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J2 �_ �.' ..1'IIIIIIIItit- a a • :12 iErlA2 (2) It sr eel liv11 WA 4 9 TEOFF. \ $ <b►►A CONFORMS TO DESIGN CON PT <fps :Ai El CONFORMS TO DESIGN •NCEPT WITHLL GARAGE REVISIONS AS SHOW' 131�' / / ❑ NON-CONFORMINr.-REVISE AND RESUBMI 14'-26 ❑x CONFORMS TO DESIGN CONCEPT THIS SHOP DRAWING HAS BEE., REVIEWED FOR GENERAL CONFORM4ICF 6'4 3/4 „r -i ❑CONFORMS TO DESIGN CONCEPT WITH WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE REVISIONS NOTED FABRICATOR/VENDOR OF RESPOONSIBILITY FOR CONFORMANCE WITH THE 0 NON CONFORMING REVISE&RESUBMIT DESIGN DRAWINGS All SPECIFIC.=TIONS AL GF WHILO HAVE PRIORITY +r DRAWDRAWe4O HAS LEN REMEWED FOR caiER,L cmpy,,,,,,y, THIS1'1F Li J J'I'Y 1 „{ .:1 RE HE OVERSHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS,=ty IOY;S, nl x v F OF RESP.S,AMHaiTA a CONFORMANCE MATH DESFOR AWI OR;;FEC ,...T.v. ANTS F.P I-...SCASATS Am.x WHICH HAVE By: Todd R. Eaton Date: September 19, 2014 „at PTT OVER Si;SSIRSDDRAWING. CT ENGINEERING INC By AlexiaFukui Date 9/22/14 MIIBRANDT ARCHITECTS BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 PLACEMENT ONLY.REFER TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL � �� �.. PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER ���I�I� INFORMATION.BUILDING PLAN 3A DESIGNER/ENGINEER OFFRECORD RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO „T 3A / GARAGE RIG ECKED BY REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 3T-0' r 1 ? �, 11'-9 `4 ft T --r J1 _ J1 CJ2 J3 �b, CJ3 J4 H_ 1ri ,ah. CJ4 4 J5 _.��' eii _ CJ5 J6 CJ6 J7.� 7:12 li. - J7 J8_-_, J8 J9 J9 til J11 + SI' g 14.12 DJ10 J10 14.12 J9 J9 --- i. J8 J8 8 J7 8 J7 _ v N \ o J6 J6 @ ` / 17:11 J5 J5® U i o J4 Ikl ' - J3 14,12J4 1 fi J2 j‘k J1 c ,7- MEOW PLATE; . ■' �� CONFORMS TO DESIGN EPT•+ cv A ,;.��1 ❑ CONFORMS TO DESIGN CONCEPT H� 4; .'�.�' REVISIONS AS SHOWN I GARAGE QX CONFORMS TO DESIGN CONCEPT ❑ NON-CONFORMING-REVISE AND RE�UQMIT / / � 3'� � ©CONFORMSTODESIGN CONCEPTWITH 14'-2• q NON-CONFORMING NON9 NOTED THIS SHOP DRAIN HAS BEEN REVIEWED FOR GENERAL CONFORMANCEF 614 3/4" © REVISE&RESUBMIT WITH THE DES f ON CEPT'ONLY AND C S t OT RELIEVE THE I. JII _ . FA3RICATORIVENDOR F RESPONSIBILIT` FOR CONFORMANCE WITH THEDRAWINGS E.FOR DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY aE :::S sDRAWING APR 1.1 ' " OVER THI4 SHOP DRAWING. CONTRACTOR SHALLVERIFY ALL DIMENSIONS. By Alexia Fuui Date 9/22/14 MILBRANOT ARCHITECTS Bv: Todd R. Eaton Date: September 19, 2014 ,�( CT ENGINEERING INC ©Copyright CompuTrus Inc.2006 IALIJLR: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 TRUSS CALCULATIONS PLACEMENT D URAL PROJECT TITLE: IENFORMATION. BUILDING REVISION-1: DRAWINGS F RECER PLAN 3A BUILDING �g DESIGNER/ENGINEERRESPONSIBLE FOR OF RECORD PLAN: DRAWN BY: REVISION-2: TOSPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING , DESIGNER/ENGINEER OF RECORD TO ` PAN Y 3A / GARAGE LEFTCHECI�D BY: REVIEW AND APPROVE OF ALL }} T COMPANY - DELIVERY LOCATION: 'SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. ■ `"s;.. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design,values see ESR-1311, ESR-1988(MiTek). N.3 ,�i Cr 1\ fittv, 1 in pif 1 = 111 . te'11-r` PO z fir. 4JDA t�ii"gf3 iJ/fgi . '� ,.-. .:' EXPIRES 61301 I 1111 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 2,0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 n assumes moisture content does NOTE:Desi BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. A not exceed 199s 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, h=22.8ft, TCDL=4,2,BCOL=6.0, ASCE 7-10, M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. 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 7-01 7-01 1' complete specifications, HM-4x4 3 Ak 4-I 12 12 N 14.00 14.00 M-3x4 � � M-3x4Al11 0 o� -/o 0 0 0-10 14-02 ate JOB NAME : POLYGON PLAN 3A NH - Al ���, � pu b s'si Scale: 0.3098 �` '�ll 0 . WARNINGS: GENERAL NOTES,unless otherwise noted: tCf ff /c-` -q* 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an Individual ( . i •PE r Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. .,,.+'°� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ n SEQ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ,¢,OREGON 40 SE Q trusses areto be used Inc non-corrosive environment, �4. -,J, �aA. design loads be applied to any component. and are for"dry condition"of use. /t ?- 1 4 2,0 TRANS I D: 407427 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 V � necessary. �l shipment and Installation of components. 7.Design assumes adequate drainage is provided. 4 fabrication,handling, 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center IIII I II II VIII 111 I VIII IIII Nil IIII TPINVTCA in BCSi,copies of which will be furnished upon request. lines coincide with joint center fines. 9.Digits indicate size offplate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988 ITek) EXPIRES:12/31/201.5 + IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -26) 80 1-7=(-100) 365 1-2=(-634) 160 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.C. 2-3=(-521) 200 7.6=( -60) 308 3.7=(-193) 231 WEBS: 2x4 KDDF STAND; 3-4=(-433) 255 7-4=(-255) 413 2x6 KDDF #2 A LOADING 4-5=(-448) 261 7-5=(-228) 246 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-580) 193 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 2-00-00 0-00-00 LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -75/ 585V -216/ 217H 5.50" 0.94 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 11.0" -84/ 584V 0/ OH 5.50" 0.93 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' M,M20HS,M18HS,M16 MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6-10 7-01MAX LL DEFL = -0.014" @ 3'- 2.7" Allowed = 0.650" MAX TL CREEP DEFL = -0.028" @ 3'- 2.7" Allowed = 0.867" T 1-05-09 3-06 3-06 3-07 MAX HORIZ. LL DEFL = 0.004" @ 13'- 5.5" MAX HORIZ. TL DEFL = 0.005" @ 13'- 5.5" 12 M-4x6 12 NOTE:Design assumes moisture content does 14.00 V N 14.00 not exceed 19% at time of manufacture. 4 4.0' Design conforms to main windforce-resisting 0q i system and components and cladding criteria. Wind: 140 mph, h=22.8ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (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. M-1.5x4 M-1.5x4 M-3x4 * N 0 Of- 0 00) r 1M-3x8 M-3x8 M-3x4 O ; y y 6-10 7-01 y > 13-11 Fl 0 JOB NAME : POLYGON PLAN 3A NH - A2 4, �`q((''.,ON Ar., < Scale: 0.2795 �4/ o4. WARNINGS: GENERAL NOTES,unless otherwise noted: 444'' •q2•5 P 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 an Individual .+�' Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper y 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsllxity of the building designer. / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at � . DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'c.c.and at 10'o.c,respectively unless braced throughout their length by r�rr tv. po ty continuous sheathing such as plywood sheathing(rC)and/or drywall(BC). *<. DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*+ GREG N !; 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,y_ ^4/ SEQ. : 6049750 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, +R%1 -*'-.� Z0\ 4� design loads be applied to any component. and are for"dry condition-of use. 4 1 4 TRANS 1 D: 407427 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 C'')v., necessary. p tf fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. Fi R 1.1..`" 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111111111111111111111 TPI WTCA In BCSI,copies of which will be furnished upon request. git coincideinwith joint centerte in nche, c P 9.Digits indicate size of plate inches. EXPIRES 12/31/2015 MiTek USA,Inc./CompuTrus uTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 13-11-00 GIRDER SUPPORTING 39-09-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5618) 1256 1- 6=(-748) 3158 1- 2=(-5618) 1256 4- 8=( -606) 2842 BC: 2x6 KDDF #1&BTR 2- 3=(-3656) 934 6- 7=(-742) 3136 6- 2=( -580) 2708 4- 5=(-5648) 1264 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-3658) 934 7- 8=(-696) 3320 2- 7=(-1350) 432 2x4 KDDF STUD A LL = 25 PSF Ground Snow (Pg) 4- 5=(-5648) 1264 8- 5=(-700) 3342 7- 3=(-1346) 5224 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 13'- 11.0' V 7- 4=(-1656) 500 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 471.9)+DL( 340.9)= 812.8 PLF 0'- 0.0" TO 13'- 11.0' V BC LATERAL SUPPORT <= 12"0C. UON. BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1382/ 6101V -217/ 218H 5.50" 9.76 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 13'- 11,0' 1377/ 6101V 0/ OH 5.50" 9.76 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, M,M20HS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. J'- ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Join together 2 ply with 16d Common nails staggered at MAX LL DEFL = -0.039" @ 6'- 10.0" Allowed = 0.650" 9" oc in 1 row(s) throughout 2x4 top chords, MAX TL CREEP DEFL = -0.078" @ 6'- 10.0" Allowed = 0.867" 7" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = 0.010' @ 13'- 5.5" MAX HORIZ. TL DEFL = 0.017° @ 13'- 5.5' 6-10 7-01 NOTE:Design assumes moisture content does 1' '(' '1 not exceed 19% at time of manufacture. 3-07-08 3-02-08 3-02-08 3-10-08 T T ' I I Design conforms to main windforce-resisting system and components and cladding criteria. M 4x6 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 34.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,� load duration factor=1.6, 8 i Truss designed for wind loads in the plane of the truss only. s" 12 iki. 12 N1400 .14.00 V I M-4x12 M-4x12 M-1.5x4 M-1.5x4 cm �` I ' g T C:a m 4k o 1M-3x10 M-3x8 M-7x8 M-3x8 M-4x10 5 0 y 1, 1, .. J, 3-05-12 3-04-04 3-04-04 3-08-12 1, y 13-11 40 JOB NAME : POLYGON PLAN 3A NH - A3 ,<(,,t��r �fiss Scale: 0.2495 -!!Aiur �( WARNINGS: GENERAL NOTES,unless otherwise noted: /11 p7{ -7 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 CC 7 •r E Truss: A3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web braving must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stabiity during construction 2 Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalbracing 2'ac,and at 10'o.c,respectively unless braced throughout their length by A! po ty permanent of continuous sheath{ such as (B ) ,,,....44946P, DATE: 9/4/2014responsibilitybuilding designer. bridging plywood shown rdrywall c. 1. the overall structure is the res nslMli of the 3.2x Impact brid I or lateral bracingrequired where sown++ r^� 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -'1 OREGON <4i SEQ. : 6049751 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, i.. design loads be applied to any component. and are for"dry condition"of use. / '�i" 2. - TRANS I D: 407427 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 ' 1 4 t1y, fabrication,handling,shipment and installation of components. necessary. MSR PERIL L 7.Design assumes adequate drainage is provided. t,. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII I0 I IIIA I I I III IIII VIII IIII IIIITPINVTCA In BCSI,copies of which will be furnished upon request. Tines coincide with joint center Ines, 9.Digits indicate size of plate in Inches. 10. EXPIRES: MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) .12/31/2015 IIIIIIIIIIIHI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 4.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=(-449) 490 4-5=(-584) 647 4.1=(•407) 395 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=( 0) 0 1.5=(-493) 490 WEBS: 2x4 KDDF STAND; 5.2=(-503) 451 2x4 KDDF #1&BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 387V -233/ 334H 5.50" 0.62 KDDF ( 625) 6'- 4.7" -269/ 404V 0/ OH 5.50' 0.65 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.528" @ 3'- 0.5" Allowed = 0.568" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL IL DEFL = -0.465" @ 3'- 1.3" Allowed = 0.852" AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY. MAX HORIZ. LL DEFL = 0.005" @ 5'- 11.2" 6-01 0-03-12 MAX HORIZ. TL DEFL = 0.005" @ 5'- 11.2' 1' TT NOTE:Design assumes moisture content does M-1.5x4 3 -i not exceed 1996 at time of manufacture. Design conforms to main windforce-resisting T system and components and cladding criteria. Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (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. 12 14.00 74oi 1 1 v co 71 A 0 am M-3x4 Iii11111111111m._ u7 0 co 0 N 1 I I III 111 III III I 1111111 t ea 4-_- ::-...,iii5 M-1.5x4 M-3x4 I y 6-04-12 ° PROre JOB NAME : POLYGON PLAN 3A NH - B2 Scale: 0.3120 4trlit X411 s,�- WARNINGS: GENERAL NOTES,unless otherwise noted: ' ±(] i PE C�+ p 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 '' Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper y 2.2x4 compression web bracing must be installed where shown+• incorporation of component Is the responsibility of the building designer. /' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ✓r DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o,c.and at 10'o.c.respectively unless braced throughout their length by po h continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /1:r DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON SE /1 4.No load should be appted to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. " : A_ A. �b TRANS I D: 407427 S E Q. : 6049752 fasteners are complete and at no time should any loads greater than 5.Design assumnon- corrosive trusses are to be used in a environment, -,ydesign loads be applied to any component. 5. and are for-dry condition"of use. /^ lk 14 .° CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if S necessary. SFR R V�.L fabrication,handling,shipment and installation of components. 7.Design assumes 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,and placed so their center 111111111111H11111110.7PIMTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint centerteI lines. 9.Digitsi ndtsize of co inches. I MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201'5 EMI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 4.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1.2=( -6) 124 5.6=(-615) 671 5-2=(-461) 413 BC: 2x4 KODF #1&BTR SPACED 24.0" O.C. 2.3=(-489) 516 2-6=(-519) 523 WEBS: 2x4 KDDF STAND; 3-4=) -20) 9 6.3=(-523) 482 2x4 KDDF #1&BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -67/ 421V -254/ 367H 5.50" 0.67 KDDF ( 625) OVERHANGS: 10.0" 0.0" LL = 25 PSF Ground Snow (Pg) 6'- 4.7" -292/ 415V 0/ OH 5.50' 0.66 KDDF ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 CnnecoCp8 (or no prefix) = orspuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.519" @ 3'- 0.5' Allowed = 0.568" MAX TC PANEL TL DEFL = -0.458" @ 3'- 1.3' Allowed = 0.852" '1 6-01 0-03-12 xMAX HORIZ. LL DEFL = 0.005' @ 5'- 11.2' MAX HORIZ. TL DEFL = 0.005" @ 5'- 11.2" 12 M-1.5x4 4 -/ NOTE:Design assumes moisture content does 14.00 17 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (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. v m 1111A c co M-3x1111.4 I 11111 o co N ,I_ o f] /- 5 -..6 -/ M-1.5x4 M-3x4 )- ), .1- 0-10 6-04-12 JOB NAME : POLYGON PLAN 3A NH - B1 '�,tt� �'N Q 4� Scale: 0.2979 ` ThP z'° WARNINGS: GENERAL NOTES,unless otherwise noted: kJ "f>' B1 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••f E rTruss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper ,A r 2.2x4 compression web bracing must be Installed where shown.- Incorporation of component is the responsibility of the building designer. ;/� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ��r, DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /4aar the overall structure is the responsibility of the building designer. continuous sheathing such as plywood required sheathing(TC)and/or drywal C). :. DATE: 9/4/2014 Po tY 9 9 3.2x Impact bridging or lateral bracing where shown.. f CC �1 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '57 OREGON (V S E Q corrosive environment, l.. v Nts' design loads be applied to any component. and are for"dry condition"of use. //y }� rZQ ..�.. TRANS I D: 407427 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 V 14 �� fabdcalon,handling,shipment and Installation of components. necessary. `S l 7.Design assumes adequate drainage is provided. rl r b4' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111211111111111 TPINYfCA in SCSI,copies of which will be furnished upon request. Digit coincide with jointacenter Ines. 9.Digits Indicate size of plate in Inches. MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 OF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 95 2.14=(-1370) 4921 14- 3=( 0) 314 2x6 KDDF R16BTR T2, T3 2- 3=(-5934) 1756 14-15=(-1373) 4918 3-15=( -376) 277 BC: 2x6 KDDF SS LOADING 3- 4=(-5598) 1909 15-16=(-1952) 5858 15- 4=( -448) 1733 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 16.17=(-2061) 6145 15- 6=(-1751) 843 2x4 DF STAND A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'• 0.0° V 4- 6=(-4772) 1691 17-18=(-1952) 5858 6-16=) •54) 609 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 12'- 0.0" TO 31'- 0.0" V 6- 7=(-5999) 2204 16.19=(-1373) 4918 16- 7=( -320) 249 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 31'- 0.0" TO 43'- 0.0" V 7- 8=(-5999) 2204 19.12=)-1370) 4921 7-17=) -320) 249 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( O.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'• 0.0" V 8-10=(-4772) 1691 17- 8=( -54) 609 9-10=( 0) 0 8.18=(-1751) 843 TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'• 0.0" 10.11=(-5598) 1909 10.18=( -448) 1733 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 500.0)+0L( 140.0)= 640.0 LBS @ 31'- 0.0" 11-12=(-5934) 1756 18-11°) -377) 276 ALL FLAT TOP CHORD AREAS NOT SHEATHED 12.13=( 0) 95 11-19=( 0) 314 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 20.0' 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -1035/ 3674V -167/ 167H 5.50" 5.88 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 43'- 0.0" -1035! 3674V 0/ OH 5.50" 5.88 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.016" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.019° @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = -0.303' @ 21'- 6.0" Allowed = 2.104" MAX TL CREEP DEFL = -0.601' @ 21'• 6.0" Allowed = 2.806° MAX LL DEFL = -0.017" @ 44'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 44'- 8.0' Allowed = 0.222' MAX HORIZ. LL DEFL = 0.106" @ 42'- 6.5" MAX HORIZ. TL DEFL = 0.175' @ 42'- 6.5" 0-0 11 0-06-11 NOTE:Design assumes moisture content does not exceed 199; at time of manufacture. 11-11-11 19-00-10 11-11-11 Design conforms to main windforce-resisting f f T T system and components and cladding criteria. 5-11-14 5-05-02 4-05-13 5-00-08 5-00-08 4-05-13 5-05-02 5-11-14 f f '''640# ' I ' 1' 401f T - Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-7x8(S) '',J7.00 load duration factor=l.6, 7.00 M-5x10 M-5x10Truss designed for wind loads 5 -M-4x4 0.25" =M-4x4in the plane of the truss only. M-3x4 M-3x4 o M-4x1211M 4x12 0 L'fl $ .. ,� ,`, 2 14 15 1�° 25" 0.257 M-3x10 M-118 �5x4 1 3 0 o M-1.5x4 M-3x10 =M-8x8(S) 7M-8x8(S) 1, /, J 1, /' y 1, .1 5-10-02 5-05-02 6-10-07 6-08-11 6-10-07 5-05-02 5-10-02 y , y y 1-08 43-00 1-08 v,t0 PROFe�� JOB NAME : POLYGON PLAN 3A NH - Cl Scale: G.,509 �� O 44 X 1((�� 71/I it WARNINGS: GENERAL NOTES,unless othery the noted: 47 r �7 E 1- Truss: + 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 L- T r u s s: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 7 3.Additional temporary bracing to Insure stability during construction 2-Design assumes the top and bottom chords to be laterally braced at #cep, DES. BY' LJ is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by /spa 1A""" Po ty continuous sheathing such as plywood sheathing(TC)and/or drywal C). , � DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 57 OREGONf 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6049754 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4* 1 2Q" TA design loads be applied to any component. and are for"dry condition"of use. ty TRANS I D: 407427 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 -'C''' S' necessary. b b k_ V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r'1 f-t " 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center - Ililll VIII VIII I III VIII IIII IIII IIII IIII TPI WTCA In BCSI,copies of which will be furnished upon request. lines coincidentwith joint aIn nche. 9.Digits indicate size of plate In inches. t1 MiTek USA,Ir1C./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see EBR-1311,ESR-1988(MiTek) EXPIRES:12/31/201'.5 10 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KODF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 95 2.14=(-824) 2487 3-14=(-142) 185 BC: 2x4 KODF #1&BTR SPACED 24.0" O.C. 2- 3=(-2898) 1109 14-15=(-691) 2324 14- 4=( -38) 317 WEBS: 2x4 KDDF STAND; 3- 4=(-2725) 1105 15-16=(-529) 2175 4-15=(-468) 356 2x4 OF STAND A LOADING 4- 5=(-2275) 1040 16-17=(-529) 2175 15- 5=(-300) 814 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17-18=(-728) 2189 15- 7=(-457) 187 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1921) 990 18-12=(-860) 2344 16- 7=( 0) 298 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 9=(-1921) 990 7-17=(-457) 187 8- 9=( 0) 0 9.17=(-300) 814 LL = 25 PSF Ground Snow (Pg) 9.10=(-2275) 1040 17-10=(-468) 356 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-2726) 1105 10.18=( -38) 317 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-2898) 1109 18-11=(-142) 185 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( 0) 95 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 20.0" 20.0" 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 0'- 0.0' -315/ 1996V -225/ 225H 5.50' 3.19 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series 43'- 0.0' -315/ 1996V 0/ OH 5.50" 3.19 KDDF ( 625) JT 2, 12: Heel to plate corner = 2.25" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.017' @ -1'- 8.0' Allowed = 0.167" MAX TL CREEP DEFL = -0.021' @ -1'- 8.0" Allowed = 0.222' MAX LL DEFL = 0.152' @ 21'- 6.0" Allowed = 2.104" MAX TL CREEP DEFL = -0.304" @ 21'- 6.0" Allowed = 2.806" MAX LL DEFL = -0.017" @ 44'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021' @ 44'- 8.0' Allowed = 0.222" 0-04-15 0-0 15 MAX HORIZ, LL DEFL = 0.074" @ 42'- 6.5" 15-11-11 11-00-10 15-11-11 MAX HORIZ. TL DEFL = 0.121" @ 42'- 6.5" T T T f NOTE:Design assumes moisture content does 5-03-04 5-00 5-03-08 5-06-05 5-06-05 5-03-08 5-00 5-03-04 not exceed 19% at time of manufacture. T T T TT T TT ') 1' T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.00 1Z M-4x6 6 M-3x8 8 M-4x6 .."---.,I 7.00 M-5X6(5) r 7 0, Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-5X6(S) Truss designed for wind loads 0.25" 0.25" in the plane of the truss only. Jf O� M-1.5x4 + + M-1.5x4 1 00 Cr 2- 14 l '� 16 �� 18 ��1 3 o o M-3x8 M-3x4 u.25" M-1"5x4 0.25 M-3x4 M-3x8 0 M-5x8(S) M-5x8(S) 1, y y 1, y y y y y 7-11 7-05-15 6-01 6-01 7-05-15 7-11 y y 1-08 43-00 1-08 JOB NAME : POLYGON PLAN 3A NH - C2 s �`� Scale: 0.1533 � L1 PR� � ,c�� /e 4✓ 4i/ WARNINGS: GENERAL NOTES,unless otherwise noted: 17. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual �92 I.PE Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibilty of the building designer. „/ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length;y ^ p0 ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC. -„„,re DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ !�-tt CC. 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. IPP 44::::: GREG VN 44/ SEQ. : 6049755 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are tc be used Inc noncorrosive environment, $ 'If design loads be applied to any component and are for"dry condition"of use. / 4 Zd 1y.tt- TRAN S I D: 407427 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 Cl 14 V1. fabrication,handling, necessary. / � ��t shipment and Installation of components. 7,Design assumes adequate drainage is provided. 1. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII II II VIII I I I VIII VIII VIII IIII IIII TPI WTCA in BCSI,copies of which will furnished upon request linesgcoincide with jointfcenter lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;' 12/31/2015 • 11 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 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) 95 2-14=(-1107) 2500 3.14=(-125) 178 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2- 3=(-2898) 1470 14-15=( -995) 2338 14- 4=( -31) 317 WEBS: 2x4 KDDF STAND 3. 4=(-2739) 1466 15-16=( -998) 2179 4.15=(-468) 276 LOADING 4- 5=(-2289) 1417 16.17=( -998) 2179 15- 5=(-406) 830 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17-18=(•1033) 2189 15- 7=(-477) 333 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1934) 1287 18.12=(-1160) 2344 16- 7=( 0) 298 TOTAL LOAD = 42.0 PSF 7- 9=(-1934) 1287 7.17=(-477) 333 8- 9=( 0) 0 9.17=(-406) 830 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-2289) 1417 17.10=(-469) 276 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(•2740) 1466 10.18=( -31) 317 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-2898) 1469 18-11=(•125) 178 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=) 0) 95 OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) 0'- 0.0" -469/ 1996V -228/ 228H 5.50" 3.19 KDDF ( 625) Connector plate prefix designators: 43'- 0.0' -469/ 1996V 0/ OH 5.50" 3.19 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) JT 2, 12: Heel to plate corner = 2.25" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.017' @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021' @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.204" @ 27'- 2.3" Allowed = 2.104' MAX TL CREEP DEFL = -0.304" @ 21'- 6.0' Allowed = 2.806" MAX LL DEFL = -0.017" @ 44'- 8.0' Allowed = 0.167" MAX TL CREEP DEFL = -0.021' @ 44'- 8.0' Allowed = 0.222" MAX HORIZ. LL DEFL = -0.084" @ 42'- 6.5' MAX HORIZ. TL DEFL = 0.121" @ 42'- 6.5' 19-11-11 3-00-10 19-11-11 NOTE:Design assumes moisture content does � 5-03-04 5-00 5-03-08 4-00-08 � 1c10 124-00 -08 5-03-08 5-00 5-03-04 not exceed 19% at time of manufacture. f T T T 1 '' '' T T T Design conforms to main windforce-resisting 12 1-,10-12 12 system and components and cladding criteria. 7.00[77" Q 7'00 Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 M-3x8 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(S) 07„ • M-5x6(S) T�ussad duration designedffor owind 6loads in the plane of the truss only. 0.25" 0.25" 0 0. Y.6 M-1.5x4 + + L1.5X4 2• 14 15 iii- 6 17-1. 77 18 ` n 1 3 o M-3x8 M-3x4 0.25" M-1.5x4 0.25" M-3x4 M-3x8 o M-5x8(S) (S) M-5 J8(S) y y y y y * , 7-11 7-05-15 6-01 6-01 7-05-15 7-11 ,, y 1-08 43-00 1-08 JOB NAME : POLYGON PLAN 3A NH - C3 c, pRQ Fs Scale: 0.1407 \ ((� WARNINGS: GENERAL NOTES,unless otherwise noted: 444" 1��Dr f 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 4t• 1 r E 1f Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+. 41111, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom charts to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rr� i sem' po ty P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f`'�� DATE• 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bddging or lateral bracing required where shown++ OREGON bi W 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. 1X SEQ. : 6049756 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, �� r� n � and are far"dry condition"of use. Fr design loads be applied fo any component Q 7 4 TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating u all supports shown.Shim or wedge If n !i; necessary. R _\.- V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. F R 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII I III(IIII(IIII VIII IIII IIIITPINJTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Digits indicatesize of plateo inches. MITek USA,Ina/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIII II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-12806) 2744 1-10=(-2196) 10580 10- 2=(-1340) 5912 14- 7=(-438) 294 BC: 2x4 KDDF #1&BTR; SPACED 24.0" O.C. 2- 3=( -6774) 1374 10-11=(-2092) 10118 2.11=(-4860) 1190 7.15=( 0) 302 2x8 KDDF #1&BTR 81 3- 4=( -4012) 820 11.12=(-1016) 5698 11- 3=( -522) 2698 WEBS: 2x4 KDDF STAND; LOADING 4- 5=( -2656) 814 12-13=1 -436) 3336 3-12=(-2796) 688 2x4 DF STAND A; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 -2658) 792 13-14=( -424) 2662 12- 4=( -286) 1690 2x6 KDDF #2 B DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -3204) 878 14.15=( -662) 3028 4-13=(-1854) 498 TOTAL LOAD = 42.0 PSF 7- 8=( -3704) 924 15- 8=( -660) 3030 13- 5=1 -482) 2182 TC LATERAL SUPPORT <= 12"OC. UON. 8- 9=( 0) 94 13- 6.1 -836) 518 BC LATERAL SUPPORT <= 12'0C. UON. LL = 25 PSF Ground Snow (Pg) 6.14=) -78) 464 ADDL: BC CONC LL+DL= 585.0 LBS @ 2'- 0.0" OVERHANGS: 0.0" 20.0" ADDL: BC CONC LL+DL= 6101.0 LBS @ 3'- 3.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -1732/ 8066V -304/ 293H 5.50" 12.90 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 43'- 0.0" -446/ 2428V 0/ OH 5.50" 3.89 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. JT 1: Heel to plate corner = 2.50" ( 2 ) complete trusses required. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' Join together 2 ply with 16d Common nails staggered at • VERTICAL DEFLECTION LIMITS: LLcL/240, TL=L/180 **HANGER BY OTHERS TO APPLY 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.108" @ 14'- 4.2" Allowed = 2.104' CONC. LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 2 row(s) throughout 2x8 bottom chords, MAX TL CREEP DEFL = -0.332" @ 14'- 4.2" Allowed = 2.806" 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX LL DEFL = -0.004" @ 44'- 8.0" Allowed = 0.167" 9' oc in 2 row(s) throughout 2x6 webs, MAX TL CREEP DEFL = -0.005" @ 44'- 8.0" Allowed = 0.222" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.039° @ 42'- 6.5" MAX HORIZ. TL DEFL = 0.100" @ 42'- 6.5" 21-06 21-06 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 3-05-12 4-01-15 7-00 6-10-04 7-00-05 7-00-05 7-05-06 Design conforms to main windforce-resisting f T ' T T T T T system and components and cladding criteria. 12 7.00 M-4x6 12 Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor.-1,6, 5 Truss designed for wind loads M-5X6 S IN"' in the plane of the truss only. ( ) 3 M-5x6(S) 0.25" 0.25" 4. +1 M-3x6 M-3x4 M-3x10 1444N\4444„, o M-4x12 ,,,„„4044444444. O -oo°°°°°°°°:V 0 1 r` 10 1 'f 11t?'� 13 tg 15 �_\ e " o M-4x12 d.25' b.25M-3x8 0.25' M-1.5x4 M-3x6 O 11,58;# -7:10-10x10(S) M-5x6(S) M-5x6(S) 6101# ; 1, y y y y y y 3-03 4-01-03 7-00 7-01-12 7-03-13 6-10-09 7-03-10 y y 8 P OF JOB NAME : POLYGON PLAN 3A NH - C4 GIRD sale, D1,3088 ,��� laIN,.., _, WARNINGS: GENERAL NOTES,unless otherwise noted: ���111 �� C 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 . PL. Truss: C4 GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure staWWty during construction 2.Design,assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.suchrespectiveN unless braced throughout their length by I Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(TC)and/or drywall(BC). DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ A (Z' �1 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '}T OREGON�t, �40 S E Q cG orrosive environment, V design loads be applied to any component. and are for"dry condition"of use. �,rt 'g}' 1 4' t�(� .,.. TRANS I D: 407427 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 L! �y fabrication,handling,shipment and Installation of components. necessary. / R 55 �'j. 7.Design assumes adequate drainage Is provided. 4. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII I III VIII I I IIID IIII VIII IIII III) TPINJTCA in BCSI,copies of which will be furnished upon request. Digit coincide with joint center Ines. 9.Digits indicate size of platete inches. nches. MiTek USA,Inc./CompuTrus Software 7.6.6(114-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201 IIIIIill IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE =.1.15 1- 2=( -63) 95 9-10=(-181) 1564 1- 9=( -96) 75 5-13=(-128) 612 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.C. 2- 3=(-1827) 467 10.11=(-203) 1780 9- 2=(-2070) 419 13- 6=(-303) 234 WEBS: 2x4 KDDF STAND 3- 4=(-1877) 566 11-12=(-153) 1418 2-10=( 0) 482 LOADING 4- 5=(-2009) 580 12.13=(-226) 1843 10- 3=( -296) 107 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2596) 595 13- 7=(-361) 2200 3-11=( -383) 293 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2725) 514 11. 4=( -181) 753 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 95 4-12=( -244) 1087 OVERHANGS: 0.0" 20.0" 12- 5=( -724) 347 LL = 25 PSF Ground Snow (Pg) ** For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Cnnect8,C18 (or no prefix) = ors:CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -255/ 1699V -343/ 290H 5.50" 2.72 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 9.0" -339/ 1873V 0/ OH 5.50" 3.00 KDDF ( 625) JT 7: Heel to plate corner = 2.50" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.120" @ 25'- 4,8" Allowed = 1,942" MAX TL CREEP DEFL = -0.232" @ 25'- 4.8' Allowed = 2.589" MAX LL DEFL = -0.017" @ 41'- 5.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 41'- 5.0" Allowed = 0.222' MAX HORIZ. LL DEFL = 0.055" @ 39'- 3.5" MAX HORIZ. TL DEFL = 0.087" @ 39'- 3.5' 18-03 21-06 NOTE:Design assumes moisture content does � 4-01-03 7-00-14 7-00-14 � 7-00-14 7-00-14 7-04-03 not exceed 19`Is at time of manufacture. 1' ' '( T '' 1' 1' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7 00 M-4x6 7.00 Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 -h( load duration factor=1.6, ;I\ Truss designed far wind loads M-5X8(S) M-5x8(5) in the plane of the truss only. 0.25" 0.25" v4 t, M-3x6 M-1.5x4 M-1.5x4 o� A o N/- 161111111111'`y** 10 11 13 `•'7 o M-3x6 M-3x4 0.25" 0.25i�� M-3x4 M-3x6 0 M-5x6(S) M-5x6(S) * * * * * * , 5-06-03 8-05-14 8-05-14 8-05-14 8-09-03 y y 39-09 1-08 �V ,D PRQFex, JOB NAME : POLYGON PLAN 3A NH - C5 51 Scale: 0.1507 ,'� `ri1J /° WARNINGS: GENERAL NOTES,unless otherwise noted: u 44 17 '92w�P E C" 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 C5 and Warnings before construction commences. building component.Applicability of design parameters end proper y Truss: incorporation of component Is the responsibility of the building designer. ! 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 3.Additional temporary bracing to insure stabiBty during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /rr d ompoir is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �f, 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. 1), tt✓ SEQ. : 6049758 fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 2 design loads be applied to any component and are for"dry condition"of use. �G''f�'I S' 1 4, �� TRANS I D: 407427 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all suppo is shown.Shim or wedge if ,�f1 II pt{ `_ ry. fabrication,handling,shipment and installation of components. DesignDeass '�/ `R F I t-`- P Po 7. laesassumes adequate ne drainage Is provided., ++ll fl 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII I III VIII IIII VIII III IIIITPIAA TCA in BCSI,copies of which will be furnished upon request. sgit coincide aewith jointcenter lines. 9.Digitsindicate size ofplatein inches. MiTek USA,lnc./CompuTfus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201..5 111 IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 HOOF N168TR LOAD DURATION INCREASE = 1.15 1- 20(.1841) 618 12-13=(-180) 254 12- 1=(-1606) 573 17- 9=(-136) 131 BC: 2x4 KDDF H16BTR SPACED 24.0" O.C. 2- 3=(-1865) 771 13.14=(-424) 1643 1-13=( -489) 1574 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 14-15=(-538) 1865 13- 2=( -423) 254 LOADING 3- 5=(-1520) 706 15-16=)-538) 1865 2.14=( -98) 107 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1722) 757 16-17=(-559) 1993 14- 3=( -169) 612 BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 0) 0 17.10=(-643) 2163 14- 5=( -647) 258 TOTAL LOAD = 42.0 PSF 7- 8=(-2045) 829 15- 5=( 0) 316 8- 9=(-2509) 831 5-16=( -318) 175 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2678) 828 7.16=( -189) 706 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 95 16- 8=( -484) 170 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8.17=( 0) 325 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 0.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -393/ 1656V -261/ 207H 5.50" 2.65 KDDF ( 625) vertical members (uon). 39'- 9.0" -458/ 1879V 0/ OH 5.50" 3.01 KODF ( 625) ** For hanger specs. - See approved plans Connector plate prefix designators: ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.! C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.116" @ 23'- 11.3" Allowed = 1.942" MAX TL CREEP DEFL = -0.216" @ 23'- 11.3" Allowed = 2.589" JT 10: Heel to plate corner = 2.50° MAX LL DEFL = -0.017" @ 41'- 5.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 41'- 5.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.049" @ 39'- 3.5" 16-08-11 3-00-05 20-00 MAX HORIZ. TL DEFL = 0.081" @ 39'- 3.5" ff 6-03-10 6-00-02 4-00-08 1 10-12 4-05-04 5-03-08 5-00 5-03-04 not exceed assumes moisture content does 1 not exceed 19% at time of manufacture. 4 14°•lIM-4x4+ Design conforms to main windforce-resisting M-3:1;1140111" system and components and cladding criteria. M-4x6 M-4x6 Wind: 140 mph, h=25.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, y I` (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir) 127 load duration factor=1.6, 7.00 / ' 41. inuss thedplaneed offor thetruss wind loads M-5X6(S) 12 M-2.5x4 or equal at non-structural diagonal inlets. M-3x4 0"25" Q 7.00 vo M-1.5x4 • M-3x6 0 v o 0 c t� is -= ed -ew = o 12** 13 1 15 16 17 ''1r 1 M-1.5x4 M-3x8 $•25" M-1.5x4 0.25 M-3x4 M-3x6 0 M-5x8(S) M-5x8(S) J, 6-00-02 6-01-14 6-01 6-01 7-05-15 7-11 , , 39-09 1-08 JOB NAME : POLYGON PLAN 3A NH - C6 �,14�tt�r�P(�RaF`. Scale: 0.1689cl 'Al11 /o 4 WARNINGS: GENERAL NOTES,unless otherwise noted: L4 r!/ 7' - r 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters >shown and Is for an individual 92`O P E Truss: C6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibibty of the building designer. 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'a.c.and at 10'o.c.respectively unless braced throughout their length by NOP! +/ DATE 9/4/2014 responsibilitybuilding designer. continuousppsheathing such as plywood she t where C)and/or drywall(BC). the overall structure is the res onsibili of the 3.2x Impact bridgingor lateral bracingrequired whershown++ +E J', 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. `,37 OREGON 47 S Q° : 6049759 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4.. 4, N I(„ TRANS I D: 407427 design loads be applied to any component. and are for"dry condition"of use. /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 Q 1 Q fabrication,handling,shipment and installation of components. 7. nDesignecessary.essary, j},,�.R R y` ` assumes adequate drainage is provided. ••�� bL 6.This design is furnished subject to the lndtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I VIII IIII VIII i I I VIII IIII II I IIII IIIITPINYTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) GxP) EJ: 2/31/201.5 • (IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1841) 513 12-13=(-179) 253 12- 1=(-1606) 485 17- 9=(-142) 138 BC: 204 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-1865) 636 13.14=(•330) 1619 1-13=( -393) 1574 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 14-15=(-409) 1833 13- 2=( -423) 220 LOADING 3- 5=(-1519) 599 15.16=(-409) 1833 2.14=( -131) 115 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1742) 871 16-17=(-476) 1993 14- 3=( -176) 611 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 17.10=(-565) 2163 14- 5=( -651) 238 TOTAL LOAD = 42.0 PSF 7- 8=(•2069) 730 15- 5=( 0) 316 8- 9c(-2531) 737 5.16=( -298) 103 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-2685) 735 7.16=( -130) 691 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 95 16- 8=( -482) 176 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8.17=( 0) 325 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 0.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -310/ 1656V -261/ 207H 5.50' 2,65 KDDF ( 625) 39'- 9.0' -409/ 1879V 0/ OH 5.50' 3.01 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' JT 10: Heel tolate corner = 2.50" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 R MAX LL DEFL = 0.111' @ 23'• 11.3' Allowed = 1.942" MAX TL CREEP DEFL = -0.216" @ 23'- 11.3" Allowed = 2.589" MAX LL DEFL = -0.017" @ 41'- 5.0" Allowed = 0.167' MAX TL CREEP DEFL = -0.021" @ 41'- 5.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.048" @ 39'- 3.5" 12-08-11 7-00-05 20-00 MAX HORIZ. TL DEFL = 0.080" @ 39'- 3.5" T f f T NOTE:Design assumes moisture content does 6-03-10 6-00-02 0-04-15 15 5-06-05 T-06( 4-05-04 5-03-08 , 5-00 , 5-03-04 not exceed 19% at time of manufacture, 12 M 1.5x4+ HM-4x4+ 12 Design conforms to main windforce-resisting system and components and cladding criteria. 7,00 / 7.00 M-3x4+ Wind: 140 mph, h=25,1ft, TCDL=4,2,BCOL=6,0, ASCE 7-10, M-4x6 4 M-3x8 M-4X6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, * r.MTruss designed for wind loads in the plane of the truss only. M-5x6(S) M-2.5x4 or equal at non-structural diagonal inlets. 0"25" M-3x4 10. t. /*,M-1.5x4 M-3x6 .+ 0 o_ tk c, g `' u.) c.,,._ 12** 13 1 "( 15 )6 17 1r 1 M-1.5x4 M-3x8 $'25" M-1 .5x4 0.25' M-3x4 M-3x6 0 M-5x8(S) M-5x8(S) J,. J, ,, 1, ), y 1, J• 6-00-02 6-01-14 6-01 6-01 7-05-15 7-11 y y 39-09 1-08 cO RRO4S" JOB NAME : POLYGON PLAN 3A NH - C7 Scale: 0,1689 ��\:3 ` 'x/17" s% WARNINGS: GENERAL NOTES,unless otherwise noted; u . :92 e,PE re 17 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 , 7 iii Truss: C7 and Warnings before construction commences. building component.Applicability of design parameters and proper ` 2.2x4 compression web bracing must be installed where shown-r. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stabibty during construction 2.Design assumes the top and bottom chords to be laterally braced at �+ 46110101° DES. DES" BY: LJ is the responsibility of the erector.Additionalpermanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their lenggth by ' ' "� A°" Po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON f, 4.No load should be appbed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. a 1)w W SEQ. : 6049760 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, /.V,7. 1 4 ©N A. design loads be applied to any component. and are for"dry condition"of use, P TRANS I D: 407427 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 A fl necessary. '4'l 'h 1:11 �., V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �'i R 1. 6.This design Is furnished subject to the'irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII IIII VIII VIII IIII IIIITPIM?CA in 8CS1,copes of which vnll be furnished upon request lines coincide with jofnt center Ines. P9.Digits indicate size of plate in Inches. MiTek USA,Inc./ComuTfUs Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:'�2/$'/ 015 1E 1011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2583) 554 1- 9=(-380) 2238 2- 9=(-221) 217 BC: 204 KODF N1&BTR SPACED 24.0" O.C. 2- 3=(-2340) 553 9-10=(-229) 1924 9- 3=( -37) 492 WEBS: 2x4 KDDF STAND 3. 4=(-1694) 504 10-11=(-241) 1804 3-10=(-724) 284 LOADING 4- 5=(-1694) 494 11- 7=(-385) 2133 10- 4=(-312) 1292 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF 5- 6=(-2380) 531 10- 5=(-748) 289 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2635) 532 5.11=( -28) 530 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 95 11- 6=(-257) 209 OVERHANGS: 0.0' 20.0" LL = 25 PSF Ground Snow (Pg) " For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Conner 8,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -258/ 1669V -284/ 273H 5.50" 2.67 KDDF ( 625) ,CN,M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 9.0" -331/ 1866V 0/ OH 5.50" 2.99 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.123" @ 19'- 9,0' Allowed = 1.942" MAX TL CREEP DEFL = -0.250" @ 19'- 9.0" Allowed = 2.589° MAX LL DEFL = -0.017" @ 41'- 5.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 41'- 5.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.060' @ 39'- 3.5" MAX HORIZ. TL DEFL = 0,098" @ 39'- 3.5" 19-09 20-00 NOTE:Design assumes moisture content does T T '1' not exceed 19% at time of manufacture. T 6-06-10 T 6-06-05 T 6-08-01 T 6-08-01 6 06-05 6-09-10 , , T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.001.-- M-4x6 Q 7.00 Wind: 140 mph, h=25.1ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 4 „X load duration factor=1.6, Truss e depligedof fotr e nsll y.\13" M-5x6(5) M-5x6(S) 0.25" 0,25" 4\ / \41 ,tflp,,ko4 M-1.5x4 M-1.5x4 1/ CO M-5x6 O 1-... 1 9 0 '(11 " oma O M-3x4 0.25" M-3x4 M-3x6 o M-5x8(S) 1, y 1' y /, y 9-10-10 9-10-06 9-10-06 10-01-10 y y 39-09 1-08 JOB NAME : POLYGON PLAN 3A NH - C8 �''s�n�i�PR©fiF6s' Scale: 0.1549 <° {�' /0 ! i l t / WARNINGS: GENERAL NOTES,unless otherwise noted: ��- r� .-17 �+ 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual T 92 0 0�f E 0 f E Truss: C8 and Warnings before construction commences. building component.Applicability of design parameters and proper +r 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibiity of the building designer. 3.Additional temporary bracing to Insure stability during Construction 2.Design assumes the top and bottom chords to be laterally braced at - DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by N�ia r. DATE' 9/4/2014 ty designer. continuouspsheathing such as plywood equire hing(TC)and/or drywall(BC). 1/11199F,...- DATE: overall structure Is the responsibilityof the building 3.2x Impact bridging or lateral bracingrequired where shown++ CC 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. OREGON ((d SEQ. : 6049761 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4 .74).- \ty �.. design loads be applied to any component. and are for"dry condition"of use. / 2Q t�..�., TRANS I D: 407427 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 4 1 4, �`, fabrication,handling,shipment and installation of components. necessary. /� fi R y 7.Designlaesassumes atedadequate drainage Is provided.a. L. 8.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 VIII INN VIII I I I Ell VIII IIII IIIITPI WTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint centerInes. 9.Digits indicate size of plateteI In inches. 10. pp MiTek USA,IDC./COrtlpuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP'R EJ:12/31/ 013 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1"00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2583) 554 1- 9=(-380) 2238 2- 9=(-221) 217 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2- 3=(-2340) 553 9.100)-229) 1924 9- 3=( -37) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1694) 504 10.11=(-241) 1804 3-10=(-724) 284 LOADING 4- 5=(-1694) 494 11- 7=(-385) 2133 10- 4=(-312) 1292 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2380) 531 10- 5=(-748) 289 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2635) 532 5.11=( -28) 530 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 95 11- 6=(-257) 209 OVERHANGS: 0,0" 20.0" ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector late ref ix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) C,CN,CI8,CN18 (oP no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -258/ 1669V -284/ 273H 5.50' 2.67 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 9.0" -331/ 1866V 0/ OH 5.50" 2.99 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.123" @ 19'- 9,0" Allowed = 1.942" MAX TL CREEP DEFL = -0.250' @ 19'- 9,0" Allowed = 2.589" MAX LL DEFL = -0.017" @ 41'- 5.0" Allowed = 0.167' MAX TL CREEP DEFL = -0.021" @ 41'- 5.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.060' @ 39'- 3.5" MAX HORIZ. TL DEFL = 0.098' @ 39'- 3.5" 19-09 20-00 NOTE:Design assumes moisture content does ( not exceed 19% at time of manufacture. '1 1 6-06-10 '1 6-06-05 6 08 O1 T 6-08-01 6-06 05 .1 6-09-10 'I Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 7.00 I'• M-4x6 7.00 Wind: 140 mph, h=25,1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4"0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 4'7( load duration factor=l.6, Truss designed for wind loads M-5X6(5) \1 M-5x6(S) in the plane of the truss only. 0.25" 0.25" vo a 'llov: i\-1, M-1.5x4 M-1.5x4 to M-5x6 0o 1 * '' 11 E7 o 0 1* M-3x4 18.25" M-3x4 M-3x67 M-5x8(S) y 1, .1 1, y y 9-10-10 9-10-06 9-10-06 10-01-10 y y 39-09 1-08 JOB NAME : POLYGON PLAN 3A NH - C9 c.; „A �R Fps( Scale: 0.1549 \ , WARNINGS: GENERAL NOTES,unless otherwise noted: (,'t. 7 9 2 0 0 rPE 44 v �� �+ 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 G t.- Truss: C9 and Warnings before construction commences.. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,..^ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r AmorDES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /"rlmmR � po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �L 6,OREGON J 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. 4t... A:fl SEQ. : 6049762 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, '/ n 4 design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 407427 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 � �� 1 4, fabrication,handling,shipment and installation of components. necessary. L?R P 7.Design assumes adequate drainage is provided. rl rt`1»� 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 IIIIII VIII VIII I I I VIII IIII VIII IIII IIIITPIANfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. q MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 VIII IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2580) 542 1.10=(-363) 2159 2.10=(-240) 228 6.14=( 0) 379 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2350) 575 10-11=(-228) 1826 10- 3=( -68) 558 14- 7=(-757) 265 WEBS: 2x4 KDDF STAND 3- 4=(-1696) 508 11-12=( -8) 57 3-11=(-723) 280 7.15=(-172) 1133 LOADING 4- 5=(-2236) 686 13.14=(-366) 2382 11- 4=(-118) 665 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2238) 528 14.15=(-625) 3139 11-13=(-142) 1315 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2851) 554 15- 8=(-693) 3527 4.13=(-370) 1127 TOTAL LOAD = 42.0 PSF 7- 8=(-4285) 843 12.13=( 0) 68 OVERHANGS: 0.0" 20.0" 8- 9=( 0) 95 13- 5=(-399) 272 LL = 25 PSF Ground Snow (Pg) 13- 6=(-659) 181 Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -247/ 1669V -282/ 271H 5.50" 2.67 KDDF ( 625) 39'- 9.0' -319/ 1866V 0/ OH 5.50" 2.99 KDDF ( 625) )COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.167" @ 25'- 2.6' Allowed = 1.942" MAX TL CREEP DEFL = -0.331" @ 25'- 2.6^ Allowed = 2.589' MAX LL DEFL = -0.017" @ 41'- 5.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021° @ 41'- 5.0" Allowed = 0.222" 19-09 20-00 MAX HORIZ. LL DEFL = 0.097' @ 39'- 3.5" 7-03-03 5-10-14 6-06-14 5-04-12 6-01-04 5-10-12 2-07-04 MAX HORIZ. TL DEFL = 0.161" @ 39'- 3.5 I I I I 1 1 T 1 NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 7.00 / M-4x6 "---,17.00 Design conforms to main windforce-resisting 4 4;0" system and components and cladding criteria. "+ Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6(S) `\ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), t load duration factor=1.6, M-1.5x4 Truss designed for wind loads 0.25" in the plane of the truss only. M-5x6(S) 0.25" M-1.5x4 1/AA 1,4 M-3x6 (.0 M-5x6 A, ,�-►`` M 4x8 0 _, = ;13 r- 14 15* � u7 *F 10 1 12 o M-3x4 re o M-3x4 6.25" M 1.5x4 o M-5x6 0 M-5x10(S) M-6x8 **2X WEDGE 3.75 W/(2) M-3X4 TYP. 12 y y y y ), ,k ) y 9-09-12 9-09-08 5-06-08 , 6-04-12 5-09 -05-0� y y 25-03-08 12-00 2-05-041 -08, 39-09 1-08 JOB NAME : POLYGON PLAN 3A NH - C10 Scale: 0.1458 5� N S/ 4 � Il °7 WARNINGS: GENERAL NOTES,unless otherwise noted: C' "r' 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 4t. .92`10 PE I-- Truss: Cl 0 and Warnings before construction commences. building component.Applicability of design parameters and proper +r d/ 2.204 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. ✓ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` t�~ is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)and/or d / rf DATE: 9/4/2014 responsibilitybuilding 9 bridging or required rywancec). CC the overall structure is the res onsiMii of the designer. 3.2x Impact bdd m lateral bracing where shown++ n 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -SEQ. : 6049763174.:1„..,1OREGON�n �� non-corrosivefasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a environment, TRANS I D: 407427 design loads be applied to any component and are for"dry condition"of use. / r .�„ 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 L/ 14 n `? fabrication,handling,shipment and installation of components. Design as. �`F FI`�` 7.Plat s assumes adequate o ne dthifac a is f truss, t. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II IVIII MI VIII IIII VIII IIIIIIII TPI/WTCA in BCSI,copies of which will be furnished upon request. Digit coincidewith joint aIn che. 9.Digits indicate size of plate in inches. J9 MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:' 12/31/201.5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2580) 542 1.10=(-363) 2159 2.10=(-240) 228 6-14=( 0) 379 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2350) 575 10-11=(-228) 1826 10- 3=( -68) 558 14- 7=(-757) 265 WEBS: 2x4 KDDF STAND 3- 4=(-1696) 508 11-12=( -8) 57 3-11=(-723) 280 7.15=(-172) 1133 LOADING 4- 5=(-2236) 686 13-14=1-366) 2382 11- 4=(-11B) 665 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2238) 528 14.15=(-625) 3139 11.13=(-142) 1315 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2851) 554 15- 8=(-693) 3527 4-13=(-370) 1127 TOTAL LOAD = 42,0 PSF 7- 8=(-4285) 843 12-13=( 0) 68 OVERHANGS: 0.0" 20.0" B- 9=( 0) 95 13- 5=(-399) 272 LL = 25 PSF Ground Snow (Pg) 13- 6=(-659) 181 Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'_ 9i0"- 319/ 1866V 282/0/ 271H 5.50" 2.67 KDDF OH 5.50" 2.99 KDDF ( 625 625) (COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.167' @ 25'- 2.6" Allowed = 1.942' MAX TL CREEP DEFL = -0.331" @ 25'- 2.6" Allowed = 2.589" MAX LL DEFL = -0.017" @ 41'- 5.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 41'- 5.0' Allowed = 0.222' 19-09 20-00 MAX HORIZ. LL DEFL = 0.097" @ 39'- 3.5" T '1' T MAX HORIZ. TL DEFL = 0.161" @ 39'- 3.5" 7-03-03 5-10-14 6-06-14 5-04-12 6-01-04 5-10-12 2-07-04 T ' f I - ' f I NOTE:Design assumes moisture content does 12 12 not exceed 1995 at time of manufacture. 7.00.' M-4x6 7.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ( ) load duration factor=1.6, M 1.5X4 Truss designed for wind loads 0.25" in the plane of the truss only. ,o. M-5x6(5) 0.25" M-1.5x4 �4 M-3x6 o M-5x6AAI\IAihltk co -` .M-4x8 0 �.� r I-1. 913 1` 14 15 ;�:`� v1 o *r M 3x4 11 12 o M-3x46 • 0 U.25" M-1.5x4 o M-5x6 0 M-5x10(S) M-6x8 **2X WEDGE 3.75 W/(2) M-3X4 TYP. 12 i' y ,( .1 J' y 9-09-12 9-09-08 5-06-08 , 6-04-12 5-09 y-05-08 , y 25-03-08 12-00 2-05-0661-08, 39-09 1-08 �,�0 PR UFk. JOB NAME : POLYGON PLAN 3A NH - D4 Scale: 0.1458 �5- " j��,p+ /lb WARNINGS: GENERAL NOTES,unless otherwise noted: w • 1/f / �� 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:' ;92.0 PE r Truss: D4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibiity of the building designer. 3.Additional temporary bracing to insure staNity during construction 2.Design assumes the top and bottom chords to be laterally braced at 810411011.' DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length byrrr po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(eC). ( ' DATE• 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON fd. SEQ. : 6049764 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. tx ` 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, d design loads be applied to any component. and are for"dry condition"of use. 6. 7 14, '�� �Y. TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Designna assumes full bearing at all supports shown.Shim or wedge if fabrication,handling, ry. R R`t- shipment end Installation of components. 7.Design assumes 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,and placed so their center 1411111111111111111 TPINYTCA in SCSI,copies of which will be furnished upon request. git coincide with jointfaIn lines. 9.Digits ndith oplateeto Inness. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1a88(MiTek) EXPIRES:12/31/2015 IIIIII IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 95 2-11=( -723) 2220 3.11v(-277) 317 15- 8=(-759) 446 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2645) 1052 11.12=1 -519) 1854 11- 4=(-148) 595 8-16=(-375) 1140 WEBS: 2x4 KDDF STAND 3- 4=(-2411) 1085 12.13=1 -17) 58 4.12=(-746) 494 LOADING 4- 5=(-1716) 927 14-15=( -787) 2401 12- 5=(-264) 880 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF 5- 6=(-2256) 1242 15-16=(-1225) 3159 12-14=(-215) 1329 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2259) 1030 16- 9=(-1363) 3549 5-14=(-678) 1130 TOTAL LOAD = 42.0 PSF 7- 8=(-2872) 1117 13.14=( 0) 68 OVERHANGS: 20.0" 20.0" 8- 9=(-4312) 1661 14- 6=(-399) 454 LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 95 14- 7=(-659) 316 Connector plate prefix designators: 7-15=( 0) 380 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -318/ 1870V -289/ 289H 5.50" 2.99 KDDF ( 625) 40'- 0.0" -318/ 1870V 0/ OH 5.50" 2.99 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.017" @ -1'- 8.0" Allowed = 0.167' MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.190" @ 25'- 5.6" Allowed = 1.954" MAX TL CREEP DEFL = -0.339" @ 25'- 5.6' Allowed = 2.606" 20-00 20-00 MAX LL DEFL = -0.017' @ 41'- 8.0' Allowed = 0.167" T f / MAX TL CREEP DEFL = -0.021" @ 41'- 8.0" Allowed = 0.222" 7-06-03 5-10-14 6-06-14 5-04-12 6-01-04 5-10-12 2-07-04 MAX HORIZ. LL DEFL = 0.098" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.164" @ 39'- 6.5" 12 M-4x6 7.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 4.0" 5 ; Design conforms to main windforce-resisting 12 M-5x6(S) system and components and cladding criteria. Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 1 0 25" \ M-1.5x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-5x6(5) inuss thedesiplangne d eoffor thewind trussoads only. M-1.5x4 0.25" Ss M-3x6 0 2 \ 41 °� '� M-4x8 0 o ' 11 1 13t4 3 16 M-6x8 o M x4 �. ` 9 go o 1M-3x6 M-3x4 6.25" o M-5x6 aco M-5x10(S) M-1.5x4 ee2X WEDGE W/(2) M-3X4 TYP, 3.75 12 y y ), J. y y ), y y 10-00-12 9-09-08 5-06-08 , 6-04-12 5-09 -05-0 y1-08y 25-06-08 12-00 2-05-08 , 1-08 40-00 1-08 Fz JOB NAME : POLYGON PLAN 3A NH - D3 e�' '�n'PNE s, Scale: 0.1407 )c). a "9 0 WARNINGS: GENERAL NOTES,unless upon the noted: R/7n!/�'J/`J,ry^�C' 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 4t' t-E Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rr DATE: 9/4/2014 responsibilitybuilding designer. continuous sheathing such as plywood required in ere s and/or drywall c. - the overall structure is the res onsibili of the 3.2x Impact bridging or lateral bracing where shown++ ) i tte Q,, 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "fT OREGON `,l SEQ. : 6049765 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon-corrosive environment, 4. 7f y QNb design loads be applied to any component. and are for"dry condition"of use. *- TRANS / I D: 40742 7 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 .0 1 4 �`}, fabrication,handling,shipment and installation of components. Design ass A� �R �5 7.Design assumes adequate drainage is provided. fi f-5 4 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111114111111111111111111 TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center fines 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'• 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 95 2.15=(-1026) 2239 15- 3=( 0) 223 11.23=( •37) 287 2x6 KDDF #1&BTR T3 SPACED 24.0. O.C. 2- 3=(-2739) 1391 15-16=(-1028) 2237 3.16=( -312) 191 23.12=(-820) 473 BC: 2x6 KDDF H1&BTR 3- 4=(•2372) 1386 16-17=(-1089) 2305 16- 4=( -423) 852 12.24=(-556) 1228 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-1966) 1253 17.18=(-1158) 2463 16- 5=( -653) 423 2x4 KDDF STUD A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( 0) 0 18-20=( -48) 98 5.17=( -53) 325 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2318) 1470 20.21=( 0) 0 17- 7=( -312) 127 TC LATERAL SUPPORT <= 12"0C. UON, TOTAL LOAD = 42.0 PSF 7- 9=(-2553) 1595 19-22=(-1283) 2557 18- 7=( -183) 195 BC LATERAL SUPPORT <= 12"0C. UON. 8.10=( 0) 0 22.23=(-1248) 2558 18.19=(-1117) 2383 LL = 25 PSF Ground Snow (Pg) 9.10=(-2171) 1350 23-24=(-1710) 3371 7.19=( -182) 187 10-11=(•2583) 1506 24.13=(-1918) 3809 20-19=( 0) 87 NOTE: 2x4 BRACING AT 24"0C UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-3030) 1596 19- 9=( -42) 298 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=(-4554) 2302 9-22=( -689) 454 13-14=( 0) 95 10-22=( •491) 985 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP 22.11=( -471) 264 OVERHANGS: 20.0' 20.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0' -424/ 1870V -169/ 169H 5.50" 2.99 KDDF ( 625) 40'- 0.0" -424/ 1870V 01 OH 5.50" 2.99 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.017" @ -1'• 8.0" Allowed = 0.167" 15-11-11 8-00-10 15-11-11 MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222' 1 MAX LL DEFL = 0.204" @ 24'- 7.3" Allowed = 1.954" 5-05 0-04-08 4-10-12 3-10-03 4-03-14 MAX TL CREEP DEFL = -0.319" @ 24'- 7.3" Allowed = 2.606" T T 1-,r I TT I T T MAX LL DEFL = -0.017" @ 41'- 8.0' Allowed = 0.167" 5-11-12 3-10 3-10-12 0-04-04 4-03-14 2-09 MAX IL CREEP DEFL = -0.021' @ 41'- 8.0" Allowed = 0.222" T T T TT T ff T T T T 11_09.08 11-09-08 MAX HORIZ. TL DEFL = 0.134" @ 39'- 6.5" 12 M-3x4, 4-3x4 12 NOTE:Design assumes moisture content does 7.00 / 7.00 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting M-4X6 M 3X8 10v1-4x6system and components and cladding criteria. 5 7 s o 2M-5x6(S) M-5x6(S) Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0. 5" load Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" *1 Truss designedffor wind loads in the plane of the truss only. M-3x6 2 1s �� M 3x8 0 INNINNINO- N- 22 23 24 :717,-,,, N o 24t 0 15 se 17 16 20 21 ','M-3x8 M-3x4 1 4 0 o M-3x10 M-1.5x4 "25" M-3x4 M-6x8 M-7x8 o M-6x8 0 M-7x8(S) M-1.5x4 **2X WEDGE 3.751 W/(2) M-3X4 TYP. 12 )' y y )' y 0-11,04 y y y y y y 5-10 5-05 4-03-04 4-01-08 4-11-08 y 3-02-07 4-05-10 4-03-14 -05-08 y 1-08* 24-09 y y 12-09-08 2-05.0$1-08 25-06-08 0-09-08 14-05-08 y y y 1-08 40-00 1-08 ,ca,c0 PRQpe�,�r JOB NAME : POLYGON PLAN 3A NH - D2 Scale: 0.1406 . 0 GENERAL NOTES,unless otherwise noted: , _ ,- i1 V f 11 WARNINGS: 4t 9L S 0 P E 1f 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 �,/,,�` Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper. 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building desgner. / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by r r rr p ty continuous sheathing such as plywood sheathing(TC)and/or drywall C). DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� OREGON kt.74k. nON �( SEQ. : 60497 66 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. 1) fastenem are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. X10 1 4 TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design ec ssassumes full bearing at all supports shown.Shim or wedge If t a fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. R R 1O- 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center i Ell II VIII I III VIII IIII VIII Ell TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with jointfcenter lines. 9.Digits ni dsize of plate o Inches. MiTek USA,Ir C./COr 1puTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111 IIIIIH This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 DF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 95 2-15=(-1208) 4537 15- 3=( 0) 333 11-23=( 0) 448 2x6 KDDF #1&BTR T2 2- 3=(-5477) 1562 15.16=(•1211) 4534 3.16=( -395) 270 23.12=(-1347) 230 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-5115) 1716 16-17=(-1618) 5102 16- 4=( -409) 1586 12-24=1 -508) 2413 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 17-18=(-1732) 5404 16- 6=(-1445) 678 2x4 DF 2400F A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 4- 6=(-4352) 1523 18.20=1 -56) 173 6-17=( -101) 563 2x4 KDDF #1&BTR B; TC UNIF LL( 100.0)+DL( 28.0). 128.0 PLF 12'- 0.0" TO 28'- 0.0" V 6- 7=(-5127) 1866 20.21=( 0) 0 17- 7=( -535) 238 2x4 KDDF STUD C TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 28'- 0.0" TO 40'- 0.0" V 7- 8=(-5651) 2044 19-22=(-1806) 5657 18- 7=1 -421) 326 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 40'- 0.0" V 8-10=(-4805) 1657 22.23=(-1456) 5291 18.19=(-1687) 5270 TC LATERAL SUPPORT <= 12"OC. UON. 9-10=( 0) 0 23.24=(-1675) 6627 7.19=1 -124) 377 BC LATERAL SUPPORT <= 12'OC. UON. TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0" 10-11=(-5607) 1876 24-13=(-1873) 7487 20-19=( 0) 130 TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 28'- 0.0" 11-12=(-6195) 1825 19. 8=( -59) 507 12.13=(-8925) 2330 8.22=(-1522) 727 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13-14=( 0) 95 10.22=) -501) 1848 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22-11=1 -572) 273 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 20.0" 20.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'. 0.0" -930/ 3422V -166/ 166H 5.50" 5.48 KDDF ( 625) Connector plate prefix designators: 40'- 0.0' -930/ 3422V 0/ OH 5.50" 5.48 KDDF 625)(or no prefix) = CompuTrus, Inc ( M,M20HS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.016' @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.019" @ -I'- 8.0" Allowed = 0.222" MAX LL DEFL = -0.317' @ 24'- 7.3" Allowed = 1.954" 0-06-14 0-06-14 MAX TL CREEP DEFL = -0.630" @ 24'- 7.3" Allowed = 2.606" f-( 1`1' MAX LL DEFL = -0.017" @ 41'- 8.0" Allowed = 0.167" 11-11-11 16-00-10 11-11-11 MAX TL CREEP DEFL = -0.021" @ 41'- 8.0" Allowed = 0.222' 5-11-12 5-05 3-03-01 4-03-04 5-03 3-03-05 4-03-14 4-03-14 2-09 MAX HORIZ. LL DEFL = 0. 63" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.2263' @ 39'- 6.5" 640#640# NOTE:Design assumes moisture content does 11-09-08 11-09-08 T not exceed 19% at time of manufacture. 12 M-4 12 M- x4 M-3x8 M- x4 " M-5x10 12 Design conforms to main windforce-resisting 7,00 .all _ �� Q 7.00 system and components and cladding criteria. Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, .M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 1 load duration factor=l.8, -6\\+- Truss designed for wind loads A M-4x8 in the plane of the truss only. o M-4x10Ai ir • coAllibib`„ M18HS-3x18 0 .� em _ • Kl 22 23 24 �. rn 2 15 s 17 1 a 21 old-3x8 =M-4x4 1 4 0 o M-1.5x4 0.25" M-3x4 M-6x8 M-7x10 o M18HS-7x14 O M-1.5x4 ..2X WEDGE M-7x8(S) W/(2) M-3X4 TYP. 3.75t y y y y y o-1104 J' y y 12 y y 5-10 5-05 4-03-04 4-01-08 4-11-08 , 3-02-07 4-05-10 4-03-14 „-05-0, 1-08y • 24-09 , , 12-09-08 2-05-0, y y 25-06-08 0-09-08 14-05-08 y y 1-08 40-00 1 08 JOB NAME : POLYGON PLAN 3A NH - D1 Scale: 0 1305 .�- <, RN F�s`r,G7 WARNINGS: GENERAL NOTES,unless otherwise noted: tcf •!-tt��C 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual '• .92$ r..E i Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at _. DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A P ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). P'- DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ C• 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �y-OREGON SEQ. : 6049767 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, A ty 1��w� design loads be applied to any component. and are for"dry condition"of use. I. 4r -24 P TRANS I D: 407427 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 Q 14 �P fabrication,handling, Desessary. , �RVt shipment and installation of components. 7.Design assumes adequate drainage is provided. 1.. 6.This design is furnished subject to the imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center IIII VIII VIII VIII VIII ILII IIII IIII IIII TPIMITCA In BCSI,copies of which will be furnished upon request. it dicae withzjoint tecenter lines. 9.Digits indicate size of plate in inches. ccs MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1908(MiTek) EXPIRES:12/31/2015. IIIIIII IIIIII This design prepared from computer input by PACIFIC LUMBER-BC 0 C LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR 1 DDF I q=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( -3) 118 5-6=(-261) 253 5.2=(-404) 214 BC: 2x4 KDDF 91&BTR SPACED 24.0" O.C. 2.3=(-139) 127 2.6=(-220) 238 WEBS: 2x4 KDDF STAND 3.4=( 0) 0 6-3=(-150) 157 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" 0'- 0.0" -55/ 442V -110/ 1568 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 1.0' -89/ 206V 0/ OH 5.50" 0.33 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 psf) uplift at 24 'oc spacing.) M,M2OHS,MI8HS,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 = -0.014" @ -1'- 8.0' Allowed = 0.167' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.017" @ -1'- 8.0" Allowed = 0.222" MAX TC PANEL LL DEFL = 0.025" @ 2'- 1.0" Allowed = 0.246" 3-09-04 0-03-12 MAX IC PANEL TL DEFL = 0.025" @ 2'- 1.0" Allowed = 0.369" 12 MAX HORIZ. LL DEFL = -0.001' @ 3'- 7.5" 7.001/ MAX HORIZ. TL DEFL = -0.001" @ 3'- 7.5' M-1.5x4 q NOTE:Design assumes moisture content does not exceed 19h at time of manufacture. 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x4 v o C� .4- u-)u7 0 el 0 N Il I MEI 5�� 16 M-1.5x4 M-3x4 J, y y 1-08 4-01 ,,v, 0 PR04- JOB NAME : POLYGON PLAN 3A NH - E2 Scale: 0.4901 WARNINGS: GENERAL NOTES,unless otherwise noted: !,44' !92 t S�1 E l"' 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 Truss: E2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporarybracing to Insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at � 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / ''� DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /,(j DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown i+ XyL (�REGON� �I(! SEQ. : 6049768 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. ((t 1� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, -/� �, p A design loads be applied to any component. and are for"dry condition"of use. a,,,t 1 4 `Y. TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design ssumes full bearing at all supports shown.Shim or wedge if t� fabrication,handling,shipment and installation of components. �R R 1.t,.�" p P 7.Design assumes 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,and placed so their center IIIIII VIII VIII VIII 11111 IIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of t plate In(Ines. 7 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/41/201 5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2= -3) 118 5-6=(-261) ( 4) BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2-3=(-139) 127 253 2.6- -224 214238 WEBS: 2x4 KDDF STAND 3.4= 0 0 6-3=(-150) 157 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) OVERHANGS: 20.0" 0.0" 0'- 0.0" -55/ 442V -110/ 156H 5,50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 1.0" -89/ 206V 0/ OH 5.50" 0.33 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, ICOND, 2: Design checked for net(-5 osf) uplift at 24 "oc spacing,) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.014" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.017" @ -1'- 8.0" Allowed = 0.222" 3-09-04 0-0 -3 2 MAX TC PANEL LL DEFL = 0.025" @ 2'- 1.0" Allowed = 0.246" MAX TC PANEL TL DEFL = 0.025" @ 2'- 1.0" Allowed = 0.369" MAX HORIZ. LL DEFL = -0.001' @ 3'- 7.5" MAX HORIZ. TL DEFL = -0.001" @ 3'- 7.5" M 1.5x4 q NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 I Design conforms to main windforce-resisting 7,00 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, EXp,B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads M-3X4 in the plane of the truss only. v o 1114 4 N 0 M 0 N I I iimi 5�� �16 M-1.5x4 M-3x4 1, y y 1-08 4-01 JOB NAME : POLYGON PLAN 3A NH - E3 <r" 1. 4NQ, s,0 Scale: 0.490, '4llr�� WARNINGS: GENERAL NOTES,unless otherwise noted: kr -7 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual .92 0 0 P E r Truss: E3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stabilty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as gg .+'"' = #" ' the overall structure is the responsibility of the buildingdesigner. Plyingoequred where and/or drywell(BC). DATE: 9/4/2014 p ty 9 3.2o1mpad bridging or lateral bracing required where shown++ ft 1,C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6049769 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, 1, \Ix �w TRANS I D: 407427 design loads be applied to any component. and are for"dry condition"of use. 6 / (} 5.CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge if V j�j 14 �p shipment and Installation of components. . fabrication,handling, necessary. "' h `�L 7.Design assumes adequate drainage is provided. r"i 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111 IMO I 111 1110 VIII IIIA 111 IIIITPI/WTCA in SCSI,copies of which will be furnished upon request. lines cowith joint center lines. 9.Digits indicate size of plate In Inches. 10. p MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRED.12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacino.I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR 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"0C. 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 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CI8,CNIB (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loons 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. 2 —/ Refer to CompuTrus gable end detail for complete specifications. DESIGN E ASSUMES SHEATHING 12 7.00 / v I-o /— v Lo 1 11111 0 00 N I 41 3 l y y 1-08 4-01 0 P R QF�S JOB NAME : POLYGON PLAN 3A NH - El Scale: 0.8153 \ 1 WARNINGS: GENERAL NOTES,unless otherwise noted: /q /�- P 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 4t' rr� i 45 r E El and Warnings before construction commences. building component.Applicability of design parameters and proper 1.- Truss: incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction2'o.c.end at 10'o.c.respectively unless braced throughout their length by rpr. . DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). tx t`" DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ QREGON �r C. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6049770 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �,4 and are for"dry condition"of use. �'���-7 1 4 �� '[' design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility far the necessary. (�b fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. `i f1} 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII I I I VIII VIII VIII IIII IIIITPI WTCA in SCSI,copies of which will be furnished upon request. lines coincide i with Joint center Ines. 9.Digitsindicate ocsize oft platein inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES,12/31/2015 11E111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=(-559) 495 72 2 5=(0) 0 3-4=(-137) 87 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 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: 10.0' 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -22/ 350V -195/ 417H 5.50" 0.56 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50' 0.22 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -410/ 472V 0/ OH 1.50' 0.60 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.2" -91/ 106V 0/ OH 1.50' 0,17 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1) 083 MAX TLMAX CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 00.111" MAX TC PANEL LL DEFL = 0.145" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.145' @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.012" @ 9'- 10.4" MAX HORIZ. TL DEFL = -0.012" @ 9'- 10.4" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00/ Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. N O .-- tilt gi..... .. .mimmm -� O 5'- M-3x4 ), ; 1, y 0-10 6-00 3-11-03 'PROVIDE FULL BEARING;Jts:2,5,3,4) JOB NAME : POLYGON PLAN 3A NH - DJ 10 Scale: 0.2986 ,5p P Fees' WARNINGS: GENERAL NOTES,unless otherwise noted: 4d r. ( f 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 1' 7 92 0 0 P E r- Truss: DJ 10 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation at component is the responsibility of the building designer. '' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by41611561P ' the overall structure is the responsibilityrAdof the designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(UC). !' DATE: 9/4/2014 9 9 3.2x Impact bridging or lateral braang required where shown++ i/ (t I� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -' ' OREGON 4 S E Q ld any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4. '1 ,r,f A. TRANS I D: 407427 design loads be applied to any component. and are for"dry condition"of use. //�, -7.5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at ati supports shown.Shim or wedge if 1 4 Z. fabrication,handling,shipment and Installation of components. necessary. eR F0 s y 7.Designlaesassumes adequated drainage Is truss, '�/ 4.4 6.This design is furnished subject to the limitations set forth by a.Plates shall be located on both faces of truss,and placed so their center IIIA VIII IIIA III VIII IIII VIII III IIIITPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10. r MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201.5 11E1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10' 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF A18BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3_(:218) 5000 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -59) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10,0" 8.2" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SO,IN, (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 351V -207/ 465H 5.50" 0.56 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2' -413/ 474V 0/ OH 1.50" 0,61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0,0" -178/ 178V 0/ OH 1.50" 0.23 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin0. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 0'--10,0' Allowed = 0,083" MAX TL CREEP DEFL = -0.001" @ 0'--10,0" Allowed = 0.111" ') MAX LL DEFL = -0.001" @ 10'- 8.2" Allowed = 0.068" MAX TL CREEP DEFL = -0.001" @ 10'- 8.2" Allowed = 0.091" MAX TC PANEL LL DEFL = 0.144" @ 3'- 4.8' Allowed = 0.576" MAX TC PANEL TL DEFL = -0,144' @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.014" @ 9'- 11.2' MAX HORIZ. TL DEFL = -0.014' @ 9'- 11.2" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 14.00 r Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, /; (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, w Truss designed for wind loads in the plane of the truss only. 0 rntPig -/ � 6._. 0 - M-3x4 1, 1, y y 0-10 6-00 4-08-03 'PROVIDE FULL BEARING:Jts:2,6,3,41 c,0 PR Ore JOB NAME : POLYGON PLAN 3A NH - J11 Scale: 0,2849 4.��� tf�i' 'i1 o7 WARNINGS: GENERAL NOTES,unless otherwise noted: C . -7,++' P 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 Truss: J11 and Warnings before construction commences. building component.Applicability of design parametem and proper 2.204 compression web bredng must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ri' 2'o.c,and at 10'o.c,respectively unless braced throughout their lenggth byfrrr, 401110. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC DATE: 9/4/2014 the overaA structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �L � �/i 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON ^V SEQ. : 6049772 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4© (� 14 24 '�' design loads be applied to any component. and are for"dry condition"g use. ty, TRANS I D: 407427 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 I �` necessary. `r/ .R ` `„ fabrication,handling,shipment and Installation of components. 7.Design assumes 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,and placed so their center 1111111111111111111111111111111111111111 IIIIIIVIIIVIIIVIIIIIIIIIIIVIIIIIIIIIII TPINVTCA In BCSI,copies of which will be furnished upon request. git coindde with joint acenter che. 9.Digits indicate size of plate in inches, MiTek USA,InC./CompUTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E1 IIIIII1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.C. 2-3=(.564) 500 3.4=(-140) 90 IC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -22/ 350V -197/ 420H 5.50" 0.56 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -414/ 475V 0/ OH 1.50" 0.61 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.9" -93/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 0'--t0,0" Allowed = 0.083" �' MAX TL CREEP DEFL = -0.001" @ 0'--10,0' Allowed = 0.111" MAX TC PANEL LL DEFL = 0.145" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.144' @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.012" @ 9'- 11,2' MAX HORIZ. TL DEFL = -0.012' @ 9'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00 7 Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), nl rn load duration factor=1.6, o Truss designed for wind loads 0 in the plane of the truss only. N 0 P� 0 5- M-3x4 ), J, y ), 0-10 6-00 3-11-15 'PROVIDE FULL BEARING;Jts:2,5,3,41 Ft JOB NAME : POLYGON PLAN 3A NH - J10 Scale: D.2963 ,5`c`` � pN c� �`:0 WARNINGS: GENERAL NOTES,unless otherwise noted: R�lrr�� f /tr- 17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 . .7 92 0 0 Pt. t`" Truss: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper /M 2.204 compression web bradng must be Installed where shown+. incorporation of component is the responsibiity of the building designer. /' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: U is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , ileiPOW the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 as ty 9 3.2x Impact bridging or lateral bracing required where shown++ r r S /1 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 37 OREGON t(/ E Q loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, I* ''22 N,� .(„ design loads be applied to any component. and are for"dry condition"of use. /) -1 y Q TRANS I D: 407427 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 V 1 4 fabrication,handling,shipment and installation of co necessary. SFR R{0s p components. 7.Design assumes adequate drainage is provided. +'i rl 1 4• 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII II II VIII I I I VIII III VIII IIII IIIITPINJfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/20 15 IIIIII I VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 3.4_(_182) 449 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -24/ 353V -177/ 376H 5.50" 0.57 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50° 0,22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -374/ 440V 0/ OH 1.50' 0.56 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 11.9" -49/ 57V 0/ OH 1.50" 0.09 KDOF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" /i MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.154" @ 3'- 4.8" Allowed = 0.576' MAX TC PANEL TL DEFL = -0.155" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.009" @ 8'• 11.2' MAX HORIZ. TL DEFL = -0.009" @ 8'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00 n Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, a) Truss designed for wind loads in the plane of the truss only. 0 0 in Kij -/ c>/._ _� 5-_. O • M-3x4 ) J, > y 0-10 6-00 2-11-15 PROVIDE FULL BEARING:Jts:2.5,3,4! �, EO PRprt JOB NAME : POLYGON PLAN 3A NH - J9 Scale: 0,3198 44 17 WARNINGS: GENERAL NOTES,unless otherwise noted: `^u' P c 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 .Truss: J9 and Warnings before construction commences, building component.Applicability of design parameters and proper 1 2.2x4 compression web biasing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. J ��r 3.Additional temporary bracing to Insure stablaty during construction 2.Design assumes the tap end bottom chords to be laterally braced at � - , DES. BY• LJ is the responsibility of the erector.Additionalpermanent bracing of T e.c,and at 10'o.c.respectively unless braced throughout their length by .-119 gym■,. po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � GN� �( SEQ. : 6049774 4.No load should be appaed to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. k fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ///.�, .4},. 1 4 � S.. design loads be applied to any component. and gra fss"dry conditioni g ata. ,,,r S- TRAN S I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.oe ease ssumes full bearing at all supports shown.Shim or wedge if A n f�jT fabrication,handling,shipment and installation of components. ry. R n`t_� g p P 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the arNtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIANiCA in BCSI,copies of which will be furnished upon request git coincide with joint In che. 9.Digitssoncide size of t plateIninches. MiTek USA,IDC./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3c(-419) 363 2-5=(0)72 0 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 3-4=(-107) 44 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -24/ 354V -156/ 334H 5.50" 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -355/ 431V 0/ OH 1.50" 0.55 KDDF ) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.9" -17/ 10V 0/ OH 1.50" 0.02 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. !COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001' @ 0'--10.0" Allowed = 0.083' j/ MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.199" @ 2'- 11.6" Allowed = 0.576" MAX TC PANEL TL DEFL = 0.180" @ 2'- 11.6" Allowed = 0.864" MAX HORIZ, LL DEFL = -0.008" @ 5'- 11.2' MAX HORIZ. TL DEFL = -0.008" @ 7'- 11.2' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 712 I) Design conforms to main windforce-resisting 14.00 system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), a, load duration factor=1.6, 0 Truss designed for wind loads o in the plane of the truss only. co 0 r/- in o,L -. o - 5.z. M-3x4 ), ,' ,L ,L 0-10 6-00 1-11-15 (PROVIDE FULL BEARING;Jts:2,5,3,4I JOB NAME : POLYGON PLAN 3A NH - J8 �.<' "oaPe NR 6's, Scale: 0.34731411?' '')•P•P WARNINGS: GENERAL NOTES,unless otherwise noted: �'' rl' 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 ':' T OPE re' Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibibty of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2•o.c.and at 10'o.c.respectively unless braced throughout their length by409410/"P' I the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` DATE: 9/4/2014 Po nY 9 9 3.2x Impact bridging or lateral bracing required where shown++ 1I CC 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. -fr OREGON <V SEQ. : 6049775 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,G- V p,s,, design loads be applied to any component. and are for"dry condition"of use. / +� TRANS I D: 40742 7 5.CompuT us has no condo)over and assumes no responsibility for the e.Design assumes full bearing et all supports shown.Shim or wedge if © 1 4, �P fabrication,handling,shipment and installation of components. necessary. A� �R`i 7.Design assumes adequate drainage is provided. '7 L.• 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I(IIIA II II IIII((I I II II VIII VIII IIII IIIITPIIWTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines.9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF k16BTA SPACED 24.0' O.C. 3.4=( -86) 186 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 11.9" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0° -34/ 368V -130/ 313H 5.50" 0.59 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 146V 0/ OH 5.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 6'- 0.0" -288/ 278V 0/ OH 1.50" 0.36 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 -/ MAX LL DEFL = -0.001" @ 0'--10,0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10,0" Allowed = 0.111" MAX LL DEFL = -0.003" @ 6'- 11.9" Allowed = 0.099" MAX TL CREEP DEFL = -0.003" @ 6'- 11.9' Allowed = 0.133" MAX TC PANEL LL DEFL = 0.296" @ 3'- 7.3" Allowed = 0.576' MAX TC PANEL TL DEFL = -0.288" @ 3'- 5.2" Allowed = 0.864' MAX HORIZ. LL DEFL = -0.006" @ 5'- 11.2" 0 MAX HORIZ. TL DEFL = -0.006" @ 5'- 11.2' NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 14.00 Design conforms to main windforce-resisting system and components and cladding criteria. rnWind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, I.-- 0 Truss designed for wind loads 00 in the plane of the truss only. 0 r/- �� -y C?/- 5_� 0 M-3x4 y ), .1 ) 0-10 6-00 0-11-15 (PROVIDE FULL BEARING;Jts:2.5,31 s\tg P R OPes,s JOB NAME : POLYGON PLAN 3A NH - J7 Scale: 0.3817 t WARNINGS: GENERAL NOTES,unless otherwise noted: 44 17 4' ,., SPE Y~ 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 Truss: J7 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be lateral braced et w " po 2'o.c.and al 10'o.c.respectively unless braced throughout their le th by ,,/(,mlrr > DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). " DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+ OREGON w/ i- 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6049776 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, ot* v �, 14 (�\ Q.�.-, design loads be applied to any component. andDes are for s"dry condition"of use. 6.Design assumes full beading u all supports shown.Shim or wedge if ,{ TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the necessary. "f 'R Fi 13 1„ fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. �l R 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ished upon nes de with joint center lines. IIIIII VIII VIII III I(IIII VIII VIII IIII IIIIM TTe USA,lnc6/Co npuTf S(SoftlWare INVTCA In BCI,copies of whch wil be 7.6.6(1 L)E request. U(For baisicconnectoroplatetdesign 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 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=(-224) 185 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -34/ 379V -117/ 254H 5.50" 0.61 KDDF ( 625) Connector plate prefix designators: 5'- 9.2" 0/ 147V 0/ OH 5.50" 0.24 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) LL = 25 PSF Ground Snow (Pg) 5'- 11.9" -163/ 201V 0/ OH 1.50" 0.32 KDDF = ormpuTrus, Inc ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 5-11-15 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = •0.001" @ 0'-•10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' -V MAX TC PANEL LL DEFL = 0.342" @ 3'- 7.2" Allowed = 0.575" MAX TC PANEL TL DEFL = -0.289" @ 3'- 5,2" Allowed = 0.863" (�( MAX HORIZ. LL DEFL = -0.004' @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.004" @ 5'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 0 010/ 14.00/ system and components and cladding criteria. Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. in 0 r; 0 r o� ct M-3x4 .1 ) y 0-10 6-00 'PROVIDE FULL BEARING;Jts:2,4,3' JOB NAME : POLYGON PLAN 3A NH - J6 � � � t�� es Sale: 0.4126 .ANNE...._Il �, WARNINGS: GENERAL NOTES,unless otherwise noted: �Gtffr� t f .�y 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 't .7 •PE 1'r Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. i 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords braced to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �► DATE: 9/4/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywal C). ' Po ty 9 3.2x Impact bridging or lateral bracing where shown++ SO CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 OREGON 44/ SEQ. : 6049777 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, E. 4l, 1r so ...L.As design loads be applied to any component. and are for"dry condition"of use. / TRANS I D: 407427 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 P fabrication,handling, Design ass X11 'R 4 f3, shipment and installation of components. 7.Design assumes adequate drainage is provided. 'v/ 4. V 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center lin int IIII VIII VIII I III VIII IIII VIII IIII IIIIMTe USA, /CompuTrus I/VVTCA in BCSI,copies of ISoftwarech will be f 7.6.6(1 L)E request. 10.For basic con ectors coincide with joplate design values see ESR-1311,ESR-1988 center Ines. 9.Digits Indicate size of plate in inches. (MiTek) EXPIRES:12/31/201.5 This design prepared from computer input by 1111111111This LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'• 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C, 2.3=(-181) 158 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -22/ 352V -98/ 217H 5.50" 0.56 KDDF ( 625) 4'• 11.2" -166/ 179V 0/ OH 1.50° 0.29 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 71V 0/ OH 5.50" 0,11 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' 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 = -0.001' @ 0'••10,0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10,0" Allowed = 0.111" 4-11-15MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.027" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.036" T MAX TC PANEL LL DEFL = 0.145" @ 2'• 10.3' Allowed = 0.473" -/ MAX TC PANEL TL DEFL = -0.135" @ 2'- 10.5' Allowed = 0.709" MAX HORIZ. LL DEFL = -0.003" @ 4'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 4'- 11.2' NOTE:Design assumes moisture content does 1-,1/7 not exceed 19% at time of manufacture. 14.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.5ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1,6, o Truss designed for wind loads co in the plane of the truss only. 0 cc 0 �/- ►� W=M4 0 M-3x4 J, , y 0-10 6-00 'PROVIDE FULL BEARING;Jts:2,3,41 �� 0PRQ - JOB NAME : POLYGON PLAN 3A NH - J5 Scale: 0.4405 . .774//rO WARNINGS: GENERAL NOTES,unless otherwise noted: !. . ±�2 Pt_ it 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 C and Warnings before construction commences. building component.Applicability of design parameters and proper y Truss: J 5 Incorporation of component is the responsibility of the building designee ! 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at ' 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c,respectively unless braced throughout their length by }� DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ II �REr'rsKl X SEQ. : 6049778 4.No load should be appled to any component until after all bracing and 4.Instataton of truss is the responsibility of the respective contractor. �i fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /^ -7}, 14 0 'E" design loads be applied to any component. Design es gra for"dry condition"of ata. V hh,, TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 8'oecessa assumes full bearing et all supports shown.Shim or wedge If �yi �` fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage is provided. 1 R} 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 IIIIII II II VIII I III VIII VIII VIII IIII IIII TPI WTCA in BCSI,copies of which will be furnished upon request. git coincideintwith joint centerIn Ines. 9.Digitssndsize oplate to Inness. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) EXPIRES:12/31/201.5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 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) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-134) 132 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BUG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10,0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0° -11/ 322V -79/ 180H 5.50" 0.52 KDDF ( 625) 3'- 11.2" -166/ 161V 0/ OH 1.50' 0.26 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 61V 0/ OH 5.50" 0.10 KDDF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ 0'--10,0" Allowed = 0.083" 3-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10,0" Allowed = 0.111" T l' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.077' MAX IL CREEP DEFL = 0.000" @ 0'- 0.0' Allowed = 0,103" -/ MAX TC PANEL LL DEFL = 0.056" @ 2'- 2.3" Allowed = 0.371" MAX BC PANEL TL DEFL = -0.037" @ 3'- 1.4" Allowed = 0.339" 12 jj MAX HORIZ. LL DEFL = -0.002' @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 3'- 11.2" 7 14,00 NOTE:Design assumes moisture content does not exceed 19`k at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, NWFRS(Dir), load duration factor=l.6, C; Truss designed for wind loads n in the plane of the truss only. 0 pardto0 o� ► o s.4 -V M-3x4 ; y y 0-10 6-00 (PROVIDE FULL BEARING;Jts:2,3,4( JOB NAME : POLYGON PLAN 3A NH - J4 �y, .o NF6's, Scale: 0,5097 ``I l 11 q. WARNINGS: GENERAL NOTES,unless otherwise noted: ) n q 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 . '7:920. 92 0.P E r Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibikty of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,..404w.: 0 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC. DATE: 9/4/2014 P H 9 g 3.2x Impact bridging or lateral bracing where shown++ sf CC f� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ^;7 OREGON S E Q corrosive environment, �j TRANS I D: 407427 design loads be applied to any component. and are for"dry condition"of use. 6 /V }. {� 1 5.CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge If 1 4 �bo- fabrication,handling, Design assumesessary. A �R R i f 5 f shipment and Installation of components. 7.Design adequate drainage is provided. 4/ 1.-v.., 6.This design is furnished subject to the!irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII(VIII IIIA III VIII(III VIII(III(IIITPINIRCA in BCSI,copies of which wig be furnished upon request. lines coincide with joint center lines 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111 1IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KODF N1&BTR SPACED 24.0" O.C. 2.3=(-82) 107 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" 0/ 292V -60/ 144H 5.50° 0.47 KDDF ( 625) 2'- 11.2' -162/ 143V 01 OH 1.50" 0.23 GDP ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0,0" 0/ 53V 0/ OH 5.50" 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.I 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 = -0.001" @ 0'--10.0" Allowed = 0.083" 2-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" TT MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.127" MAX BC PANEL LL DEFL = -0.009" @ 2'- 8.6" Allowed = 0.254' MAX TC PANEL TL DEFL = -0.017" 6 1'- 8.4" Allowed = 0.402" 12 MAX BC PANEL TL DEFL = -0.031° @ 3'- 1.4" Allowed = 0.339" 14.00 V / MAX HORIZ. LL DEFL = -0.001" @ 2'- 11.2" I, MAX HORIZ. TL DEFL = 0.001" @ 2'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. c Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M Truss designed for wind loads in the plane of the truss only. o'- Kirijimmimmimmmmmimmi Loo o� ►�4 M-3x4 y ) I 0-10 1FROVIDE FULL BEARING;Jts:2,3,41 6-00 O4 PRS FE�� JOB NAME : POLYGON PLAN 3A NH - J3 Scale: Q-5914 ��`5< ' 411 ''X43 WARNINGS: GENERAL NOTES,unless otherwise noted: 4' 792S.P17 I: C"• 0 1.Builder and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Tru ss: J3 and Warnings before constructlon commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et --- DES. -tet- DES" BY: LJ Is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'e.c.respectively unless braced throughout their lenggth by rn po ty P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ # OREGON SEQ. : 60497 80 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. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, /� d AN. design loads be applied to any component. and are for"dry condition"of use. �/c,l�'7 1 4 0� T- TRAN S I D: 407427 5.CompuTrus has no control over and assumes no responsib lily for the 6.nDe Signa ssumes full bearing at ell suppo is shown.Shim or wedge if n s fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. eR R`4..\ 6.This design Is furnished subject to the limitation set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII IIIIII III VIII VIII VIII(III(IIITPINJTCA In BCSI,copies of which will be furnished upon request. 9.(ines Digits coincide ate size ejoint plate in center 10. i MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF qi&BTR SPACED 24,0" O.C. 2-3=(-53) 85 TC LATERAL SUPPORT <= 12°OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -17/ 263V -42/ 108H 5.50" 0.42 KODF ( 625) 1'- 11.2" -147/ 129V 0/ OH 1.50" 0.21 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 or no prefix) = ormpuTrusLL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) ( p , Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ 0'--10,0" Allowed = 0.083" 1-11-15 SAND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10,0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.004" @ 1'- 3.1" Allowed = 0.166" MAX TC PANEL TL DEFL = -0.006" @ 1'- 1.6" Allowed = 0.249° MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254' 12 MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8" Allowed = 0.339" 14.00/ MAX HORIZ, LL DEFL = -0.000" @ 1'- 11.2" MAX HORIZ, TL DEFL = 0,000" @ 1'- 11.2° NOTE:Design assumes moisture content does not exceed 1996 at time of manufacture. I) /1 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4,2,BCOL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, cz o Truss designed for wind loads N in the plane of the truss only. o,_ Lo AAIAIMIMIMIMMMIMIMIMMIMII0 CD' illii4 M-3x4 J, y y 0-10 (PROVIDE FULL BEARING:Jts;2,3.41 6-00 JOB NAME : POLYGON PLAN 3A NH - J2 '0,, .° PROFe Scale: O.sa08 <cJ r °I/P/7 <9 WARNINGS: GENERAL NOTES,unless otherwise noted: £44/ Ve rr��/i 7 -7 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 > .PE 1'- Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 4010011.. DES. BY LJ 3.Additional temporary bracing to insure stability 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 by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). > �1°. DATE: 9/4/2014 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 appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON 4J. SEQ. : 6049781 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G/ Vy \1k TRANS I D: 407427 design bads be applied to any component. 6. and ar assumes full,tion ofuse. supports 5.CompuTrus has no control over and assumes no responsibility for theDesigng shown.Shim or wedge if 1 4 ry✓ 1ix, fabrication,handling,shipment and Installation of components. necessary. J}.,� '0S 6.This design is furnished subject to the limitations set forth 7.Designlaesassumes adequate onne drainage Is of truss,provided. 7 'h t�.l f �� V I(IIIA II II IIIA III I VIII III(VIII(III(III by 8.Plates shall be located both faces of and placed so their center f 7 b TPI/WTCA in SCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E Tines coincide with joint center Anes. 9.Digits Indicate size of plate in Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-54) 119 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0° -121/ 260V -24/ 73H 5.50" 0.42 KDDF ( 625) 0'- 11.2" -51/ 173V 0/ OH 1.50" 0.28 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing,' 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 = -0.001" @ 0'--10.0" Allowed = 0.083" 0-11-15AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--I0.0" Allowed = 0.111' 1' I MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.1' Allowed = 0.062' MAX TC PANEL TL DEFL = -0.001" @ 0'. 8.1" Allowed = 0.093" MAX BC PANEL LL DEFL = 0.005" @ 2'- 8.6" Allowed = 0.254' 12 MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.339" 14.00 V MAX HORIZ. LL DEFL = -0.001' @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �I (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), °' load duration factor=1.6, o Truss designed for wind loads o in the plane of the truss only. +-- of- ,- LO s--0 0 Of- 1111. 114 -/ -3x4 y > y 0-10 (PROVIDE FULL BEARING:Jts:2.3,4( 6-00 ,() PROpp, JOB NAME : POLYGON PLAN 3A NH - J1 ,<0. 0.7112 5� tO)1111E44 /!C, WARNINGS: GENERAL NOTES,unless otherwise noted: 44 17 4 t 'ttt P G I'' 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 Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper / • 2.204 compression web braving must be installed where shown+, incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ++ . DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral braving required where shown++ © �iN �(j f CC 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. 1�� SEQ. : 6049782 fasteners are complete and at no rime should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ie./�V N P design loads be applied to any component, and are for"dry condition"of use. q,.r 1 4 TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the e'De esse assumes full bearing at all supports shown.Shim or wedge if f t1 t� fabrication,handling,shipment and installation of components. ry M p R I L\'" P 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Irritations set forth by B.Plates shall be located on both faces of truss,end placed so their center 111 13 1111 01111 I IIIIIII VIII 1 11 VIII 11 IIII TPINYTCA in SCSI,copies of which will be furnished upon request. lines coincidejointcenterIn lines. 9.Digits indicate with josize offnt co inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1 988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.7=(-102) 130 7-6=( 0) 18 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2.3=(-436) 137 6.8=(-132) 166 6.3=( 0) 52 3-4=(-403) 176 3-8=(-199) 158 LOADING 4-5=(-212) 37 IC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 POE BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 10.0" 11.9' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -19/ 272V -131/ 3156 5.50" 0.43 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6,_ 11.2" -327/ 512V 0/ OH 1.50" 0.66 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 0.0" -8/ 112V 0/ OH 5.50' 0.18 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacino.) 6-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 0'•-10.0" Allowed = 0.083" 5MAX TL CREEP DEFL = -0.001" @ 0'--10,0" Allowed = 0.111" MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0,027" MAX TL CREEP DEFL = 0.000° @ 0'- 0.0" Allowed = 0.036" MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.099" MAX TL CREEP DEFL = 0.000" @ 0'• 0.0" Allowed = 0.133° MAX TC PANEL LL DEFL = -0.013" @ 3'- 11.1" Allowed = 0.237" MAX TO PANEL TL DEFL = 0.029" @ 3'- 11.0" Allowed = 0.356" 2/ MAX HORIZ. LL DEFL = 0.013' @ 5'- 8.6" 14.00 MAX HOAIZ, TL DEFL 0.015" @ 5'- 8,6" NOTE:Design assumes moisture content does 0 not exceed 19h at time of manufacture. D Design conforms to main windforce-resisting system and components and cladding criteria. co M-4x6 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, 41 Truss designed for wind loads in the plane of the truss only. 0 88 8 -/ o P it o - M-1.5x4 o M-3x4 M73x4 0 M-3x6 2-03-12 3-08-04 1, J 1, y 0-10 2-05-08 4-06-07 y y 0-11-15 1, y 6-11-15 1PROVIDE FULL BEARING:Jts:2,4°81 JOB NAME : POLYGON PLAN 3A NH - CJ7 , PR 04 Scale: 0.3032 NUJ (,I ,,,? f0 WARNINGS: GENERAL NOTES,unless otherwise noted: ':- vs i/n/c "7 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and is for an Individual 9`2®Q r 4. 1"" Truss: CJ 7 and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. / A 3.Additional temporary bracing to insure stebiity during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 9/4/2014 the overall structure Is the responsibilityof the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). !1' 9 3.2x Impact bridging or lateral bracing where shown++ 1/ nCC 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. 'XT OREGON ,((f SEQ. : 6049783 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L.. -,F NLx � TRANS I D: 407427 Compdesigo loads be applied to any and component. 8.Design aand are ssumes"des condition" teanngf at all supports shown.Shim or wed ,Sf 14 A 5.Com uTrus has no control over and assumes no responsibility for the wedge If �A,.. fabrication,handling,shipment and installation of components. Desessary. P/410,R`` S.This design Is furnished subject to the!irritations set forth7.Design assumes adequate drainage iof truss,a r'i 4• I IIIIII VIII IIIA VIII IIIIIIIIIIIIII IIII IIII by e.Plates shall be located on both faces of truss,and placed so their center TPINVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Digits indicate size of plate in Inches. 10. rr�� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 2/31/+4Q').) 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18,BTR LOAD DURATION INCREASE = 1.15 1.2.) 0) 72 2.7=(-123) 142 7.6=( 0) 18 BC: 2x4 KDDF #16BTR SPACED 24.0" 0.C. 2.3=(-209) 43 6.8=(-158) 182 6-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=(-103) 76 3-8=(-218) 189 LOADING 4-5=( 0) 0 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -25/ 357V -99/ 218H' 5.50' 0.57 KDDF ( 625) Connector plate prefix designators: 4'- 11.2' -96/ 158V 0/ OH 1.50" 0.20 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -36/ 135V 0/ OH 5.50" 0.22 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 5-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 0'--10.0' Allowed = 0.083° 5 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 5 -/ MAX LL DEFL = 0.008' @ 2'- 3.8" Allowed = 0.221" MAX TL CREEP DEFL = -0.009" @ 2'- 3.8" Allowed = 0.294" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.027° MAX TL CREEP DEFL = 0.000' @ 0'- 0.0" Allowed = 0.036" MAX HORIZ. LL DEFL = -0.016" @ 5'- 8.6" MAX HORIZ. TL DEFL = 0.016' @ 5'- 8.6" 12 /% NOTE:Design assumes moisture content does 14.00 7not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. ao Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 co load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. fik O 88 03 8 -/ o/- jam o M-1.5x4 o� ML3x4 0 M-3x4 M-3x6 ,1 ), y 2-03-12 3-08-04 y y y y 0-10 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2.4.81 \t° PROS S JOB NAME : POLYGON PLAN 3A NH - CJ6 Scale: 0.3741 5 ,,.ALI A/1p 04,- t- 7,WARNINGS: GENERAL NOTES,unless otherwise noted: 4Q') (IPE r""' 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 " Truss: CJ 6 and Wamings before construction commences. building component.Applicability of design parameters and proper !/ /2.7rt 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stabifty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length� by rlr!o po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `"� CC I DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. �� OREGON �t.. SEQ. : 60497 84 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. IX ^V fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, 1.� .11 1 4 /IQ ..1. design loads be applied to any component. and are for"dry condition"of use. l-. TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. ill 'L'S p�a \... fabrication,handling,shipment and Installation of components. 7. q . r l fl 1.. Design assumes adeuate 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,and placed so their center 111 VIII MIN EI(III(III(III(III TPUWTCA In BCSI,copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 9.Digits indicate size of plate In Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2.1 0) 72 2-6=(-123) 142 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3.(-209) 43 5-7.(-158) ( 0) 52 WEBS: 2x4 KDDF STAND 3-41-103) ('158 182 76 3-7=(-218) 189 LOADING TC LATERAL SUPPORT <= 12"0C. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0" -25/ 357V -98/ 217H 5,50' 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 11.2" -104/ 106V 0/ OH 1.50" 0.17 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" -36/ 135V 0/ OH 5,50" 0.22 625)KDDF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ( M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin0.I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.221" MAX TL CREEP DEFL = -0.009" @ 2'- 3.8' Allowed = 0.294' MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.027" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.036" MAX HORIZ. LL DEFL = -0,016" @ 5'- 8.6" 12 MAX HORIZ. TL DEFL = 0.016" @ 5'- 8,6" 14.00V NOTE: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-4x6 .7; o Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Via, load duration factor=l.6, v� Trinuthess dplane6ofd fthetruss wind loads only. MillIllhhib- 4".41' co _, .... .._,_ �� �I M-3x4 o M-1.5x4 o� o .=. 6 0 M-3x4 M-3x6 y y 1, 2-03-12 3-08-04 y J, ), ), 0-10 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING;Jts;2,4,7I JOB NAME : POLYGON PLAN 3A NH - CJ5 Scale: 0.4212 ��-'c, PREF``sio WARNINGS: GENERAL NOTES,unless otherwise noted: 44., 1// / " 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 u` .9G$40PE 1'"• Truss: CJ 5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Ora"' DES. BY: W Is the responsibility of the erector.Additional permanent bracing of co2'o.c.and at 10'o.c.respectively unless braced throughout their length by r DATE: 9/4/2014 responsibilitybuilding g 2x Impact shing suer las bracing ywg required when C)and/or drywall�eC). CC, the overall structure is the res onsibili of the designer. 3.2x bridgingor lateral required where shown++ 4 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 6049785 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, l+ It Nb* TRANS I D: 407427 design loads be applied to any component. and are for"dry condition"of use. /h -7 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 V 14 necessary. / RIO- 6. }O- fabrication,handling,shipment and installation of components. f-1 '3 7.Plates assumes adequate ne dthifac a Is provided. 8.This design is furnished subject to the imitations set forth by e.Plates shall be located on both faces of truss,and placed so their center (VIII(II VIII VIII VIII IIII VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES: 2/31/201 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TC: 2x4 KDDF p1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-7=(-55) 74 7.6=( 0) 18 BC: 2x4 KDDF q1&BTA SPACED 24.0" O.C. 2-3=(•144) 0 6.8=(•71) 95 6-3=( 0) 52 WEBS: 2x4 KDDF STAND 3.4=( -14) 39 3-8=(-113) 85 LOADING 4-5=( 0) 0 TC LATERAL SUPPORT <= 12"0C, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0' 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -23/ 298V -61/ 145H 5.50" 0.48 KDDF ( 625) Connector plate prefix designators: 2'- 11.2" -99/ 127V 0/ OH 1.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" 0/ 86V 0/ OH 5.50" 0.14 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 3-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5 MAX TLMAXMAX LL DEFL = -0.001' @ 0'--10.0" Allowed = 0.083" CRELL DEFL = 0.004" @ 2'- 13.8" Allowed = 0.121" MAX TL CREEP DEFL = •0.005" @ 2'- 3.8" Allowed = 0.161' MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.127" [1-/7 MAX BC PANEL TL DEFL = -0.009" @ 3'- 9.3' Allowed = 0.199" MAX HORIZ. LL DEFL = -0.007" @ 5'- 8.6" 14.00 MAX HORIZ. TL DEFL = 0.008" @ 5'- 8.6" M-4X6 NOTE:Design assumes moisture content does �I not exceed 19% at time of manufacture, o Design conforms to main windforce-resisting J1 so system and components and cladding criteria. v� v Wind: 140 mph, h=2lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. �< 2 M-3x6 0� M-1.5x4 / o �� o 0� 7 0 M-3x4 M-3x4 1, 1, 1- 2-03-12 3-08-04 ), y .> y 0-10 2-05-08 6-00 3-06-08 [PROVIDE FULL BEARING:Jts:2.4,81 tO PR JOB NAME : POLYGON PLAN 3A NH - CJ4Scale: 0.4823 C:�� '' ', A 1iti/, s'v2 WARNINGS: GENERAL NOTES,unless otherwise noted: l,� �^g^Lf f 1`" 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: CJ 4 Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at / 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'0.c.respectively unless braced throughout their length by f,,f a, rr DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / " DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� UREGQN� �� SEQ. : 60497 86 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsitlly of the respective contractor. 4 tk fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, }„ design loads be applied to any component. end are for"dry condition"of use. t�, TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.oecesse assumes full bearing at all supports shown.Shim or wedge if / �7 i �T fabrication,handling,shipment and Installation of components. necessary. `1��'" P P 7.Design assumes adequate drainage Is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPINJTCA In BCS(,copies of which will be furnished upon request. git coincideinwith Joint centernche. 9.Digitssndsize of platein inches.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111011 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( 0) 72 5.7=(-7 74 5.3=( 0) 18 2.3=(•144) 0 5-7=(-711)) 95 5.3=( 0) 52 WEBS: 2x4 KDDF STAND 3.4=( -14) 39 3.7=(•113) 85 LOADING TC LATERAL SUPPORT <= 12"0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0" -22/ 298V -60/ 144H 5.50" 0.48 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 11.2" -106/ 77V 0/ OH 1.50' 0.12 KDDF ( 625) (orprefix) = CompuTrus, Inc 6'• 0.0' 0/ B6V 0/ OH 5.50" 0.14 KDDF ( 625) C,CN,CI8,CN18 no refix LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ 0'--10,0" Allowed = 0.083" T T MAX TL CREEP DEFL = -0.001' @ 0'-•10.0" Allowed = 0.111" MAX LL DEFL = 0.004' @ 2'- 3.8' Allowed = 0.121" 12 MAX TL CREEP DEFL = -0.005' @ 2'- 3.8' Allowed = 0.161' MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.127" 14.00/ M-4x64 BC PANEL TL DEFL = -0.009" @ 3'- 9.3" Allowed = 0.199" 11 MAX HORIZ. LL DEFL = -0.007" @ 5'- 8.6' MAX HORIZ. TL DEFL = 0.008' @ 5'- 8,6" NOTE:Design assumes moisture content does 0 not exceed 19% at time of manufacture. oCr) Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. Li o/- II M-3x4 0 In �� m 1„,... M-1.5x4 M-3x4 M-3x6 y 1, y 2-03-12 3-08-04 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2,4,71 JOB NAME : POLYGON PLAN 3A NH - CJ3 Scale: 0.5594 `�� t1 P��,� ,% WARNINGS: GENERAL NOTES,unless otherwise noted: X4F 7 -x! 4t. 92 0 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 . ®P E 1- Truss: CJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibibty of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , 460100, DATE 9/4/2014 responsibilitybuilding designer. continuous sheathing such as plywood sheathing(TC)and/or drywall C. the overall structure is the res onsibili of the 3.2x Impact bridging or lateral bracing required where shown++ ) 1/ CC C/� 4.No load should be appNed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7OREGON S E Q ,j' k. 2.0 �' ' k TRANS I D: 407427 design loads be applied to any component, and are for"dry condition"of use. //w, q 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 C1 1 4 �tv. fabrication,handling,shipment and Installation of components. necessary. A.""' R 1 T' 6.This design is furnished subject to the limitations set forth 7.Plates assumes adequate onne othfc drainage is provided.a. '�! 1. I VIII II II VIII I I I VIII IIII VIII IIII IIII 9 1 by 8.Plates shall be located both laces of truss,and placed so their center TPINJTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center tines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPO REO; 2/31 07'. IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 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) 72 2.6=(-31) 43 6.5=( -3) 16 SPACED 24.0" O.C. 2.3=(-99) 0 6.7=) 0) 0 5-3=( 0) 53 BC: 2x4 KDDF #1&BTR 3-4=(-36) 39 5-8=(-42) 58 3.8=(-60) 44 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0" -23/ 259V -42/ 108H 5.50' 0.41 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.2" -142/ 99V 0/ OH 1.50" 0.16 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 MiTek MT series 1-11-15 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 14.00 V' MAX LL DEFL = 0,001" @ 1'- 3.7" Allowed = 0.071" -/ MAX LL DEFL = 0.000" @ 5'- 3.5" Allowed = 0.177" MAX TC PANEL TL DEFL = 0.003" @ 0'- 10.4" Allowed = 0,140" M-4x6 MAX BC PANEL TL DEFL = -0.012' @ 3'- 3.6" Allowed = 0.208" V) MAX HORIZ. LL DEFL = -0.002" @ 5'- 3.5" V MAX HORIZ. TL DEFL = 0,003" @ 5'- 3.5" �� o N NOTE:Design assumes moisture content does o not exceed 199s at time of manufacture. N 1..11111.1 Design conforms to main windforce-resisting system and components and cladding criteria. AMIIMINIMMIMIMiNIMWind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat•2, Exp.B, MWFRS(Dir), 8 ► load duration factor=l.6, �� ill M 1.5x4 Truss designed for wind loads ��JIminimint o 0 in the plane of the truss only. ,/- o CD 11 1 O-3)047 M-3x4 M-3x6 1, ), 1, y 1-03-12 3-11-12 0-08-08 1, y 1, y 0-10 1-05-08 4-06-08 1, y y .1 2-05-08 1-00 3-06-08 * * 'PROVIDE FULL BEARING;Jts:2,4.8I 6-00 PRO. cvs ,ce�, 0. Scale: 0.5781 JOB NAME : POLYGON PLAN 3A NH - CJ2 kt 11' WARNINGS: GENERAL NOTES,unless otherwise noted: Q' ,. r E C' 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 Truss: CJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 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 / " 3.Additional temporary bracing to Insure stability during construction 2•o.c,and at 10'o.c.respectively unless braced throughout their length by ,r/r�rr . DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ QRE G N ((� SEQ. : 6049788 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. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, //t.� design loads be applied to any component. and are for"dry condition"of use. L�6 1 4 Q� TRANS I D: 407427 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 4,/, . t+ j fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. RPM- 6. F31;- 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 1131111111111111111110.TPI WTCA in BCS',copies of which will be furnished upon request. Dsigs coincide with joint center I lines. 9.Digitsindicate ndtsize of plateo Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z For baste connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 1.0" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER1- FORCES- ) 95 2W40(0) 0q=1.00 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=( 311) 2.4=(0) 0 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -278/ 895V -10/ 55H 5.50" 1.43 KDDF ( 625) ** For hanger specs. See approved plans 1'- 1.0' -614/ 207V 0/ OH 5.50" 0.33 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.021" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = •0.021' @ •1'- 8.0' Allowed = 0.222" MAX BC PANEL LL DEFL = •0.000" @ 0'- 7.5" Allowed = 0.013" MAX BC PANEL 7L DEFL = 0,000" @ 0'. 7.5" Allowed = 0.017" PROVIDE SUPPORT NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 3 Design conforms to main windforce-resisting 7.00 / system and components and cladding criteria. /0 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, o Truss designed for wind loads ,- o in the plane of the truss only. 0 uoo o/ 11111111111111111111** - 2� 4 M-;x4 1 y y y 1-08 1-01 JOB NAME : POLYGON PLAN 3A NH - Fl Scale: 1.0553 ,,,\,,`�°j(',%'7E,Ffissfp WARNINGS: GENERAL NOTES,unless otherwise noted: Z'f� �I ! 'f i� . C-I 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 4t° ;92.O 92®i P E { Truss: 1 I and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2c4 compression web bredng must be installed where shown+. Incorporation of component is the responsibility of the building designer. '` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � ' the overall structure Is the responsibility of the buildingdesigner. continuousxImpact sheathing such lararing plywood aired where shown) -,r drywall(BC). / " DATE: 9/4/2014 Po h g 3.2x Impact bridging or lateral bradng required where ++ 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON ,(�: SEQ. : 6049789 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L ��� 0)0.'‘ �1X � design loads be applied to any component and are for"dry condition"of use. //., TRANS I D: 407427 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 d 4 ' P fabrication,handling, necessary. shipment end Installation of components. 7.Design assumes adequate drainage is provided. j� t 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 ��'"��~ 1111TH VIII VIII VIII VIII IIII VIII IIII IIIITPI/WTCA In BCSI,copies of which will be furnished upon request. Tines coincide with joint center Ines 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12/31/201.rJ IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 114 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-92) 49 WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -157/ 578V -31/ 120H 5.50" 0.93 KDDF ( 625) 1'- 9.2" -120/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) OVERHANGS: 24,0" 0.0" LL = 25 PSF Ground Snow (Pg) 4'- 1.3" -45/ 97V 0/ OH 1.50" 0,16 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,) M,M20HS,M18HS,M16 = MiTek MT series 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7.00 V BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0' Allowed = 0.267" 3 -/ MAX TC PANEL LL DEFL = 0.007" @ 1'- 5.5" Allowed = 0.247" MAX TC PANEL TL DEFL = 0.007" @ 1'- 5.5' Allowed = 0.370" MAX HORIZ. LL DEFL = -0.000" @ 4'- 0.6" '' MAX HORIZ. TL DEFL = -0.000' @ 4'- 0.6" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting m system and components and cladding criteria. 0 o Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All ),fEnclosed, Cat.2, Exp .B, MWFRS(Dir), N load duration Truss designed for wind loads in the plane of the truss only. 0/- u) MaiREM. 0 os 2� 4 IIIIIIe- M-3x6 1 1-08 2-00 2-01-05 (PROVIDE FULL BEARING:Jts:2,4,31 �>G0 PRDFp JOB NAME : POLYGON PLAN 3A NH - SJ1 Scale: 0.7432 - 74/1r�4C'444 - WARNINGS: GENERAL NOTES,unless otherwise noted: �- ' e P r G. 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 Truss: SJ 1 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at t� po 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by ,,.r+�� 401000. DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 1(/ 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6049790 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, Lf� +��. 1 4 rLON Q A design loads be applied to any component and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge If TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the necessary Mtn f� S `- fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage is provided. P - 6.This design Is furnished subject to the limitation set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII 11111 IIII VIII IIII IIII TPek U A in SCSI,copies of which will be furnished upon request. 9.IDigitscndiicate sizede with joi plate oint tIn erinches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10,For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 1.3" TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER1- FORCES 95 2-4e(0) 0q=1.00 BC: 2x4 KDDF k1&BTR SPACED 24.0" 0.C. 2.3o) 0) 2-4=(0) 0 WEBS: 2x4 DF STAND 2.3=(-181) 92 LOADING IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -39/ 412V -57/ 183H 5.50" 0.66 KDDF ( 625) OVERHANGS: 20.0" 0.0" 1'- 9.2" -117/ 305V 0/ OH 5.50" 0.49 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 1.3" -102/ 195V 0/ OH 1.50" 0.31 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.017" @ -1'- 8.0" Allowed = 0.167' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX BC PANELLL DEFL = 0,007` @ 1'- 0.1" Allowed 0.054° MAX BC PANEL TL DEFL = -0,009" @ 1'- 0,1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 8'- 0.6" 12 MAX HORIZ. TL DEFL = -0.001" @ 8'- 0,6" 7.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), o load duration factor=1,6, Truss designed for wind loads a in the plane of the truss only. 0 in o/- , to iniMi0 C3- 2�� 402=m -V M-3x6 > y 1- y 1-08 2-00 6-01-05 'PROVIDE FULL BEARING:Jts:2.4.31 JOB NAME : POLYGON PLAN 3A NH - SJ2 Scale: .5 0.5170 r'R' ,�/© WARNINGS: GENERAL NOTES,unless otherwise noted: Zll� �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 ' T920,PE t' Truss: SJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length is the responsibility of the erector.Additional permanent bracing of �'/ > 4' the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall C. Q DATE: 9/4/2014 PD tY p 3.2x Impact bridging or lateral bracing where shown++ Y SEQ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON ,((f S E Q loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4/� p�fX 5.CompuTrus has no control over and assumes no responsibility for the � TRANS I D: 407427 design loads be applied to any component. and are for"dry condition"of use. 6fLJ 14 .Design assumes full bearing at all supports shown.Shim or wedge if �� fabrication,handling,shipment and installation of components. Dnesign assumescessary. A R RI I s P' 6.This design is furnished subject to the Imitations set forth 7.Plates adequatedon otc drainage is trussed. 'v! I"5 b I IIIIII VIII IIIIIIIIIIIII IIII VIII IIII IIII by 8 Plates shall be located both faces oPtruas,and placed so their center TPIAMTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015