.133' 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 19%AT TIME OF MANUFACTURE. 12 M-1.5x4 5 ,,,,(1M-3x5 6.00 M-3X 12 Design conforms to main windforce•resisting M 3X4,40° y M-1.5X4 d 6.00 system and components and cladding criteria. MVO Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 M-3x4 (All Heghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.8 c Aillik 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. c!) i Truss designed for 4x2 outlookers. 2x4 let-ins �.� rir, of the same size and grade as structural top 0 3 chord. Insure tight fit at each end of let-in. M-5x6 M-3x4 Outlookers must be cut with care and are o -12 o permissible at inlet board areas only, -f-- o,- I r. B dA M-3x8 v 0 o M-1105x3 i1 o M-3x4 M-5x10 a 3.00 3.00t - 12 12 9-11 3-01 4-08-12 8-03-04 y J, y J• i' 1-00 9-11 7-09-12 8-03-04 1-00 J• 1-00 26-00 1-00 x.00 PROFS JOB NAME : POLYGON NW PLAN 7-B NH - 61 m61.9lb WARNINGS: GENERAL NOTES,unless otherwise noted: Scale: 0.2140 Kt p 1.Bulkier and erection contractor should be sed of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual '4 >7G,$P E r Truss: B 1 and Warnings before construction co es. building component.Applicability of design parameters and proper r// 2.2x4 compression web bredng must be Ins where shown+. Incorporetion of component Is the responslNlty of the building designer. ,% 3.Additional temporary bracing to Insure ata Illy during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: B S2'o.c.and at 10'o.c.respectively unless braced throughout their length by Ill/"' la the responsibility of the erector.Addition permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywsl(BC). ,.�"�`/m woe DATE: 9/12/2014 the overall structure Is the responsibility of s building designer. 3.2x Impact bridging or lateral bracing required where shown++ A C 4.No bad should be applied to any compo until after all bracing and 4.Installation of truss Is the responsibility piths respective contractor. 'y7 OREGON b t(/ SEQ. : 6059058 fasteners are complete and at no time sh any bads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, G '�/ A, design loads be applied to any component' and are for"dry condition"of use. //t '�1' ZQ� �., TRANS I D: 408071 5.CompuTrus has no control over and assn s no responsibility for the e•Design assumes o n bearing at all supports shown.Shim or wedge If Q 14 P fabrication,hendp necessary. rife �. ng,shipment and meta of components. 7.Design assumes adequate drainage Is provided. j R I♦L 11111111111111111 IIIII IIID VIII IIII VIII VIII VIII III IIII 6.This design Is furnished subject to the Ami one set forth by O.Plates shall be located on both faces of truss,and placed so their center TPIANTCA In BCSI,copies of which win furnished upon request. Anes coincide with joint center Ines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./ComuTnla Soflwey°7.8.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITep EXPIRES:12/31/2015 I I IIIIIIIIli This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IOC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 916BTR LOAD DURATION INCREASE = 1.15 1- 2= 0 50 2-10=(-247 1594 10- 3= 0) 228 BC: 2x4 KDDF A16BTR SPACED 24.0' O.C. 2- 3= -1886 361 10-11=(-249 1591 3.11= 378 107 WEBS: 2x4'KDDF STAND 3. 4= -1479 359 11.12=(.171 1308 4.11= -85) 76 LOADING 4- 5= -1343 362 12.13=(-438 2628 4.12=( -183) 151 TC LATERAL SUPPORT<= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 8= -1388 348 13- 8=(-616 2784 5.12=( -207) 953 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2946 590 12- 6=(-1726) 395 TOTAL LOAD = 42.0 PSF 7. 8= -3145) 715 6-13=( -191) 1428 OVERHANGS: 12.0" 12.0' 8- 9=( 0) 50 13- 7=( -104) 185 LL = 25 PSF Ground Snow (PR) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES 0'- 0.0' -179/ 1206V -134/ 134H 5.50' 1.93 KDDF 625 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 26'- 0.0' -179/ 1206V 0/ OH 5.50' 1.93 KDDF ( 625 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND 2' Design checked for nett-5 05f1 uplift at 24 "on 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' 8 17'- 8.8' Allowed = 1.672' MAX LL DEFL = 0.002' @ 27'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 27'- 0.0' Allowed = 0.133' 13-00 13-00 T 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' T 4' 4' 4' T f T DESIGN ASSUMES MOISTURE CONTENT DOES 1212 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.0017 M-4x6 '' ,16.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. f 5 Wind: 140 mpph h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), M-3X4 load duration factor=l,� e Truss designed for wind loads M-3x6 in the plane of the truss only. co (. a o M-3x9 M-1.5x3 e; r� a V -5x6 =M-4x4 m 0 f--/- c 1 s M-3x10 ` . 0 o r+M-3x4 M-115x3 1 M-5x10 0 - 3.00 3.00 - 12 12 y )' y y ), * 5-01 4-10 3-01 4-08-12 8-03-04 y i' 1-00 9-11 y 7-09-12 y 8-03-04 1-00 J' b b y 1-00 26-00 1-00 scale: 0.2140 `eco .I PNOF ./0 JOB NAME : POLYGON NW PLAN 7-B NH - B2 �� z�l '1' WARNINGS: GENERAL NOTES,unless otherwise noted: •(]2 m I?E 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based ony upon the parameters shown and is for en Individual //� '2 0 building component.Appllcablay of design parameters and proper /// r. D end Warnings before construction commences. r" Truss: B 2 2.2x4 compression web bredng oast be Installed where shown+. Design on8on of component b the respo toy of the bulldog designer. r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords tops laterally braced at _ rie411 DES. BY: BS is the responsibility of the eredor.AdAtionat permanent bracing of 2'o.c.and et 10'o.c.respectively unless braced throughout their length by /.�� DATE: 9/12/2014 continuous sheathing such as plywood heathI g(TC)and/or dryvsaleC). 4.No load should applied to a�component until after al and 4.Installation of ttriuss ng is thlateral responsibility tpoorequired»esppeectve comrector. '7L ,,OREGON t„ t(/ .. SEQ. : 6059059 fasteners are complete and et no time should any beds greater than 8.Design assumes trusses ere to be used in a non-corrosive environment, /� 4 Y 14 T'(,n'-' design bent M eppped to any component. and arefor"dry condition'of use. TRANS I D: 408071 5.CompuTns has no control over and assumes no responsibgey for the e'De nary meson Marines at el support shown.Shim or wedge If tt V fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage b provided. M�f4 R 1 L A.6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII MTITe USA,Inc.lCA in CornpuTrus Software 7 6 furnishedcopies of which will be 6 L)E request Ines coincide with joint center Ines. 0.For basic conenector plate desigte In n values see E$R-1311,ESR-1988(Welt) EXPIRES:12/31/2015 IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-8C LUMBER SPECIFICATIONS TRUSS SPAN 26'• 0.0' TC: 2x4 KDDF M16BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 1- 2= 0) 50 2- 6.(-270 1528 3- 8= -383 258 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. 2- WEBS: 2x4 KDDF STAND 3=(-1813 396 8-9 =(-12i) 1001 8- 4= •128` 638 LOADING 3- 4=( -1590) 399 9- 6=(-298 1528 4. 9= -128) 638 TC LATERAL SUPPORT <= 12'OC. UON. Ltltl( 54- -25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF 5=(•1590) 399 9- 5= -383) 258 BC LATERAL SUPPORT <= 12'OC. UON. T DL ON BOTTOM CHORD = 6- 7= 0) 50 10.0 PSF 5- 6=�-1813 396 OVERHANGS: 12.0' 12.0' TOTAL LOAD = 42.0 PSF Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc TTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0' 179/ i206V -134/ 134H 5.50' 1.93 KDDF 625 E BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 28'• 0.0' 179/ 1206V 0/ OH 5.50' 1.93 KDDF 625; ICOND 2' Design h k d for n t(-5psf)yplift at 24 Oc s tn^ 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 = -0.083' @ 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 = 0.028' @ 25'- 6.5' 13-00 13-00 MAX HORIZ. TL DEFL = 0.043' @ 25'- 6.5" 'f 'f f CONTENT DOES 6-09-04 6-02-12 6-02-12 6-09-04 NOTIGN EXCEEDUMES 19s ATITIMEEOF MANUFACTURE. 12 T T T T Design conforms to main windforce-resisting 6.00 M•4X6 Q 8 00 system and components and cladding criteria. 4 4�0" Wind: 140 mph h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10. Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), \ load duration factor=1,6 Truss designed for wind loads in the plane of the truss only. o M-1.5x33101,1/ M-1.5x3 0 8 co O c.. f- 3 t ro f T C ci M-3x4 M-3x4 M-3x4 c M-3x5(8) M•3X4 0 1, /, /' /' 8-10-03 8-03-11 8-10-03 1, /, 10-00 16-00 y o0 26-00 1' 1' 1-00 JOB NAME : POLYGON NW PLAN 7-B NH B3 .\t>Z,tiO PROF�ss Scale: 0.2199 ‹CJ ,��INJIE.A,„ /0 WARNINGS: GENERAL NOTES,unless otherwise noted: CI' /L.11 1.Builder and erection contractor should be sed of all General Notes 1.This design Is based only upon the parameters shown and is for an individual CC' -9 0'.PE 91•'^ Truss: 63 and Warnings before construction comma es, building component.Applicability of design parameters and proper /// 2.2x4 compression web bracing must be Ina Ned where shown+. Incorporation of component Is the responsibility of the building designer. ,./' e./' - - DES. BY• BS 3.Additional temporary bracing to Insure ate Iry during construction 2•Design assume.the top and bottom chords to be laterally braced et Is the responsibility of the erector.Addit o permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 9/12/2014 the overall structure Is the res b continuous sheathing such as plywood aheatwng(TC)and/or drywaA(BC). ,.,-/'/ms' - 4.No load should be a P Nh'of a building designer. 3.2x Impact bridging or lateral bracing required where shown++ �.. applied to any comports until after gN bracing and 4.Installation of truss s the responsibility used of the respective contractor. 7 , OREGON SEQ. : 605 9060 fasteners are complete and at no time eho any loads greater than 5.Design assumes trusses are to e.used In a non-corrosive environment - ONa As TRANS I D: 408071 design loads be applied to anyase component and are for"dry condition"of use. 5.CompuTms has no control over and en no responsibility for the 6,Design assumes Na bearing at all supports shown.Shim or wedge if d.. 14 2 fabrication,handling,shipment and Install on of components. necessary. AA e� 8.This design Is furnished subject to the Nrd1 onsPset forth 7.Design assumes caeduone both draes inage a Ie gross,and a. filen RI�lv, eir center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII MTekA U3AinlncsCompUTfua Software 7.8(1 L)EI,copies of which will be wished ^request. 1G lines iIL For shall located i h joint f sic connector pla tlM inn Ines. an ESR-1311x,ESRd so u1 a66(MRep rl EXPIRES:12/31/2015 IIIIIIIIIIIIII TPhi ACIFIC LUMdesign BEpR-BCrepared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2= 0) 50 2- 8= -251 1275 8- 3= 0) 232 2x6 KDDF /1181TR T2 SPACED 24.0' O.C. 2- 3= -1524) 377 8. 9= -253 1272 3- 9= -448 135 LOADING BC: 2x4 KDDF @18BTR 3- 4= -1064) 360 9.10=I-262 1212 9- 4= -87) 535 WEBS: 2x4 KDDF STAND 4. 5= 0) 0 10.11=(-261 1213 9- 6= -391) 167 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4. 6= -1043) 332 6-10= 0) 201 L ON BOTTOM CHORD = 10.0 PSF 6.11= -1450) 362 TO LATERAL SUPPORT <= 12'0C. UON. BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 13- 7= -846) 181 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT E'SC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0,0' -187/ 1048V -97/ 102H 5.50' 1.68 KDDF ( 625 21'- 6.5' -92/ 883V 0/ OH 53.50' 1.09 KDDF ( 625 OVERHANGS: 12.0' 0.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 26'- 0.0' -149/ 286V 0/ OH 53.50' 0.46 KDDF ( 625 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural ICOND 2 Design checked for net(_ sail uslift at 24 'oc aoacing.l vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=I/180 Connector plate prefix designators: MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Refer to CompuTrus standard MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' M,M2OHS,M18HS,M16 =MiTek MT series gable end detail for complete MAX LL DEFL = -0.041' @ 11'- 0.0' Allowed = 1.054' specifications. MAX TL CREEP DEFL = -0.083' @ 11'- 0.0' Allowed = 1.408' 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'k AT TIME OF MANUFACTURE. 13-00 Design conforms to main windforce-resisting 13-00 T T T system and components and cladding criteria. 5-11 5-01 2-00 3-01 9 11 Wind: 140 mph h=22.4ft, 7CDL=4.2,BCDL=8.0, ASCE 7-10 T =M-4x4+ 12 load Heights),duration Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 5 Truss designed for wind loads 6.00 '';:16.00 ? M-4X6 _ in the plane of the truss only. , M-3x4 CO M 3x4 + c y•4111114111fr* . + M-3x4 Co + + M-3x4+ 0 0 o C 8 0 1I " 1. r1 9 0.25e M 1.5x3 8 M-3x4 M-1.5x3 M-5x8(S) J, ), y ), ), ), 5-09-04 5-02-12 5-02-12 5-03-12 4-05-08 y y y 26-00 1-00 1-00 ,��Q PR°Fes, JOB NAME: POLYGON NW PLAN 7-B NH - B4 Scale: D.2436 c c� 4l(�7Iz//-/ 41y WARNINGS: GENERAL NOTES,unless otherwise noted: :92/*PE { 1.Builder and erection contractor should be advised of d General Notes 1.This design Is based only upon the parameters shown and Is for an Individual B4 and Warnings before construction commences. building conrponent Applicability of design parameters and per /// Truss 2.2 4 compression web bradnng moat be Installed where shown u. Incorporation of component Is the responsibility chordstoeof ons building designer. Alle • 3.Additional temporary bracing to Insure stability during construction 2.Design assumesd0'the top and bottomu ssc d°heteralN braced at reAril 2'cc.and at 10'o.e.respectively orales braced throughout their Nrqptthh W '�� DES. BY: BS is the responaltlty of the erector.Additional permanent bracing of continuous sheathing such as plywood°heatNng(TC)and/or drywae(BC). sa Q DATE: 9/12/2014 4.No should armed responsibility component ubuilding alter all bracing end 4.mets tiatoon oompact bridging trs is thor e sal poons bracing required the respective contractor. y If OREGON b, 4/ SEQ. : 6059061 fasteners are complete and et no time should any bads greater than 5.Design mums'trusses aro to be used in a non-corroslve environment, h 4/'. � 1 4 eLQN design beds be applied to any component and gra for-dry fun bearing of use. .) �yQ". TRANS I D: 408071 5.design CompuTrus has no control over and assumes no responsibility for the a Design aassy.umes Na b°adng at d supports shown.Shim or wedge K /',e� '�� fabrlcgeon,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. II II 5.This design is furnished subject to the Imitations set forth by S.Plates shall be located on both faces of truss,end placed so their center ch will be furnished upon 1(IIII VIII VIII VIII VIII 11111 VIII IIII IIII es. MITeek SSA,lnc./ComP True TPI/WTCA In EICSI,copies of ISofiNare 77.6.6(1 L)-Z request Ines coincide 10.FJoint center lines. Foribasic connecto of plate values see ESR-1 311,ESR-0088(MITep ggg IIII EXPIRES:12/31/2015 J ill IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' 'COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.I TC: 2x4 WOOF 61&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 DF M1&BTR; SPACED 24.0' O.C. 2x4 KDDF 816BTR B1 NOT EXCEED 19'b AT TIME OF MANUFACTURE. LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12'0C. UON. LL(,25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mphh=15ft, TCDL=4,2,BCDL=6.0, ASCE 7.10, Connector plate prefix designators: (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), C,CN,CI8,CN16 (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 LIMkkTED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REODIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 12 IIM-4x4 12 6.00 L Q 6.00 3 �i co c O al P7 4 Ma o - all _)_ hL. V o o M-3x5(S) o M-3x4 M-3x4 y y 12-00 y 10-00 y L. ). 1-00 22-00 1.00 JOB NAME: POLYGON NW PLAN 7-B NH • Cl Scale: 0.3691 ��` �� P" xss�o WARNINGS: GENERAL NOTES,unless otherwise noted: - n , � 1.Builder and erection contractor should advised of al General Notes 1.This design Is based only upon the parameters shown and is for an individual 9 .PE { Truss: Cl and Warnings before construction co noes. building component.Apptabilty of design parameters end proper 2.2c4 compression web bracing must be ailed 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 DES. BY: B S 3.Additional temporary bracing to insure billy dudng construction 2'o..and at 10'o.a respectively unless braced throughout tneir lennppih by /,� r/ei '' Is the responsibility of the erector.Addl el permanent bracing of continuous sheathing such as plywood sheething(TC)end/or drywae(BC). jr. DATE: 9/12/2014 the overall structure is the responsibility f the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be tippled to any corn ent until seer al bracing end 4.Installation of buss is the responsibility of the respective contractor. '�L. 4 �� Oto SEQ. : 6059062 fasteners are complete and at no timemould any loads greeter than 5.Design assumes trusses era to be used Ina non-corrosive environment. f ,9 y O 1� design loads be applied to any ampon L and are for"dry condition"ariof use. ( .. 1 4 Z 4- TRANS I D: 4 08071 5.CompuTrus has no control over and a men no responsibility for the e.Design assumes bearing at as supports shown.Shim or wedge if O P febdcation,handling,shipment and ins lotion of components. necessary. adequate assumes p V 6.This design is furnished subject to the talions set forth by O.Plates shall be located ppoiseboth laces of truss.end placed so their center en A`k-� IIIIII VIII VIII VIII VIII VIII VIII IIII IIII MTITPI/WTCA in SCSI,e USA,Ise./ComppuT S of which Soflxtare 7.6.6(1 L)E request. 10.ForInes aa c connectorncide with oint center Ines. plate design values see ESR-1311.ESR-1 gee(MITeq a.Digits Indicate size of to in inches. 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 IC: 2x4 KDDF M16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8= -224 1261 3- 8= -311 220 BC: 2x4 KDDF I16BTR SPACED 24.0" 0.C. 2- 3=(-1504 335 8- =(-103) 834 8. 4=(-111` 492 WEBS: 2x4 KDDF STAND 3- 4=(-1318) 338 9. 6= -253 1261 4- 9=(-111) 492 LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=) 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0' 12.0' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA Connector plate prefix designators: 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' -119/ 1038V -109/ 109H 5.50' 1.66 KDDF625 M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'• 0.0' -119/ 1038V 0/ OH 5.50' 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(•5 oaf uplift et 24 'oc spacing I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = 0.002' @ -1'. 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'• 0.0' Allowed = 0.133' MAX LL DEFL = -0.043' @ 14'• 5.8' Allowed = 1.054' MAX TL CREEP DEFL = -0.088' @ 14'• 5.8' Allowed = 1.406' MAX LL DEFL = 0.002' @ 23'• 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 23'- 0.0' Allowed = 0.133' MAX HORIZ. LL DEFL = 0.018' @ 21'• 6.5' 11-00 11-00 MAX HORIZ. TL DEFL = 0.030' @ 21'• 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES 5-09-04 5-02-12 5-02-12 5-09-04 NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 12 Design conforms to main windforce-resisting 6.0017 Q8.00 M-4x6 system and components and cladding criteria. 4.0' Wind: 140 mphh=15ft, TCOL=4.2,BCDL=8.0, ASCE 7-10, 4 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 iu - Truss designed for wind loads in the plane of the truss only. ro M•1.5%31071( M-1.5x3 0 0 nn 0 C /- o 1 r* 6 ® 9 S11. o o M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 y y J, y 7-06-03 6-11-11 7-06-03 J• y J, 10-00 12-00 i, y y y 1-00 22-00 1-00 JOB NAME: POLYGON NW PLAN 7-B NH - C2 Scale: 0.2566 `5��'� O PN7 F�0..n WARNINGS: GENERAL NOTES,unless otherwise noted: 4.."f�3 rrr��'^/ v, 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameter*shown and le for en Individual 4t !7 SPE 1 Truss: C2 and Warnings before construction commences. bullding component.Applcablaty of design parameter and proper r,. 2.2x4 compression web bracing mist be Installed where shown+, Incorporation of component Is the responsldaty 011ie bulking designer. !' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,600::•,''' DES. BY: BS h the reeponsibSty of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.such tiv y unless braced throughout their length y i,� a/ the ousel etrudura h the r eld ofcontinuous bridging orsheathing such as plywood Bred where p(TC)and/or drywati C. et Q DATE: 9/12/2014 espon Ry the building designer. 3.2x Impact bridging or lateral bradrg required wshown i 4.No bed should be eppted to any component until alter as bradng end 4.Inetelatlon of truss Is the responsibility of the respective contractor. ,/ 'OREGON A to SEQ. : 6059063 fastens are complete and at no time should any bads greater than 5.Design assumes trusses aro tole used in a noncorroalvs environment, '_/ design loads be eppesa to any component and are for"dry condition"of use. �� 4Y, 14 2�h # TRANS I D: 408 071 5,CompuTrus hes no control over end assumes no responsibility for the 5.Design assumes NA bearing at as supports shown.Shim or wedge If fabrication,handling.shipment and Installation of components. necessary. 41E'R R 1+ �` 7.Designlatesassumesadequateoneoth drainageIs provided. b 8.This design Is furnished subject to the anihtlon set forth by 8.Plates shall be located on both faces o truss,and placed so their center CA I BOK copies of h will be n Ines coindde with joint center Ines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 'P MiTek USA,tlnc.Inc./CompuTrus Soflvvere 7.6.6(1 L)Em 19.0.For basic coconnectoroplate desiign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' (COND. 2: Design checked for net(-5 osf) uplift at 24 'oc soacing.i TC: 2x4 MAW 91&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF 818BTfl SPACED 24.0' O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT<= 12'0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. UON. IL) 5.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 7-10, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: (Al mph ht5ft, closed,2 Cat.2, Ex ASCE WFRS( M,M2OHS,M18HS,M18 = MiTek Mt series LL = 25 PSF Ground Snow (P9) (All Heights),nEnclosed, Exp.B, MWFAS(Dir), oad duration factor=l,6 LIM ED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind soons REQ)IIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. in the plane of the truss only. B0T170M CHORD CHECKED FOO 10PSF LIVE LOAD. TOP Refer or equal typical at stud verticals. Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 11-00 11-00 complete specifications. 12 12 6.00 7' IM 3x4 Q 6,00 0 0 u; oj --IIIIIIIlIPd . 4 0 0 M-3x5(S) M-3x4 M-3x4 J., y 12.30 10-00 ), , b ), 1 1-00 22-00 1-00 I E0 PRor , JOB NAME : POLYGON NW PLAN 7-B NH - C3 Scale: 0.3675 �`��(; INE �0.wo WARNINGS: GENERAL NOTES,unless otherwise noted: (4d� v�O(�nr�'` 1 1.Builder and erection contractor should ba sed of as General Notes 1.This design la based only upon the parameters shown and is for an Individual 92.0 P E r Truss: C3 and Warnings before construction co cos. building component Appecebimy of design parameters end proper r,.� 2.2x4 compression web bracing must be I lied where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure a Ity during construction2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS is the responsibility of the erector.Additie fpermanent bracing of 2'o.c.and at 10•o.c.respectively unless braced throughout their length by �/', , • Po N continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). tr DATE: 9/12/2014 the overall structure is the responsibility the building designer. 3.2x Impact bridging or lateral bredng required where shown++ OREGON �' 4.No load should be applied to any compo nt until after all bracing and 4.Installation of tons Is the responsibility of the respective contractor. / SEQ. : 605 9064 fasteners are complete end at no time uld any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment 4.^qj� �Nb A, design bads be applied to any compone end are for"dry condition"of use. il.; 74 2 "� TRANS I D: 408071 5.CmrgruTrus has no control over and ass no responsibility for the 6.Design assumes cul bearing at as supports shown.Shim or wedge if P necessary. 1-� fabrication,handling,shipment and Ins on of components. 7.Design assumes adequate drainage is provided. R`�..`" 6.This design Is furnished subject to thea one set forth by S.Plates shah be located on both faces of truss,and placed so their center IANTCA in SCSI,copies of ll furnished upon lines int center 11111111111111111111 MTITe USA,Inc./CompuTrus ISoch ftw ire 7.6.6(1 L)-E request. 1g.For basic de with connector design Ines. slues see ESR-1311,ESR-1986(M,rep 9.Digitsb 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 22'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2= 0 50 2- 81-224) 1261 3. 8= 311 220 BC: 2x4 KDDF #16BTR SPACED 24.0' 0.C. 2. 3= -1504 335 8- 9 .103834 . 4= -111) 492 WEBS: 2x4 KDDF STAND 3. 4= -1318 338 9- 8 -253) 1261 4. 9=)-111 492 LOADING 4- 5= -1318 938 9- 5= -311) 220 TO LATERAL SUPPORT <= 12.0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 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 (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -119/ 1038V -109/ 109H 5.50' 1.68 KDDF ( 625) M,M2OHS,M18HS,M18 =MiTek MTseries 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 IGOND. 2: Design checked for netj� ssfl uplift et 24 'Sc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.043' @ 14'- 5.8' Allowed = 1.054' MAX TL CREEP DEFL = -0.088' @ 14'- 5.8' Allowed = 1.406' MAX LL DEFL = 0.002' @ 23'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 23'- 0.0' Allowed = 0.133' MAX HORIZ. LL DEFL = 0.018' @ 21'- 6.5' MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 11-00 11-00 DESIGN ASSUMES MOISTURE CONTENT DOES 5-09-04 5-02-12 5-02-12 5-09-04 NOT EXCEED 19%AT TIME OF MANUFACTURE. T T 1 '( T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 17 M-4x6 ` :16.°0 Wind: 140 mphh=15ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), <- 4 ,f-i' oad duration factor=1.� i% Truss designed for wind loads in the plane of the truss only. el 0 M 1.5x3 M-1.5x3 • 0 8 co / , w 0 0 /-'p �A " p S 9 0 M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 y ,. 11, 7-06-03 6-11-11 7-06-03 y y y 12-00 10-00 1-00 22-00 1-00 o0 PROF't JOB NAME: POLYGON NW PLAN 7-B NH - C4 `�� (LNN Scale: 0.2496 /(Q/_s`�w WARNINGS: GENERAL NOTES,unless otherwise noted: �.y/�"/' 1.Builder end erection contractor should be advised of el General Notes 1.The design Is based only upon the parameters shown end Is for an individual. 4' =9L s s P E r- Truss: C4 and Warnings before construction commences. building component Applicability of design parameters and proper �//� 2.2s4 compression web bracing must be metaled when shown+. Incorporation of component is the responsibility of the bulking designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom ass ds to be laterally braced at - DES. BY: BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by "• b the responsibility of the erector.Addmonal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). '� DATE: 9/12/2014 the overall endure Is the responsibility of the building designer. 3.2x lmmppaad bridging or lateral bradng required where shown++ 4.No load should be applied to any component until alter al bracing and 4.Installation of truss Is the responsibility of the respective contractor. '}� ,/_OREGON b t i SEQ. : 605 9065 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 1' le ,,,b, �� L� design loads be tippled to any component. and aro for"dry condition"of use. ., ,� 14 2,. P4 TRANS I D: 408071 5.CompuTrus hes no control over and assumes no responsibility for the 6.BaDesignnd ar of o assumes het beading et all supports shown.Shim or weeps If �A►+�� 1 fabrication,handing,shipment end Installation of components. 7.Design assumes adequate drainage is provided. '�R R I y�^ S.This design Is furnished subject to the Imitations set forth by 9.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 MTe SAIMITCA l,lnc./CornpuTrun SCSI,copies of siSoftware 8 8(1 L)E request. 1lines coincide with Joint center Ines. 0.Fort sI connector rplaplate tedesiInches. n va es sea ESR-1311,ESR-)gee Wok) EXPIRES:12/31/2015 .. . 11111114 11 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 #1&BTR LOAD DURATION INCREASE = 1.15 1.2c)-51) 28 1-4=(-35) 32 2.4=(•99) 81 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3= -7) 3 WEBS: 2x4 KDDF STAND LOADING TO LATERAL SUPPORT <u 12"0C. UON. LL 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. } 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 KDDF 625 C,CN,C18 CN18 (orrno prefix) = CompuTrus, Inc 4'- 0.0' -18/ 131V 0/ OH 5.50' 0.21 KDDF 625 P LL = 25 PSF Ground Snow (Pg) M,M2oH3,Y18HS,MiB = MiTek MT series ICOND. 2: Design checked for nett 5 put.) uplift at 24 'oc soacing.I JT 1: Heel to plate corner = 5.25' L ITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL RE UIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LLcL/240, TL=L/1B0 MAX LL DEFL = -0.002' @ 0'- 0.0' Allowed = 0.100' BOtTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.002' @ 0'- 0.0' Allowed = 0.133' 3-00 A BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IC PANEL LL DEFL = 0.004' @ 2'- 4.0' Allowed .' 0.159' T MAX IC PANEL TL DEFL o -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 194 AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=19.eft, TCOLc4.2,BCDL=8.0, ASCE 7-10 11-1.5x33 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -, load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. if in r; an ct m c �.r. 1 O "I" 5►t ►t4 M-3x8 M-3x6 M-1.5x3 ), y 3-00 y y 4-00 Alp Scale: 0.6324 '<c'r PROFesS JOB NAME: POLYGON NW PLAN 7-B NH D1 INaz r WARNINGS: GENERAL NOTES,unless otherwise noted: 92 s P E 1.Builder end erection contractor should be dvleed of all General Notes 1.This design Is based only upon the parameters shown and is for an individual !9J' .P E Truss: D1 and Warnings before construction co s. bulling component Applicability of design parameters and proper 2.2x4 compression web bracing must be i Aad where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure s Ry during construction 2.Design assumes the top and bottom chords to be Merely braced at D E S• BY: BS is the responsibility of the erector.AddN I2'o.c.and at 10'o.c.respectively unless braced throughout their length by �.1 po Ny permanent bracing of continuous sheathing such as plywood sheathing(TC)andior drywaA(BC). -''J`-4 DATE: 9/12/2014 the mend structure is the responsibility the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should ba applied to any compo nt until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. Ti. OREGON �(/ SEQ. : bads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, 't! �. design bads be applied to any compone end are for"dry condition"of use. �^ 4I' 1 4 2,O TRANS I D: 408071 5.CompuTrus has no control over and ase s no responsibllny for the 6.Dessiigassumes Ng bearing at all supports shown.Shim or wedge If V A- Q fabrication,handling,shipment and Inst. on of components. 7.Design assumes adequate drainage Is provided. '✓/ 6 R I+ `. V 6.This design b furnished subject to the A lions set Porth by 8.Plates shell be located on both faces of truss,and placed so their center +l 1� 1111111111111111111 TPIANTCA In BCSL copies of which will furnished upon request. Digits coincidetwith joint ain i nche. 8,Diplts Irrdcete size of plate in Inches. MiTek USA,lnc./CompuTrus Softwefe 7.8.8(1 L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 1 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1.2=(-29) 14 1.3=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0' O.C. WEBS: 2x4 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT<= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES BC LATERAL SUPPORT<= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0' -27/ 215V 0/ 27H 5.50' 0.32 KDDF 625 TOTAL LOAD = 42.0 PSF 3'- 9.2' 0/ 38V 0/ OH 5.50' 0.06 KDDF 1625 Connector plate prefix designators: 4'- 0.0' -36/ 84V 0/ OH 1.50' 0.19 KDDF 625 C,CN,C18,CN18or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M20HS,M18HS,U18 =MiTek MT series ICGND. 2: Design checked far nett-5 paf) uplift at 24 •oc soacing.l JT 1: Heel to plate corner = 5.25' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 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 a -0.009' @ 0'- 0.0' Allowed = 0.133' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL a 0.008' 9 2'- 5.6" Allowed . 0.183' MAX TO PANEL TL DEFL = -0.010' 9 2'- 7.0' Allowed . 0.274' MAX HORIZ. LL DEFL = -0.003' @ 3'- 11.2' MAX HORIZ. TL DEFL = 0.003' 9 3'- 11.2' 12 4.00 l7 DESIGN ASSUMES MOISTURE CONTENT DOES -/ NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. lr Wind: 140 mph h=19.8ft, TCDL=4.2,BCDL=8,0, ASCE 7.10 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dlr), M-3x6 ,n load duration factor=1.6 Truss designed for wind loads f; in the plane of the truss only. co 00 r si a o,- co 4 3�� M-3x8 i• y 3-00 y y 4-00 (PROVIDE FULL BEARING:Jts:4.3.21 .40 PROpe. JOB NAME : POLYGON NW PLAN 7-B NH - D2 Scale: 0.9224 �' �� s�o WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 4 . 7 9 S P E r Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters end proper �. 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responelNAty of the building designer. 3.Additional temporary bredng to insure stability during construction 2.2Do c. assumes the top and bosom dards to les Merely braced a1 ® p. DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 7 .c.and at to'c.c.respectively unless braced throughout their length by ,�. Po continuous sheathing such as plywood sheathing(TC)and/or drywaA(BC). .0 rt DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2x impact bridging or lateral bredng required where shown++ OREGON to 4.No load should be applied to any component until after all bredng and 4.Installation of truss Is the responsibility of the respective contractor. - 7 A SEQ. : 6059067 fasteners are complete and at no time should any loads greater than 5.Design assumes tenses are to be used in a non-corrosive environment, 4. '�„ } O,�b. As design loads be applied to any component. and are for"dry condition'of use. ,10 1 4 2- t,AO 4. TRANS I D: 408071 5.CempuTrus has no control over and assumes no responslblety for the 6.Dealers assumes full bearing at all supports shown.Shim or wedge N I,Q`. necessary. e. V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. `R R I.,_\.. 8.This design Is furnished subject to the'nitrations sat forth by B.Plates shall be located on both faces of truss,and placed so their center In SCSI,copies of Ones e with joint center Ines. IIIIII VIII VIII VIII VIII VIII VIII(III(III M Tel A,Ina CompuT cos Software 7.6.6(1L)-En 8 6(1 L En requesch wil be furnished t. 9.0.For basic coonnecto rplplate etdeesign values see ESR-1311,ESR-1988(MiTep EXPIRES:12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0' ICOND. 2: .Design checked for nett-5 Osf1 uplift at 24 "oc soacing.l TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF M16BTA SPACED 24.0' O.C, NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT<= 12'OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, 7-10, h=15ft, TCDL=4.2,BCDL=8.0, ASCE M7-10, ), M,M2OHS,MI8HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, ir load duration factor=1.6 LEMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind soons in the plane of the truss only, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 3 ! 12 4.00 I7 0 0 0 147 T".1— M NI c //////////////%////////////////////////////////////////////////A 4 M-3x4 1, /, /' 1-00 8-02 ��,to PRoFFss JOB NAME : POLYGON NW PLAN 7-B NH • El Scale: 0.8585 �5 r:X41 1N'E WARNINGS: I GENERAL NOTES,unless otherwise noted: 451 "!!]]�rr��l��PV �q 1.Builder and erection contractor should be sed of as General Notes 1.This design is based only upon the parameters shown and Is for an Individual 7L!.PE r Truss: El and warnings before construction co es. building component.Applicability of design parameters and proper �/r/ 2.2x4 compression web bracing must be in ailed where shown+. Incorporation of component is the responsibility of the building designer. /0 3.Additional temporary bracing to Insure a By during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS G the responsibility of the erector.Addroo I 2'o.c,and at 10'o.c.respectively unless braced throughout their length by , po ply permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywallIC). ala Q. DATE: 9/12/2014 the overall structure is the responsibmy the bullding designer. 3.2x Impact bridging or lateral bradng required where shown++ OREGON 4.No load should be applied to any comps nt until after as bracing and 4.Installation of truss Is the responsibility of the respective contractor. ', b, SEQ. : 60590 68 fasteners are complete and at no time utd any bads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, 7,/ A_ ,y"'7,� O� design loads be applied to any compare and ars for"dry eonditlon"of use. V }" 14 2 "�" TRANS I D: 408071 5.CompaTrus has no control over and ease(rres no responsibility for the 8,Design assumes full bearing at at supports shown.Shim or wedge if fabrication,handing,shipment and Instra�bpiation of components. necessassumes ary. s provided. - R R 6.This design is furnished subject to the 1 tions set forth by 8.Platesnshall be located uonebot faces of of trus, d placed so their center n n' � IIIIII VIII VIII VIII VIII VIII VIII IIII IIII MITI/WTCA in BCSI,copies of e USA,Inc./CompuTrus which SoftwaFe 7.8.6(1 L)Efurnished n request. U For Inescoincide s size of designvaluesvalues see E8R-1311,ESR-1988(MITeW EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 815818 LOAD DURATION INCREASE = 1.15 1.2=( 0) 36 2.5=(•51) 67 3.5=(•255) 179 BC: 2x4 KDDF I/168TR SPACED 24.0' O.C. 2.3= -105) 88 WEBS: 2x4 KDDF STAND 3.4= 7 3 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 4= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRO REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 12.0' 0.0' 0'- 0.0' -68/ 479V -33/ 97H 5.50" 0.77 KODF 625 LL = 25 PSF Ground Snow (Pp) 8'- 2.0" -39/ 335V 0/ OH 5.50' 0.54 KDDF ( 625 Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(•5 gaff uplift et 24 "ox spaclno.l M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 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' i MAX IC PANEL LL DEFL = -0.294" @ 4'. 1.7" Allowed = 0.484' 7-10-04 0-03-12 MAX IC PANEL TL DEFL = -0.393" @ 4'- 1.7" Allowed = 0.727' 1' T I MAX HORIZ. LL DEFL = 0.001' @ 7'- 10.3" 12 MAX HORIZ. TL DEFL = 0.001' @ 7'- 10.3" 4.00 DESIGN ASSUMES MOISTURE CONTENT DOES M-1.5x3 NOT EXCEED 19's AT TIME OF MANUFACTURE. 4 Design conforms to slain windforce-resisting TL system and components and cladding criteria. Z Wind: 140 mphh=l5ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, ......iiiiiiiiiiiiiiiiiiiIIIIII (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.8 Truss designed for wind loads , oinn the plane of the truss only. 0 0 in z i 0 ll 2 �5 -1 0 M-3x4 M-1.5x3 k /, 1' 7-10-04 0-03-12 .1 y 1' 1-00 8-02 JOB NAME: POLYGON NW PLAN 7-B NH - E2 �.� . �N F�619 Scale: 0.5571 t7 • WARNINGS: GENERAL NOTES,unless otherwise noted: C. r2ll �� 1.Builder and erection contractor should be advised of ale General Notes 1.This design is based only upon the parameters shown and Is for an Individual _ 0 PE { Truss: E2 before Warnings befoconstruction commences. bunting component.Applicability of design parameters and proper 2.Zia compression web bracing must be installed when ehovm+. Incorporation of component le the responsibility of the bdiding designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be braced at OAP.' DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'c.c.and at 10'o.c.respectively unless braced throughout their length by „,...e,tee. po bmtY continuous sheathing such as plywood sheathing(TC)andlor drywaN(BC). -d ��`'''�""". DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after ale bracing end 4.Installation of truss Is the responsibility of the respective contractor. "� ,/� SEQ. : 6059069 fasteners cora complete and at no time should any loads greater than 5.Design assumes busses are to be used In a non-corrosive environment, L y Orb design loads be applied to any component. and are for"dry full n"of use. ., 1 4 2 i� TRANS I D: 4 08071 5.CampuTrus has no control over end assumes no responsibility for the e.Design resumes full bearing at all supports shown.Shim or wedge If p fabrication,handling,shipment and Installation of components. neaseary. provided. t-I V 8.This design Is furnished subject to the Irritations set forth by 8.Plates shelassumes be located one both faces of truss,and placed so their center n y I,copies of vile be furnished Ines ndde with Joint center lines. (VIII VIII IIII 11111 111 VIII VIII Ell M Te SA,lno./CompuT!ISoftwBre 8 6(1 L)En request IL 0.For Digitsindicate connector plate design values see ESR-1311,ESR-1988(Welt) TPVWTCA in EXPIRES:12/31/2015 1110111 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 M1&BTR LOAD DURATION INCREASE 1.15 l-2= 0) 36 2.5=(•33) 36 3-5=(•161) 127 BC: 2x4 KDDF 01&BTR SPACED 24.0' D.C. 2.3= -69) 49 WEBS: 2x4 KDDF STAND 3.4=1 69) 3 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON, Ill.( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES LL = 25 PSF Ground Snow 0'- 0,0' -61/ 367V -20/ 63H 5.50" 0.59 KDDF 625 Connector plate prefix desi netors: (P9) 5'- 3.0" -24/ 212V 0/ OH 5.50• 0.34 KDDF ( 625 C,CN,C18,CN18 (or no prefixQ =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = Muck MT series EQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONO 2 Design checked for net(�psf) uplift t 24 oc s aC0 1 I ��ppTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003. 9 -1'• 0.0' Allowed = 0.1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. " MAX TL CREEP DEFL = -0.003' 9 •1'• 0.0' Allowed = 0.13333' 4-11-04 0-03-12 3-12 MAX IC PANEL LL DEFL = 0.038" @ 2'- 10.1" Allowed = 0.279' f 'fMAX TC PANEL TL DEFL = -0.043' @ 2'- 8.1' Allowed = 0.419' 12 4.00 f7 MAX HORIZ. TL DEFL = 0.000' @ 4'. 11.2' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. M-1.5X3 Design conforms to main windforce-resisting 4 system and components and cladding criteria. 3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Z load duration factor=1.8 Truss designed for wind loads in in the plane of the truss only. 0 c N In r� . - 1 �� >r 0 ►� 110:1415 M-3x4 M-1.5x3 y b y 4x11.04 0-03-12 1y y 1-00 5-03 JOB NAME: POLYGON NW PLAN 7-B NH E3 l PROFF�s Scale: 0.6126 `GJ `G�71NE /ate WARNINGS: GENERAL NOTES,unless otherwise noted: �� 7 rlIZII E3 o 1.Builder and erection contractor should be sed of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ' ,P E r' Truss: E 3 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 reapoulbllly of the building designer. DES. BY: BS 3.Additional temporary bracing to insure ste during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Addition permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 9/12/2014 the overall structure Is the responsibility of buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywallC. Po ty m 3.2x Impact bridging or lateral bradng required where shown++ ) s1 �. 4.No load should be applied to any compo t until after al bracing and 4.Installation of truss s the responsibility of the respective contractor. -'�� A Q}REGO 0� �CO SEQ. : 605 9070 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 -r/ a TRANS I D• 408071 design loads be applied to any component. and are for"dry condition"of use. / ' S.CompuTms has no control over end essur�s no responslbillly for the O.Design assumes full bearing at all supports shown.Shim or wedge if 14 �.�"' fabrication,handling,shipment and Install of components, necessary. �A/-- 6.This design is furnished subject to the linitsHono set forth7.Designlatesassumes el adequate one both drainage sof provided.a '�/.R b`L�, ��urm„'shed upon byr 8. coincidePleecncbe ithjoint naner heseo(tnne,endphcedsotheircenlar rl 11111111111111111VIIIVII1VIIIVIII11111111 Mie'SSA Ina/Co puTnralSoftware 7.6.6(IL)-Erequest. 9.lFor ines oaerplated�le usee ESR-1311,ESR-lees(dlTew EXPIRES:12/31/2015 IIIIIIIIIIIIII This CIdeFIC LsignUMBER pre-BCpared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0' (GQM1D 2 Design checked for net(-5 Den uplift et 24 'oc spacing./ TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE a 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF N16BTR SPACED 24.0' O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <5 12'OC. UON. LOADING Design conforms to Main windforce•resisting DL ON BOTTOM CHORD = BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD . 10.0 PSF 32.0 PSF system and components and cladding criteria. Connector plate prefix desiQnators: TOTAL LOAD = 42.0 PSF C,GN,CI8,CNI8 (or no prefix) = CompuTrus, Inc Wind: 140 mph(All Heights),holSft Enclosed, Cat.2, Exp.B, MWFRS(Dir),TCDL=4.2,BCDL=6.0, ASCE 7.10, i M,M2OHS,M18HS,M18 = MiTek UTT aeries LL = 25 PSF Ground Snow (Pg) load duration factor=1.6 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 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CoapuTrus gable end detail for complete specifications. 12 4.00 C7 3 to 0 0 N in OrllriggIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII o� 1 //////////////////////////////////////% 4 M-3x4 y y y 1-00 5-03 Q,,0 PR OPeepti,ss JOB NAME: POLYGON NW PLAN 7-6 NH - E4 Scale: 0.7737 C. 471/2 T ,9 WARNINGS: GENERAL NOTES,unless otherwise noted: 4t. 792..PE { 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual - 2 and Warnings before construction commences. building component.Applicability of design parameters and proper - „., Truss: E4 Incorporation of component Is the responetbilty of the bu0dng designer. 2.2x4 compression web bradng must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at �, 3.Additional temporary bracing to Insure stablity during construction 2 o,c.and at 10'o.c.respectively unless braced throughout their length by `s DES. BY' BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). es OF..... CCC 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 d bracing and 4.Inateaatoo Oboes is the responsibility of the respective contractor. -/y� �� ki SEQ. : 605 9071 fasteners are complete end et no time should any bads greater than 5.Design assumes busses are to be used in a non-corrosive environment, 94,x, •v� 1 4 �N design bads be applied to any r and assumes and are for"dry condition"of use. TRANS I D: 408071 5.C loads has no centro over and component. no responsibility for the 6.ne essaassumes NA bearing at all supports shown.Shim or wedge If �Ft y+ fabrication,handing,shipment and installation o components. 7.Design assumes adequate drainage is provided. 1• 6.The design Is furnished subject to the Inilatlons set forth by 9.Plates shell be located on both feces of trues,and placed so their center on I1p111II lIIIIIII��i111111111111liii f MTe limina Co copies of a Software 86(1L)ch vrill be furnished E request 1lines coindde with joint center Ines. 0.Porbasicco nectorplaledesignvaluesseeESR-1311,ESR-1e88(MITeW INVTCAEXPIRES:12/31/2015 .. .