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Plans (52) ST- /f- 6')C• c7 e ) 3/ 7L SW AL/12/ 6/c-tc 26'-0' 1 4'-0' 1 22'-0" 1-17-71 9 U C3 r r 6:12 8:12 m C4 (4) m • E4 - a 6:12 C2(10 i.„7.1 -- ----- - i- t1 ______ N 14. 2 ,„ \ 11 D ' _ 12 -- ; m 4 m B3 (7) 161-0• 1 \ CV //\ i B2 (5) /6: 1... 1 4111 . •2 A 'a: lici 4 12 "ao i10 ill / W / / 1 2261 0 Copyright CompuTrus Inc.2006 BUILDER ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 09/12/14PLACEMENT TRUSS CALCUUI.AATiOONNSAANER D ENGINEEREDSTRUCTURAL 0,. .: ,. PROJECT TITLE REVISION-I: DRAWINGS FOR ALL FURTNER INFORMATION.BUILDING i_ 7-B NH KD DESIGNER/ENGINEEROFRECORD a r RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING 7-B NH / B-NH CHECKED BY:: DESIGNER/ENGINEER ESIG EEwA oINE�ERoOFRECOR TOS S COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. T R U 0.11"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void If not fabricated by-Pacific Lumber and Truss. . 2{/.O1 22'-0' 1 4'-0• C3 faoa> . I. 6:12 6:12 m C4 (4) 1 :'' 1. Bo 6:12 C2(10) I — v i ;1�� al N I c B4 1, N i• 6:12 5:'l CD .. _ _ i B3 (7) 15-0• �, Ris- N Bg '` 1411V I 4-94 it) IIP11 l.. i1 I 4:12 1 o,(EU Eo 1I ' w 1 f 10 I" 2C-0• I CO Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLY.REFER TO POLYGON NW 09/12/14 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL e PROJECT TITLE REVISION-1: DRAWINGS FOR ALL FURTHER INFORMATION.FOR AU_NO -7-B NEI N H KD DESIGNER/ENGINEER OF RECORD RESPONSIBLE FOR TIO NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO 7-B NH / B-NH CHECKED BY: REVIEW AND APPROVE OF ALL & TR us s COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. ,t .. 0.11"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void If not fabricated by-Pacific Lumber and Truss. 110 111111111 LUMBER SPECIFICATIONS TC: 2x4 KDDF 41SBTR TRUSS SPAN R16'-EAS 6.5' BC: 2x4 KDDF CATBTR LOAD DURATION INCREASE = 1.15 ICOND. 2: Design checked for net(-5 asf) uplift at 24 'oc syacinq.l TC LATERAL SUPPORT <= 12'0C. UON. SPACED 24.0' O.C. DESIGN ASSUMES MOISTURE CONTENT DOES BC LATERAL SUPPORT <= 12'0C. UON. LOADING NOT EXCEED 19%AT TIME OF MANUFACTURE. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Connector plate prefix designators: DL ON BOTTOM = 10.0 PSF Design conforms to main windforce-resisting C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc TOTAL CHORDO = 42.0 PSF system and components and cladding criteria, M,M20HS,M18HS,(OrM16 = Mprek MT series Wind: 140 mph h=21,2ft, TCDL=4,2,BCDL=6.0, ASCE 7.10 LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL load duration factor=1.6 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, inuss thedesiplaneeoff thewtrnd ussoonly. BOT OM ANDTBOTTOMACHOADD CLIVEKED FLOADSOR PACTSF LNON•CONCURRENTLY. Gable end truss on continuous bearing wall UON. IVE LOAD. TOP 11-1x2 or equal typical at stud verticals. I Refer to CompuTrus gable end detail for complete specifications. 8-03-04 12 ( 8-03-04 6.00 p HM-4X412 X16.00 3 _._r'Ns0000iooioi000i4N0000000ioiioo4iiohb00000 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 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 co DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAIN s c RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 4 G3 0 4 0 1 ill I0 O O M-3x4 y ), M 3x4 1-00 16-06-08 y y 1-00 JOB NAME: POLYGON NW PLAN 7-B NH - Al ��0 PROIN •[�F�FF^Ys Scale: 0.4672 ��5 ��11�1/ TY s/�jy WARNINGS: GENERAL NOTES,unless otherwise noted; I ll/ L, ((I "9 Truss: A 1 1.Bulkier and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown end Is for an Individual °9 •P E 1' and Warnings before construction commences. building component.Applicablaty of design parameters and proper 411111,2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. / DES. BY: BS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at �� DATE: Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.such astivey unless braced throughout their length by _....e, 9/12/2014 the overall structure is the responsibility et the building designer. 2,Impact sheath) such n9plywood required when Banti/ordrywall(BC), Q SEQ. : 6059056 4.No load should be applied to any component until after alt bracing and 4.In llatl nboftruss Is the responsibility of the respective ontractor. / 14-if ,OREGON ((� fasteners are complete and at no time should any loads greater than 5:Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 408071 design loads be applied to any component, and are for"dry condition"of use. L�0 lie r a, '2.0 P4. 5.CompuTrus has no control over and assumes no responsibility for the e,Design assumes full bearing at all supports shown.Shim or wedge If '.. fabrication,handling,shipment and Installation of components. necessary. `SFR R{`.-� I II 1111111111 VIII VIII IIID IIII IIII 6.This design is furnished subject to the limitations set forth by7.Plates assumes adequate on both c drainage is provided. a, TPIIWrCA In SCSI,copies of which will be fumished upon request. 8.plies c incide with Joint ante hnness of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 9.0 Digits indicate size of plate in inches. ( ) 10.For basic connector plate design values see ESR-1 311,ESR-1988(MITek) EXPI RES:12/31/2015 This design prepared from computer input by PACIFIC LUMBER-BC EMIThis 2012 MAX MEMBER FORCES 4WR)DDF/Cq=1.00 TRUSS SPAN 16'- 6.5' 1. I= 0) 50 E. ER((FORC 1540 DO3- 8= -1.O 309 LUMBERT : SPECIFICATIONSKDDLOAD DURATION INCREASE = 1.15 1. 2a -175 ) 450 8- 8=(-431) 1540 3-- 8=(-326) 306 934 SPACED 24.0' O.C. 3- 3=-1751) 268 WEBS:C: 2x4 KDDF STANDTN4- 4=(-1351) 256 BC: 2x4 KDDF g168TA LOADING 5- �_{-17510) 550 ERA SUPPORTUF < ( LL( 25.Oj+DL( 7.0) ON TOP CHORD = 32.0 PS 02 BC LATERAL <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <° 12'OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12,0' 12,0' LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0' 12RE BONS B82H 5.50' 1.29 IMF 1.29 KDDF ( 625) C Connector plate prefix designators:ComuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 6.5' -125/ 809V 0/ M,M2OHS,M18HS,M16, 1S ( no iTk prefix) s REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, c .t = MlTek MT series ,,r r'S tt t" 'd ' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 MAX LL DEFL= 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TLMAXELL DEFL= -0.075' @ 8'- 3.2' Allowed = 0.781' MAX TLMAXELL DEFL= 0.002' @ 17'- 6.5' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 17'- 6.5' Allowed = 0.133' MAX 808I2. LL DEFL = 0.059' @ 16'• 1,0' 8-03-04 MAX HORIZ. TL DEFL = 0.091' @ 16'- 1.0' 8-03-04 DESIGN ASSUMES MOISTURE CONTENT DOES 4-04-11 3 10 09 3-10-09 4-04-11 NOT EXCEED 19%AT TIME OF MANUFACTURE, 12 12 Design conforms to main windforce•resisting Q 6.00 system and components and cladding criteria. 6.00 M 4x6 4.0" Wind: 140 mpph: h=21.2ft, TCed Ca,BCDL=xp. ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D>r), 4 (-f load duration factor=l,6, O� in thedplaneed offor thewind trussoads only. M-1.5x3 M-1.5x3 3 _ c- G 0 8 M-5x8 r M 3X4 m 0 0 � ..-tM 3x4 �. :o o o of 1 3.000- 12 3.00 12 12 8-03-04 1-00 1-00 6-03-04 16-06-08 1-00 1 00 x,03 PROFE� Scale: 0.3206 �9 JOB NAME: POLYGON NW PLAN 7-B NH - A2 ;92�OPE GENERAL NOTES,unless otherwise noted: / WARNINGS: Thls 1.Builder end erection contractor should be advised of an General Notes 1•building g component.Applicability of n the designters shown endnd l proorpeef individual 01 and Warnings before construction commences. 000,,001 Incorporaoon of component Is the esponn parameterslity of the building designer. ere shown.. 2.Design assumes the top and bottom chords to be laterally braced at g �,_.-Truss: A2 2.2x4 compression nnettemporary webracing fobracing r Insust re stediry dInstalled uriing eonsWctlon 2'n.e.and at 10' respe respectively unlessbraced th oenelt helryvrelri(ec -10 �L ` OREGON�p �(C/, 3.is the responsibilityesp 'y, DES. BY• BS is the of the erector.Addltlonei permanent bracing of continuous sheathingsuch as plywood DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /O y 4 Z� ts� 5.Designpassumes trusses are to be used In a noncorrosive environment, ifCe;:.' - 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. !� dfasteners are complete and at no time should any loads greater than nend are for"dry condition"of use. 4 y` �,V SEQ. : 4080717 design loads has no to any over and assut 6.Design assumes fug bearing at all supports shown.Shim or wedge If TRANS 5.fabrication,ricaTrnlin,shipment and assumes no responsibility for the T Design assumes adequate drainage Is rovided. isiis furnished sujecto Ie Initaons set forth nems. ID: 6.TpliwrcA In BGSl copies of which will be furnishedlopon by 9.Dies eo nude with joint ate both nches of truss,and placed so their center EXPIRES:12/31/2015 9.Digits 0.For basiciconnecate icto ze rplf ateldesign values see ESR-1311,ESR-1888(MITek) II1III1IIII1IIIII1IIIIIIIII�I�II�IIIIIIIIIIII MITek USA,Inc./CompuTfus Software 7.6.6(1 L)-E < 101111 This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC • IC: 2x4 KDDF /MUIR TRUSS SPAN 26'- 0.0' BC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 WEBS: 2x4 KDDF STAND SPACED 24,0' D.C. IBC 2012 MAX MEMBER FORCES 4WR/ODF( -1.00 1- 2°( 0) 50 O-Ilo)•251) 92 10- 3=( -12) 169 TC LATERAL SUPPORT <° 12.00. UON. LOADING 2- 3°( •69 347 1 779 1.11= •255) 90 3-11= -470) 164 BC LATERAL SUPPORT<= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD ° 32.0 PSF 4- 5=(3- 174) 220 12-13=I 648) 472 4.120) 5) 8248 06 OVERHANGS: 12.0' 12.0' DL ON BOTTOM CHORD = 10.0 PSF 6- 6=1 -85) 246 13-2- 8=(•241) 848 5• TOTAL LOAD = 42.0 PSF 7=(•566) 90 12°( -361) 143 M-1.5x4 or equal at non-structural 7- B=(•980) 274 12- 6°( -765) 194 vertical members (uan), LL = 25 PSF Ground Snow (Pg) 7.8- 9=( 0) 50 6.13=( 0) 450 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13- 7REQUIRED •346) 219 Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX REACTIONSHORZ BOG AEOUTAED BAG AREA M,M20NS,M18HS,(or = MiTekprMT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'• 0.0' -61/ 213V -135/ 135H 119.00' 0.34 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, 5'- 1.0' -72/ 109V 0 9'- 11.0' -231/ 1605V19 / OH 119,00' 0.17 KDDF 625 26'- 0,0' 0/ OH 119.00' 2.57 KDDF ) 625) Refer to CompuTrus standard -109/ 613V 0/ OH 5.50• 0.98 KDDF ( 625) gable end detail for complete CO,r r .„ t. specifications, t VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ' t MAX TLMAX CREEP DEFL = -0.003' @ •1'- 0,0' Allowed = 0,133' 13-00 MAX LL DEFL = •0.036' @ 21'- 8.1' Allowed = 0.781' 5-02-12 13-00 MAX TL CREEP DEFL = •0,065' @ 17'- 8.8' Allowed = 1.042' 4-08-04 3.01 MAX TLMAX CREEP DEFL= -0.003' @ 27'• 0.0'Allowed = 0.133' 4-07 4-00-05 4-04-11 M-3x5 IIM-4x4 MAX HORIZ. TL DEFL = 0.034' @ 25'- 6,5' 12 M-1.5x4 4.Oa DESIGN ASSUMES MOISTURE CONTENT DOES /- 6.0017. M-3x5 54,,,,M-3x5 NOT EXCEED 19%AT TIME OF MANUFACTURE. M-3X4 ' �' M-1.5x4 ., :16.00 12 Design conforms to main windforce•resisting ! M-3x5 4 6.00 system and components and cladding criteria. .� C.) M-3x4 Wind: 140 mphl h=22,4ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All HHeights), Enclosed, Cat.2, Exp,e, MWFRS(Dir), To M-3X6 .� load duration factor=t.6, rp 3 inuthedplaneeoffthewtrussoonly. M-1.5x3 ,/- N M-2.5x4 or equal at non-structural diagonal inlets. M es�tGlllllll�AA�.- Truss designed for 4x2 outlookers. 2x4 let-ins 0 _ t3 of the same size and grade as structural top M-5x6 chord. Insure tight ft at each end of let-in. /--'-/- c 1 -• gli ` t2 M-3x4 Oetlookers must be cut with care and are o M-1105x3 it 111 ,F.44 M-3X8 vo permissible at inlet board areas only. M-3x4 q M-5x10 -a 3,00 o 12 3.00 0 12 9-11 3-01 4-08-12 8-03-04 1-00 9-11 7-09-12 8-03-04 1-00 1-00 26-00 1-00 JOB NAME: POLYGON NW PLAN 7-B NH - 61 � Q,5.0 PR OPz- WARNINGS: Scale: 0.2140 t� ppp S Truss: B 1 1.Builder and erection contractor should be advised of all General Notes GENERAL NOTES,unless otherwise noted: �� <G��I n�/y3y s/Q� and Warnings before construction commences. 1.This design is based only upon the parameters shown and is for an individual / G 2.2x4 compression web bracing must be Installed where shown+. Incorporationbuildcomponent of comppopnenttIIs theresf ponsity parameters h building designer. =,OP_E ♦' DES. BY: BS 3.Additional temporary bracing to Insure stedGty during consWction Design assumes the top and bottom chords to be laterally braced at DATE: Is the responsibility of the erector.Additional permanent bracing of 2.2'sl / 9/ 2/2 14 2'o.c.and at 10'o.c.respectively unless braced throughout their length by C the overall structure Is the responsibility of the building designer, continuous sheathing bridging or suchr as ` SEQ• 6059058 4.Na load should be applied to any component until after all bracingand 4. plywood aheathrespec)and/or drywall�C), / '�' ,/® 3.In Impact oftrus or lateral bracing where shown++ TRANS I D: fasteners are complete and at no time shook)any loads greeter than 5.Design trusses are to be a noncorrosive environment, • Q Insula assumes truss Is the are responsibility used Inof the non-corrosive contractor. 408071 design loads be applied to any component. arefor 3L ,y�OREGON <ti 5.CompuTrus has no control over and assumes no responsibility for the and Design assumes fulldition'of use. bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components. 6. 1111111 IIM IIM VIII VIII VIII VIII IIII IIII 6,This design Is furnished subject to the limitations set forth by necessary.7.Design assumes adequate drainage provided. /O y 7 4, ZOO �A. TPIIWfCA In SCSI,copies of which will be furnished upon request. 8.lines es ccoincide wil be located h J tnt on Ir Onesesiolus, d placed so their center RIO MITek USA,Inc./CompuTrus Software 7.6.6(11.)-E 9.Digits Indicate size of plate In Inches, ��R LLQ- 10.For basic connector plate design values see ESR-1311,ESR-1g88(MITek) EXPIRES:12/31/2015 This desC LUMBign prERep-Bared from computer input by C IIIII�IIIIIIII IBC 2012 MAX MEMBER FORCES 4WAIDDFICq=1.00 S 50 M. BE( FO7 1594 10- FIC 0) 228 TRUSS SPAN 26'- 0.1' 1-2- 2=( 1880) 350 12-11=(•247) 1591 0.13=( 370 107 LUMBERC: 4PKD SPECIFICATIONS LOAD DURATION INCREASEO.C.C 1.15 3- 3=(-1886) 3591 11-12=(-249) 13081 3.11=( 378) 76 TC:W 2x4 KDDF qi&BTR SPACED 24.0'IO4- 5=(-1343) 362 12-13=(-436) 2628 4.12=((( -183) 151 BC: 2x4 KDDF g15BTR LOADING 5- 6=(•1368) 346 13- 8=(-616) 2784 12:16=(•1726) 395 TCCBS: 2x4A(DV STAND 6- 6=(-2368) 590 5-t3.( -201 1428 LL( 25.0)+DL( 7.0) ON OTA CLORD = 42.0 PSF 7- 8.(-3145) 715 13- 7.( -104) 165 LATERAL SUPPORT <= 12'01. UON. 953 DL ON BOTTOM CHORD = 42.0 PSF - g.( 0) 50 BC LATERAL SUPPORT <= 12'01. UON. OVERHANGS: 12.0' 12.0' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG ARE Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING REACTIONS REACTIONS SIZE RE UI. (SPECIES)A C Connector la (or no prefix) = ormpuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'• 0.0' -179/ 1206V -134/ 130E 5.50' 1.93 KDDF 625) M,M20HS,N18HS,M16 = MiTek MT series 26'- 0.0' -179/ 1206V 0/ BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L1240, TL.L/180 MAX LL DEFL= 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TLMAXEEP DEFL .LL DEFL = -0.170' @ 17'- 8.8' Allowed = 1.254' MAX TLMAXELL DEFL = 0.002' @ 27'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 27'- 0.0' Allowed = 0.133' 13-00 MAX HORIZ. LL DEFL = 0.098' @ 25'- 6.5' 13 00 MAX HORIZ, TL DEFL = 0.162' @ 25'- 6.5' 4-07 4-00-05 4 04 11 DESIGN ASSUMES MOISTURE CONTENT DOES 5-02-12 4-08 04 3 01 NOT EXCEED 1996 AT TIME OF MANUFACTURE, 12 12 4.0" D 6.00 Desisystem andn forms to comp nentsin andicladdingrcriteria. 6.00 5 40" Wind: 140 mph h=22.4ft, TOOL=4.2,BCDL=6.0, ASCE 7-10 (Ail Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T�: load duration factor=1.6, M-3x4 in thess dplaneed offor thewind trussoads only. a .M-3x6. co 0 111111111166.- M 1.5x3 M3xs ee rp 13 rf M 5X6 =M 4X4 0 0 III12 i`- o . . 1426 M 3x10 4 •-� o 1 ..1... t0 1t M-1.5x3 M-5x10 3.00 o M-3x4 •-. 33.00 12 12 5-01 4-10 3-01 4-06-12 8-03-04 9-11 7-09-12 8-03-04 1-00 1-00 1-00 26-00p PR OFF 1 00 POLYGON NW PLAN 7-B NH - B2 Scale: 0.21°0 �� i R „ JOB NAME : -,.s- GENERAL NOTES,unless otherwise noted: �" WARNINGS: building component Appaeebitily of design parameters and proppeer *� 1.Builder and creation contractor should be advised of all General Holes 1•This design n ta�mPo and only tis the respoon the na dsty of the building designer.ters shown and Is for an Individual and Warnings before construction commences. ' - T r u s s. 2.Design assumes the top and bottom chords to be laterally bracerd at . g2 2.2z4comaltempnwegm unsurestabittydudngconswcon 2•o•e. assumes the lyunlessbreoed thheuend/orceI I thjy �L �pREGOIV�� Cl� 3.Is the resp temporary bracing Hshown . continuous sheathing such as plywood sheathing(TC)) DAT. BY BS the eeall structuritye Isf the erector.Additional permanentdingbracing of Impact , 14 2� t.••-••T DES No toad overall d e applied responsibility until after all designer. and 4.Installation of boss Is the responsil bility of the whereuired pective contractor. 0 DATE: 9/12/2014 4.No end should app any 5.Design assumes trusses are to be used In a non-corrosive environment dfesign are completee applied andoanyt no mpe shouts any bads greater than and are for"dry condition"of use. ..,:t p 4`2- TRANSSEQ. : I D:94 09 design loads has a controloto over and assut. 6.Design assumes full bearing at as supports shown.Shim or wedge If r TRAI D' 408071 5.ComcuTrn, nohandling.shipment and assumes no responsibility ponents for the 7 Desgn assumes adequate drainage Is provided. fabricatiig,Isurnihedismentcodleratio IrritationsoCom thents. 8.Plates shall be located on 6 This TPIIWTCA In BCSI eopiesbof whleh wia e furshed upone quest 9.tinesits indicate size)of plate a In Inches.th faces°truss,and placed so their center EXPIRES:12131/2015 IIIIIIIVIIIVIIIVIIIVIIIVIIIVIIIIIIIIIII MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1111,ESR-1966(MITeW • 111111111 LUMBER SPECIFICATIONS This design prepared from computer input by TC: 2x4 KDDF H16BTR PACIFIC LUMBER-BC BC: 2x4 KDDF #1&BTR TRUSS SPAN 26'• 0,0' WEBS: 2x4 KDDF STAND LOAD DURATION INCREASE = 1.15 SPACED 24.0. O.C. INC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1,00 IC LATERAL SUPPORT <= 12'OC. UON. 1- 2_ BC LATERAL SUPPORT<= 12'OC. UON. LOADING 2- 3=(( 0) 50 2. 8=(.270 1528 3- 8=(-383) 258 LL( 25,0)+DL( 7.0) ON TOP CHORD - 3- 4=( 1590) 399 396 g. 6_(:1241 1001 8- 4=�-1281 638 OVERHANGS: 12.0' DL ON BOTTOM CHORD = 10.0 PSF 4- 6°( 1590) 399 6.(-298) 1528 4. 9=(•129) 638 12 0' TOTAL LOAD = 9. 5= - plate designators: 42.0 PSF 5- 6=(•1813) 396 ( 383) 258 N 6- 7=( 0) 50 CN,C18,C 18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) ConnectorS,M18HS,M16 =prefixMiTde MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HOAZ BRG LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0 0.0' 179/ 1206V 134EACTIONS SIZE SO.IN. (SPECIES)) 26'- 0.0' .179/ 1206V 0/ 13OH 5.50' 1,4H 5.50' 93 KDDF ( 625) Cr,r r ',I t" ,-. 0 I -5 . tl, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180a' I. MAX LL DEFL = 0.002' @ •1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL a -0.003' @ -1'• 0.0' Allowed = 0.133' MAX LL DEFL = -0.063' @ 17'. 1.8' Allowed = 1.254' MAX TL CREEP DEFL = -0.127' @ 17'- 1,8' Allowed = 1.872' 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 = 0.026'13-00 6-09-04 13-00 MAX HORIZ. TL DEFL = 0.043' @ 25'. 6.5' 6-02-12 6-02-12 6.5' 12 6-09-04 DESIGN ASSUMES MOISTURE CONTENT DOES 6.0017 NOT EXCEED 19%AT TIME OF MANUFACTURE. M-4X6 12 Design conforms to main windforce-resisting 4 4.0" Q 6.00 system and components and cladding criteria. Wind: 140 mph h=22.4ft, TCDL=4.2,BCDL=6,0, ASCE 7-10 'L` (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), load duration factor=1,6, Truss designed for wind loads co in the plane of the truss only. M-1,5x3 M-1,5x3 0 3 ui /AillikkilkM 0 o 1 M wM 0 0 M-3x4 M-3x4 9 M-3x4 o M-3x4 c M-3x5(S) 8-10-03 8-03-11 10-00 8-10-03 1-00 16-00 26-00 JOB NAME: POLYGON NW PLAN 7-B NH - B3 1-00 WARNINGS: Scale: 0.2199 �•( /3 PROF Truss: B`3 1.Builder and erection contractor should be advised of all General Notes (� �(�� s`r/O and Warnings before construction commences. GENERAL NOTES,unless otherwise noted: 1.This design is based only upon the parameters designr shown and Is for an individual �� DES. BY: BS 2.2 4 compression web bracing must be installed where shown., building component.Applicability of parameters and proper r1 2 Additional temporary bracing to Insure stadG dodo 2.Incorporation assumes hf component top end bottom charts be btheir leaced 1k 92 0•PE r DATE: 9/12/2014 Is responsibility orthe erector.Additional permanent construction of Designtds the spo chords tooy of laterallye building designer. SES . the the resp structure Isf the erector,Additional of the building t bracidesignng. 2 o.c.and at 10'o.c,respectively unless braced throughout length by 1-�+I 6059060 4.No load should be a the to any component until after all bracingend continuouspsheathing such as plywood required In r 3 fasteners are complete and at no time shook any loads greater than 5.Design trusses are to beusedIn a non-corrosiveMere environment, TRANS " r SDI ` 4. assumes of truss Is the re be of the respective contractor. ,.•- r +�' ID: 408071 dosignloadsbeappliedtoa60 5.CompuTrus has no control over and assumes no responsibility for theand arer WI beefing at all supports 7` -OREGON�a A.fabrication,handling,shipment and Installation of components. 6.Designry 'dry condition'of use. III VIII VIII VIII EDI VIII IIII IIII 6.Thls design Is furnished subject to the Irritations set forth by necesse sps prov shown.Shim or wedge If ,� TPIANTCA In BCSI,copies of which will be furnished upon request. a•Platlinos Design nshall assumes locatedwith on both facese fof Wsls,o and placed so their center O y 7 4, Z� MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E lines coincide with joint center Ones. MFR R 102 9.Digits indicate size of plate In inches. 10.For basic connector plate design values sea ESR-1311,ESR-198e(MITeW EXPIRES:12/31/2015 This FIC LUMBdesign prER-BCepared from computer input by IIIIIIIIIII�II IBC 2012 MAX MEMBER FORCES 4WRIDDFICq=1.00 1- 2= 0) 50 2- 8=(-251 1275 ' 8- 3= 0) 232 TRUSS SPAN 26'- 0.0' 2. 2 377 - ER(•O51272 3- /Cgvl.7) 135 535 SPECIFICATIONS,13TRLOAD DURATION INCREASED.C.C 1.15 3- 3=(-1524) 360 8.19=(•2531 1212 9-9- 9-( 348) 167 LUMBER SPACED 24.0' O 3- 4=t( 0) 0 10.11=(-262) 1213 9-10°( 0) 535 TC: 2x4 KDDF N1587R; LOADING 4- 6=(•1040) 332 201 2x6 HOOF qt&BTO T2 4.16=(•1040) 362 BC: 2x4 KDDF S1ABTfl LL( 25.0)+OL( 7.0} ON TOP CHORD = 32.0 PSF 13- 7-( .846) 181 WEBS: 2x4 KDDF STAND DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF TC LATERAL SUPPORT <= 12'OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 'OC UON.UON. LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE E.IN. (SPECIES) 21,_ 6.5: 1871 1048V 9oj 10OH 53.50' 1.09 KDDF 2H 5.50' 1.68 HOOF ( 625) O LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9�1 683V OH 53,50' 0.46 KDDF ( 625) NOTE: 2x4 BRACING AT== ==== === FOR REQUIREMENTS OF IBC 2012 ANO IRC 2012 NOT BEING MET. 26, O 0. 1491 286V 01 ALL FLAT TOP CHORD AREAS NOT SHEATHED '""""----°_________-� BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP � r. u• - 0.0' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. #0 r r •t' •, OVERHANGS: 12.0' VERTICAL DEFLECTION LIMITS: LL=LL!24O, TL wed 0 0.100' M-1,5x4 or equal at non-structural MAX LL • • = 0.002' @ -1'- 0.0' Allowed = 0.133' Connectorvoeco members prefixf ). Refer to CompuTrus standard MAX TLMAXELL DEFL = -0.041'02 @ 11'- 00.0'0' Allowed = 1.054'0 Com uTrus, Inc speci eca detail for complete MAX TL CREEP DEFL= -0.083' @ 11'- 0.0' Allowed = 1.406' plate designators: specifications. C,CN,CI8,CN18 (or no prefix) = P MAX HOflI2. LL DEFL = 0.020' @ 21'- 11.5' M,M20HS,M18HS,M16 = MiTek MT series MAX HOflIZ. TL DEFL = 0.034' @ 21'- 11.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 13-00 system and components and cladding criteria. 13 00 9-11 end: 140 mph h=22.4ft, TCDL=4.2,BCDL=6,0, ASCEFE7-10ir), 2 00 3-01 0(All Heights), Enclosed, Cat,2, Exp.B, 5 01 12 load duration factor=l,6, 5 11 5 =M 4x4+ 4 6.00 io thedplanead offor thetruss Tss wind loads 12 M-4x6- "` s.oa� AI% M-3x4 cq M 3x4 111111%0 3 M 3x4 ori 11111111111 , Ilk M-3x4+ oco 0 6e l 0 11 0 c 1 !_ e 9 0.25" M-1.5X3 o M-3x4 M 1.5x3 M_5X8(S) 5-02.12 5-02-12 5.03-12 4-05-08 5-09.04 1-00 26-00 ��-p PROFes. 1-00 5 IN (9,1/� 7-B NH - B4 Scale: 0.2436 to '-) 12//`l JOB NAME: POLYGON NW PLAN / =92SSPE GENERAL NOTES,unless otherwise noted: WARNINGS: Applicability of parameters paramen and ters m nd Is for an proper /2'� building component.App H 1.anBud erectionbefore ecoid ct should ba advised of all General Notes 1.Th�ng co n 1 n Is ent.coAp licabed only ient Is iter desig par am aha bandlnp daslgnelr.ldua �- an4compressnwe nmut be commences.64 3.2x4 compression web bracing must re Installed where shown ti 2. ocassumes the top and venom less chords toc dalaterally braced at stOREGON A1C/ Truss: bracing to Insure sledaty during construction Design ntin end the uch asrespectively s unless (T throughout or rywall(e0by 3.is the est temporary • BSdesigner. 3.In I d bridging or lateral bracing where shown -7, A_ r 1 4 N\ A is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es IYwro V C- DES. BY:9/12/2014 �12/2014 should are la the responsibility component untiluafter e of DATE• 4.No load should m let5.Designassumestrusses are to be used In a noncorrosive environment, rR R`�� Wed re any dui a bracing and 4.2x lisact of truss Is the responsibility required the respective contractor. C be timeand for'dry condition' use. ,�shown Shlm or wedge If n 6059061 d signfasteners are complete and no mpo should any loads greater than 6.and are assumes full bof at all supports S E l 1, , design loads applied to any component. TRANS I D: 408071 5.CompuTrushas no control over and assumeso no responsibility s for the 7 DDe gn ssumes adequate drainage Is provided. fabrication,is handling,shipmentsubleand installation Irritations os fo components. 9.Plates shall be located on both faces of truss,and placed so their center EXPIRES:12/31/2015 6.This design la furnished ies of t to the pmltatl ens set forth by Anes coindde with lolnt center Ines. TPIA^fTCA In SCSI,wales of which wlti be famished upon request. .Fogibeiio cafe size opietet In Incvelums see ESR-1311,ESR-1896(MITek) 1111111IIIIIIIIIIIIIIIIIIII mull MiTek USA,Ina ic.::uTrus Software 7.6.6(1 L)-Z 1E1111 This design prepared from computer input by . LUMBER SPECIFICATIONS PACIFIC LUMBER-BC TC: 2x4 KDDF #1SBTfl TRUSS SPAN 22'• 0.0' BC: 2x4 DF BTR; LOAD DURATION INCREASE = 1.15 1C-9111-2-'—D-5"-'1413--C-111-Ce COND. 2: Design h k d for n t( o fl plift at oc i 2x4 KDDF #16BTA 81 SPACED 24.0. O,C, TC LATERAL SUPPORT TR 12'OC. UON. LOADING NOT IEXCEED U119k ATITIME EOFOMANUFAC�UAE. BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF plate DL ON BOTTOM CHORD = 10.0 PSF Design conforms to main dicladdingrcriterig C�CNeC18,CNoprnoiprefixjnatCompuTrus, Inc TOTAL LOAD = 42.0 PSF system and components and cladding criteria. M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) Wind: 140 rape hts), ,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL load duration fforowin REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Truss designed for wind loads in the plane of the truss only. IVE LOAD. TOP ANDTBOTTOMOM RCHORDD CLIVEKED FLOADSPACTSF LNON-CONCURRENTLY. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals, BOT11-00 Refer to CompuTrus gable end detail for T 11-00 complete specifications, 6.00 12 HM-4X4 12 Q 6.00 3 111111 oo O O Lo M O ,.—o 1 s. O ' 913 111111111111111111 4 0 M-3x5(S) M-3x4to M-3x4 y J, i, 12-00 y 1-00y 10-00 22-00 y y 1-00 JOB NAME : POLYGON NW PLAN 7-B NH - Cl ...c.;\``' ,0 PROi Scale: 0.3691 ,ct. 7PE . tS'jQ WARNINGS: GENERAL NOTES,unless olhervdse noted: 7 4. 'kir 7- Truss: C 1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 2 and Warnings before construction commences. building component Applicability of design parameters and proper ^ ��' 2.2x4 compression web bracing must be installed where shown.. 2 Incorporation of component is the responsibility of the building designer. DES. BY: BS 3.Additional temporary bracing to Insure stebiaty during construction Design assumes the top and bosom chords to bo laterally braced at DES.: :/1 S/2014 Is the responsibility of the erector.Additional permanent bracing of 2o.c.end at 10oc.respectively unless braced throughout their length)y the overall structure is the responsibility of the building designer. 2continppuous sheathing such as plywoodsheathing(TC)required where send/ordrywall(BC. _�',+, �� SEQ. : 6059062 4.Na load should be applied to any component until after all bracing end 4.Installation act bof trussgis the responsior lateral bility of the espective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, OREGON TRANS ID: 408071 design loads be applied to any component. end are for"dry condition"of use. <!✓ 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fun bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. �O •9)'-14, 2�� I IIII I I it II II IIII VIII III I VIII IIII IIII 6.This design Is furnished subject to the Irritations set forth 7.Platen assumes adequate othi ace Is prose,a M TPIANTCA In SCSI,copies of which will be furnished upon request. 9.nesecoincideewith joint center anon.of buss,end placed so their center "�R R I�\^ MITek USA,Inc./CompuTrus Software 7.6.6 1L-E 9•Digits Indicate nice of plate in Inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1968(MITek) EXPIRES:12/31/2015 This design prepared from computer input by PACIFIC LUMBER-BC I�IIIIIIIII�II IBC 2012 MAX MEMBER FORCES 4WflIDDFICq=1.00 TRUSS SPAN 22'- 0.0' 1. I= 0) 50 E. ER1.224E 1284 D3-D /Cg=1.1) 220 LUMBERSPECIFICATIONS LOAD DURATION INCREASE = 1.15 2- 2= -1500 350 8- 8=1.224) 61 8- 8=(•311) 492 TC: 2x4 HOOF M18BTR SPACED 24.0' O.C. 2- 3= -1504) 335 9- 9=(-203) 8341261 8- 4o(.111) 220 492 BC: 2x4 HOOF f/188TH 4- 5e(-1318) 338 WEBS: 2x4 KDDF STAND LOADING 5- 6=�•1504) 335 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6- 6= 0) 50 TC LATERAL SUPPORT <= 12'0C. HON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12'24. ON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG BRG AREA OVERHANGS: 12.0' 12.0' LL = 25 PSF Ground Snow (P9) LOCATIONS REACTIONS REACTIONS SIZE REQUIRED(SPECIES) Connector plate prefix designators:iCemLIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'. 0.0' -119! 1038V -109! 109H 5.50' 1.66 KDOF ( 625) MC,M2OHS, 18HS (orl6 no priTefiM) s CiesuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0' •119/ 1038V 0/ OH 5.50' 1.66 KDDF ( 625) M,M20HS,M18HS,M16 MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 Osf) uplift at 24 'oc spacing, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ) VERTICAL DEFLECTION LIMITS: LL=1./240, TL=1.1180 MAX LL DEFL = 0.002' @ -1'• 0.0' Allowed = 0.100' .133' MAX TLMAXELL DEFL = -0.043' @ 14'- 5.8' Allowed = 1. 054' MAX TLMAXELL DEFL = 0.002' @ 23'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 23'• 0.0' Allowed = 0.133' MAX HORIZ. TL DEFL= 0.030' @ 21'- 6.5' 11-00 11-00 T 5-02-12 5 02 12 '' DESIGN ASSUMES MOISTURE CONTENT DOES 5-09-04 NOT EXCEED 19%AT TIME OF MANUFACTURE. 5-09-04 � fDesign conforms to main windforce-resisting 12 system and components and cladding criteria. 12 4.x6 Q 6,00 Wind: 140 mph h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 4 load duration factor=l.6, Truss designed for wind loads f- uu in the plane of the truss only. M M-1.5x3 141\ -1.5x3 C 3 0 0 m 0 O Iflr MM R O 447 t "? 8 9 M-3x4 0 0 M-3x4 M-3x4 M-3x5(S) M-3x4 y 3, 7-06-03 y 6-11-11 7-06-03 y y y 10-00 12-00 y y y y 22-00 1-00 1-00 _03 p R°FE. s:: )N sip JOB NAME: POLYGON NW PLAN 7-B NH - C2 Scale: 0.2566 44 C? � rz1 'I%q< GENERAL NOTES,unless othenvise noted: ^92e.P E WARNINGS: / 1.Builder and erection contractor should be advised of all General Notes 1'building designmponent Applicabilityyof parameters parametershown nd andprorpea f Individual CC'Truss 02 and Warnings beforewebracing mutommsnces. Incorporation of component Is the responsibility of the building designer. ®� 2.2x4 compression web must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at p 3.Additional temporary bracing to Insure stability during construction 2•o.c.end at 10'o.c.such ivey unshbr acedg throughout end/or their iiywali(BC)Y ,� pREGON��. A.Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood DES. BY: BS the overall structure Is the responsibility of the building designer. 3.2x Impact bddgIng or lateral bracing required where shown+v 2 �P� DATE: 9/12/2014 4.Na Toad should be applied to any component until after all bracing and 5.Design assumes trusses ere to be used of a on-cor iveenviron t, .. '9}' 1 4 SEQ. : 6059063 fasteners are complete and at no limempo should any bads greater than and are tor'dry condition of use. d design loads be applied to any component e.Design assumes full bearing at all supports shown.Shim or wedge If 'y/�R R 1-�... TRANS I D: 408071 5.CompuTrus has no control over and assumes no responsibility for the necessary. +l fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. S T This VJT design is BCni h pss oef which the gl Orritations ssset forth orth a quest, 9 Mates es cdndde we on Jted n botGaces of truss,and placed so their center Ifill1111111111111IIIIIII111111111 �� 10.Pnrrlbasic onneddrplatete In designvoicessee ESR-1311.ESR-1989(MRek) EXPIRES:12/31/2015 MiTek USA,Inc.lCompuTrus Software 7.6.6(1 L)-E 1E1011 This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC TRUSS SPAN 22'- 0,0 TC: 2x4 KODF g18BTR BC: 2X4 UDE qi&BTR LOAD DURATION INCREASE = 1.15 Coil r .1 1. SPACED 24,0. 0.C. ' u' a ,r TC LATERAL SUPPORT <= 12.00, UON. DESIGN ASSUMES MOISTURE CONTENT DOES BC LATERAL SUPPORT <= 12.0C, UON. LOADING NOT EXCEED 19%AT TIME OF MANUFACTURE. plateLL( 25.0)+pL( 7.0) ON TOP CHORD = 32.0 PSF •C,CN,eC18,C18orrrnolprefix) = CompuTrus, Inc DL ON BOTTOM CHORD = 10.0 PSF Design conforms to main windfoding cristing teria M,M20HS,M16HS,M16 = MiTek MTseries TOTAL LOAD = 42.0 PSF system and components and cladding criteria. LL = 25 PSF Ground Snow (Pg) Wind: 140 mph h=15ft, TCOL=4,2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFAS(Dir), load duration factor=l.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Gable end truss on continuous bearing wall ION. 11-00 M•1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 11-00 complete specifications, 12 6.00 C;7' I'M-4x4 3 12 �� Q 6,00 0 0 0 u; cp �8 4 M 0 o M-3x4 M-3x5(S) c M-3x4 12-00 1-00 10-00 22-00 1-00 0.JOB NAME: POLYGON NW PLAN 7-B NH - C3 � �D NRS F�s�/o WARNINGS: Scale: 0.3675 �j�,(y� /q,, Truss: C3 1.Builder and erection contractor should be advised of all General Notes i.GThis desiL gn Is basednly upoOTES,unless otherwise the noted: r� -y//q f/jf'y 2 end Warnings before construction commences. building component.Applicability of design parametersandIs oppeeen Individual 1/ L•I,p/. .y 2.2x4 compression web bracing must be Installed where shown.. Incorporation of component Is the responsiblity of the building designer. = ,P DES. BS 3.Additional temporary bracing to Insure stadlty during construction 2.Design assumes the top and bottom chords to be laterally braced at DATE:BY:9/12/2014 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and 01 10'o.c.respectively unless braced throughout their length by the overall structure Is the responsibility of the building designer. 2x Impact sheathingsuch las bplywood S EQ• : 6059064 4.No load should be appied to arty component until after all bractn end 4.lnslell act bddginglateral b ^gequieeahwhere Ceryormo.dall(BC). `, �� fasteners are complete and at no time should any loads greater than 5.Design assumof tes trrussusstes ahe re Po be used of Inla noncorrosive environment, • CC TRANS ID: 408071 designioedsbeapptledteenycomponent. are �� ,y�OREGON 5.CompuTrus has no control over and assumes no respoosibmty for the necessary.for"dry condition"of use. g a ((� 6.Design assumes full bearing at all supports shown,Shim or wedge If fabrication,handling,shipment end installation of components. �O �� 1 4 _Z�� IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 6.This design Is furnished subject to the Irritations set forth by 7.Designlatesassumes be o a adequate oc drainage is provided. 1 Q` TPIIWI'CA in SCSI,copies of which will be furnished upon request. 8•Plates shall be located on both faces of truss,and placed so their center �C R R I l—� MITek USA,Inc./CompuTrus Software 7.6.6 1L-E lines coincide with joint center Ines. ( ) 10.Digits connecttor size of ate e design values see ESR-1311,ESR-1888Tek (Mi ) EXPIRES:12/31/2015 This design prepared from computer input by PACIFIC LUMBER-BC 11111511This 2012 MAX MEMBER FORCES 4WIilDOFICq=1.00 TRUSS SPAN 22'- 0.0' 1- IB( 2 50 2- ER1FORC 1261 Dc3- 8=(-1.00 220 LUMBERSPECIFICATIONSKDD #1&BTRLOAD DURATION INCREASE = 1.15 12-- 2=1-15001 335 8- 9=(-224; 834 3. 8=(-311)11) 492 TO: 2x4 KDDF 1&BTR SPACED 24.0' O.C. 3- 3= -1504) 335 9- 9=(-203) 1261 8. 5_(((-111) 220 492 BC: 2x4 KDDF #1&BTR 4. 5=(-1318) 338 WEBS: 2x4 KDDF STAND LOADING 5- 6=(•1504) 335 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6- 6=( 0) 50 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOMLCHORD = 42.0 PSF BC LATERAL SUPPORT <= 12'O1 UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0' 12.0' LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) 0'- 0.0' 11 1038V 10RE 109H 5.50' 1.66 KDDF 5.50' 1.66 KDDF ( 625) C Connector plate prefix designators:. ComLIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Y0'- 0.0' -1191 1038V 0/ M,M2OHS, 18HS M(or16 no MiTek prefix) = riesuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M20HS,M18HS,M16 = MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON.CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=0.0' Allowed 80 MAX LL DEFL= 0.002' @ -1'• 0.0' Allowed = 0.100' MAX TLCREEP .133' MAX LL DEFL = -0.043' @ 14'- 5.8' Allowed = 1. 054' MAX TLMAX CREEP LL DEFL = 0.002' @ 23'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = •0.003' @ 23'- 0.0' Allowed = 0.133' MAX HORIZ. TL DEFL = 0.030' it 21'• 6.5' 11-00 DESIGN ASSUMES MOISTURE CONTENT DOES 11 00 NOT EXCEED 19%AT TIME OF MANUFACTURE. 02 5- -12 04 5-09- 5-09 04 5 02 12 Design conforms to main windforce•resist ng system and components and cladding criteria. 12 12 M-4x6 Q 6.00 Wind: 40mphights)ftEncl sed,2Cat.2, 6Exp,BSCE EM7 .10, 4 (All ir), 6.00(7 .0" load duration factor=l.6, 4 �f` Truss designed for wind loads in the plane of the truss only. iu M M-1.5x3 1.5x3 J O LLT co (O G 141.1 y` ~ •�'c �� 9 0 0 1 M-3x4 M-3x5(S) M-3x4 M-3x4 o M 3x4 7-06-03 6-11-11 7-06.03 1 12-00 0-00 1-00 22-00 1 00 ��ED PROPer,, 7-B NH - C4 Sale: 0.2498 cc, �� Zll / /O�'-s� JOB NAME: POLYGON NW PLAN ROPE GENERAL NOTES,unless otherwise noted: WARNINGS: 1.Builder end erection contractor should be advised of an General Notes 1.Incorporation of Apnliacabi�tty ofe parameters parameete and and proper Individual !� and Warnings before construction commences. bI uilding ration of component Is the f design of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at ,lr�p, Truss: C4 2.2x4 compression ary bracing a Ing to"must sure stebialy dinstalled uring construction 7 o.c.and at 10'o.c.respeeWay unless braced throughout rheir length�y / 0 / 3.Is the responsibility 2'co.c. nd at 1'o.c.such as plywood sheathed ) (0 OREGON ��V DES. BY: BS Is the real)structure of the erector.Addy oft permanent bracing of the overall structure Is the to any responsibility the building designer. 3.20 Impact bridging or lateral bracing required where shown*+ L/�'�Y 1 4 2��bQ ' CC 5.Design assumes trusses are to be used In anon-corrosive ernironment, DATE: 9/12/2014 4.No load should be appeed to any component until after as bracing and 4.Into atlon of truss Is the responsibili y of the respective contra or. fJ SEQ. : 6059065 fasteners are complete end at no time should any loads greater than and are for'dry condieon'of use. �rr v design loads be applied to any component. 6.Design saumas full bearing et all suppons shown.Shim or wedge If CR R"-`" TRANS I D' 408071 5.CompuTrus has no,controloverrand Installation of coand assumes no mponeints.lity forthe 7.Dnecessary. sign assumes adequate drainage Is provided. fabrication,idesiis handling,shipment 6. th TPIMICA In SCSI,copies of which will be furnished upon brequest. 6 Plates coinddeewith joint ceon nter Iness of truss,end placed so their center IIIIIIIIIIIIIIIVIIIVIIIVIIIVIIIIIIIIIII 0.ForrDigits b sicconnectote size rpif eledesiglate in �aluesseeSSR-1311,ESR-1966(MITek) EXPIRES.,2/si/2015 IIMiTek USA.Inc.ICompuTrus Software 7.6.6(10)-E VIIIThis design prepared from co PACIFIC LUMBER-BC LUMBER SPECIFICATIONS computer input by TC: 2x4 KDDF k188TA TRUSS SPAN 4'- 0.0' BC: 2x4 KDDF g16BTA LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 WEBS: 2x4 KDDF STAND SPACED 24.0. 0.C. 2-3 • 1-2e(•51) 28 1.4=(-35) 32 2-4=(•99) gi TC LATERAL SUPPORT <_ 2-3=( -7) 3 BC LATERAL SUPPORT<= 12'OC. UON. LOADING 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate designators: DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or prefixno prefix) TOTAL LOAD = 42.0 PSF 1'• 0.0' -24/ 131V -18/ 43H 5.50' 0.31 KDDF 625 M,M2OHS,M18HS,M16 = MTek MseriesuTrus, Inc 4'• 0.0' -18/ 131V 0/ OH 5.50' 0.21 KDDF 625j LL = 25 PSF Ground Snow (Pg) JT 1: Heel to plate corner = 5,25' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND 2• Design chectl d for n tl paci psfl uplift at 24 'oc Satil REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERMAXTLLAL DEFLFLECTON OI002LI@ITSo LL=U0d /240rAllowe8a 0.100' BOTANDTOM BOTTOMRD CHORDCKED LIVEFOR LOADSPSF ACTLIVE NON-CONCURRENTLY. 1. 3-00 MAX TL CREEP DEFL = -0.002' @ 0'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0,004' @ 2'- 4,0' Allowed = 0,159' MAX TC PANEL TL DEFL = -0.005' @ 2'- 5.2' Allowed = 0.239' 12 4.00 f7 MAX HORIZ. LL DEFL = -0.000' @ 3'- 8.2' 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 3 Wind: 1140 mph h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 2 Toad durationfactor Heights), Enclosed, Exp.B, MWFRS(Dir), OF Truss designed for wind loads in the plane of the truss only, it to t-: 0 o - � :, BI 0 5►t ►=1114 M-3x8 M-3x6 M-1.5x3 y 3-00 y y 4-00 JOB NAME : POLYGON NW PLAN 7-B NH - D1 .a. ,t) ? Scale: 0.6324 ��\�� ,,C.0 1\144,.n scS�O WARNINGS: GENERAL NOTES,unless otherwise noted: `. /J4,. 2 Truss: D 1 1.Builder and erection contractor should be advised of et General Notes 1.This design is based only upon the parameters shown and Is for an individual 9 and Warnings before construction commences. building component.Applicability of design parameters and proper ^92 P E f 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DATE:BY:9/12/2014 Is the responsibisty of the erector.Additional permanent bracing of 2'ex.and at 10'o.c.respectively unless braced throughout their length by the overall structure Is the responsibility of the building designer. continuousaimpactbd sheathing r such lateralas bang e sheathing(TC)where sown+drywa BC). „...+0/1/1/8",„,. ISr' SEQ. : 6059066 4.No load should be applied to any component until after all bracing and 4.Installation bof trus`ss Is e responsibility he where pective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, OREGON 'Q TRANS I D: 408071 design loads be applied to any component and are for"dry condition"of use. <l/ 5.CompuTros has no control over and assumes no responsibility for the 6.Design assumes full bowing at all supports shown.Shim or wedge If Q 9 .) -rZQ� A.l.� fabrication,handling,shipment end Installation of components. necessary. F f- I IIIIII VIII VIII VIII IIID VIII VIII III)IIII 6.This design Is furnished subject to the Imitations set forth by 7.Plates shall be Join onn assumes entefaeesiof basis eend placed so their center pla TPIIWTCA in BCSI,copies of which will be furnished upon request. lines cohalt e with Joint center lines. � �t'7`�`^ MiTek USA,Inc./CompuTrus Software 7.6.6 1 L•E e.Digits indicate size of plate In Inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1888(Wok) EXPIRES:12/31/2015 This design prepared from computer input by PACIFIC LUMBER-BC EMIThis 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TRUSS SPAN 4'- 0.0' M.ER( OR) 4 4wR/DD) 0 LUMBER: SPECIFICATIONSKDD815BTRLOAD DURATION INCREASE = 1.15 TC: 2x4 KDDF (116BTR SPACED 24.0' O.C. BC: 2x4 KDDF p168TR LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA WEBS: 2x4 KDDF STAND LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF O'. 0.0' 271 215V 0/ ONS 5.50'I0.32SQ.I KD(S ( 625) TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTOTALCLOAD = 42.0 PSF 3'- 9.2' 0/ 38V 0/ OH 5.50' 0.06 KDDF 625) BC LATERAL SUPPORT <= 12'OC. UON. 4'. 0.0' -36/ 84V 01 OH 1.50' 0.13 KDDF � 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) ICOND. 2: Design checked for net(-5 osfl uplift at 24 'oc soacina.I M,M2OHS, 18HS M(or16 no eprefix) = riepuTrus, inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LL=L1240, TL=L/180 JT 1: Heel to plate corner = 5.25' REQUIREMENTS OF IBC 2012 AND 1RC 2012 NOT BEING MET. MAX LL LEDLL -0.004'TON@ LIMITS: L/240.0' Allowed = 0.100' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOPMAX TL CREEP DEFL = -0,003' @ 0'- 0.0' Allowed = 0.133' AND BOTTOM CHORD LIVE LOADS ACT NON•CONCUflRENTLY, MAX TC PANEL TL DEFL = -0.0C PANEL LL DEFL . 10' @ 2'- 7.0' Allowed = 0.274' MAX HORIZ. TL DEFL = 0.003' @ 3'- 11.2' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 4.00 • NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph h=19,8ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, li11 toTruss designed for wind loads M 3x6 r in the plane of the truss only. c. I 4.1 I 111. t o/- 4 41) >C, 3 X M-3x8 Jo ). 3-00 y y 4-00 t OVTn_c cull RPARINC'Jts'4 221 ��Gp P R OFFS sQ° (NjE449 JOB NAME: POLYGON NW PLAN 7-B NH - D2 Scale: 0.9124 7r�1N D2$yf GENERAL NOTES,unless otherwise noted: C' 0 92'I P E WARNINGS: C. 1.Builder and erection contractor should be advised of all General Notes 1'building designmPonenl Applicability olpdes design parameters end rindividual and Warnings before construction commences. Incorporation of component thetyf desgn a of the buildingenproper designer. .,aa� Truss D 2 2.2x4 compression mpo web bradng must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at `rOl • i® ty 2'0.c.and at 10'o.e.respectvely unless braced throughout their length by / �.� • 3.Additional temporary bracing to r.Ad dexo during nt bracing a gg OREGON ��t DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as ely unle shealhl d thro andlorheir le gth b ntractor. DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or latent bracing reof quired where shown i...- 7`i �'�j' y 4 tor` f SEQ. 4.No load should be applied to any component until after all bracing and 5.Design assumes sof ss is trusses are to be responsibility Inta respective crosive environment, ^: SEQ, : 6059067 fasteners are complete end at no time should any loads greater than and are tar"dry full b on'of use. v �. design loads be applied to any over end assn e.Design assumes lull bearing at as supports shown.Shim or wedge If /1IJL h}{`��. TRANS I D 408071 5.CompuTrus has no control and nsumes no responsibility compoencs for the necessary. rl fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the irritations set forth by a.Plates shall be located on both faces of truss,and placed an their center 111111 11111 11111 11��11111 Ili 1��1 1��11 MTe SAnlne.lComps ofSCSI.copies which iS will bee 7nished upon )•E request 9.lines coincide with joint center lines. late In inches. Digits basic connector plate design values see ESR-1311,ESR-1980 pllTek) EXPIRES:12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 NODE N1$BTp TRUSS SPAN 8'. 2,0' LDDND. 2 Design checked far n t( 0c+ lift at 2a oc spac_ine•) BC: 2x4 KDDF CATION LOAD DURATION INCREASE = 1.15 � �)�p SPACED 24.0' 0.C. DESIGN ASSUMES MOISTURE CONTENT DOES TC LATERAL SUPPORT <= 12'OC. UON. NOT EXCEED 19%AT TIME OF MANUFACTURE. BC LATERAL SUPPORT <e 12'0C. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. C,CN,CI8,CN16 (or no prefix) = CompuTrus, Inc TOTAL LOAD 42.0 PSF M,N20HS,M18HS, or = Mek MT series Wind: 140 mphh=15ft, TCOL=4,2,BCDL=6,0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), LIMITED load duration factor=l,6, STORAGE NOT ind lads REQUIREMENTS OF IBCS20112 AND LIRC U2012 NOT BEING AMET. inL uthe ss dplaneeofnd ftheorwtrussoonly. AND BOTTOM CHORD CHECKED FOR IOPSF DS ACTLIVE NONLOAD. TOP CONCURRENTLY. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 12 3 4,00 D 0 tr) gillilllill 0 0 o 0 1 i� M-3x4 4 i, y ), 1-00 8-02 JOB NAME : POLYGON NW PLAN 7-B NH - Elx. �EtJ PROF�r Scale: 0.6585 �Gr�\`j� °K,'6'?'? ��N p_�`r/O WARNINGS: GENERAL NOTES,unless otherwise noted: 2 /'?'? Oji Truss: E 1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en individual 1 . 9 and Warnings before construction commences. building component.Applicability of design parameters and proper OP E f 2.2x4 compression web bracing must be installed where shown*. Incorporation of component Is the responsibllty of the building designer. DES. BY: BS 3.Additional temporary bracing to insure sterility during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length byco �® DATE: 9/12/2014 the overall structure Is the responsibility of the buildingdesigner. 20 Impact bridging ridgin sheathing lateral such as plywood required in ere s end/or d ywall(BC), `+�/pr . 4.No toad should be applied to any component until aver all bracing end 4.Installation bof truss is the responsibility fthe espective contractor. TRANSSEQ. : 605 9068 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �` OREGON �(/Q I D: 40807' design loads be applied to any component. and are for"dry condition of use. b 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if iQ y 1.4 2�,ti., fabrication,handling,shipment and installation of components. necessary. 11 P- 6.This design is furnished subject to the enitations set forth 7.Designlatesassumes adequatelocatedonotc drainage I ogrossed. � �R V L� III II IIII VIII IIII VIII IIII IIID IIII IIII TPIIWCA in SCSI,copies of which will be furnished uponquest. 8.lines cdnddbe e with oint cent r faces o!truss,and placed so their center MITek USA,Inc./CompuTrus Software 7.8.6 1L-E 9,Digits indicate size of plate in Inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1969(MITek) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 8'- 2.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1.2=( 0) 36 2-5=(-51) 67 3.5=(-255) 179 BC: 2x4 KDDF S1ANDR TC: 2x4 KDDF R16BTR 2.3=(-105) 88 SPACED 24.0' O.C. 3-4=( -7) 3 LOADING WEBS: 2x4 KDDF STAND TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA TOTAL LOAD = 4 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 42.0 PSF 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -68/ 479V •33/ 97H 5.50' 0.77 KODF 8'- 2.0' -39/ 335V 0/ OH 5.50' 0.54 KDDF 625 OVERHANGS: 12.0' 0.0' LL = 25 PSF Ground Snow (Pg) ( 625 Connector plate prefix designators: IQDND, 2: Design checked for net(•5 psfl uplift at 24 'oc spacing.) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENIMITED TSAOF GE IBCS2012 AND LIRC U2 12 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,MI8HS,M16 = MiTek MT series to BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD, TOP MAX LL DEFL = 0,002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' 0 -1'- 0.0' Allowed = 0.133' MAX IC PANEL LL DEFL = -0.294' @ 4'- 1.7' Allowed = 0.484' 7-10-04 0-03-12 MAX TC PANEL TL DEFL = -0.393' @ 4'- 1.7' Allowed = 0.727' T MAX HOAR. TL DEFL = 0,001' @ 7'- 10.3' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 4.00 1:7-' M-1.5x3 NOT EXCEED 19%AT TIME OF MANUFACTURE. 3 4 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, load duration fancloneds'Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads o in the plane of the truss only. 0 0 cv D co 1 ►�5 --'llggligglligll1141111111.11111111111111111111111111111111111 0 .IIIIIIIIIIr2�� M-1.5x3 M-3x4 y 1' J' 7-10-04 0-03-12 y y y 8-02 1-00 ��Ep PR Orr JOB NAME: POLYGON NW PLAN 7-B NH - E2 Bala: D.557, �� nnizl C °��, WARNINGS: GENERAL NOTES,unless otherwise noted: - 'izi E2 n 1.Builder and erection contractor should be advised of all General Notes 1.building I e design Is basedponent.Applicability uponthe ly iparanleign pparameters shown nand ndIs foorr of Individual Truss E 2 and Warnings mpress before construction commences. incorporation of component Is the responsid6ty of the building designer. 2.2x4 compression web bradng must be Installed where shown r.ti 2.Design assumes the top and bottom chords to be laterally braced at �, 3.Additional temporary bracing to Insure stablhly during construction 2'o.e.and at 15'o.e,respectively unless braced throughout their length by `rP!- DES- BY: BS Is the responsibility of the erector.Additional permanent bredng of continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). OREGON �� the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral braving required where shown+r DATE: 9/12/2014 4.Na load should be eppled to any component until after all bredng end 4.Inste atlas of truss Is the responslduty at the respective coMrsctor. 2 A� SEQ. : 6059069 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /�. �J). 1 a 0'� S and are for'dry condition of use. (1 design loads be applied to any component 6.Design assumes full bearing et all supports shown.Shim or wedge If Lip V TRANS I D: 4 08071 s.CompuTrus has no control over and assumes no responsibility for the necessary. +7 R fabdcanon,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.T is design s In 6CSI,copies of which will beta ion furnished forth by request. a !Pines esindde with Joint n bot Races of truss,and placed so their center IpiII VIII VIII VIII VIII VIII VIII 11111111 MiTek USA,Inc./ConlpuTrUs Software 7.6.6(1L)-E 0.Digribesio can size of late design values see ESR-1311,ESR-1988 9dilok) EXPIRES:12/31/2015 < 11111 111 This design prepared from computer PACIFIC LUMBER-BC p r input by LUMBER SPECIFICATIONS TC: 2x4 WOOF 8168Tq TRUSS SPAN 5'. 3.0' BC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 081JDDF/Cq=1.00 WEBS: 2x4 KDDF STAND SPACED 24.0' O.C. 1.2=( 0) 36 2-5=(-33) 36 3-5=(-161) 127 2-3=(•69) 49 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 3.4=( •7) 3 BC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OL 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 MIN. (SPECIES) ) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'• 0.0' -61/ 367V 20/ 63H 5.50' 0.59 WOOF 24! 212V 0/ OH 5.50' 0.34 KDDF ( 625625 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 5'• 3.0' M,M2OHS,M18HS,M16 = MiTek MT series LIMITED EMENTSAGE OF IBCS2012 ANDLIRDU201TO THE 2 NOT BEINGSPATIAL fCOND. 2: Design checked for netl•5 osfl uplift at 24 'oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TLMAX CREEP DEFL = -0.003' @ -1'. 0.0' Allowed = 0.133' 4-11-04 0-03-12 MAX TC PANEL LL DEFL = 0.038' @ 2'- 10.1' Allowed = 0.279' 12 f f MAX TC PANEL TL DEFL = •0.043' @ 2'- 8.1' Allowed = 0.419' 4.00 D MAX HORIZ. LL DEFL = 0.000' @ 4'- 11.2' 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 win dforce-resisting 3 4 system and components and cladding criteria. Wind: 1140 mph h=15ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, All ir it load duration factorsiEncld6 Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads to in the plane of the truss only. 0 0 to N C:'( 0 2 - - x5 -/ M-3x4 M-1.5x3 J. J. J. 4-11-04 0-03-12 J, 1-00 y 5 03 y JOB NAME : POLYGON NW PLAN 7-B NH - E3 �, o PROpS. Scale: 0.6126 �c;5 0 ,,,,,p_ s/O WARNINGS: GENERAL NOTES,unless otherwise noted: �i A //Y/j5' ifi Truss: E3 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an individual 9 and Warnings before construction commences. building component.Applicability of design parameters and proper � 0 P E ti' 2.2x4 compression web bracing must be Installed where shown.. Incorporation of component is the responsibility of the building designer. DES. BY: BS 3.Additional temporary bracing to Insure sted6ty during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'ex.respectively unless braced throughout their length by '' CC DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheet when C)and/or drywali(BC). `rMrr,c ��" SEQ. : 605 9070 4.No load should be a 3.2x Impactobridging or lateral bredng required where shom4-4. ;0 pe to any component until atter all bracing end 4.DesignInstallaof truss is the are responsibility of the respective contractor. 'T7L OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �(/ TRANS I D• 408071 design loads be applied to any component. 6.Design assumes lull bearing at all supports shown.Shim or wedge If /O '1J' 1.4 S.CompuTrus hes no control over end assumes no responsibility for the and are for"dry condition"of use. ZOO � es fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the Fmitatlons set forth 7.Design assumes adequate drainage Is truss,end. MFR R{�..� 1111 II VIII It HIE VIII nig III) TPIIWTCA in SCSI,copies of which will be furnished upon request. quest. 9.lines colndde with joPlates shall be int on center mess of placed so their center MITek USA,Inc./CompuTrus Software 7.8.6(1 L)-E 190.Per basDigits ic connecte or f plate desie In gn values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 TPACIFIChis designLUMBER-BC prepared from computer input by II�IIII�IIII�I TRUSS SPAN 5'- 3.0' (COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.] LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES TC: 2x4 KDDF 916BTR SPACED 24.0' D.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. BC: 2x4 KDDF qt&BTR TC LATERAL SUPPORT <= 12'OC. VON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <a 12'OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD a 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCOL=4.2,BCDL=6,0, ASCE 7-10, C,CN,C18,CN1B (or no prefix) =CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,MIBHS,M16 = MiTek MT series 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 CompuTrus gable end detail for complete specifications. 12 4.00 1 "." 3 —/ 0 Iitillill11111 o 0 N rf 01) o 1 O/////////////////SIFII %4 M-3x4 1-00 5-03 ��t��p pROpe JOB NAME: POLYGON NW PLAN 7-6 NH - E4 Scale: 0.7737 SCI �fi'Y l al /iiP WARNINGS: GENERAL NOTES,unless otherwise noted: :1912 P E f 1.Builder and erection contractor should be advised of as General Notes 1.building ggncoI��eed only upon ty of e arameters earemowro nd Is properfor an individual // Truss• E4 and Warnings before construction commences. incorporation of component Is the responsibiity of the building designer. / • 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stabllly during construction 2 o.0.and at 10'o.0.respectively unless braced throughout their lenggth by `•� - DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall ac), OREG❑N b � DATE: 9/12/2014 fr the overall structure Is the responsibility of the building designer. 3.2x ImpactAbridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing end 4.Installation assumesof ss trusses are the cfo be ulsed Inof a none corrosive environment,SEQ.: 6059071 fasteners are complete end et no time should any loads greater than and are for"dry trusses of use. eciive contractor. �L/Q �Y 14 ZOO lir. design loads be applied to any component. B. • andiar aosumes full bearing u ell supports shown.Shim or wedge It TRANS I D: 408071 5.CompuTrus has no control over and assumes no responsibility for the aecesso MFR Rti L4 fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center ch will be furnished upon ines ncide with joint center fines. 11111111111111111 MTek USA,Inc./CompuTrus(Software 7.6.6(1L)-E request. O.IFor ibas c indicate ectoroplate design values see ESR-1311,ESR-19e9(MiTek) 9. EXPI RES:12/31/201 b ,