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oAl'S TA4C5I *'" Oa, '11MITIIMMIIMMIIMI 4 / 3?, v g4) .0s---7) 4 v El CONFORMS TO DESIGN CONCEPT z CONFORMS TO DESIGN CONCEPT 0 Ragsf oioRmms,TTZSIGN CONCEPT WITH 0 NON-CONFORMING-REVISE&RESUBMIT D.:Ec . E , 0 CONFORMS TO DESIGN CONCEPT WITH IVEI ' REVISIONS AS SHOWN inliH OE,. COkCEPT MAY AM, .. NO1 REL;EVE 1HE FABR,CAIORNEN.41 OF RES,MIRELIFY FOR C,Nr0RaVVX IVr,1 0,30. a D?..VNGS n.,,f,F.T147.4f,,A.WAKAELE OMES,ALL,,,,filii:7,it,. El NON-CONFORMING-REVISE AND RESUBMIT r•RiOiln,E5 P.SS,C,DRAWIN, ay Alexia Fukui Date 9/22/14 37.-crTHIS SHOP DRAWING HAS E'EN REVIEWED FOR GENERAL.CONFORMANCE MILBRANDT ARCHITECTS M 0. I I al 16 ETH THE DESIGN CONCEPT ONLY AND cots NOT RtLIEVE THE 11.46 ., _,,,,,,, ", Tir,;ii,Rc.,, FABRICATOR/VENDOR OF RE RONSIBILITY FOR CONFORMANCE WITH THE DESIGN DRAWINGS AND SPE.IFICATIONS ALL OF WHICH HAVE PRIORITY OVER THI9 9:0P DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. AR . g ( I n I.)r I i.4,3 A 'I x - 1N1,4-144I IV!SION' By: T R. on , AR Date: September 19, 2014 1 i CI ENBINEER G INC —4-- / 1 ._ J1 Ci2 CJ3 .13 .._4 cm rA . a (-44 as —J5 et 12 CJ6 J6 J7 J8 J9 i JP .4 t . rii*.i MI p I inklisn Sp c/ ;,....,ell• .2ri, 4 a i J9 J6 a --"-----t-2 * 1 Q ..\18 J7 7.2, • • -...m.Jr, J6 a J5 et 12 —.15 J4 J3 / .J3 J2 \ J2 1):12 10t 12 .11 A J1 was ..... 1 'Ai _ .._6? SJ3 • 'ft" -RP 2 10 12 Nitn clieia 6:12 Sin g? Cr) • Erl ' AC. -.. ei a „ AR ...10 .4.$4 AFI . GARAGE 1- 1T-IT I 16-0" 1110 3T-0' -I 1 ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER hi PLAN 3D INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BREVISION-2: 0114 er RESPONSIBLE FOR ALL NON-TRUSS Y: TO TRUSS CONNECTIONS.BUILDING 3 / D CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL & TR U S C.04A PA NY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. . GARAGE RIGHT 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. ( A 4 3T-0' I11'-9' 1 J1 toll J3 Iii /001'11, 3 Olt /T J4 , 1Y1I !J7 ImmIL A/0111 .17A J9 I�Ii1GIII11�� I I . i J6 1111IPDI J5 J4 _ IIII II ► J4 J3 I�. '-H J3 J I//P ■\'I J2 J1 _ u I ell I ���� J1 iron A �.� iliii. 1111111► VI 112. 10 1101IM11. X221525 1. CI. ® CONFORMS TO DESIGN CONCEPT GARAGE 11'.()' I 15'0 I (l WORMS TO DESIGN CONCEPT WITH ` 3T-0' REVISIONS AS SHOWN ElNON CONFORMIP G-REVISE AND RESUBMIT ®CONFORMS TO DESIGN CONCEPT CONFORMSTODESIGN CONCEPT WITH THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE REVISIONS NOTED WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE ❑NON-CONFORMING-REVIE&RESUBMIT FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE TW SHOP DRAWING i,AS a REMEWED Fx GENERAL C,4,CM.MACE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY T HETIEVE THH "I..AS.,a.cr,R OF RES,,.i,:aa.:..FOR C...a..k44<c ry-I ITE3,4 OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL D=MENSIONS, :Hi_ ,_ IS EHOH MATTING By: Todd A. Eaton Date: September 19, 2014 By Alexia ukui Date 9/22/14 MILBRANDT ARCHITECTS CT ENGINEERINGD&WghtCompuTrusInc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 TRUSS PLACEMENT ONLY.REFER ND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-I: DRAWINGS FOR ALL FURTHER w INFORMATION.BUILDING PLAN 3D DESIGNERIENGINEER OF RECORD RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING m e DESIGNERIENGINEER OF RECORD TO ...ifil TR ■ COMPANY' 3 / D CHECKED BY: REVIEW AND APPROVE OF ALL !U DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR To CONSTRucnoN. GARAGE LEFT 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). II«,* O PROPp V k i f:LI tk if 1 E.,, I ':..4 my UR t I4 , ; .`t `` :et,SIC * ,';ijil',,3 6/4/1,, EXPIRES 6/30115 L IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 41-00.00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0 84 2-14=(-1640) 5491 14- 3=( 0) 200 TC: 2x4 KDDF #1&BTR; 2- 3=(-6334I 1973 14-15=(-1644) 5489 3.15=( •306) 243 BC: 2x6 KODF S1ANTR 2x6 KDDF #1&BTR 72, T3 LOADING 3. 4= -6221) 2152 15-16=(-2605 7338 15- 4=( 441) 1714WEBS: 2x4 KDDF STAND LL = 25 P)=F Ground. Snow (Pg) 4- 5= 0 0 16-17= 2821 7853 15- 6= 2321) 1071 TC UNIF LL 50.0)+DL 14.0 = 64.0 PLF 0'• 0.0' TO 10'- 0.0" V 4- 6= 5528 1960 17.18= -2605 7338 6-16= -70) 668 TC LATERAL SUPPORT <= 12"OC" UON. TC UNIF LLI 100.01+DLI 28.0 = 128.0 PLF 10'- 0.0" TO 31'- 0.0" V 6- 7= -7588 2804 18-19= -1644 5489 16- 7= -420) 325 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL 50.0,+DL 14.0 = 64.0 PLF 31'- 0.0" TO 41'- 0.0' V 7- 8= -7588 2804 19.12= -1640 5491 7-17= -420) 668 325 BC UNIF LL( 0.0)+DL( 40.0 = 40.0 PLF 0'- 0.0" TO 41'- 0.0" V 9.100_(-5520) 19600 17-8.18=)-2321) 1070 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 416.7 +DL 116.7). 533.3 LBS @ 10'- 0.0" 10.11=(-6221) 2152 10-18=) -441) 1714 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL416.7`+DL) 116.7)= 533.3 LBS @ 31'- 0.0" 11-12= -6334)} 1973 18-11=( -307) 242 12-13= 0 84 11.19=) 0 200 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 20.0" 20.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1049/ 3527V -117/ 117H 5.50" 5.64 ODE 625 M,M2OHS,M18HS,M16 = MiTek MT series 41'- 0.0" -1049/ 3527V 0/ OH 5.50' 5.64 KDDF ( 625 JT 2, 12: Heel to plate corner = 1.50" 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0' Allowed = 0.222" MAX LL DEFL = •0.436" @ 20'- 6.0" Allowed = 2.004" MAX TL CREEP DEFL = -0.864" @ 20'- 6.0" Allowed = 2.672" MAX LL DEFL = 0.022' @ 42'- 8.0' Allowed = 0.167" MAX TL CREEP DEFL = -0,021" @ 42'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.130" @ 40'- 6.5" MAX HORIZ. TL DEFL = 0.214" @ 40'- 6.5" NOTE:Design assumes moisture content does not exceed 19N at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-11-11 9-11-11 (A11 Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 21-00-10 load duration factor=l"6 T Truss designed for wind loads 5-01-03 4-04 0-06-08 4-11-15 5-06-06 5-06-06 4-11-150-06-08 4-04 5-01-03 in the plane of the truss only. T T 1' 533.30# ' ' '' 33.30# f 12 12 M-7x8(S) -"C16.00 6.00 M-5x12 M-5x12 5 M-3x8 0.25" M-3x8 9 72,...., ii ' TN 6. M-3x4csi3 M-3x4 + t + o M-4x12 es co M-4x12 �. ~ 3 o o 2 14 15 i6 T 17 • 18 19 1 M-1.5x3 M-4x10 0.25" 0.25" M-4x10 M-1.5x3 0 M18HS-7x14(S) M18HS-7x14(S) 1, 1' y /, J /, J, ; , ,, 4-11-07 4-04 7-06-04 7-04-08 7-06-04 4-04 4-11-07 y y 1-08 41-00 1-08 , 0q PR Opt JOB NAME : POLYGON 3-D NH - Al Sale: 0.1587 �����` ` I5I1 WARNINGS: GENERAL NOTES,unless otherwise noted: rrr��� 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 I9 ,PE 1' and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: AlIncorporation of component Is the responsibility of the building designer. 2.2z4 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.x.and at 10'o.c.respectively unless braced throughout their length by DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (� DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ QREGOIN b, f,- 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responslbihty of the respective contractor. "p' A_ "W SEQ. : 6051164 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, 2!9 � � design loads be app5ad to any component. and ere for"dry condie ari of use. © '7/ 1 4 �yi� 8.Design assumes full bearing at all supports shown.Shim or wedge if V` TRANS I D: 407 533 5.CompuTrus has no control over and assumes no responsibility for the necessary fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. F'i I-1.ti B.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,copies of lines coincide with joint center tines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIII M Tek USA,lncIn .//CompuTrus'Software 7.6.6(1 L)-E ch will be famished upon request. 9.Digits basic connectorof pla late in Inches. 10.Fplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 > (I1IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF M1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.14=(-1158) 2709 14- 3=( 0) 136 2x6 KDDF M1&BTR 72, T3 SPACED 24.0' O.C. ( WEBS: 2x4 KDDF STAND 109 BC: 2x6 KDOF R 3- 4='-2923` 1500 15-16=(-1484 1499 ) 2708 1 3432 15- 4=1 -326-151) 934 LOADING 4- 5= 0 0 16-17= -1575 3699 15- 6= -1122 557 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6= -2558 1381 17-18=((-1566 3432 6-16= -13 367 TC LATERAL SUPPORT <= 12"OC. UON. L ON BOTTOM CHORD = 10.0 PSF 6. 7= -3560 1764 18.19=(-1264 2708 16. 7= -230 137 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -3560 1764 19-12= -1262) 2709 7-17= -230 137 8-10= -2558 1381 17- 8= -13 367 LL = 25 PSF Ground Snow (Pg) 9-10= 0) 0 8 .18=)-1122 557 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11= •2923 1500 10-18=( 326 934 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12= -3153 1498 18-11=1 -152I 107 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13= 0 84 11-19= 0 136 OVERHANGS: 20.0" 20.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES vertical members (uon). 0'- 0.0" -388/ 1912V -118/ 118H 5.50" 3.06 KDDF ( 625I Connector plate prefix designators: 41'- 0.0' -388/ 1912V 0/ OH 5.50" 3.06 KDDF ( 625 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series ICOND, 2: Design checked for net(-5 Dsfl uplift at 24 "oc €pacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0' Allowed = 0.222" MAX LL DEFL = 0.240" @ 20'• 6.0" Allowed = 2.004" MAX TL CREEP DEFL = -0.413" @ 20'- 6.0" Allowed = 2,672" MAX LL DEFL = 0,022" @ 42'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 42'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = -0.070" @ 40'• 6.5" MAX HORIZ. TL DEFL = 0.102" @ 40'- 6.5" 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. 13-03-11 Wind: 140 mph, h=22.5ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 14-04-10 13-03-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 5-01-03 4-04 3-05-09 00-14 5-06-06 5-06-06 2-00 1 ,�4 3-05-09 4-04 5-01-03 Truss designed for wind loads 12 5 T ,r9f T f in the plane of the truss only. 12 6.00[".:7-3x443,.., M-7x8(S) M-4x6 ' 6.00 r + M- x4 7 y.25" M-3x4 3x4 M-4x6 CV 13„ N- M- 0 M-3x4 r:-- 0,)M o 1/ 14 15 1U '1' '� i7 18 19 ' %3 o M-3x8 M-1.5x3 M-3x8 .25" 0.25 M-3x8 M-1.5x3 M-3x8 0 M-7x8(S) (S) M-7x8(S) y y y y y 4-11-07 4-04 7-06-04 7-04-08 7-06-04 4-04 4-11-07 1-08 41-00 y y 1-08 JOB NAME : POLYGON 3-D NH - A2 Q, a pRQPe Scale: 0.1582 .SN1 � 5//1 �f� WARNINGS: GENERAL NOTES,unless otherwise noted: '/'yle .. 1.Builder and erection no I actor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Q' -92 P {^ Truss: A2 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. y DES. BY E E 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at 1 lathe responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1 040.0. DATE: 9/5/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,."�.mm1p, P° ty 9 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. `Q SEQ. : 6051 165 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ii_OREGONt. ..j TRANS ID: 407533 design loads be appked to any component. S.Design assumand are for es fulldbearin fat ail supports +7�i 5.CompuTrus has no control over and assumes no responsibility for the g pports shown.Shim or wedge If /.6 '7 y 1 4 2•.0 `�- fabrication,handkng,shipment and installation of components. Desessary. �� 6.This design is furnished subject to the limitations set forth by7•Design assumes adequate drainage is provided. � 'f41:11.0...n I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 8 Plates shall be located on both faces oft ass,and placed so their center TPIANfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines.MiTek USA,InC./COmpulrus Software 7.6.6(1L)-E 10.ForDigitsbasic connector c) oplplate te 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 41'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDOF M18BTR LOAD DURATION INCREASE . 1.15 1- 2=( 0) 84 2-14=(-928) 2668 3.14=(-164) 204 SPACED 24.0" O,C. 2- 3.(-3079) 1188 14-15.(-768) 2430 14- 4= 43 351 BC: 2x4 KDDF #1&BTR 3- 4=(-2873) 1151 15-16.(-581) 2095 4 .15.(-524) 366 WEBS: 2x4 KDDF STAND LOADING 4- 5= -2321I 1029 16-17=(-818) 2383 15- 5= -264 722 TC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= 0 0 17-12.1-978) 2623 15- 7= -226 169 BC LATERAL SUPPORT <= 12"0C. UON, DL ON BOTTOM CHORD = 10.0 PSF 5- 7= -2006 1001 7-16= -226 169 TOTAL LOAD = 42.0 PSF 7- 9= -2006) 1001 9-16= -264 722 8- 9= 0) 0 16-10=(-524 366 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL= 25 PSF Ground Snow (Pg) 9.10=((-2321) 1029 10.17=) -43) 351 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-2873) 1151 17-11=(-164) 204 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12= -3079 1188 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=) 0 84 OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES M,M2OHS,M18HS,M16 = MiTek MT series0'- 0.0" -303/ 1912V -194/ 194H 5,50" 3.06 KDOF 625 41'- 0.0" -303/ 1912V 0/ OH 5.50" 3.06 KDDF ( 625 ICOND. 2: Design checked for net(-5 5sf) uplift at 24 "cc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022' 8 -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8,0" Allowed = 0.222" MAX LL DEFL = 0.171" @ 20'- 6.0" Allowed = 2.004" MAX TL CREEP DEFL = -0.333' @ 20'- 6.0" Allowed = 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0,021" @ 42'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.074" @ 40'- 6.5" MAX HORIZ. TL DEFL = 0.123" @ 40'- 6.5" 0-04-08�� 0-0144-08 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 16-07-11 7-08-10 16-07-11 Design conforms to main windforce-resisting 5-07-06 5-02-03 5-05-11 3-10-05 3-10-05 5-05-11 5-02-03 5-07-06 system and components and cladding criteria, T T T TT T TT T f T Wind: 140 m h h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 load duration factor=l.6 6,00 D 56 M-3x4 8 M-4X6 Q 6.00 Truss designed for wind loads M-5x6(S) 7 ► in the plane of the truss only. M-5x6(5) 0.25,,"1,•••000° 0.25" 0 o1. N .... °111111.M-1.5x3AL . A M-1"5x3 D 3 1 orn 61 c.3 1/M-3x8 M-3x4 1� 25" 0"2516 M-3x4 M-3x8 17 `3 0 M-5x8(S) M-5x8(S) y y b y J > 8-04-03 7-09-04 8-09-01 7-09-04 8-04-03 y y y y 1-08 41-00 1-08 �Q` 0, PROpp.,� JOB NAME: POLYGON 3-D NH - A3 Scale: 0.1587 „,0 �GCO' 7 � O WARNINGS: GENERAL NOTES,unless otherwise noted: w fff� �iptP- / ,, I.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' >a 11 f E 1--- Truss: A3and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2o4 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: EE Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r +� p continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.Zr Impact bridging or lateral bracing required where shown++ 66 OREGON� ��C 4.No load should be appked to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "}X SEQ. : 6051166 fasteners are complete and at na time should any loads greeter than 5.Design assumes trusses are In be used In a non-corrosive environment, ^ �t design loads be tippled to any component. and are for"dry condition"of use. �a -7�` 1 4 6.Design assumes full bearing at all supports shown.Shim or wedge it TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. �j t f t fabrication,handling,shipment and installation of components. 7.Design asumes adequate drainage isprovided. r�R r L 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 will be furnished upon wh ch lines coincide trvith joint center Ines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPINVTCA In BCSI,copies ofM ie USA,Inc.fCompuTfus iSoftware 7.6.6(1 L)-E request. e In inches. 19.0.FFor basicits iconnector plate lldesign values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/ 0I5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.13=(-1235) 2645 3.13=(-165 188 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND; 32-- 3=(-3058) 1533 114=(-1090) 2406 13- 4= 30 351 2x4 DF STAND A LOADING 3- 4=(-2852) 1500 14-15=(-1004)5. 2070 4-14=(-524I 304 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5= -2299) 1405 16-16=(-1102) 2327 14- 5=(-356 725 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7= 0 0 16-12= -1243) 2498 14- 5= -250 289 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 5- 9= -1976 1311 9.15= -360 289 7- 9= -1975 1285 9.15= -365 720 LL = 25 PSF Ground Snow (Pg) 8- 9= 0) 0 15-10=(-492 292 9-10= -2287) 1377 10-16= NOTE: 2x4 BRACING AT 24"OC UON, FOR -66) 313 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 1 = -2785 1492 16.11=( -98) 231 LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. 111--1112= -2969 1541 THE BOTTOM CHORD DEAD LOAD IS AA MINIMUM OF 10 PSF. OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) vertical members (uon). 0'- 0.0" -426/ 1908V -179/ 189H 5.50" 3.05 KDDF 625 40'- 9.0' -356/ 1711V 0/ OH 5.50' 2.74 KDDF ( 625` ** For hanger specs. - See approved plans Connector plate prefix designators: GOND. 2: Design h k d far net( p�f)�nlift at 4 "o inn C,CN,CI8,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 = 0,022" @ -1'- 8.0" Allowed = 0,167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.207" @ 20'- 6.0" Allowed = 1.992" MAX TL CREEP DEFL = -0.320" @ 20'- 6.0" Allowed = 2.656" 0-11-04 MAX HORIZ. LL DEFL = -0.085" @ 40'- 3.5" MAX HORIZ. TL DEFL = 0.120" @ 40'- 3.5" 0-11-04 NOTE:Design assumes moisture content does 19-11-11 f f not exceed 19% at time of manufacture, 1-00-10 19-08-11 T - T Design conforms to main windforce-resisting 5-07-06 5-02-03 5-05-11 3-03-09 3-03-09 5-05-11 5-02-03 5-04-06 system and components and cladding criteria, T T T T T T Wind: 140 mph, h=24.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 kb-3Y84Q 6,00 oad duration factor=1.6, Truss designed for wind loads M-4)(6 M-4X6 in the plane of the truss only. M 5x6(S) y 7 M-5x6(S) N 0.25" 0.25" o O M-1.5x3 if\ + + M-1.5x3 1 \ li\)lIlfrpp.„m M-4x6 c d Io 0 1 13 j '/ '( 5 16 A 2 o M-3x8 M-3x4 u.25" 0.25" M-3x4 +�2 0 M-5x8(S) M-518(S) y y 1 1, y y ) 8-04-03 7-09-04 8-09-01 7-09-04 8-01-03 1-08 40-09 y JOB NAME : POLYGON 3-D NH - A4 �� to PROF�rs Scale: 0.1594 .c., ! INE' > WARNINGS: GENERAL NOTES,unless otherwise noted: v5/f 'fes 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 4ko n2 0.T"E Truss: A4 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. DES. BY" EE 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 DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such es plywood required sheathing(TC)and/or drywail(BC). 40"9/11880-'I ; 9 3.2x Impact bridging or lateral bracing where shown++ 4.No bad should be apped to any component until after all bracing and 4.Installation of truss is the ote of the non-corrosive contractor. 4.4/ ". SEQ. : 6051167 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, OREGON W TRANS I D: 407533 design loads be applied to any component. and are for"dry condition"of use. NI:"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 ,n "9.}�' 7 4 a ^}, fabrication,handling,shipment and Installation of components. necessary. V {y, 6.This design Is furnished subject to the limitations set forth 7.Design assumes adequate drainage is pr provided. P ry}s t ' 1111101111111111111011 TPINVTCA in BCSI,copies of which will be furnished upon request. quest. 8.Platesnecoincide with joint centerlaness of truss,and placed so their center rl t�E• M iTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E e In inches. 10.FForr9. �basits c connectocate size rplf atetdesign values see ESR-1311,ESR-1988(MITek) EXPIRES:12/3112015 k III IIIIIill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 9=(-969) 2760 3- 9=(-295) 291 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-3056) 1179 S-10=(-737) 2328 9- 4=(-209) 552 3- 4=(-2909) 1238 10-11=(-408) 1699 4-10=(-679) 516 2x4 OF STAND A WEBS: 2x4 KFDF STAND; LOADING 4- 5=(-2367) 1159 11-12=(-706) 2169 10- 5=(-432 1059 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2357) 1171 12- 8=(-975) 2527 5.11= -421 1034 UL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2852 1304 11- 6= -652 507 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -2991 1237 6-12= -260 495 BC LATERAL SUPPORT <= 12"OC. UON. 12. 7=(-243) 332 OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA _" For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -3211 1908V -227/ 237H 5.50" 3.05 KDDF 625 Connector plate prefix designators: THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 9.0" -248/ 1711V 0/ OH 5.50" 2.74 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT seriesr.r t M r' r" r' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0' Allowed = 0.222" MAX LL DEFL = 0.179" @ 15'- 11.0" Allowed = 1.992" MAX TL CREEP DEFL = -0.333" @ 15'- 11.0" Allowed = 2.656" MAX HORIZ. LL DEFL = 0.070" @ 40'- 3.5" MAX HORIZ. TL DEFL = 0.114" @ 40'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 20 06 20 03 system and components and cladding criteria. 7-01-07 6-08-04 6-08-04 6-08-04 6-08-04 6-10-07 Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=l.6 12russ designed for wind loads 6.00 M-4x6 'Cl 6.00 in the plane of the truss only. 4.0" 5 .r--,r M 5x8(S) "� M-5x6(5) 0.25" 0.25" u, o M-1"5x3M-1"5x3 Co17\ ' - \ M-4x6 0 v12 „® o o "M-3x8 M-3x4 18.25" 0.25 1 M-3x4 0 M-5x8(S) M-5x8(S) y 1, y ), J, ,I, y y 8-05-08 7-05-08 9-02 7-05-08 8-02-08 y 1-08 40-09 WEDGE REQUIRED AT HEEL(S).JOB NAME: POLYGON 3-D NH - A5 Sale: 0.,594 `�' /0,WARNINGS: GENERAL NOTES,unless otherwise noted: :14,':::: 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 47 t""Truss: A5 end Warnings before construction commences. building component.Applicability of desgn parameters and proper2.2x4 compression web bredng must be installed where shown+. incorporation of component Is the responsibility of the building designer. T 3.Additional tem ora bract to Insure stabili during construction2.Design assumes the top and bottom chords to be laterally braced at p rY ng ty 2'o.c.and at 10'o.c.respectivety unless braced throughout their length by �,r', DES. BY: EE is the responsibility of the erector.Additional pe m�nent brac ng of continuous sheathing such as plywood sheething(TC)and/or drywell(BC).DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ REGO /&C4.No load should be eppied to any component until after all bracing end 4.Installation of truss is the responsibiity of the respective contractor. w �GfSEQ. : 6051168 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 Mads be appied to any component. and are for"dry condition"of use. ;<tt 8.Design assumes full bearing at all supports shown.Shim or wedge if �1I !J- TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. 'f'f ''� `�� v fabrication,handing,shipment and installation of components. 7.Design asumes adequate drainage is provided. 6.This design is famished subject to the irritations set forth by 8.Plates shall be located ppon both faces of truss,and placed so their center ished upon 111111111311111111 M TeTPIi SACA°Inc./CompuTrus BCSI,copies of which )Software 7m6.6(1 L)E request. 9. late In Inches. 10.Forlines coincide with joint center Ines. Digits baindicate is connectorize oplate 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'- 9,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KOOF M1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.10=(•1559) 3939 10- 3=( -317) 970 7-15=(-254) 518 BC: 2x4 KDDF 81&BTR SPACED 24F .0" O.C. WEBS: 2x4 DDDSTANDND 3- 4=2- ,-3233) 1253 111-12=1807 ) -994) 2849 11- 4=3617 ( 780)) 363 1457 15- 8=(-242) 332 LOADING 4- 5= -2593 1137 12-13= 776 2356 4.12=( -690) 290 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2238 1155 13.14=(( -408 1627 5-12=( 295 967 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= •2245 1139 14-15=( -708 2143 5.13=(-1270 667 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -2821 1303 15- 9=( -974 2528 13- 6=( -449) 883 OVERHANGS: 20,0" 0.0" LL = 25 PSF Ground Snow (Pg) 8- 9=(•2992 1236 6-14=( 385) 1024 14- 7=) -650) 500 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BUG REQUIRED BAG AREA Connector plate prefix designators: LIVE LOAD AT LOCATIONS SPECIFIED BY IBC 2012. C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc THE BOTTOM CHORD DEAD LAD IS A MINIMUM OF 10 PSF. LOCATIONS. " 321REACTIONS 908V 227/ACT2376 5.50" 3.05IONS SIZE N KDDFPECO25` M,M20HS,M18HS, 16 = MiTek MT series 40'- 9.0" -248/ 1711V 0/ OH 5.50" 2.74 KDDF ) 625) 'COND. 2: Design checked for nett-5 osf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0' Allowed = 0.222" MAX LL DEFL = 0.234" @ 14'- 5.5" Allowed = 1.992" MAX TL CREEP DEFL = -0.427° @ 14'- 5.5" Allowed = 2.656" MAX HORIZ. LL DEFL = -0.107" @ 40'- 3.5" MAX HORIZ. TL DEFL = 0,176" @ 40'- 3.5" 20-06 20-03 2-09 5-10-04 5-10-04 6-00-08 6-08-04 6-08-04 6-10-07 not esign assumes moisture content does < not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.00 M-4X6 Q 6.00 system and components and cladding criteria. 6 4.0" Wind: 140 mph, h=24.3ft, TOOL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1P! load duration factor=l.6 M-5x6(S) Truss designed for wind loads in the plane of the truss only. M 3x4 M-5x6(S) 6 0.25" u, oc T 0.25" v o �` M"1.5x3 M-3x5 co M-3x8 tioi M-4x6 rn o !� aa 11 aa 1 IttAi�� K� A o M•5x8 M -3x4 M-5x10 13 14 15 *'s o M-3x6+ M 3x6+ 0.25 M 3x4 0 - 2'75 aa-2xwedge 2.75 ui-5x6 M-5x8(S) 12 y ) ), )' ), y y J' y , -05-08y 5-10-04 6-01-12 y2-00y 8-00-07 8-00-07 8-02-10 y2 y1-08 -05-08 12-00 2-00 24-03-08,, 1-08 40-09 y JOB NAME : POLYGON 3-D NH - A6 .''' PRO, 6� Scale: 0.1594 sj ' 715/19 (N ' /�4 WARNINGS: GENERAL NOTES,unless otherwise noted: {V� V J/ 4. 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 Cr~' T n2"p c- Truss: A6 and Warnings before construction commences. building component.Applicability of design parameters and proper f_G 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 dudng construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 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 ty, continuous sheathing such as plywood sheathing(TC)and/or drywal9BC). �,,/'r r DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 18 /� 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 `tCC /. S E Q. : 6051 169 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',. A_ \� A, TRANS I D: 407533 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 6.Design assumes full bearing at all supports shown.Shim or wedge If /© -7 14 2,0 .It-, fabrication,handing,shipment and Installation of components, necessary. J 1>,, 6.This design is furnished subject to the imitations set forth 7.Designlatesassumes caeduone oc drainage Is provided. a. L+.r b� `• I IIIIII I III VIII 11111 IIIII VIII VIII ill IIII by 8 Plates shall be located on both faces of truss,and placed so their center 4 TPINVTCA In SCSI,copies of which will be furnished upon request. 9.MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E Tines coincide with joint center foes. Digits ba Isic connesize ctorof 10.Fplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 . 11111111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF /11&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1853) 3909 14- 3=(-384 963 BC: 2x4 KDDF #I&BTA SPACED 24.0" O.C. 2- 3=(-4566) 2218 14-15=1-1717) 3589 3.15=(-762 437 3- 4=(-3238) 1634 15-16= -1286 2831 15- 4= 0 362 WEBS: 2x4 IMF STAND; LOADING 4- 5= -2585 1496 16-17= -1035) 2300 4-16= -722 339 2x4 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2171 1427 17.18= -1012 2068 5-16. -380 979 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0 0 18-19= -1105)) 2328 5-17= -993 465 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8= -1985 1329 19.13= -1245 2497 6-17= -404 698 8.10=(-1980) 1287 17- 8=(-274) 276 LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 8-18.(-202)87 300 704 NOTE: 2T4 OPACIOR AT EASOC UON. FOR1p-12=I-2764, 1379 1544 18.11=i-365-487) 303 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED 20ORAGE jjj))) 293 TIEE LOAD AT LOCATION(S) DPISIAIMD BY IBO 2012.0 19.12=) -98 231 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 20.0" 0.0" 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' -427/ 1908V -179/ 189H 5.50" 3.05 KDDF 625 40'- 9.0" -356/ 1711V 0/ OH 5.50' 2.74 KDDF ( 625 ** For hanger specs. - See approved plans Connector plate prefix ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc soacing.I prefix n C,CN,CI8,CNI8 (or no prefixators:= CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 M,M20HS,M18HS,M16 = MiTek M series MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.258" @ 14'- 5.5" Allowed = 1.992' MAX TL CREEP DEFL = -0.412' @ 14'- 5.5" Allowed = 2.656" 19-11-11 1-00-10 19-08-11 T MAX HORIZ. LL DEFL = -0.129" @ 40'- 3.5" 5-10-04 1-09-08 0-11--(04 3-03-12 5-02-02 MAX HORIZ. TL DEFL = 0.181" @ 40'- 3.5" 2-09 5-10-04 �3-03-12'0-11-04 5-05-10 5-04-05 NOTE:Design assumes moisture content does f f 1� .' ,' ,r ,r not exceed 19% at time of manufacture. 16-06-08 16-03-08 Design conforms to main windfxrce-resisting ( T M-3x4 '1' T system and components and cladding criteria. 12 7 9 12 Wind: 140 mph{ h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 6.00 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-4X6 load duration factor=l 6, M 4X6 'I Truss designed for wind loads g 0 M-3X4r. in the plane of the truss only. 0.25" M-5x6(5) N M-5x6(S)0.25" J� 4116\44414 M 1.5x3 2 4:41111111 T M-3x5 m M 3X8 .M-4x6 (o Zi" .fir as 15 aa-'1S�ti!�1�7 1s *13 o M-3x4 M-5x10 17 0.251' M-3x4 O �� M 3x6+ M-3x6+ a 2.75 2.75 5X10 M-5x8(S) 12 aa-2xwedge 12 , 2-05-01 5-10-04 6-01-12 J,20j, 8-05-04 7-09-02 8-01-01 y �1-082-05-088 12-00 2-00 24-03-08 1-088 40-09 Q`>.O PR{1F��s JOB NAME: POLYGON 3-D NH - A7 scale: 0.1460 44C.�� ENO /4 GENERAL NOTES,unless otherwise noted: ”/5/ WARNINGS: f7 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 � ����®r E Truss: A7and Warnings before construction commences. building component.Applicability of design parameters and proper 2.214 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. ,r 3.Additional temporary bracingto insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at mp ry 2'o.x,and at 10'o.c.respectively unless braced throughout their length W "fir DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2*Impact bridging or lateral bracing required where shown++ OREGON �f,4.-- 4. -4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibilty of the respective contractor. ^V SEQ. : 6051170 5.Design assumes trusses are to be used in a non-corrosive environment, i��n"F1�1 1 4 �� fasteners are complete and at no time should any loads greater then 9 ,,✓ -7 design loads be applied to any component and are for"dry condition"of use. {y 6.Design assumes full bearing at an supports shown.Shim or wedge if !L S TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the nesign as. l�ty 1� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C l 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 IIII IIIIIIIIIIIIII VIII VIII IIII IIII TPI WTCA In BCSI,copies of which will be furnished upon request. 9 ,Digitsindicaoinciite sizejofplate In nttcenter 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 11110101111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15IBC 20MAX MEMBER1 -14245 33A/ 5 3= -.86 BC: 2x4 KDDF #1&BTR 1- 3=( 0) 84 5-16=(-1324) 3611 15- 3=(-286) 969 SPACED 24.0" O.C. 2- 3=(-4594) 1730 15-16=(-1321) 3611 3.16=(-764 392 WEBS: 2x4 KDOF STAND 3- 4=(-3262) 1247 16-17=) -935) 2852 16- 4=( 0) 362 LOADING 4- 5= -2608) 1110 17.18=( -671 2321 4.17= •722 343 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL(L 7.0) BOTTOM ON TOP CHORD =CHORD = 312.0 PSF 5- 6= -2192 1085 18.19= 588 2094 5-17= -300 984 BC LATERAL SUPPORT <= 12"OC. UON. UU 6- 7= OI 0 20.13=I -821 2384 6.18= -996 522 TOTAL LOAD = 42.0 PSF 6- 8= •2005 1012 20.13= -982 2622 6.18= -337 706 8.10=(-2010) 1002 18- 8=(-271) 158 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 8-19=(-179) 179 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11= -2325 1031 10-19= •263 706 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12= -2872 1155 19.11= -519 367 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13= -3078) 1192 11-20= -45 341 OVERHANGS: 20.0" 20,0' THE BOTTOM CHORD DEAD LAD IS A MINIMUM OF 10 PSF. 13-14= 0) 84 20.12=)-164 203 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) 0'- 0.0" -304/ 1912V -194/ 194H 5.50' 3.06 KDDF ( 625) 41'- 0.0" -304/ 1912V 0/ OH 5.50" 3.06 KDOF ( 625) ICOND 2• Design checked for net(-5 psi) uplift at 24 "oc spacing„) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.217" @ 14'- 5.5' Allowed = 2.004" MAX TL CREEP DEFL = -0.422" @ 14'- 5.5" Allowed = 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" 16-07-11 7-08-10 16-07-11 MAX TL CREEP DEFL = -0,021" @ 42'- 8.0' Allowed = 0.222" 5-10-04 1-09-08 3-10-05 0-04-11 5-02-02 MAX HORIZ. LL DEFL = 0.111" @ 40'- 6.5" ff MAX HORIZ. TL DEFL = 0.185" @ 40'- 6.5" T 2-09 T T 5-10 -04 T O-0' 11 T 3-10-05 5T 5 -05-10 T T 5- 07-05 T NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 16-06-08 16-06-08 Design conforms to main windforce-resisting T f 1" 12 M-4X6 I system and components and cladding criteria. M-4x612 6.00 I M-3x4 7 M 8X4 8 0 M-5x6(S) Q 6.00 Wind: 140 mphl h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10t M-5X6(S) 5 �Oad durAll ation factors'ds Cat.2, Exp.6, MWFRS(Dir), 0.25" Truss designed for wind loads in the plane of the truss only. N 0.25" r r le c::, + + + till-1.5x3 °' M-3x5 M-3x8 �- d- ,:-•417)"."6 aa 16 as 1, - "*- co 1M-5x8 M-3x4 M-5x10 18 20 4o o M-3x6+ 0.25(9' 0 2.75 aa-2xwedge M-3x6+ M-5x10 M-3x4 M-3x8 0 12 2.75 o M-5x8(S) 12 y )' y )' )' y )' l , 2-05-0 5-10-04 6-01-12 y2.00y 8-05-04 7-09-02 8-04-01 7 7y y Y y -05-08 12-00 2-00 24-06-08 1_0gy 1-08 41-00 1-08 PPop JOB NAME: POLYGON 3-D NH - A8 Scale: 0.1450 ��� n N t94'.9iO 44f WARNINGS: GENERAL NOTES,unless otherwise noted: 1. 51/ ' 4. 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 0 PE rTruss: A8 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where Shawn+, 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' 400/164. DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10o.c.respectively unless braced throughout their length by DATE: 9/5/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). Po ty 9 3.2x Impact bridging or lateral bradng where shown++ 40 it 4.No load should be adn to any component until after all bracing and 4.Installation of truss is the responsibility use of the respective contractor. `, SEQ. : 6051171 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, �11�EGON ^C! TRANS I D: 407533 CodempuTrus loads hasbe applied to any and assut g,Desandi n assumre for es full bion"of at at supports ...../ �"T . �� 5.Com uTrus no control over and assumes no responsibilityfor the 99 shown.Shim or wedge if6 r 4 fabrication,handling,shipment and Installation of components. necessary. R 6.This design Is famished subject to the Imitations set forth by7.Design assumes adequate drainage Is provided.e. L*R }t ` 11110111111111110111 B.Plates shall be located on both faces of truss,end placed so their center Lc• TPINVTCA in BCSI,copies of which wilt be furnished upon request. lines coincide with Joint center Ines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FForibasiciconnectosize rplf atete In inches. design values see ESR-1311,ESR-1988 (MiTek) EXPIRES;12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 41'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1- 2=( 0) 84 2.16=(-1841) 4309 16- 3=( -426) 1118 23.13=(-155) 93 TC: 2x6 KDDF N1&BTR; LOAD DURATION INCREASE ' 0.0.15 (Non-Rep) 2- 3= -4946) 2249 16.17=-1633) 3778 3.17=( -653) 328 13-24=) 0) 148 2x6 KDDF N1&BTR T2, T3 SPACED 24.0" O.C. 3- 4= -3556) 1706 17.18= -1318) 3139 17- 4=( 28) 230 BC: 2x6 KDDF STAND; LOADING 4- 5= -3206 1641 18-19= -1435) 3304 4.18=( -339 157 WEBS: 2x6 KDDF 2A AD; LL( 25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2833 1501 19.20= -1466) 3423 18- 5= -504 1104 2x6 KDDF #2 A L ON BOTTOM CHORD = 10.0 PSF 5. 7= 0 0 20.21= -1438 3354 18- 6= -921 505 TC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 6- 8= -3358 1775 21.22= -1576) 3732 6-19= -267 756 BC LATERAL SUPPORT <= 12'0C. ION. 8- 9.(-3721) 1790 22-23= -1562 3453 19- 8= -91) 114 LL = 25 PSF Ground Snow (Pg) 9.10=(-3473 ` 1776 23-24= -1256) 2707 20- 8=( -687) 363 10-12= -2556 1384 24.14=(-1253) 2708 8-21= -160 469 NOTE: 2x4 BRACING AT 24"0C ION. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12= 0 0 21- 9 -171 181 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13.14= -3152 1490 22-10= 344 363 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP 14-15=) 0) 84 10.23= -1147 542 OVERHANGS: 20.0" 20.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12.23= -330) 937 M-1.5x4 or equal at non-structuralBEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). L00C- 0.0" -389/TIONS -118/NSACT118H 5NS .50" 3.06ZE N KDDFP(C625) M-3x4 where shown; Jts:4,6,10,13,17,21 41'- 0.0" -389/ 1912V 0/ OH 5.50" 3.06 KDDF ( 625) Connector plate prefix desi nators: C,CN,C18,CN18 (or no prefix4 = CompuTrus, Inc COND. 2: Design checked for net(-5 del uplift at 24 "oc spacing.) M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0' Allowed = 0.167° MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.271" @ 20'- 1.8" Allowed = 2.004" MAX TL CREEP DEFL = -0.472" @ 20'- 1.8' Allowed = 2.672' MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167' MAX TL CREEP DEFL = -0,021" @ 42'- 8.0' Allowed = 0.222" MAX HORIZ. LL DEFL = -0.096" @ 40'- 6.5" MAX HORIZ. TL DEFL = 0.143" @ 40'- 6.5" 13-03-11 14-04-10 13.03-11 NOTE:Design assumes moisture content does ') 1' l' not exceed 19% at time of manufacture. 2-01-01 3-05-12 4-02-03 5-02-13 1' 2-11 i 3-02 ,r3-04 �-03-0q 1 0� 6-00 O1 ,r5-10-05 f f f f Design conforms to main windforce•resisting 1-X02-04 system and components and cladding criteria. 9-10-08 9-10-08 .I Wind: 140 mph h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 7 11 T All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D1r), M-7x8(S) load duration factor=1.6, M-5x6 M-3X8 0.25" M-4X6 12 Truss designed for wind loads 12 8 9 10 2 in the plane of the truss only. 6.00 y Q 6.00 n %%N%::.N 3 M-3x5 co M-3x10 `, T Nx o Ari+ _" �6 as 17 18 as 1• '20 21 2 23 24 A� S 10 M 6x8 M-3x8 M 7x8 0.25x" M-3x8 M-1.5x3 M-3x8 0 M-3x6+ M-3x6+ :=M-6x6 M-7x8(S) -- I2.75 aa-2xwedge 2.75 0 12 12 -05-08, 3-04 3-05-12 2-08-12.2-00, 5-10-05 5-10-05 6-00-01 4-02-03 5-01-01 , y ,1 081 -05-08 9-06-08 2-00 27-00 ,1-08, 1-08 41-00 1-08 �C�cO PR 04-s. JOB NAME: POLYGON 3-D NH - A9 Scale: 0.1571 �� d WARNINGS: GENERAL NOTES,unless otherwise noted: . rf44 /5/1 ydNE f 9 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 92 0 0 f E 1-- Truss: Truss: A9and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown i. Incorporation of component is the responsibility of the building designer. 410111,„ "0.0,e0."' 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additional permanent bract of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , !� p ty P n9 continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). w DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON J, SE (� 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. = W S E Q. : 6051 172 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, j. �fiP' A, design bads be appNed to any component. end are for"dry condition"of use. ,� j y 4 fy 6,Design assumes full bearing et all supports shown.Shim or wedge If {, TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. RPM_ t V fabrication,handling,shipment and Installation of components. 7,Design a umes adequate drainage Is provided r'1 P 5 _ 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 In I,copies of wh ch will be furnished upon IIIIII IIII VIII VIII VIII VIII VIII IIII IIIIM TTek USA,lnc.//CompuTr is(Software 7.6.6(1 L)-E request late In Inches. 10.FFlines coincide with joint center lines. 9. or1ts baisic connector oplate 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 41-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 IF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2.16=(-2436) 8575 16- 3=( -542) 2221 23 .13=(-319) 231 2x6 KDDF #1&BTR 72, T3 2- 3=(•9812 2867 16-17. -2167) 7520 3-17=(•1063) 208 13.24=( 0) 223 BC: 2x6 KDDF f118BTR LOADING 3- 4= -7287 2329 17-18= -1995) 6479 17- 4=) 0) 363 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4. 5= -6854 2395 18-19= -2441 7139 4.18=( -425 213 2x6 KDDF #2 A TC UNIF LL 50.0 +DL 14.0 = 64.0 PLF 0'- 0.0' TO 10'- 0.0" V 5- 6= 0 0 19-20= -2574)) 7323 18- 5=f -664 2126 2126 TC UNIF LL( 100.0 +DL 28.0 = 128.0 PLF 10'- 0.0" TO 31'- 0.0" V 5- 7= -6121 2173 20.21= -2524) 7176 18- 7=1.1991) 882 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0 +DLI 14.0 = 64.0 PLF 31'- 0.0" TO 41'- 0,0" V 7- 8= -7245 2658 21.22= -2819 7927 7.19=( •577) 1499 BC LATERAL SUPPORT <= 12'OC. VON. BC UNIF LL( 0.0 +DL( 40.0 = 40.0 PLF 0'- 0.0" TO 41'- 0.0" V 250 8-19=- f-7905 29 272 22-23= 2 72 23-24= - 601) 5500 20- 8=1.1480) 646 TC CONC LL 416.7 +DL 116.7)= 533.3 LBS @ 10'- 0.0' 10-12= -5523 1969 24-14= -1646) 5503 8-21= -366 932 NOTE: 2x4 BRACING AT 24'OC UON. FOR TC CONC LL( 416.7) +DL( 116 .7`= 533.3 LBS @ 31'- 0.0" 11.12= 0 0 21- 9= -340 392 ALL FLAT TOP CHORD AREAS NOT SHEATHED 12.13= -6210 2162 9-22= -648 299 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13-14= -6346 1980 22-10= -39 630 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 14.15=( 0) 84 10.23=(-2381) 1051 OVERHANGS: 20.0' 20.0' 12-23=( -448) 1717 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP C nnect8,CN18 (or no prefix) =CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M20HS,M18HS, 16 = Mprek M series LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) 0'- 0.0" -1050/ 3527V -117/ 117H 5.50" 5.64 KDDF 625 JT 14: Heel to plate corner = 1.50" 41'- 0.0" -1050/ 3527V 0/ OH 5.50" 5.64 KDDF ( 625 ICOND. 2: Design checked for net(-5 osfl unlift at 24 "oc soacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.020' @ -1'• 8.0" Allowed = 0.167' MAX TL CREEP DEFL = -0,019" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = -0.487" @ 20'- 1,8' Allowed = 2.004" MAX TL CREEP DEFL = -0.967' @ 20'- 1.8" Allowed = 2.672" MAX LL DEFL = 0,022" @ 42'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 42'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.177" @ 40'- 6.5" 9-11-11 21-00-10 9-11-11 MAX HORIZ. TL DEFL = 0.293" @ 40'- 6.5" 3-02 0-06-11 2-05-04 5-10-05 0-06-11 5-02-13 NOTE:Design assumes moisture content does 2-11 3-0408- 3 6-00-01 not exceed 19% at time of manufacture. T 5-00-02 4-02-03 , Design conforms to main windforce•resisting 9-10-08 system and components and cladding criteria. 9-10-08 �I 5g 3 30# Wind: 140 mph, h=21.7ft, TCDL=4,2 BCDL=6,0, ASCE 7-10 12 ♦ M-3x� M-7x8(S) 533.3Q4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, 6.00 M18HSfi 0 .25" M-3x8 5x16 M-3x8 11 M-5x12 4 6 00 Truss designed for wind loads y 10 2 in the plane of the truss only. 5 7 8 9 M-3x4 T "' T3 w 4 M-3x4 ,- M-3x10 + 3 G En M18HS-3x18 a- _sN. M-4x12 o 1 ;as 17 18 as-1, .11111111 Oi .« e M18HS-7x14 M-3x4 M-4x8=M-10x10 20 21 �2 23 24 5o M-3x6+ aa-2xwedge M-3x6+M18HS-7x14 M-3x4 0.25' M-4x10 M-1"5x3 0 d 2.75 9 2.75 o M18HS-7x14(5) 12 12 i' y J' i' ), J' )' )' i' y y , , -05-01, 3-04 3-05-12 2-08-12y2-00 5-10-05 5-10-05 6-00-01 4-02-03 5-01-01 y1-082-05-08 9-06-08 2-00 y 27-00 1,1-08 ),41-00 y 1-08 JOB NAME: POLYGON 3-D NH - A10 ,i1, 0 PDQ Scale: 0,1498 �G�v (� ��/ WARNINGS: GENERAL NOTES,unless otherwise noted: (V� . 5/1 A ", 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 (,k. l'92$$P E t..: Truss: Al 0 and Warnings before construction commences. building component.Applicability of design parameters and proper P 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: EE 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 es plywood sheathing(TC)and/or drywall(BC). r�rr 4120.000. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEr1 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. CC W" : 6051 173 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, 7,OREGON fh .4, TRANS I D: 407533 design loads be applied to any component. and are far"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 '�O 4 /4 e V 4 fabrication,handpng,shipment and installation of components. necessary. V�. 6.This design is furnished subject to the Imitations set forth by7.DesignPlates shall be assumes on bothfaces drainage is truss,a > '+�� I { f- I IIIIII I VIII VIII VIII VIII VIII IIII IIII TPIANrCA In BCSI,copies of which will be furnished upon request. 8 nes coincide with joint enter mess of truss,and placed so their center C Y MITBk USA,Inc./CompuTrus Software 7.6.6(1 L)-E e in Inches. 10.FF9. orlbasic ts i connector cate size platetdesign values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-00-00 HIP SETBACK 3-06-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WN/DDF/Cq=1.00 TC: 2x4 KDDF #168TR; 15-00-00 GIRDER SUPPORTING 40-09-00 1- 2=(-7762) 1944 1- 9=(-1274) 5136 9- 2=( -62) 384 6-13=(-936) 3872 2x6 KDDF #16BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3= -7440 1918 9-10.(-1272) 5122 2.10=( -388) 1478 13- 7=(-390) 1474 3- 4= -5874) 1532 10-11=)-2262) 8812 10. 3=( •944) 3896 7-14=( -62) 388 BC: 2x6 KDDF STANDLOADING 4- 5= -9094 2392 11-12= -2296 8954 10- 4= -3922 1070 WEBS: 2x4 KFDS STAND; LL = 25 PSF Ground Snow (Pg) 5- 8= -5874 1534 12-13= -2296 8954 4-11= -506 2412 TC UNIF 2x6 DF SS A TC UNIF LL) 50.0)+DL 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 6.0" V 6- 7= -7438 1918 13-14= -1272 5122 11- 5= -42 188 SUPPORT <= 12"OC. UON. 68.8)+DL 19.2). 88.0 PLF 3'- 6.0' TO 11' 6.0" V 7- 8= -7762 1944 14- 8. -1274 5136 12.15=(--472) 10921 TC LATERAL TC UNIF LL( 50.0)+DL� 14.0 = 64.0 PLF 11'- 6.0" TO 15'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL 0.0 +DL( 29.4 = 27.5 PLF 0'- 0.0" TO 15'- 0.0" V BRG BC UNIF LL( 484.4)+DL( 329.4 = 813.8 PLF 0'- 0.0" TO 15'• 0.0" V BEARING MAX VERT MAX HORZ BRG LOCATIONS REACTIONS REACTIONS SIZE SO IN. (SPECIES NOTE: 2T4 OPACIOR AT EASOC UON. FOR TC CONC LL( 72.9)+DL( 20.4)= 93.3 LBS @ 3'- 6.0" 0'- 0.0" -1724/ 6979V -56/ 56H 5.50" 11.17 KDDF ) 625 ALL FLAT TOP CHORD AREAS NOT SHEATHED ( 15'- 0.0" -1724/ 6979V 0/ OH 5.50" 11.17 KDDF 625 TC CONC LL 72.9 +DL( 20.4 = 93.3 LBS @ 11'- 6.0" Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL �rOM1D 2 DesLg d for net( 5 osfl uolift at 24 "ac s acn ina C,CN,CI8,CN18 (or no prefix) = Compu7rus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 BOTTOM CHORD CHECKED FOR 1SPAC LIVE LOAD. REP M,M20HS,M18HS,M16 = MiTek MT series MAX LL DEFL = -0.069' @ 8'- 11.7" Allowed = 0.704" J� 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.140" @ 8'- 11.7" Allowed = 0.939" Join together 2 ply with 3"x.131 DIA GUN nails staggered at: MAX HORIZ. LL DEFL= 0.025" @ 14'- 6.5" XX9" oc in 1 row(s) throughout 2x4 top chords, MAX HORIZ. TL DEFL = 0.043" @ 14'- 6.5" 9" oc in 2 rows throughout 2x6 top chords, NOTE:Design assumes moisture content does 5" oc in 2 row)sI throughout 2x6 bottom chords, not exceed 19% at time of manufacture. 9" oc in 1 rows throughout 2x4 webs. 3-05-11 8 00 10 3-05 11 Design conforms to main windforce-resisting system and components and cladding criteria. 1-10-08 1-07-03 2-04-14 3-01-02 2-06-10 1-07-03 1-10-08 Wind: 140 mpht h=20.6ft, TCDL=4,2,BCDL=6.0, ASCE 7-101 j93.30# 193.30# (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 . 12 load duration factor=1.6, NI 10.00 Truss designed for wind loads 10,00 M-4x8 in the plane of the truss only. M-4x8 /- M-3x6 M-3x10 5 T2 _ _ SM-3x5 - -f\_ M-3x5 CD 0 a ;71 M M-5x10 5x10 M •�� v� I'I ' _i_ ca� u'� I I v v x NiP -/o c),/- 1� 9 10 11 12 13 14 6 ca cp M-3x6 M-6x8 M-4x8 M-3x8 M-6x8 M-3x6 > y y )• y y y )' 1-08-12 1-04-03 3-01-02 2-09-10 2-11-06 1-04-03 1-08-12 y y 15-00 WEDGE REQUIRED AT HEEL(S). � A� PR OF�C�,cS' JOB NAME: POLYGON 3-D NH - B1 Scala: 0.39,5 � 5�1 4o� 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 T 92OWE r- Truss: B 1and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2e4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. ,r 3.Additional temporary brad to Insure stabil) riming construction 2.Design assumes the top and bottom chords to be laterally braced et p ry er . stability 9 2'o.c.and et 10'o.c.respectively unless braced throughout their length by rllml! DES. BY: EE s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON t.. C 4.No load should be eppied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -if _ �✓ SEQ. : 6051 175 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, L� �� 'F' design loads be applied to any enwnent, Des are for s"dry condbeari of use. O 'i 14 �T- 8.Design assumes full bearing of all supports shown.Shim or wedge if !1 TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility far the necessa LS 1 a y I u fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 44?rl f-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 11111111111111111111111 TPINYTCA in nc./ copies of which will be furnished upon request. 9.lines tscind Indicate sizede with)of plate inoint rinches. 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 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" 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 Al&BTR SPACED 24,0" O.C. 2-3=(-68) 41 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 OVERHANGS: 12,0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES TOTAL LOAD = 42.0 PSF 0'- 0.0" -54/ 292V -23/ 81H 5.50" 0.47 KDSF ( 625` Connector plate prefix designators: 1'- 10.9" -61/ NOV 0/ OH 1.50" 0.10 KDDF 625 C,CN,CI8,CN18 or no prefix) =ormpuTrusLL = 25 PSF Ground Snow (Pg) 3'• 6.0" 0/ 30V 0/ OH 5.50" 0.05 KDDF ' 625i ( 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.I BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.003" @ -1'- 0.0" Allowed = 0,100" MAX TL CREEP DEFL = -0.003" @ -1'• 0.0" Allowed = 0.133" 1-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0,053" 1' T MAX BC PANEL LL DEFL = 0.004" @ 1'- 7.6" Allowed = 0.129" MAX BC PANEL TL DEFL = -0.004" @ 1'• 9.0" Allowed = 0.172" 12 MAX BC PANEL TL DEFL = -0.004" @ 1'- 11.8" Allowed = 0.172" 10.00 V MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 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=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), cn load duration factor=l6, o Truss designed for wind loads in the plane of the truss only. 0 e") o 0 O N N 7 OWIJAIIIIIMMINIMEM o� 1111. ....--41111_ ►��4 M-3x4 1, y > 1-00 3-06 (PROVIDE FULL BEARING:Jts:2,3,4I JOB NAME POLYGON 3-D NH - BJ1 � t� PROpe Scale: 0.6793 �C, (N yh n4, WARNINGS: GENERAL NOTES,unless otherwise noted: (;,C' ' 5/f f V -!3 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 tt' .92$,PEC Truss: BJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper ! L 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 tap and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)end/or drywall(mC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -IS 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. f SEQ. : 6051176 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, 7 A OREGON `W TRANS I D: 407533 design bads be applied to any component. and are for"dry condition"of use. Y7 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 "6 .1}f 1 4 0143- �^�, fabrication,handling,shipment and Installation of components. necessary. 6.This design is fumished subject to the Irritations set forth by7.Design assumes adequate drainage is ovided. il/f Fi 11. - 1111111111111111111111110111111101111111111 TPI/WTCA in BCSI,copies of which will be fumished upon request. 8.linels coincide withpples shall be ied centeon tr lih nss of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E f plate In inches. 10.orr9. ibasits c coonnectoate size rplate design values see ESR-1311,ESR-1988 P 9 (MiTek) EXPIRES:12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 TC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 3-4= --14) 68 BC: 2x4 KDDF #1&BTR 2-3=1 30 8 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)t0L( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA UL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0' 5.7" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -23/ 313V -43/ 139H 5.50° 0,50 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 3.2" 0/ 42V 0/ OH 5.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc3'- 6.0' -97/ 132V 0/ OH 1.50" 0,17 KDDF ( 625) 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 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-CONCUf(.ENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX LL DEFL = -0.000" @ 3'- 11.7' Allowed = 0.047" 10.00 V MAX TL CREEP DEFL = -0.000" @ 3'- 11.7" Allowed = 0.063' MAX TC PANEL LL DEFL = 0.021" @ 2'- 2.0' Allowed = 0.264" MAX TC PANEL TL DEFL = 0.020" @ 2'- 2.0" Allowed = 0.396" MAX HORIZ. LL DEFL = -0.001" @ 3'- 5.2" '' MAX HORIZ. TL DEFL = -0.001" @ 3'- 5.2' NOTE:Design assumes moisture content does not exceed 19`k at time of manufacture. rn Design conforms to main windforce-resisting o system and components and cladding criteria. o Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 0 cD (All Heights),n fEnclosed, Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads o v in the plane of the truss only. c-/ cV 5�� - M-3x4 y )' 1, ) 1-00 3-06 0-05-11 (PROVIDE FULL BEARING;Jts:2.5,3I c(} PR ore JOB NAME: POLYGON 3-D NH - BJ2 Scale: 0.65575/1 ioq WARNINGS: GENERAL NOTES,unless otherwise noted: Q'44-1 •/c� f fa E 1"' 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 2 " Truss: BJ 2and Warnings before construction commences. building component.Applicability of design parameters and proper Incorporation of component Is the responsibility of the building designer. 2.2o4 compression web bredng must be installed where shown+, 3.Additional temporary bracing to insure stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced at alle DES. BY: EE 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 sr continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). r DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ ItilOREGON �!44.- 4. -4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ^W SE Q. : 6051 177 fastenersare complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, i 2 design loads be applied to any component. and are for"dry condition"of use. •% I.-7 k I,Q. 0 6.Design assumes full bearing at as supports shown.Shim or wedge If �I, f]. TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. /�fy D S I V fabrication,handling,shipment and Installation of components. 7.Design umes adequate drainage is provided. _ 6.This design is famished 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 VIII VIII VIII IIII IIII IIIITPIANICA in BCS(,copies of which will be furnished upon request. 9.(Digitiness inodicate size de with of plate inint r Ines.. M iTek USA,1110./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weir) EXPIRES:12/31/201.5 I 1E111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" TC: 2x4 KDDF 818BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX 1-3=.()MEMBERFORCES 0) 72 2..5 25==((OF/Cq=1.00 10) 0 BC: 2x4 KDDF 818BTR SPACED 24,0" O.C. 2.3=�-224) 187 TC LATERAL SUPPORT <= 12"OC, UON. LOADING 3.4= 64) 38 BC LATERAL SUPPORT <= 12"OC. VON. 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 BAG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -16/ 304V -66/ 185H 5.50" 0.49 KDDF 1 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) ) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc 3'- 3.2" 0/ V 0/ OH 5.50" 0.06 KDDF 625 MT 3'- 5.2" -146/ 220V 0/ OH 1.50" 0.28 KDDF 625 M,M20HS,M18HS,M16 = MiTek series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -43/ 67V 0/ OH 1.50" 0.11 KDDF ( 625) 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 psfl uplift at 24 "ac spacinp.l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURR NTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.007" @ 1'- 8.7" Allowed = 0.264" 12 i' MAX BC PANEL TL DEFL = -0.006" @ I'- 10.4" Allowed = 0.172' 10.00 2 MAX HORIZ. LL DEFL = -0.002" @ 5'- 10,9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" NOTE:Design assumes moisture content does not exceed 1996 at time of manufacture. Design conforms to main windforce-resisting 3 system and components and cladding criteria. cn Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 Lo 0o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load c. o Trduration fo6 ussdesignedforwindloads CM u; in the plane of the truss only, ro 0 cD 0 o� O 5► M-3x4 1' y y )' 1-00 3-06 2-05-11 (PROVIDE FULL BEARING;Jts:2.5,3.41 JOB NAME : POLYGON 3-D NH - BJ3 sale: 0.5261 ,P'\ ,1.(T�'IN 40'S'/o WARNINGS: GENERAL NOTES,unless otherwise noted: 4C.7. C.J' ' f 5//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 C[ ±920 0 PE r- Truss: BJ3 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 chords to be laterally braced at > • DES. BY: EE 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 rea nsibili of the buildingdesigner. continuous sheathing such as plywood in ere end/or drywell(BC). ....++'NN!- DATE: 9/5/2014 Po N g 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be appked to any component until after all bracing and 4.Installation of truss Is the responsibilty of the respective contractor. OREGON , SEQ. : 6051178 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, Try A_ /, TRANS I D: 407533 design loads be applied to any component, and are for"dry condition"of use. / - r�i&` A Q �w 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 6 14, . "�"' fabrication,handling,shipment and Installation of components. ecessary. ' ) 6.This design Is furnished subject to the limitations set forth by7.Designlatesassumes adequate onne drainage i oprovided. M " R ` V I IIIIII IIIII IIIII IIIII IIIII IIIII IIIII IIII IIII 8 Plates shall be located both faces of buss,and placed so their center C{ `L G TPINViCA In BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center&nes. 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 7'- 4.2" IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-296) 256 3.4= 94 67 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 OL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.8" TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -9/ 291V -82/ 221H 5.50' 0.47 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 3.2" 0/ 33V 0/ OH 5.50' 0.05 KDDF ( 625` C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 5.2' -197/ 290V 0/ OH 1.50" 0.37 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 4.2" -72/ 110V 0/ OH 1.50" 0.18 KDDF ( 625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP rOND 2 Design checked far nett 5 osfl up ift at 24 "oc soacina AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -1 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" f MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.006" �) MAX Ti CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.008" (f MAX TC PANEL LL DEFL = 0.006" @ 1'- 11.4" Allowed = 0.264" MAX BC PANEL TL DEFL = -0.006" @ 1'- 10.4" Allowed = 0.172" MAX HORIZ. LL DEFL = -0,003" @ 7'- 3.4" 12 MAX HORIZ. TL DEFL = -0.003' @ 7'- 3.4" 10.00 V NOTE:Design assumes moisture content does not exceed 19's at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. rn Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6 Truss designed for wind loads co in the plane of the truss only. -a- Ij r c,, 'TA- Tr -, o0 1 M-3x4 /- ), ). y )' 1-00 3-06 3-10-15 'PROVIDE FULL BEARING;Jts:2,5,3,41 Scale: 0.4597 \co �� pN Ffi�/0 JOB NAME: POLYGON 3-D NH - BJ4 Jl WARNINGS: GENERAL NOTES,unless otherwise noted: 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 C' .9 P E r Truss: BJ4 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web braang must be installed where shown+, Incorporation of component Is the responsibility of the building designer. ;r"dR 3.Additional temporary bracing to insure stabil) during construction ior 2 Design assumes the top end bottom chords to be laterally braced at po ry 9 stability 2'o.c.and at 10'o,c.respectively unless braced throughout their length by "�" + DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ M/ OREGON 1.0 . 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 SEQ. : 6051 179 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Gf -H1d �\ design loads be applied to any component. and are for"dry condition"g use. " '7 1 4 fy 8.Design assumes full beefing at all supports shown.Shim or wedge if 1- �` TRANS I D: 407533 5. f ampuTms has no control over end assumes no responsibility for the necessary. 5.5' Cv p lt1 fabrication,handpng,shipment and installation of components. 7.Design assumes adequate drainage is provided. /l!l 6.This design is famished 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 III VIII VIII VIII IIII IIII TPI/WTCAekU in nc./ copies of which will be(7.6.6(1 upon request 9. nes. )Digits Inines dicate sizede with jof plate inoint riliiches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see EOR-13f1,ESR-1986(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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-29) 50 6.5=( 0) 14 BC: 2x4 KDDF #1&BTO SPACED 24,0' 0.C. 2.3=(-119) 0 6.7=( 0) 0 5.3=( 0) 52 WEBS: 2x4 KDDF STAND 3.4=( -24) 30 5.8=(-42) 69 3-8=(-71) 43 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 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 BAG REQUIRED BRG AREA OVERHANGS: 12.0° 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) - 0'- 0.0' -42/ 302V -28/ 92H 5.50" 0.48 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 4.1" -128/ 85V 0/ OH 1.50" 0.14 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" 0/ 65V 0/ OH 5.50" 0.10 KDDF ( 625) 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 soacing.l BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 1'- 4.4" Allowed = 0.091' MAX TL CREEP DEFL = -0.002" @ 1'- 3.7" Allowed = 0.121" MAX LL DEFL = 0.000' @ 5'- 3.8" Allowed = 0.157" MAX BC PANEL TL DEFL = -0.013" @ 3'- 2.0" Allowed = 0.211' 2-04-13 MAX HORIZ. TL DEFL = 0.002' @ 5'- 3.8" 12 10.00 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. M-4x6 0Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), load duration factor=l.6, o �� ind lads inuthe,- Trssdplaesineeoffthewtrussoonly. C,I M-3x4 tile___ gm I co NNIIIMICIIMMINIMemini M ,/- Amm , 8 Ile:-.4 -7' MI MILMJNIMI co � � '_� M63x4 7 o M 3x4 M-3x4 * * y 1-03-12 4-08-04 y y ), y 1-00 1-05-08 4-06-08 y y y y 2-05-081-00 3-06-08 * y 6-00 [PROVIDE FULL BEARING:Jts:2.4.8i JOB NAME : POLYGON 3-D NH - CJ2 o PR(1 Scale: 0.46560. ;% INS ZS%. WARNINGS: GENERAL NOTES,unlessothervase noted: ("I!, 1175//r V -6- /� 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 ‘ ' .9`2' E r- Truss: CJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper f 2,2x4 compression web bradng must be installed where shown+ incorporation of component Is the responsibility of the building designer. "'" DES. BY: E E 3.Additional temporary bracing to Insure stability during construction, 2.Design assumes the top and bottom chords to be laterally braced at r 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: 9/5/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). MOW. + AAaa�" Po ty 9 3.2x Impact bridging or lateral bracing where shown.. 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. t'-+,. SEQ. : 6051181 fasteners are complete and at no time should any loads greater than 5.Design assumes Pusses are to be used in a non-corrosive environment, OREGON bc W TRANS I D: 407533 design loads be applied to any component. and are for"dry condition"of use. 4.� �j 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge If A, I^' 4 2.d ^ " fabrication,handling,shipment and Installation of co necessary. �P components. 7.Design assumes adequate drainage Is provided. V/` 5 IIIIII IIII VIII VIII VIII VIII VIII IIII IIII 6 This design is furnished subject to the lIt be tions set forth by 8.Plates shall be located on both faces of truss,and placed so their center Fl I t-,ti. TPI/WTCA In BCS[,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software+7,6.6(1 L)-E nches. 10.For basic Indicate ofplate desi n values see ESR-1311,ESR-1988 P 9 (MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 1E141This LUMBER-BC TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2.6=(-53) 90 6.5=( 0) 18 BC: 2x4 KDDF BC: 2x4 KDDF 818NDA 1&BTR SPACED 24.0" O.C. 2-3=(-172) 21 5-7=(-70) 116 5-3=3-4=( 25) 34 3-7=)-128 0) 78 51 WEBS: 2x4 KDDF STAND 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 BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -401 344V -411 123H 5.50° 0.55 KDDF ( 625 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 3'- 6.5" -99/ 70V Ol OH 1.50" 0.11 KDDF ( 625 Connector plate prefix designators: 6'- 0.0' 0/ 92V 0/ OH 5.50' 0.15 KDDF ( 625) C,CN,CI8,CN18 (or no prefix)) == CoCompuTrus, Inc 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 oaf) uplift at 24 'oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" 3-07-04 ' MAX TL CREEP DEFL = -0.005" @ 2'- 3.8' Allowed = 0.201" MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.097" MAX TC PANEL LL DEFL = 0.005" @ 1'- 1.1" Allowed = 0.159" 12 MAX BC PANEL TL DEFL = -0.009" @ 3'- 7.4" Allowed = 0.186' /- 10.00 V -/ MAX HORIZ. LL DEFL = -0.004" @ 5'- 7.5' MAX HOAIZ. TL DEFL = 0.005" @ 5'- 7.5" NOTE:Design assumes moisture content does M-4x6 �) not exceed 19% at time of manufacture. Design conforms to main windforce-resisting c system and components and cladding criteria. 4. o Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), cu load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. cm O 7 cv, At ►t 7 v IMAINIMILAILN o M-1.5x3 o� 0-3x4 c" M-3x4 M-3x4 y 3, * 2-03-12 3-08-04 y 3' y 3, 1-00 2-05-08 3-06-08 ,, y 'PROVIDE FULL BEARING:Jtu:2.4,71 6.00 c(\t0 PROpt„ JOB NAME: POLYGON 3-D NH - CJ3 Scale: 0.5755C . I N `d WARNINGS: GENERAL NOTES,unless otherwise noted: t� ±92•$P E 1" 17 2.2x4 compression web bredng must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 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 '�'f ' Truss: CJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 3.Additional temporary brad to insure stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced at �r po ng 2'o.c.and at 10'o.c,respectively unless braced throughout their length by frrr DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.Zr Impact bridging or lateral bradng required where shown++ aR G N (C 4C. 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 ASEQ. : 6051182 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, design loads be applied to anycomponent. and are for"dry condition"of use. ��, � 1'4 `�� gnda8.Design assumes full bearing at all supports shown.Shim or wedge if AA l TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. '` � `�y fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII 11111 VIII VIII VIII VIII 11111 1111 IIU TPINVICA In Swhichmrequest. slze MTe USA,Inc/CompuTrus Software 76.6(1L)E lForines indicate cooaloincide with joint center Ines. Usnnectorpltedesign values see ESR-1311,ESR-1988(Wel() EXPIRES:12/31/2015 1111IIIIII 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 M1&BTA LOAD DURATION INCREASE = 1.15 1-2= ( ( 0) BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. ( 0) 72 5-7= -95) 130 5-3= 181 WEBS: 2x4 KDDF STAND 2.3=�-215 36 5-7=(-123 167 5.3=� 0) 51 LOADING 3.4= 59 46 3-7= -185) 137 TC 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -30/ 375V -53/ 154H 5.50' 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 8.9" -84/ 88V 0/ OH 1.50" 0.14 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" -2/ 116V 0/ OH 5.50" 0.19 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 osfl uplift at 24 °oc ssacing.l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4-09-10 MAX LL DEFL = 0.005" @ 2'- 3.8" Allowed = 0.211" T MAX TL CREEP DEFL = -0.007" @ 2'- 3.8" Allowed = 0.281" MAX TLMCREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.049" 12 MAX HORIZ. LL DEFL = -0.007° @ 5'- 7,5" 10.00 V 0 MAX HORIZ. TL DEFL = 0.007" @ 5'- 7.5" NOTE:Design assumes moisture content does not exceed 19's at time of manufacture. Design conforms to main windforce-resisting M-4x6 system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o 10 load duration factor=1.6, c.) Truss designed for wind loads o in the plane of the truss only. u7 Ikkb co IMIII.r.IMIMIIMMw -/ o� ��® M-3x4 o M-1.5x3 tt�� 6 o 0 M-3x4 M-3x4 1, y y 2-03-12 3-08-04 1-00 ,, 2-05-08 3-06-08 y PROVIDE FULL BEARING•Jts'2 4 7I 6-00 JOB NAME : POLYGON 3-D NH - CJ4 Scale: 0.5138 r��, � D p/N ''5 4�A,� WARNINGS: GENERAL NOTES,unless otherwise noted: -. JV I {r✓//r "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 loran individual '' .92•r P E `5r Truss: CJ 4 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. DES. BY: E E 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). f !- +� DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Cr.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. f+.; SEQ. : 6051183 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, OREGON `y TRANS I D: 407533 design loads be applied to any component. 6. and are for Design assumes fulldbeadn of all supportsG 5.CompuTrus has no control over and assumes no responsibility for the g g shown.Shim or wedge if '� '71' 4 �, � �� fabrication,handling,shipment and installation of components. necessary. �� 6.This design is furnished subject to the Imitations set forth by7.Designlaesassumes adequate onne dthinac a Is provided., 4/Z.r., `` t IIIIII IN 11111 I III III VIII VIII IIII IIII 8.Plates shall be located both faces of truss,and placed so their center :h( 4.4• VE TPINCA In BCSI,copies of which veli be furnished upon request. lines coincide with joint pt late center Ines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E9. ches. 10.ogrits basicindicate connectorPplate designIn gvalues 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 N18BTR LOAD DURATION INCREASE = 1,15 1-2=) 0) 72 2-6=(-150) 175 6-5=( 0) 18 BC: 2x4 KDDF #16BTR SPACED 24.0' O.C. 2.3=(-257) 55 5.7=(-195) 225 5.3=( 0) 51 3-4=( -88) 86 3-7=(-250) 217 WEBS: 2x4 KDDF 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" -34/ 398V -66/ 185H 5.50" 0,64 KDOF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 5'- 7.5" -21/ 142V 01 OH 5.50" 0.23 KDDF ( 625) Connector plate prefix designators: 5'- 11.7' -69/ 108V 0/ OH 1.50" 0,17 KDDF ( 625) C,CN,CI8,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. bCOND. 2: Design checked for net(-5 oafl uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0,254" MAX TL CREEP DEFL = -0.009' @ 2'- 3.8" Allowed = 0,339" MAX HORIZ. LL DEFL = -0.010" @ 5'- 7,5" 5 11-11 ' MAX HORIZ. TL DEFL = 0,010" @ 5'- 7.5" -V NOTE:Design assumes moisture content does not exceed 19n at time of manufacture. ( Design conforms to main windforce-resisting 12 system and components and cladding criteria. 10.00 V Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dl.r), load duration factor=1,6, Truss designed for wind loads 0 in the plane of the truss only. i M-4x6 0 co o 4$6 v� i__mmiloo 7... M-3x4 o M-1"5x3 0/- ►C20 N 6 Cr CD M-3x4 M-3x4 A- ), y y 2-03-12 3-08.04 (PROVIDE FULL BEARING:Jts:2,7,41 1, y y y 1-00 , 2-05-08 3-06-08 y 6-00 „eV PROk, JOB NAME : POLYGON 3-D NH - CJ5 Scale: 0.4201 �� ! "�' `c� WARNINGS: GENERAL NOTES,unless otherwise noted: v �� 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 ± � E 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 bredng 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 ,,,%14:: +� DES. BY: E E is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). IS'i DATE: 9/5/2014 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 applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "}7� W SEW. : 6051184 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, 201 , design loads be applied to any component. and are for"dry condition"of use. �' f '( B.Design assumes full bearing at all supports shown.Shim or wedge If {1 TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. ` fabrication,handling,shipment and Installation of components. 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 IIIIII I III VIII VIII VIII VIII VIII(III(IIITPINVECA In BCSI,copies of which will be furnished upon request. 9 IDIgs ltscInd oinde ciae with sizeloint of plate Inrinches. cente10. MiTek USA,InC./COmpuTfus Software+7,6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x4 KDDF#18BTA IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 LOAD DURATION INCREASE = 1.15 1-2= BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. ( 0 72 2-7=(-115) 173 7-6=( 0) 18 WEBS: 2x4 KDDF STAND 3.4=�-257 55 6-8=(-150) 223 6-3=� 0) 51 3.4= -177 84 3-8=(-248) 167 IC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -85) 0 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 OVERHANGS: 12,0" 14.1" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -34/ 384V -74/ 233H 5.50" 0,61 KOOF ( 625` C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 7.5" -15/ 140V 0/ OH 5.50" 0.22 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'• 11.7" -172/ 271V 0/ OH 1.50" 0.35 KDDF 625 REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP GOND. 2 Design ch k d for n t( paf) uplift at 24 "ac s a ing AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.006" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.009" @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = -0.005° @ 7'- 2.1" Allowed = 0.117" 7-02-01 MAX TL CREEP DEFL = -0.006" @ 7'- 2.1" Allowed = 0.157" T 5 MAX HORIZ. LL DEFL = •0.008' @ 5'- 7.5" MAX HORIZ. TL DEFL = 0.010" @ 5'- 7,5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 V 0 system and components and cladding criteria. Wind: 140 mph, h=22.2ft, 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 a in the plane of the truss only. cv o M-4x6 iiiikb\ •-• APO o o E •�111� rn 8. M-1.5x3 CD M-3x4 N M13x4 0 M-3x4 A- y 1' 1' 2-03-12 3-08-04 1' 1- 1. .1 1-001, 2-05-08 4-08-09 ,, 1 6-00 1-02-01 (PROVIDE FULL BEARING:Jts:2,8.4( JOB NAME : POLYGON 3-D NH - CJ6 Scale. 0.3552 '''P �rD ?N Ofi':(5s*b WARNINGS: GENERAL NOTES,unless otherwise noted: L{f 5y t 2 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 -Q• -92 e s P E 'y r' Truss: CJ6 and Warnings before construction commences. building component.Applicability of design parameters and proper C 2.2x4 compression web bracing must be installed where shown+ Incorporation of component is the responsibility of the building designer. DES. BY: EE 3.Additional temporary bracing to Insure stability during construction, 2. 'Design 'assumes the tap and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2o.c.and at 10c.c.respectively unless braced throughout their length by DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). Po ty 9 3.2x Impact bridging or lateral bracing where shown++ , 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. `' SEQ. : 6051185 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, QREG�NNik design bads be appfed to any component. end ere for"dry condition"of use. L TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if y 1 4 2 fabrication,hand5ng,shipment and installation of components. necessary. 0....4 6.This design Is furnished subject to the imitations set forth 7.Design assumes adequate drainage is provided. 4.1.i? �n l` �T I IIIIII VIII IIIIII III VIII VIII IIID(III III) by 8.Plates shall be located on both faces of truss,and placed so their center 4 L TPINVTCA in BCS(,copies of which will be furnished upon request. 9.lines coincide with joint ppt late in inches. center lines.USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10,Digits rrbasiciplateconnectordesign values see ESR-1311,ESR-1988(MITek) EXPIRES;12/31;2015 h. 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 ODE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.7=(-102) 168 7.6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-304) 55 6.8=(-132) 215 6-3=( 0) 51 3.4=(-297) 141 3-8=(-239) 147 WEBS: 2x4 KDDF STAND LOADING 4.5=(-173) 0 TC 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES OVERHANGS: 12.0" 28.5" 0'- 0.0" -34/ 340V -81/ 282H 5.50' 0.54 KDDF ( 625 LL = 25 PSF Ground Snow (Pg) 5'- 7.5' 0/ 138V 0/ OH 5.50' 0.22 KDDF 625 Connector plate prefix designators: 5'- 11.7" -318/ 497V 0/ OH 1.50" 0.64 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1D 2 Desig o- d far net( 5 psfl uplift at 24 "oc s acp ing rnN -19 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.079" @ 8'- 4.5" Allowed = 0.237" MAX TL CREEP DEFL = -0.096" @ 8'- 4.5" Allowed = 0.317' MAX TC PANEL LL DEFL = 0.030" @ 4'- 8.0" Allowed = 0.283" MAX TC PANEL TL DEFL = -0.022" @ 4'- 8.0" Allowed = 0.425" 8-04-08 5 MAX HORIZ. TL DEFL = 0.010" @ 5'- 7.5" /- _v 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. 12 Wind: 140 m hl h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 10.00 V (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, it Truss designed for wind loads o in the plane of the truss only. - 0 m N 0 M-4x6 co m co 0Art>1111111e111=1M1.1 -/ �'mi o M-1,5X3.. 0 M 3x4 M13x4 0 M-3x4 y y y 2-03-12 3-08-04 ,k > y ), 1-00> 2-05-08 5-11 1 y 6-00 2-04-08 !PROVIDE FULL BEARING:Jts:2,8,4I �Q PRQPe JOB NAME: POLYGON 3-D NH - CJ7 Scale: 0.3175 ,.4? �1!''' Vd9 WARNINGS: GENERAL NOTES,unless otherwise noted: 4t' *Q2 t$f7 E 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 2 S Truss: CJ 7and Warnings before construction commences. building component.Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2.2z4 compression web bracing must be Installed where shown+• 3.Additional temporary bracing to insure stabilily during construction 2.Design assumes the top and bottom chords to be laterallybraced at *asmti 2'o.c.and at 10'o.c.respectivey unless braced throughout their length by /',fir o ./a�"-"'"' DES. BY: EE is the responsib lily of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywali(13C). r DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral braang required where shown** QRE �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. 4" SEQ. : 6051186 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 appied to any component. and ere for"dry condition"of use. �`/��� '�4 �� 8.Design assumes full bearing et all supports shown.Shim or wedge if 44' !)- TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the necessary. n t q v fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. -0 Rta. 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 ch ines coincide with Joint center lines. IIIIII VIII VIII I III VIII VIII VIII IIII IIIITPI/WIGA inM Te USA,lnCS/CompuTfus copies ofwill 7.6.6(1 L)E request. late in inches. O.I9.Digits FFurr basiciconnector ioplf ate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII 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 R18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.C. 2.3=(•68) 88 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 SO,IN, (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'• 0.0" -110/ 304V -15/ 62H 5.50' 0.49 KDDF ( 625` Connector plate prefix designators: 1'- 1,7" -64/ 126V 0/ OH 1.50" 0.20 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'• 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF 625` 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, (GOND 2 Design h k d for n t(,5pALLip ift at 24 oc spacing BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ •i'• 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001° @ 0'- 8.9" Allowed = 0.063" MAX TC PANEL TL DEFL = -0.001" @ 0'- 8.9" Allowed = 0,094" MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.254" 1-02-07 MAX BC PANEL TL DEFL = -0.019" @ 3'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0,000" @ 1'- 1.7" 12 MAX HORIZ. TL DEFL = 0.000" @ 1'- 1.7" t0.00 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=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load Trussduration designedfforowind6loads in the plane of the truss only. mv'o o° ��NO Ccv O ►cp4 ••••••0410!!!°1 y 1-00 y 'PROVIDE FULL BEARING;Jts:2,3,41 6-00 y JOB NAME : POLYGON 3-D NH - J1 Scale: 0.6702 ,�` 40 e IN o s WARNINGS: GENERAL NOTES,unless otherwise noted: (,� 5/I "F�, 1.auilder 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 792,0 92`0 PE c' T r ii S S: J1 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. DES. BY: EE 3.Additional temporary bracing to Insure stabil) dud 2.Design assumes the top and bottom chords to be laterally braced et P ry g stability n8 construction ty 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: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). r''"�`� Po ty 9 3.2x Impact bridging or lateral bracing where shown++ 01 6051187 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. CC SEQ. : 605 1 1 87 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, OREGON Ezi TRANS I D: 407533 design bads be applied to any component. 8.Design assumand are for es fulldbowin of all supports �� 5.CompuTrus has no control over and assumes no responsibility for the 8 shown.Shim or wedge If l© .7 14 2,Q �44.:.. .0 shipment and installation of components. necessary. 6.This design is famished subject to the limitations set forth bya,Design assumes adequate drainage is provided. �V I I` L I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIIWTCA In BCSI,copies of which will be furnished upon request. a Ines coincide wilates shall be th Joednt center on both lines.faces of truss,and placed so their center C L MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 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 #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=(-61) 58 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES OVERHANGS: 12.0" 0.0" TOTAL LOAD = L ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -41/ 304V -28/ 92H 5.50' 0.49 KDDF ( 625) 42.0 PSF 2'- 4.1' -125/ 112V 0/ OH 1.50" 0.18 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 50V 0/ OH 5.50" 0.08 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 �r0N0 2 Design checked for net( psf) upl ft at 24 'oc spacing,] REQUIREMENTS OF IRC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX MTC PANEL AX TL ELL DEFL = -0.004" @ 1'- 5.7" Allowed = 0.168" 2-04-13 MAX TC PANEL TL DEFL = -0.007" @ 1'- 3.8" Allowed = 0.252' MAX BC PANEL LL DEFL = 0.008" @ 2'- 8.6' Allowed = 0.254" T MAX BC PANEL TL DEFL = -0.024' @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = 0.000" @ 2'- 4.1" 10.00 V MAX HORIZ. TL DEFL = 0.000" @ 2'- 4.1" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. A- -/ Design conforms to main windforce-resisting system and components and cladding criteria. i Wind: 140 m ht h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, c., Truss designed for wind loads in the plane of the truss only. v 0 cn O Cd N O c' co i 10111.41111.111.111.111.11.11111.1.1.1.1101.111.1.1.. O.<- ���4 -1 M-3x4 A y 1-00 y tEBO I�Fi L BEARINGI L BEARING•It 4I 6-00 y JOB NAME : POLYGON 3-D NH - J2 Scale: 0.6505 \� no WARNINGS: GENERAL NOTES,unless otherwise noted 444 V,-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 � 1-..9 P s-- 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 designee 3.Additional temporary bracing to insure stability Burin construction 2.Design assumes the top and bottom chords to be lateral braced at p ty 9 Y sc.and at 10'o.c.respectively unless braced throughout their length by � ' , DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). M DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON if 4.No bad should be applied to any component until after an bracing and 4.installation of truss is the responsibility of the respective contractor. '� �,, W SEQ. : 6051 188 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4. 4_.,x N S design beds be applied to any component and we for"dry condition"of use. Q 1 4 1.4. s. S Design assumes fuH bearing at WI supports shown.Shim or wedge if Q TRANS I D: 407533 5.CompuTrus hes no control over and assumes no responsibility for the necessary. l' 5 `5 V fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPINVICA In SCSI,copies of which will be furnished upon request. 9.linesDigits indicatecoincde size oint f plate incenter inches.. n 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 1111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEI-2= FORCES 2-4o(0)/0q=1.00 BC: 2x4 KDDF k1&BTR SPACED 24.0" O,C. 2-3=( 2 4=(0)-83) 76 0 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DLI 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA L ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -28/ 336V -40/ 123H 5.50" 0.54 KDDF ( 625` Connector plate prefix designators: 3'- 6.5" -126/ 129V 0/ OH 1.50" 0.21 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL =25 PSF Ground Snow (PAI 6'- 0.0' 0/ 56V 0/ OH 5.50" 0.09 KDDF ( 625` 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. COND. 2' Design checked for net(- pef)�plift at 24 "oc spacin0 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.097" 3-07-04 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.129" T "( MAX TC PANEL LL DEFL = 0.018" @ 1'- 12.0" Allowed = 0.273" MAX BC PANEL TL DEFL = -0.032" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.5" '- 10.00 V -/ MAX HORIZ. TL DEFL = -0.000" @ 3'- 6.5" 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=20.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v load duration factor=l.6, Truss designed for wind loads O o in the plane of the truss only. N M O 7 M V O O �4 - M-3x4 y 1-00 y 'PROVIDE FULL BEARING;Jts:2,3,41 6-00 y JOB NAME : POLYGON 3-D NH - J3 � ° �R�' .�, s Scale: 0.6005 "`lJ �n1 a �'/may1J., s/0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4'//,C? 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 Q' «92 0•P E f."^ Truss: J3 and Warnings before construction commences. building component,Applicability of design parameters and proper C 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 �aro�r DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their lengthby yp�re.R, DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)shown and/or drywall BC. 1aa P° ty 9 3.2x Impact bridging or lateral bracing where shown++ 4.No load should be eppNed to any component until after all bracing and 4.Installation of truss Is the responsibiaty of the respective contractor. `(CC SEQ. : 6051189 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' �p�OREGON iX `V design loads be applied to any component. and are for"dry condition"of use. -�. -7 TRANS I D: 407533 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,J '7 4 ` � fabrication,handling,shipment and Installation of components. necessary. �� 6.This design is furnished subject to the Nrnitations set forth by7.Designlatesassumes adequateatedon both drainageciso provided.and R n y f i I IIIIII I III VIII VIII VIII VIII VIII IIII IIII 8 Plates shall be located faces of truss, placed so their center C tl 4 TPIM/rCA In SCSI,copies of which will be famished upon request, lines coincide with joint center tines. 9. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FFor baits isiciconnedo plcate size of alate In Inches. te 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 #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=(-109) 96 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES OVERHANGS: 12.0" 0.0" TOTAL LOAD DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -23/ 370V -53/ 154H 5.50' 0.59 KDDF ( 625) 42.0 PSF 4'- 8.9' -118/ 149V 0/ OH 1.50" 0,24 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 64V 0/ OH 5.50" 0,10 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL �XOND 2 Design checked for nett Rsf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT 6EING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TLMAX CREEP LL DEFL = 0.000" @ 0'• 0.0" Allowed = 0.37" MAX TL CREEP DEFL = 0,000" @ 0'- 0.0" Allowed = 0.049" 4-09-10 MAX TC PANEL LL DEFL = 0.056' @ 2'- 9.1" Allowed = 0.377" T MAX TC PANEL TL DEFL = -0.053" @ 2'- 7.2" Allowed = 0.566' f MAX HORIZ, LL DEFL = -0.001' @ 4'- 8.9" 12MAX HORIZ. TL DEFL = -0.001" @ 4'- 8.9" 10,00 V 0 NOTE:Design assumes moisture content does not exceed 1995 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), th load duration factor=l.6, Truss designed for wind loads v in the plane of the truss only. 0 o .4- cm cm O u, C., CD o 1 M-3x4 J, ), y 1-00 (PROVIDE FULL BEARING:Jts:2.3.41 6-00 JOB NAME: POLYGON 3-D NH - J4 Scale: 0.5446 `r q,� 4 GENERAL NOTES,unless otherwise noted: c.: ' / P WARNINGS: ppr� PpE 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en Individual � ��JL//r G r Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper ,0 2.2x4 compression web bradng 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 bosom chords to be laterally braced at y�r�p 2'o.c.and et 10'o.c.respedivety unless braced throughout their length by �,+; � +.�""- DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andror drywall(BC). DATE: 9/5/2014 the overall structure m the responsibility of the bulking designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �ll, CC 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. `j7 W SEQ. : V 051190 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, 7 '°7� 4N design beds be applied to any component, end are for"dry condition"of use. j' /' 1 4 th, 6.Design assumes full bearing at all supports shown.Shim or wedge if p ` ti TRANS I D: 407533 5.CompuTrus has no control over end assumes no resppo biliry for the necessary. �FR 1 t t I fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII I III VIII VIII VIII VIII VIII 11TPIANTCA In SCSI,copies of which will be furnished upon MiTek USA,Inc./CompuTrus Software 7.6 6(1 L)E request. late In Inches. 10.Digits inte size of.For basic ccoonnector pllines coincide with joint center lines. ate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/21)15 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 TO: 2x4 KDDF 91&8TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 918BTR SPACED 24.0" O.C. 2.3=(-138) 116 2-4=(0) 0 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 BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 403V -66/ 185H 5.50" 0.65 KDDF ( 625) 5'- 9.2" 0/ 77V 0/ OH 5.50" 0.12 KDDF625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -106/ 169V 0/ OH 1.50" 0.27 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [GQND. 2: Design checked for net( paf)yplift at 24 "oc s ag cino I BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX EP DEFL = -0.003" @ -i'- 0.0" Allowed = 0.100" f MAX TL CREEP DEFL = -0.003" @ •i'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.164" @ 3'- 7.4" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.147" @ 3'- 5.0" Allowed = 0,722" 00001/ MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" NOTE:Design assumes moisture content does not exceed 1996 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, 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 rnin the plane of the truss only. 00 NLC) O CO M sr O/- o W 4t=A M-3x4 .1 1, ,1 1-00 6-00 [PROVIDE FU B ARIN"; ts' 4 1 JOB NAME : POLYGON 3-D NH - J5 Scale: 0.5235 ��, ,, PNS sf�, WARNINGS: GENERAL NOTES,unless otherwise noted: '41 5/1 . 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 Indio dual O• ±92$0 P E r Truss: J5 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 chords to be laterally braced at DES. BY: EE 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 41511111.11°. the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)shown and/or drywall(BC). ,,...4411111. DATE: 9/5/2014 Po h 9 3.2x Impact bridging or lateral bracing where shown++ -10 tr 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibilty of the respective contractor. OREGON SEQ. : 6051191 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, j. .. 5. TRANS I D: 407533 design loads be appNed to any component and are for"dry condition"of use. q y � CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if a 1 42. �},"'�^. fabrication,handing,shipment and installation of components. necessary. 0y 7.Design assumes adequate drainage is provided. R Cl I Lk- 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 I VIII[I III VIII VIII VIII VIII VIII[III[IIITPI/WrCA in BCS[,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E lines 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 M. IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 93 3.4=(-113; 163 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: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 377V -80/ 217H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0,11 KDDF 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc 5'- 11.2" -240/ 394V 0/ OH 1.50" 0.50 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 2,4" -101/ 55V 0/ OH 1.50° 0,09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND 2' Design checked for nett oft uplift atspacinp,l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 /- -1 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0,003" @ -1'- 0,0" Allowed = 0,133" MAX TC PANEL LL DEFL = 0.075" @ 2'- 9.2" Allowed = 0.481° �) MAX TC PANEL TL DEFL = -0,073" @ 2'- 11,9" Allowed = 0,722" MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 5'- 11.2" 12 NOTE:Design assumes moisture content does 10.00 V �� not exceed 19% at time of manufacture, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, 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 cm v in the plane of the truss only. 0 c N CD O 1-S P)) R -/ o s W= N 5 5M MIN M-3x4 A- 1-00 6-00 1-02-07 ti46`k`0 PROppp��_-s Scale: 0.4676 <tr1 , 1 JOB NAME: POLYGON 3-D NH - J6 �, ' "7/5///7(N �° WARNINGS: GENERAL NOTES,unless otherwise noted: . t�t- 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 01 f-E r Truss: J 6and 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 bradng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 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 p ftY P 9 continuous sheathing such as plywood sheathing(TC)and/or drywati(BC). ,"„se ` /� DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng 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. : 6051192 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. /2 4i 1,, soNtX�rA. design loads be applied to any component. and are for"dry condition"of use. ^ l 1 4 - TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes toll bearing at all supports shown.Shim or wedge If { f fabrication,handing,shipment and installation of components. necessary. � C)C)I Ll- P Po 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I,copies of ines coincide with joint center lines. IIIIII 111111111111111111111111111111111 III IIIIIIIVIIIVIIIVIIIIIIIIIII TPI/WTCA In MiTek USA,InCch JCOrnpuT s(Software 7.6 6(1 L)E request. 10.9.Digits IFForr basicn ector icooplate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 10111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(( 0) 72 2-5=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2.3=I-267) 238 3-4= 90) 38 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 OL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12,0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN, (SPECIES) 0'- 0.0' -24/ 378V -93/ 250H 5.50" 0.61 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -226/ 355V 0/ OH 1.50" 0.45 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 4.8' -15/ 23V 0/ OH 1.50" 0.04 KDDF ( 625). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP tCOND, 2: Design checked for net( p ( uplift at 24 "oc s ap cing AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 /- -/ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 0 MAX IC PANEL LL DEFL = 0.119" @ 2'- 11.7" Allowed = 0.481" 1( MAX TC PANEL TL DEFL = 0.105" @ 2'- 11.7" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 8'• 4.1" MAX HORIZ. TL DEFL = -0.003" @ 8'- 4.1" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 V Design conforms to main windforce-resisting ( system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co load duration factor=1,6 Truss designed for wind loads crt o v in the plane of the truss only. 0 N r O co co r, 7PIRAMIIIIIIMMIMIIMIMIIM OA- 5 tr=y 0 M-3x4 A- ) ) y y 1-00 6-00 2-04-13 (PROVIDE FULL BEARING:Jts:2,5,3,41 JOB NAME : POLYGON 3-D NH - J7 Scala: D.4230 ,5�`� �Nfie-�/p , • WARNINGS: GENERAL NOTES,unless otherwise noted: cLx I i 5/ i -+�f 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 4t' .9211•P E -' Truss: J7 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: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such plywood sheath shed eathing(TC) deir ryweli(BC).th y RAmlmw, - DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ 1r 4.No load should be eppSed to any component until after all bracing and 4.Installation of truss Is the responsdbilty of the respective contractor. OREGON l, SEQ. : 6051193 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, � tk ^V design loads be applied to any component. and are for"dry condition"of use. - ",._ A TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsdbilily for the 6.Design assums full bearing at all supports shown.Shim or wedge If © 14, uA P fabrication,handling,shipment and Installation of components, necssery. s pr L)ry f C.' C.This design is furnished subject to the limitations set forth by 8.Plate7. s shall be locaten assumes gd on both faces drainage of truss,and placed so their center r'1 r1 11+�" {VJ I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPINVTCA in BCSI,copiesof which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. 10. 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 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 7.3' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #i&BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24,0' O.C. 2.3=I.3201 288 3.4= -103) 46 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 L ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0,0" TOTAL LOAD = 42,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -23/ 376V -107/ 285H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -250/ 380V 0/ OH 1.50' 0.49 KDDF 625 M,M2OHS,M18HS,M18 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 7.3" -54/ 78V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (GOND 2 Design checked for net(-5 sp fl uplift at 24 "oc s acp ing ) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' " MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX TO PANEL LL DEFL = 0.067" @ 3'- 4.9" Allowed = 0.481" �� MAX TO PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.005" @ 9'- 6.5' MAX HORIZ. TL DEFL = -0.005" @ 9'- 6.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture, 12 Design conforms to main windforce-resisting 10.00 V system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load Trussddesigned uration ffor owind 6loads in the plane of the truss only. O c' 0 N CO O 0) CO '7,O� 10 5.1.-=N -/ O 1 M-3x4 y )' 1, 1, 1-00 6-00 3-07-04 G 0 PR°PFS JOB NAME : POLYGON 3-D NH - J8 Scale: 0.3820 5 ` %7�1 ' �/0 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual t .92*o P E r T r u s s: J8 o and Warnings before construction commences. building component.Applicability of design parameters and proper Incorporation of component Is the responsibility of the building designer. 0/ 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: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). r .• DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ n /Q�� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibikty of the respective contractor. y 4J OREGON `V SEQ. : 6051194 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,j ' ebb A. design loads be applied to any component end are for"dry condition"of use. ✓ '�}� 2. P>,. TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the ii.Design assumes full hewing et all supports shown.Shim or wedge If d 14 fabrication,handling,shipment and installation of components. necessary. ill i t S I { P P 7.Design assumes adequate drainage is provided. 1.tw 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 11111111111111111 TPIANfCA in BCSI,copies of which will be furnished upon request. git coincide with joint in 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,EOR-1988(MiTek) EXPIRES:12/31/2015 11011 11 IIII 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.C. 2-3=(-375) 304 3-4=(-145) 57 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=) •58) 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: 12.0" 9.6" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 376V -117/ 332H 5.50" 0.80 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -258/ 391V 0/ OH 1.50" 0.50 KDDF ( 625I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'• 0.0" -131/ 196V 0/ OH 1.50" 0.25 KDDF ( 625 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 pafl uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. g. /- V VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0,0" Allowed = 0.100" MAX TL CREEP DEFL = -0,003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.001" @ 10'- 9.6" Allowed = 0.080" MAX IL CREEP DEFL = -0.001" @ 10'- 9.6' Allowed = 0.107" y MAX TC PANEL LL DEFL = 0.064" @ 3'• 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = •0.072' @ 3'- 2.4' Allowed = 0.722" MAX HORIZ. LL DEFL = -0.006" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 9'- 11.2' 12 NOTE:Design assumes moisture content does 10.00 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. M Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, rn - (All Heights), Enclosed, Cat.2, Ex .B MWFRS(Dir), o bl .cr load duration factor=1.6 N o Truss designed for wind loads o in the plane of the truss only. 0 M RA _ -/ 0 16....m. M-3x4 A- 1• 1- I 1- 1-00 6-00 4-09-10 (PROVIDE FULL BEARING;Jts:2,6,3,41 JOB NAME: POLYGON 3-D NH - J9 .«, �° P � e`so Scale: 0.3563 co- (CO' vrIN1/s1+7yy�� WARNINGS: GENERAL NOTES,unless otherwise noted: <'&n 4. V f (r'(()GINE, 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[' *92 i S P E 'r"' T r ii S S: J9 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 tc be laterally braced at { DES. BY: EE is the responsibility of the erector.Additional permanent bracing at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 9/5/2014 responsibilitybuilding g continuous sheathing such as plywood required ing(TC)and/or drywall(BC). the overall structure Is the res nsibla of the designer. 3.2x Impact bridging or lateral bracing where shown++ w CC 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6051 195 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, .1f ^V design loads be applied to any component and are for"dry condition"of use. f N. /C. TRANS I D: 407533 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 �a 7 1 � fabrication,handling,shipment and installation of components. necessary. A` l 7.Design assumes adequate drainage is provided. `v! ;y;Il tY 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center +'i R I(IIII VIII VIII I III VIII VIII VIII IIII 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. 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 12'- 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 2-6=(0) 0 BC: 2x4 KDDF M1&BTR SPACED 24.0" 0.C. 2-3=i-412) 382 3-4= -193 141 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5= -55) 30 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF L ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES Connector plate prefix desi nators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -134/ 357H 5.50" 0.60 KDDF( 625) C,CN,CIB,CN18 (or no prefix = CompuTrus, Inc 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF 825 M,M2OHS,M18HS,M16 = MiTek M series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -261/ 380V 0/ OH 1.50" 0.49 KDDF 625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -138/ 195V 0/ OH 1.50" 0.25 KDDF 625 12'- 0.0" -31/ 50V 0/ OH 1.50" 0.08 KDDF 625 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND 2: Design checked for net(-s psfl p ift at 24 "ox spacing. -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.067" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.007" @ 11'- 11.2" MAX HORIZ. TL DEFL = -0.007" @ 11'- 11.2" %' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 10.00�/ Wind: 140 mpht h=24.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M load duration factor=l.6, Truss designed for wind loads or v in the plane of the truss only. O o N it O O r ":1- E41111111111111111111= --V I M-3x4 1-00 6-00 6-00 (PROVIDE FULL BEARING:Jts:2,6,3.4.51 PR JOB NAME : POLYGON 3-D NH - J10 c.• tG INE s� Scale: 0.3223 �5 ' -'7/5//r ,GINE,°,5>, WARNINGS: GENERAL NOTES,unless otherwise noted: L.t f 5//rCC ,- 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 r and Warnings before construction commences, building component Applicability of design parameters and proper ��,r� Truss: J 1 0 incorporation of component Is the responsibility of the building designer. Y 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.end at 10'o.c.respecfivery unless braced throughout their length by ' ' DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ -tt It SEQ. 4.No bed should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -p' A OREGON ��to S E Q. : 6051 196 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, %7 design loads be appied to any component. and are for"dry condition"of use. © 14 TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If �� fabrication,handing,shipment and installation of components. necessary, r� t g P P° 7.Design assumes adequate drainage is provided. ri R IL 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 Ili IIII VIII III VIII VIII VIII III TPt/WTCA in BCS(,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(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201.5 1111110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'• 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 84 2.4=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2.3=(-74) 28 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: 20.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -91/ 441V -12/ 79H 5.50' 0.71 KDDF ( 625) 3'- 3.2" -7/ 40V 0/ OH 5.50" 0.06 KDDF625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 6.0" -37/ 87V 0/ OH 1.50" 0,14 KDDF ) 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS, 16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(•5 gsf) 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 IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.019" @ -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" 12 MAX BC PANEL LL DEFL = 0.009" @ 1'- 7.6" Allowed = 0.129" 6.00 D MAX BC PANEL TL DEFL = -0.008" @ 1'- 9.0" Allowed = 0.172 MAX HORIZ. LL DEFL = -0.000" @ 3'- 5.2' MAX HORIZ. TL DEFL = -0.000" @ 3'- 5.2" NOTE:Design assumes moisture content does /- 3 -, not exceed 19`k at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), M load duration factor=l.6�, Truss designed for wind loads in the plane of the truss only. Q1 0 N O N �/- CD I� o/-- 2� 4 1 M-3x4 y .1 1, 1-08 3-06 •it t 1I 1 ' JOB NAME : POLYGON 3-D NH - P1 Scale: 0.7235 ��� � vyP+� `�,�, WARNINGS: GENERAL NOTES,unless otherwise noted: �Ct� r�✓f! cc-- 1.Builder and erection contractor should be advised of alt General Notes 1.This design is based only upon the parameters shown and Is for an individual 1' .92 0•P G 1' Truss: P1 and Warnings before construction commences. building component.Applicability of design parameters and proper �r 2.204 compression web bredng must be installed where shown+, incorporation of component is the responsibility of the building designer. fy` 'J 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 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 sheathing(TC)) rywa( ) '� DATE: 9/5/2014 responsibilitybuilding designer. P bridging or plywood w c and/or+d n ec. - " the overall structure is the res nsibili of the 3,201m act brid In lateral bracingrequired where shown++ (r 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contactor. 7L �} OREGON 4./ SEQ. : 6051197 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, .'7 design loads be applied to any component 6,Designar assumdes fulidbearin fel all supports / 4 0.• TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 9 shown.Shim or wedge If L 14 �✓ �� fabrication,handing,shipment and Installation of components. necessary. provided.s �`'L�b t 6.This design is furnished subject to the imitations set forth by 8.Plates shall be locateddn assumes uon both faces of of t ss,and placed so their center �'1 rl 1-�" I VIII I III VIII I III VIII VIII VIII III IIIITPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Anes 9.Digits indicate size of plate in 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 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x4 KDDF H18BTR SPACED 24.0' 0.0. 2-3=(-69) 26 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 BOG AREA OL 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" -132/ 478V -12/ 82H 5.50" 0.77 KDDF ( 625` 1'- 9.2" -86/ 45V 0/ OH 5,50' 0.07 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 3.7" -36/ 77V 0/ OH 1.50' 0.12 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND 2' Deign checked far net(F psi) uplift at 24 "Sc 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 = 0.019" @ -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 TC PANEL LL DEFL = 0.004" @ 1'- 5.5" Allowed = 0.204" 12 MAX TC PANEL TL DEFL = 0,004" @ 1'- 4.3" Allowed = 0.306' 6.00[:;7" MAX HORIZ. LL DEFL = -0.000" @ 3'- 2.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 2.9" 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. 0 Wind: 140 mph h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=/.6, o Truss designed for wind loads in the plane of the truss only. 0 0 CVN O) O N 01/_ 0 O� 2I� 4Illat-�r♦ M-3x4 1, 1' y 1 1-08 2-00 1-03-11 'PROVIDE FULL BEARING:Jts:2,4.3' : n PROF JOB NAME: POLYGON 3-D NH - SJ1 Scale: 0,7307 wFp ,A INE 401 WARNINGS: GENERAL NOTES,unless otherwise noted: t- 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" ^,!!l��� ®P E r"' and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: SJ 1 Incorporation of component is the responsibility of the building designer. 2.2x4dcompression web bracing must be installed where shown♦. 2,Design assumes the top and bottom chords to be laterally braced at Baa . 3.Additional temporary bracing to Insure stability during construction y o.c.and et 10'o.c.respectively unless braced throughout their length by 8401 DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d II BC. DATE: 9/5/2014 Plyw gQ s rwa( > w Cr the overall structure is the responsibility of the building designer. 3.�Impact bridging or lateral bracing required where shown�+ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON ��4, SEQ. : 6051 198 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./07'4 �i design loads be appFed to any component. and are kr"dry condition"of use. / '7 k t�-Q '.4+ TRANS I D: 407533 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 14 �� fabrication,handkn shipment and installation of components. necessary. I t ` g. P Po 7.Design assumes adequate drainage Is provided. 1,.1+. 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 11111111111111111111111111 TPIANfCA in SCSI,copies of which will be furnished upon request. git coincide with joint ate In inches.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:12131/2015 111111111 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.7" IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 KODF #198TR LOAD DURATION INCREASE = 1.15 1-2=) 0) 84 2.5=(0) 0 BC: 2x4 KDDF N188TR SPACED 24,0" O.C. 2.3=(-137) 59 3.4= 56 26 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 L ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -97/ 466V -25/ 134H 5.50" 0.75 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 9.2" -98/ 51V 0/ OH 5.50' 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 2.9" -108/ 233V 0/ OH 1.50" 0.30 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 7.7" -43/ 95V 0/ OH 1.50" 0.15 KDDF ( 625` REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net( psi) uplift at 24 'ac s a ino I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167° MAX TL CREEP DEFL = -0.021" @ -1'- 8,0' Allowed = 0.222" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1' Allowed = 0.054" MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 6'- 6.9" MAX HORIZ. TL DEFL = -0.001' @ 6'- 6.9" 12 -/ 6.00 NOTE:Design assumes moisture content does I not exceed 19% at time of manufacture. �� Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=20.9ft, 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 3 in the plane of the truss only. N cp co coin A O V co c, MIIIIMI O O� 2�� 5�I --/1 M-3x4 A- .1 ), 1, .1- 1-08 2-00 4-07-11 'PROVIDE FULL BEARING:Jts:2,5,3,41 JOB NAME : POLYGON 3-D NH - SJ2 Scale: Q.5609 ,5't 0 /PN/ 6:L9 WARNINGS: GENERAL NOTES,unless otherwise noted: / i l( t.. �. SJ2�] 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 .92•e P E r' Truss: SJ 2 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 bradng to Insure stability dudng construction 2.Design assumes the top end bottom chords to be lateralty braced at " DES. BY: EE2'o.c.and at 10'o.c.respectively unless braced throughout their length by .„00 ��1a� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r1 = "'� DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ® 1 r1 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsiMRty of the respective contractor. -sr OREGON S E Q corrosive environment, G„ 4, ot. A, TRANS I D: 407533 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 c 14 2- �ty� necessary. ,U�.�'`p (' fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 4$"Fi ry 11 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 +l 1l b 11111 I III Ill 1111111111111 IIIVIIIVIII VIII 1111 IIII TPI/WTCA in SCSI,copies of which will be furnished upon request lives coincide with joint canter 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 1111111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 ODE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2.6=(0) 0 BC: 2x4 KDDF K1&BTR SPACED 24.0" O.C. 2.3=(-194) 91 3-4.(-133) 57 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -58) 27 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF ISL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 20.0' 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -69/ 471V -38/ 186H 5.50" 0.75 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 1'- 9.2" -93/ 50V 0/ OH 5.50" 0,08 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 2.9" -91/ 196V 0/ OH 1.50' 0.25 ODE 625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 6.9" -117/ 252V 0/ OH 1.50" 0.32 KDOF 625 9'- 11.7' -41/ 88V 0/ OH 1.50" 0.14 KDDF 625 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "Sc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.019" @ -1'- 8.0' Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX TC PANEL LL DEFL = -0.004" @ 1'- 5.5" Allowed = 0.204" MAX TC PANEL TL DEFL = -0.004" @ 1'- 5.5" Allowed = 0.306" MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" NOTE:Design assumes moisture content does ° not exceed 19% at time of manufacture. 12 Design conforms to main windforce•resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, 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 ° O in the plane of the truss only. • N 7 O LO O CO 0) CO r/- ..zr 121111111111 O I M-3x4 y b y y 1-08 2-00 7-11-11 'PROVIDE FULL BEARING;Jts:2,6,3,4,5) 00 PR Ope, JOB NAME : POLYGON 3-D NH - SJ3 -(,(c. S61 Scale: 0.4335 WARNINGS: GENERAL NOTES,unless otherwise noted. 4, ' 5 t- 4r- Truss: �"7 1.Builder and erection contractor should be advised of all General General Notes 1.This design is based only upon the parameters shown and is for an Individual 4t' 0 r"E r Truss: SJ3 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 stabitity 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 40 DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheaths such as plywood sheathing(TC)C and/or d ll BC. ' DATE: 9/5/2014pNw e(r s � ) i t21110,* he overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � 4.No bad should be appled to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. "SS' OREGON 4,, SEQ. : 6051200 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, j,. �f ...�1.'�S�„ design loads be applied to any component and are for"dry condition"of use. / •7.Y 14 �ii iS" r and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q TRANS I D: 407533 5.Com uTrus has no control ova n pa ty P necessary. ` fabrication,handling,shipment end Installation of components. 7,Design assumes adequate drainage is Provided. P R 1G�•- 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 IIIIIII IIII IIIII I III IIIII IIIII IIIII III TPtIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ones. 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/ Utt�� 15