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Plans (39) „;, ] a-O I-ow22'-0' Ca I m ow�wo�_ `I AR a a Z g • It... - go - r U U w z ta o Z Z .i-. 20 J,T o U O O w .o>_ono Iz.{ SJ1 _ 0o �I\ - — - =oo_o H 2:1! ,I �2 0 o cn �z CC VI to cn O Hi:! A�, 3 ceow11 -1 ■ jC) w«� aO O CC 0 o¢ES z Z Lu o= =mew .. 1— A2 ®❑ ❑ -�.00 m c.) aAt • tga et .te0 NIa400 A3(14) Ito a 13:12 lir TY 1 3„, . Ir le/ iHN SJ2 -_ SJ1 am 1 :1. fp. _ i < :. .I NI°' d I? 1T- 5' 5' r fp 0CONFORMS TO DESIGN CONCEPT / R / g 2; g ❑ REVISIONS ONS TO DESIGN CONCEPT WITH 81-0' ED ❑ NON-CONFORMING–REVISE&RESUBMIT 12411” THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE I I WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE PRIORITY OVER THIS SHOP DRAWING. BUILDER: ISSUE DATE: By David R Burnett Date 10/6/14 POLYGON NW ABOVE PLAN PROVIDED FOR TRUSS 08/16/13 PLACEMENT CALCULATIONS A TO M I L B R A N D T ARCHITECTS _ TRUSS CALCULATIONS AND PROJECT TITLE: REVISION-1: ENGINEERED STRUCTURAL DRAWINGS FOR ALL FURTHER Pam ;,n 4-D NH POLYGON INFORMATION.BUILDING uniber DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS , 4-D NH / 4-D N H l CHECKED BY.' TO TRUSS CONNECTIONS.BUILDING ##}g DESIGNER/ENGINEER OF RECORD TO , REVIEW AND TO COVE OF ALL _ COMPANY ry N DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. k. RECE1VE MiTek USA, Inc. / CompuTrus Software MAY 0 2 2.016 Warnings & General Notes CITY(I ' GAk II jIL II�i�G DIVISION 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). Jt r0PRori NN ,�;Ji .4.G fir• f mi. Iiiilli .2,. illiV. Ir . ,*10 r., t31�' 3 t . / 24xa �r t.41' fi.q �V Op,.. 151 rt't j .J t V\ `` 19/4,,1 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 HIP EB SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/C - TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) (-173) BC: 2x6 KDDF#1&BTR 1- 3=( 0) 80 0-1 =(-29 ) 1649 0-14=(--70) 245 WEBS: 2x4 KDDF STAND LOADING 2- 4=(-2392 581 10-11=(-297) 1709 10- 5=( -70) 2 LL =25 PSF Ground Snow Pg) 4. 5=(-2342 611 11- 8=(-279) 1657 10- 5=(-165) 102 TC LATERAL SUPPORT<= 12'OC. UON. TC UNIF LL 50.0 +DL 14.0 = 64.0 PLF 5- 6=(-1656 483 6-11=(--61) 95 ( 1 ( ) 0.0" TO 22'• 0.0" V 5- 6=(-1654 467 ( ) BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0' TO 8'- 0.0" V 6- 7=(-2403 616 895 BC UNIF LL( 75.0)+DL( 71.0)= 146.0 PLF 8'- 0.0" TO 14'- 0.0" V 7- 8=(-2569) 586 16 -17=(-173) 245 NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 14'- 0.0" TO 22'- 0.0" V 8- 9=( 0) 80 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 14'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 12.0" 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. 2'- 0.0" -403/ 2249V -217/ 217H 5.50" 3.61 KDDF ( 625) Connector plate prefix designators: THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 22'- 0.0" -407/ 2257V 0/ OH 5.50" 3.61 KDDF ( 625) C,CN C18 CN18 (or no prefix) =CompuTrus, Inc M,M2IHS,M18HS ,M16 = MiTek MT series 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-11 6-00-10 7-11-11 MAX LL DEFL = -0.046' @ 11'- 0.0" Allowed = 1.054" T 'f 'f MAX TL CREEP DEFL = -0.092" @ 11'- 0.0' Allowed = 1.406" MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100' 4-00 3-11-11 3-00-05 3-00-05 3-11-11 4-00 MAX TL CREEP DEFL = -0.003' @ 23'- 0.0" Allowed = 0.133" 12 ♦597.30# T ,597.30# 12 MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" 12.ODV M-4x6 M-3x4 M-4x6 12 OD MAX HORIZ, TL DEFL = 0.028' @ 21'- 6.5" 5 Design conforms to main windforce-resisting 0a� 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 duration factor=l.6 Truss designed for wind loads in the plane of the truss only. M -1.5X3 Co ll 0 8 M 11 chO c,�o14100.25" •M-3x6 M-6x8 M-3x6 • M-7x8(S) y y 7-08-08 6-07 7-08-08 y y1-00 22-00 y y 1-00 JOB NAME: POLYGON 4-D NH - Al Scale: 0.2653 �ti? PR(Fes WARNINGS: GENERAL NOTES,unless otherwise noted: r- ((11 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 J ! G(N VSO Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper \ 4 /�/I7 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 7 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �(/ DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1 a'o.c.respectively unless braced throughout their le en j y 9 •'P E 9� continuous sheathing such as bracing shed where s and/or drywall BC. DATE: 9/8/2014 the overall h should era is the responsibility comp of the building alldesigner.cin 3. Impact boil is lateralthe boning ity ofthe where tive co m..i. 4.No load should be applied to any component until after all bracing and 4.Installation of truss isesresponsibility of the respective contractor. f SEQ. : 6052965 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: 407655 condition"of use. design loads be applied to any component 6.Desiand an assumfor es full bearingat all supports f��' '�III y�., 5.CompuTrus has no control over and assumes no responsibility for the 9 pports shown.Shim or wedge if Cr. fabrication,handling,shipment and installation of components. necessary. - 47 'IREGO O\ �ki 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes adequate onne odthi facesage is provided. .T I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIr8.Platesi shall a withjoin both of truss,and placed so their center TPIM/rCA in BCSI,copies of which will be furnished upon request. lines coincide joint center lines. /Q 14, MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E t0,orr�ba ts ic9. icate size late in inches. connector plf ote design values see ESR-1311,ESR-1988(MiTek) �` MFRRILL EXPIRES:12/31/2015 This design prepared from computer input by 1111111111This LUMBER-BC TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBERSPECIFICATIONSKDD #1&BTRLOAD DURATION INCREASE = 1.15 1- 2= 0) 80 2-12=(-163) 752 3-12=(-196) 181 TC: 2x6 KDDF 1&BTR SPACED 24.0" O.C. 2- 3=(-1049) 364 12.13=(-101) 658 12- 4=(-141) 383 BC: 2x6 KDDF #1&BTR 3- 4=( -887) 397 13-10=(-191) 652 12- 6=(-172) 130 WEBS: 2x4 KDDF STAND LOADING 4- 5= 0) 0 6-13=(-172) 130 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF 4- 6=( -5653388-13=(-142) 382 TOC LATERAL SUPPORT<= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( -565) 338 13- 9=(-196) 181 BC LATERAL SUPPORT <= 12"OC, UON. TOTAL LOAD = 42.0 PSF 0) 8- 9=( -887397 NOTE: 2T4 OPACIOR AT EAS LL = 25 PSF Ground Snow (Pg) 9-10=(-1049) 364 TOS, FOR 10-11=( 0) 80 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0° 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -241/ 1038V -220/ 220H 5.50" 1.66 KDDF ( 625) CConnector plate prefix designators: 22'- 0.0" -241/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) M,M2DHS,M18HS (16 no prefix) =riesuTrus, Inc �2-00-10 9-11-11 M,M20HS,M18HS,M16 = MiTek MT series 9-11-11 T ICOND. 2: Design checked for net(-5 psf)_uplift at 24 floc spacing.I 4-00 3-10-042-01-071-0040S0-0M-01-07k 3-10-04 4-00 fVERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/160 T MAX TLMCREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = 0.019" @ 11'- 0.0" Allowed = 1.054" 8-00 8-00 MAX TL CREEP DEFL = -0.035" @ 11'- 0.0' Allowed = 1.406" 5 7 12 MAX TLMCREEP DEFL = -0.003" @ 23'- 0,0" Allowed = 0.133" 12 12.00 MAX HORIZ. LL DEFL = 0,007° @ 21'- 6.5" 12,00 M-4x6 MAX HORIZ. TL DEFL= 0.012" @ 21'- 6.5" M-4x6 Design conforms to main windforce-resisting system and components and cladding criteria. AWind: 140 mp , , , AS01dCt2EB, Di )o , j5X3nnjrjj1.5Xco 13 r 1 o M-3x4 120,25" M-3x8 M-3x4 O /- M-7x8(S) 7-08-08 6-07 7-08-08 y y y y 1-00 22-00 1-00 JOB NAME: POLYGON 4-D NH - A2 Scale: 0.2437 `-�Ep PR OFFS WARNINGS: GENERAL NOTES,unless otherwise noted: r._(` 0 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ��,J` '('7/8//r %�C V/i}9 and Warnings before construction commences. building component.Applicability of design parameters and proper / 1- Truss: A2 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 921I'E 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A;11101111F" DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ '� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6052966 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, - and are for"dry condition"of use. / ' design loads be applied to any component. 6.Design assumes full bearing at all supports shove.Shim or wedge if " OREGON A.TRANS I D: 407655 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. �1 n �' 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 LSO "7 1 4, GQ� T III II VIII VIII VIII II III VIII El IIII TPIANfCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MFR p �� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) rl EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER 8 (-93) 4WflB=)-37 ) BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 1- 3=( 0) 80 2- 9=(-52) 552 3- 4=(-249) 349 WEBS: 2x4 KDDF STAND 2- 4=(•1987) 254 8- 6=(-93) 551 8- 9=(-249) 614 LOADOG 3- 6=( 1094 431 9- 6=(-93) 715 4- 9=(-249) 614 I TC LATERAL SUPPORT<= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=I -987I 431 9- 5=(-377) 349 BC LATERAL SUPPORT<= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 6= -1094 254 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PSF 6- 7=( 0) 80 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS103REACTIONS0H SIZE 1.66 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -187/ 1038V -307/ 30 OH 5.50" 1.66 625 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 22'- 0.0" -187/ 1038V 0/ OH 5.50" 1.66 KDDF ! 625 i1 00 11-00 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) T VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-07-10 Allowed = 0.100 5-04-06 5-04-06 5-07-10 '( MAX TLMCREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0,133" 12 12 MAX LL DEFL= -0.028" @ 7'- 5.1" Allowed = 1.054" MAX TL CREEP DEFL = -0.051" @ 7'- 5.1" Allowed = 1.406" 12.00 M-4x6 4 0" N 12,00 MAX LL DEFL= -0.002" @ 23'- 0.0' Allowed = 0.100" /_ 4 MAX TL CREEP DEFL = -0.003' @ 23'- 0.0" Allowed = 0.133" IF MAX HORIZ. TL DEFL = 0.019" @ 21'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5X3 M-1.5x3 v /1 0 CV M M "'kik& O .°- 11.14.1 '' 98 �^ .ice c 1 M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 o ), y y 7-05-01 7-01-13 7-05-01 y 10-00 12-00 1-00 22-00 1 y 1-00 JOB NAME: POLYGON 4-D NH - A3 Scale: 0.2278 ��o O PRQf-. 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 \C V G(N C s�O Truss: A3 and Warnings before construction commences. building component.Applicability of design parameters and proper `}y/`�`��A 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �V" `J //7 L DES. BY: LA 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced a[ 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 92/1 I PE 9r DATE: 9/8/2014 the overall structure is the responsibilityof the buildingdesigner. continuous0Impactsheathingg r such lateral bracing required eaidwhere sheathing(TC)and/or tlrywall(BC). / L m 3. bridging is boning ity of e where shown+a 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. : 6052967 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 'r TRANS I D: 407655 design loads be applied to any component. and are for"dry condition"of use. M. - 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 fabrication,handling,shipment and installation of components, necessary. n. 6.This design is furnished subject to the limitations set forth b 7.Design assumes adequate drainage is provided. p A_OREGON 1111111111111111111111 NVy 8.Plates shall be located on both faces of truss,and placed so their center v/t1 TPITCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines, i6 •7J- 14 2Q ,,4 MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E9.Dig late in inches. 10.For basic indicatets basicconne[or plate design values see ESR-1311,ESR-1988(MiTek) /11FRRIO- EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2-13=(-267) 1102 13- 3=( -40) 392 SPACED 24.0" 0.C. 2- 3=(-1503) 455 13-14=(-248) 1011 3.14=(-391) 237 WEBS: 2x4 KDDF STAND#1&BTR BC: 2x4 KDDF 3- 4=( -984) 380 14-15=(-101) 669 14- 4=(-131) 385 LOADING 4- 5= 0 0 16-17= 0 0 14- 6= -204 129 TC LATERAL SUPPORT<= 12°0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( -605) 341 15-17=( -99) 630 6-15=( -72) 103 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( -661) 377 17-18=( -91) 597 15- 8=( -72) 338 TOTAL LOAD = 42.0 PSF 7- 9=( 0) 0 18-11=(-191) 651 17- 8=(-227) 30 8- 9=( -559) 338 8-18= -198 162 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -885) 397 9-18= -180) 394 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1048) 364 18-10=I-196) 181 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 80 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN C18,CN18 (or no prefix) =CompuTrus, Inc 0'- 0.0° -240/ 103BV -220/ 220H 5.50" 1.66 KDDF ( 625) M,M26HS ,M18HS,M16 = MiTek MT series 22'- 0.0" -241/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) 0-02-05 I' CORD 2• Design checked for net( p fS ) uplift at 24 'ac spacing.) 9-11-11 2-00-10 9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 '( MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5 01-04 0 06-15 3-10-04 f MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.024' @ 10'- 2.0" Allowed = 1.054" 'r 2-09 f '2-01-071-10-0 --11-06- 8 f- f 1 T 4-00 T MAX TL CREEP DEFL= -0.047" @ 10'- 2.0" Allowed = 1.406" MAX LL DEFL = -0.002" @ 23'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133° 8-008-00 f f MAX HORIZ. LL DEFL = 0.015" @ 21'- 6.5" 12 5 -3X8 12 MAX HORIZ. TL DEFL = 0.024" @ 21'- 6.5" Design conforms to main windforce-resisting 12.00 M-4x6 12.00 system and components and cladding criteria. M-4x6 M- x4 Wind: 140 mph, h=24.2ft, TCDL=4,2,BCDL=6.0, ASCE 7.101 g (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), �o _ @ load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 M-1.5x3 oo 0 M-3x4 ;Li.2,1. cl o M 3x4AillEniiiiiim,L.�_- o 1� o __ ` =M-6x6 M-3x8 0 16 m 18 2 �o M-3x4+ M-3x4+ o M-7X8=M-6X6 M-3x8 M-3x4 0 ` 12 3.75 2.40 12 12 y y2 05-08y 5 03 y 2-09 1,06-2;03 04 7-08-08 ,, I'°t 1-002-05-08 8-00 , 2-00 9-06-08 J-00 10-05-08 11-06-08 y y , y 1-00 22-00 1-00 JOB NAME: POLYGON 4-D NH - A4 Scale: 0.1767 �V o PR()FFs WARNINGS: GENERAL NOTES,unless otherwise noted: r_{ �j 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 \r_� , %N E-t,,5 /- Truss: A4 and Warnings before construction commences. building component.Applicability of design parameters and proper !y/( 7' 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 'f7 P 9 2.Design assumes the top and bottom chords to be laterally braced at !9 2 1 S P E f' 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 7 DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE• 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 6052968 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. Aill/ 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 any component, and are for"dry condition"of use. M �C 6.Design assumes full bearing at all supports shown.Shim or wedge it TRANSI D: 407655 5.CompuTrus has no control over and assumes no responsibility for the necessary. A_OREGON fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. 17 47 �5, {� 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 4/O •7 14 Z\ fy'-S- IIIIII VIII VIII I III VIII VIII IIII III IIII TPIMITCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center linche. 9.Digits ndsize of tplate ein inches. +p MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) fl I:111-N- EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 GIRDER SUPPORTING 8-00-00 FROM 14-00-00 TO 22-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) BC: 2x6 KDDF#1&BTR 1- 2=( 0) 80 2-11=(-341) 1928 11- 3=( -61) 633 WEBS: 2x4 KDDF STAND 2- 3=(-2887) 482 112=(-317) 1777 3-12=( -396) 255 LOADING 3- 4=(-2147) 431 12-13=(-242) 1759 12- 4=( -219) 1187 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1428) 363 14.15=( 0) 0 12- 5=(-1001) 270 IC LATERAL SUPPORT<= 12"00. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6=(-1791) 447 13.15=)-278) 1942 5-13=( -203) 767 BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 14'- 0.0" V 6- 7=(-1808) 468 15-16=(-251) 1803 13- 6=( -148) 243 BC UNIF LL( 75.0)+DL( 71.0)= 146.0 PLF 14'- 0.0" TO 22'- 0.0" V 7- B=(-2635) 597 16- 9=(-266) 1810 15- 6=( -170) 255 NOTE: 2x4 BRACING AT 24"00 UON. FOR ADDL: BC CONC LL+DL= 1525.0 LBS @ 12'- 11.0" 8. 9=(-2802) 567 6-16=( -125) 164 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=( 0) BO 7-16=( -346) 1564 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 16- 8=( -165) 253 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0° LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -351/ 1832V -217/ 217H 5.50" 2.93 KDDF ( 625) Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 22'- 0.0" -572/ 2777V 0/ OH 5.50" 4.44 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 7-11-11 6-00-10 7-11-11 CONDI gn checked for n fp�f)ynlift ^t 24 "oc�pac�l T VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-09 5-02-11 2-02-05 2-05-04 1-05-01 3-11-11 4-00 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ff MAX TL CREEP DEFL = -0.003° @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= 0.044" @ 12'- 0.2" Allowed = 1.054" 12 12 MAX TL CREEP DEFL = -0.135" @ 10'- 5.5" Allowed = 1.406" 12.00 M-4x6 M-4x6 MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100° V M-3x4 M-3x8 N12.00 MAX TL CREEP DEFL = -0.003' @ 23'- 0.0" Allowed = 0.133" 40°D 6e� MAX HORIZ. TL DEFL = 0.048" @ 21'- 6.5" Design conforms to main windforce-resisting 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), M-1,5x3 oad duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o M-3x4 rn M-3x6 la CO 11) ��1 =M-6x6 rn �'i s `ii u; 12 1 M-3x8 ? �+ 1 M-3x4+ 14 15 v 16 = M-3x4+ c. M-7x8=M-8x8 M-7x8 M-3x6 Q 8 3.75 2.40 -.- 12 12 y y y y , �1525� 2-05-08 5-03 2-09 1-06-12 2-03-04 7-08-08 y y y y > y y 1-00 2-05-08 8-00 y 2-00 9-06-08 y-00 10-05-08 11-06-08 y ) ) y 1-00 22-00 1-00 JOB NAME: POLYGON 4-D NH - A5 Scale: 0.2357 �c1 D PROP WARNINGS: GENERAL NOTES,unless otherwise noted: C V,- Truss: � 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon ty a parametersgshown and is forpen individual -, X N E A ,O Truss: A5 and Warnings before construction commences. building component.ponenabili of design parameters and proper �` )74/45//r 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /`C/ -9 1--- DES. BY: LA 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 92 /P E continuous sheathing such as plywoodeathin and/or drywall(BC). DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required whereere shown 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. : 6052969 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, .„... '411111111.,/ 010101.'design loads be applied to any component. and are for"dry condition'of use. TRANS I D: 407655 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge ifry. fabrication,handling,shipment and installation of components. necessary. `'w. 7.Design assumes adequate drainage is provided. -y OREGON ^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- "Tr '2. N��A, 11101 11111 11111 VIII VIII VIII VIII III IIII TPI VJTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. "1)- ,4, Q P 9.Digits indicate size of plate in inches. A MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) MSR R,l,\-es EXPIRES:12/31/2015 Ell This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 12-11-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1583) 284 1- 8=(-215) 1045 8- 2=( -7) 406 BC: 2x6 KDDF #1&BTR 2- 3=(-1112) 310 8- 9=(-198) 949 2- 9=(-279) 295 WEBS: 2x4 KDDF STAND LOADING 3- 4= -747) 259 9.10= -119)) 742 9- 3=i-147i 230 LL = 25 PSF Ground Snow (Pg) 4- 5=I-1112) 306 10.11=I _81) 943 9- 4=I-150 139 TC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6= -1580) 268 11- 6= 89 1039 4.10= -78 213 BC LATERAL SUPPORT <= 12°OC. UON. TC UNIF LL( 100.0)+DL( 28.0). 128.0 PLF 6'- 0.0" TO 6'- 11.0" V 6- 7=( 0) 80 10- 5=(-262) 273 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 6'- 11.0" TO 12'- 11.0" V 5-11=( 0) 409 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 12'- 11.0" V NOTE: 2x4 BRACING AT 24"OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 11.0' 0'- 0.0" -179/ 1020V -156/ 148H 5.50" 1.63 KDDF 625) 12'- 11.0' -229/ 1145V 0/ OH 5.50' 1.83 KDDF 625) OVERHANGS: 0.0" 12.0° LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICORD 2• Design checked for net(-5p ) uplift at 24 "oc s aB cing.l ** For hanger specs. - See approved plans late prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector pp AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.018" @ 6'- 11.0" Allowed = 0.600" C,CN,CI8,CN18 (or no prefix) =CompuTrus, Inc MAX TL CREEP DEFL = -0.035" @ 6'- 11.0' Allowed = 0.800" M,M2OHS,M18HS,M16 = MiTek MT series 5-11-11 0-11-10 5-11-11 MAX LL DEFL = -0.002" @ 13'- 11.0" Allowed = 0.100" '1 ' MAX TL CREEP DEFL = -0.003' @ 13'- 11.0" Allowed = 0.133" 2-09 3-02-11 0-11-10 3-02-11 2-09 MAX HORIZ. LL DEFL= 0.014" @ 12'- 5.5" 4r320#112 MAX HORIZ. TL DEFL = 0.024° @ 12'- 5.5" 12 M-4x6 320# 12.00 Design conforms to main windforce-resisting 12.00 M 5X6 system mp and components and cladding criteria. e�ai Wind: (AllmHeights),2Enclosed,4Cat.2, Exp B ASMWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 0 4 �y $ cu N- M-3x4 �� M-3x4 co o �� =M-6x6 o `� =M 6x6 M-3x8 M 3x4 1 raem 01 o ci 1** 1- x4+ M-3x' M-3x4+ M-3x4+ o 3,75 3.75 E - 12 12 ) ) > ; y ) 2-05-08 3-03 1-07-12 3-01-04 2-05-08 I I 1, I I 2-05-08 8-00 2-05-08 1-00 I I I 12-11 1-00 JOB NAME: POLYGON 4-D NH - B1 Scale: 0.2995 tic�EQ PROFFS WARNINGS: GENERAL NOTES,unless otherwise noted: _` ct� (� 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." � !yv%N`�t7•n cvo Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper V/y (((ff[/J i�T 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / .9 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 9 231 0 P E i-- DES. BY: LA is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p ty continuous sheathing such as plywooding(TC)and/or drywall(BC). DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Airge/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 contractor. '� 6E0. : 6052970 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 any component, and are for"drycondition'of use. J f. TRANS I D: 407655 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 t/ OREGON t necessa l fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. "7L. A �t. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center /A q y 1 4 V'‘ hi.. III I II II VIII VIII VIII III III I III IIII TPI/W7CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. (J n`- 9.Digits indicate size of plate in inches. V MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) MER R 1 L\- EXPIRES:12/31/2015 IIIIIII VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 11.0" IC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 IBC 20129MAX MEMBER1. FORCES11 ) 4WR72= --2) 1- 3=(-462) 198 7- 8=(-114) 548 7- 2=( 229 BC: 2x4 KDDF STAND; SPACED 24.0" D.C. ) WEBS: 2x4 KDDF STAND; 2- 3=(-468 198 7- 8=(-104) 548 82-- 8=(-143 209 2x4 DF STAND A 3- 4=(-467) 164 98-- 9=(-105) 455 8- 3=(-143) 315 LOADING 4- 5= -789)) 193 9- 5=(-114) 501 8- 4= -248)) 211 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= 0 80 4. 9 -3 199 TC LATERAL SUPPORT<= 12'0C. UON. DL ON BOTTOM CHORD = 1D.0 PSF BC LATEflAL SUPPORT<= 12"0C. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 12.0° LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -71/ 541V -175/ 167H 5.50" 0.87 KDDF 625 12'- 11.0" -121/ 667V 0/ OH 5.50" 1.07 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) =CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 osf uplift at 24 "oc soacin I M,M20HS,M18HS,M16 = MiTek MT series 9 (- ) g, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.010" @ 6'- 5.5' Allowed = 0.600" 6-05-08 6-05-08 MAX TL CREEP DEFL= -0.020" @ 6'- 5.5" Allowed = 0.800" MAX LL DEFL = -0.002" @ 13'- 11.0" Allowed = 0.100" 2-09 3-08-08 3-08-08 2-09 MAX TL CREEP DEFL = -0.003' @ 13'- 11.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.010" @ 12'- 5.5' 12 12 MAX HORIZ. TL DEFL = 0.016" @ 12'- 5.5" 12.007 M-4x6 12.00 Design conforms to main windforce-resisting 3 4.0" system and components and cladding criteria. pq Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o A M-3x4 1111114 M-3x - e� M-3x4 M�IxM-3x8 M-5x6 �� u, 0 1** T-3x4+ M-3x'+ - o M-3x4+ M-3x4+ • o a 3.75 3.75 12 12 y y y y )' 2-05-08 4-00 4-00 2-05-08 y y y y y 2-05-08 8-00 2-05-08 1-00 y ), )• 12-11 1-00 JOB NAME: POLYGON 4-D NH - 62 Scale: 0.2824 ��,1~0 PROFFs 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 C3 \G �p- Truss: B2 and Wamings before construction commences. building component.Applicability of design parameters and proper �\ ir7j Y7,A" O� 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 / -17 A.- DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length byco4 921/I P E DATE' 9/8/2014 responsibility e designer. 2x Impactabridgingsheainrg suchasbra plywood rq fired where s own-drywall BC). the overall structure is the res onsihili of the building 3.2x or lateral bracing required where)sand/r drywall(BC). S /� 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. E Q. : 6052972 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 any component. and are for"dry condition"of use. ,/'.fir TRANS I D: 407655 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 * `y fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. 7 AOREGON 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 1.-/O-1.7:11... P+� I 1011111111111111111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 4. O c 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) /t1 .R R �` V EXPIRES:12/311./2015 1E11111111 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) 80 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.1. 2-3=(-60) 67 TC LATERAL SUPPORT <= 12"0C. UDN. LOADING BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT<= 12"OC. UON. LL( 25.0)+DLON BOTTOM CHORD = 10.0 PSF 7.0) ON TOP CHORD = 32.0 PSF 42.0LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0" TOTAL LOAD = DL0'- 0.0" -43/ 296V -32/ 99H 5.50' 0.47 KDDF ( 625) PSF 1'- 10.9' -128/ 116V 0/ OH 1.50" 0.19 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 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 IDDND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IflC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BDTTOM 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 EIL DEFL = 0.004' @ 1'- 0.0' Allowed = 0.147" 1 11-11 MAX TC PANEL TL DEFL= -0.005' @ 1'- 1.5" Allowed = 0.220° MAX BC PANEL LL DEFL = 0.008" @ 2'- 8.6' Allowed = 0.254" '( MAX BC PANEL TL DEFL = -0.022' @ 3'- 3.8" Allowed = 0.339' 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL= 0.000" @ 1'- 10.9" 12.007 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140( mphl h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, load duratis),factoss;d6 Cat.2, Exp.B, MWFRS(Dir), 0 Truss designed for wind loads in the plane of the truss only. v .1- o N O V O co O� O o� f►s 4 M-3x4 'ritsbi," y y y ` 1-00 PROVIDE FULL BEARING Jts:2,3,4 6-00 JOB NAME: POLYGON 4-D NH - BJ1 Scale: 0.6631 `-REO PROF 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 ��` � %� �Nr4 V/tip Truss: BJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper VVV/ 7 2.2x4 compression web bracingmust be installed where shown+, incorporation of component is the responsibility of the building designer. p 2.Design assumes the top and bottom chords to be laterally braced at !92/ P E 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /J/ DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '- SEQ. : 6052973 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, - and are for"dry condition"of use. /�'�'" design loads be applied to any component 6.Design assumes full bearing at all supports shown.Shim or wedge if OREGON L�St� TRANSI D: 407655 5.CompuTrus has no control over and assumes no responsibility for the necessary. p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. L 41 6.This design is furnished subject to the limitations set forth by a.Plates shall be located on both faces of truss,and placed so their center /O -11- 2 2 A4 IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. f�`p 9.Digits indicate size of plate in inches. M1 1 I1 V MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,RSR•l955(MiTek) tl R 1� 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 qi&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF lit&BTR SPACED 24.0" O.C. 1-2=( 0) 80 2-6=(-71) 101 6-5=( 0) 18 WEBS: 2x4 KDDF STAND 2-3=(-180) 26 5-7=(-96) 136 5.3=( 0) 52 LOADING 3-4=( -48) 42 3-7=(-155) 110 IC LATERAL SUPPORT<= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -24/ 356V -61/ 161H 5.50' 0.57 KDDF ( 625)3'- 10.9" -102/ 81V 0/ OH 1.50" 0.13 KDDF 625 Connector plate prefix desi nators: C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0` 0/ 102V 0/ OH 5.50' 0.16 KDDF 6253 M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND 2• Design h k d for n t( 5 osfLNlift at 4 o par,nn_ 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" 3-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T MAX LL DEFL= 0.005" @ 2'- 3.8" Allowed = 0.170" MAX TL CREEP DEFL = -0.007" @ 2'- 3.8" Allowed = 0.226' -/ MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.078" 12 MAX BC PANEL TL DEFL = -0.005" @ 3'- 11.9' Allowed = 0.192" MAX HORIZ. LL DEFL = -0.00912.00 11' MAX HORIZ. TL DEFL = 0.0110" @ 5'- 8.0" 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, ` o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 1, o Truss designed for wind loads o M in the plane of the truss only. 4, 0 All g11 co im Lo m o M-1,5x3 A- c, ►� NP-3x4 M-3x4 M-3x5 A- 2-03-12 3-08-04 y y y A 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2,4,71 JOB NAME: POLYGON 4-D NH - BJ2 Scale: 0.5246 ��ED PROres WARNINGS: GENERAL NOTES,unless otherwise noted: ((11 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 J I N 61/- Truss: BJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper \ g/i 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. L' / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be lateral&braced at �l„r .Sy DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2 o.c.and els'o.c.respectively unless braced throughout their length by n p continuous sheathingg r such l racing re aired where and/or drywall(BC). 9 G, I-E DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4101"/// 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. : 6052974 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, '� TRANS I D: 407655 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6. cz- nDe igna assumes full bearing at all supports shown.Shim or wedge if „....01,4811111._-� fabrication,handling,shipment and installation of components. ry' •Z' �O�REGON�� "f 6.This design is furnished subject to the limitations set forth byT.Designlaesassumes adequatedon drainage is provided. a 4 -7 1111111111111111111111 V 8 Plates shall be located both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Tines. .- 7 4, A 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) `_ MFRR4LA- 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) BO 2-6=(-160) 174 6.5=( 0) 18 SPACED 24.0" O.C. 2-3=(-244) 52 5-7=(-216) 233 5-3=( 0) 52 BC: 2x4 KDDF #1&BTR 3-4=(-113) 84 3.7=(-266) 246 WEBS: 2x4 KDDF STAND LOADING 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 SQ.IN. (SPECIES) 0'- 0.0" -34/ 399V -91/ 225H 5.50" 0.64 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 5'- 8.0" -37/ 149V 0/ OH 5.50" 0.24 KDDF 625) Connector plate prefix designators: 5'- 11.7" -84/ 117V 0/ OH 1.50" 0.19 KDDF ( 625 C,CN,CI8,CN18 (or no prefix)) == Com 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. (GOND. 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 5-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T MAX TL CREEP DEFL= -0.003° @ -1'- 0.0" Allowed = 0.133° MAX LL DEFL= 0.011" @ 2'- 3.8" Allowed = 0.254" -v MAX TL CREEP DEFL = -0.012" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL= -0.019" @ 5'- 8.0" '� MAX HORIZ. TL DEFL = 0.018" @ 5'- 8.0" Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 12.007 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. co 0 rn 0 0 /- iii/ -4x6 t, .4- o �� c� - 7� L„._ _ o M-1,5x3 o o� M63x4 0 1 M-3x4 M-3x5 * * 1, 2-03-12 3-08-04 * 1 * y 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING;Jts:2.7.4I JOB NAME: POLYGON 4-D NH - BJ3 Scale: 0.4236 C'�Ep PRpFFs WARNINGS: GENERAL NOTES,unless otherwise noted: ` O 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 � %NN�'SyiQ t/A_ Truss: BJ3 and Wamings before construction commences. building component.Applicability of design parameters and proper yVfi 7 -(/ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. '�G/ ', 3.Additional temporary bracingto insure stability duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at 9 •S P E p ry N 2'o.c.and at 10'c.c.respectively unless braced throughout their lengh by //////!!//�/ DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6052975 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, `r�r - 4� design loads be applied to any component and are for"dry condition"of use. /' 6.Design assumes full bearing at all supports shown.Shim or wedge if -y12.0'74)' ,r OREGON�� ,to TRANS ID: 407655 5.CompuT us has no control over and assumes no responsibility for the 40 CC- necessary. �(f fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ,1 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 2O •7 y '�4 Za ("- 111111111111110111 TPIANfCA in BCS(,copies of which will r furnished upon request lines coincide with joint center lines. - A C 9.Digits indicate size of plate in inches. ^n r V MiTek USA,Inc./CompuT us Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) f•f fl 1" EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -4) 95 5-6=(-238) 176 5.2=(-256) 115 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. (- 159; 129 6-3=(-439; WEBS: 2x4 KDDF STAND 3-4= 219 372 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 BRG REQUIRED BRG AREA OVERHANGS: 12.0" 18.0' TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) LL = 25 PSF Ground Snow P 0'- 0.0" -11/ 159V -71/ 148H 5.50" 0.25 KDDF 625 Connector plate prefix desi nators: ( g) 3'- 3.0" -177/ 484V 0/ OH 5.50" 0.77 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. OND D sign ch k d for n (-Spcf) uplift t 94 sc spac�._.I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3-03 AND BOTTOM CHAD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100° T MAX TL CREEP DEFL= •0.002° @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= -0.031" @ 4'- 9.0" Allowed = 0.150" ,- 12 4 MAX TL CREEP DEFL = -0.038" @ 4'- 9.0" Allowed = 0.200" 9.00 MAX TC PANEL LL DEFL= -0.014" @ 1'- 6.0" Allowed = 0.174" MAX TC PANEL TL DEFL = -0.012" @ 1'- 6.0" Allowed = 0.261" MAX HORIZ. LL DEFL = -0.001° @ 2'- 6.5" MAX HORIZ. TL DEFL = -0.001" @ 2'- 6.5° Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. Wind: 140 mph7 h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), �P load duration factor=1.6, inuss thedplaneed offor thetruss wind loads co0 v 4 0 0,M-3x4 c.r, o E_ 0 1 5�� 6 �� M-1.5x3 M-3x4 ,I ). y 2-06-08 0-08-08 y y y y 1-00 3-03 1-06 JOB NAME: POLYGON 4-D NH - D1 Scale: 0.5387 ��c9 PR°Fe, WARNINGS: GENERAL NOTES,unless otherwise noted: 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 for an individual J GINE V/O Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper v, `i\7Y/ �Jy.,Q 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 7/gar !y/( +17 3.Additional temporary bracing to insure Mobility during construction 2.Design assumes the top and bottom chords to be laterally braced at �C/ DES. BY: LA P ry g ry g 2'o.c.and at 10'o.c.respectively unless braced throw hout their len '921 I PE 9r is the responsibility of the erector.Additional permanent bracing of g [Rh by DATE: 9/8/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathinggr such lateral bracing rewiredwhere sheathing(TC)and/or drywall BC. P ry 0 3. Impact bridging is boning required e shown+a 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. : 6052977 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 'r design loads be applied to any component and are for"dry condition"of use. L as TRANS I D: 407655 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 fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes adequate one drainageh isprovided.truss, -9� A_OREGON 'IR E`jQ o 4�((� 1111011111111111111 V8.Plates shall be located on both faces of truss,and placed so their center •-?' 7 I TPI/WTCA in BCSI,copies of which vrill be furnished upon request. lines coincide with joint center lines. .- r 4, 9.Digits indicate size of plate to 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) /y r.,R n I�+ C- EXPIRES:f 12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-994) 202 1-5=(-229) 616 5-2=(•190) 1200 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2.33=(-285) 3099 5-6=(-227) 604 2-6=2-6=(-920) 300 265 WEBS: 2x4 KDDF STAND; LOADING ( -18) 2x4 KDDF #1&BTR A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT<= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -112/ 765V -169/ 295H 5.50" 1.22 KDDF 625 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -453/ 1526V 0/ OH 5.50" 2.44 KDDF ( 625) Connector plate prefix designators: ADDL: BC CONC LL+DL= 1085.0 LBS @ 5'- 0.0" C,CN,C18,CN18 (or no prefix =CompuTrus, Inc ADDL: BC CONC LL+DL= 534.0 LBS @ 7'• 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.! M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL= -0.027" @ 3'- 11.9" Allowed = 0,472" MAX TC PANEL LL DEFL = 0.030" @ 6'- 2.5' Allowed = 0.311" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.002" @ 7'- 6.5" MAX HORIZ. TL DEFL = 0.003" @ 7'- 6.5" 4-01-10 3-06-10 0-'3 12 < < Design conforms to main windforce-resisting system and components and cladding criteria. 12 M-1.5x3 4 Wind: 140 mph h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 12.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x5 r, o c,":, o LC)o 0 m CO 411411k CO 0 t 4._ ex.),.. .. '''a•‘''` CO K� ® RR,Iv..-----.A ,-_- 5 M-3x4 M-3x6 M-4x8 11F1085# 534#y % y y 3-11-14 4-00-02 ), y4 % 8-00 JOB NAME: POLYGON 4-D NH - Cl Scale: 0.3194 •4Ep PROFFS WARNINGS: GENERAL NOTES,unless otherwise noted: r-r , O Cl1.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 J` � %N Ep, Vf A_ Truss: C and Warnings before construction commences. building component.Applicability of design parameters and proper J iSJfi 7 -L- 2.2x4 compression web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. 'Q 3.Additional temporary bracingto insure stabilityduringconstruction 2.Design assumes the top and bottom chords[o be roup o braced at S 9 2S P E '� DES. BY: LA p 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 sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+= 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6052978 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L!r - 0� design loads be applied to any component. and gra for"dry condition"g t a. f ' / " 6.Design assumes full bearing at all supports shove.Shim or wedge if �i OREGON�� y� TRANSI D: 407655 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. ,1 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center �j� -7 Y' 1 4' ZQ �"�- 11311131111111311 TPI WTCA in BCS/,copies of which will be furnished upon request. lines coincide with joint center lines. CJ 9.Digits indicate size of plate in inches. r..n I�L MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) /f fl EXPI RES:12/31/2015 IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 1-2=( 0) 80 2-4=(0) 0 2-3=(-18) 85 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT<= 12"00. 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 50.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0,0" -50/ 287V -32/ 99H 5.50" 0.46 KDDF ( 625) Connector plate prefix desi nators: LL =25 PSF Ground Snow P 1'- 10.9" -165/ 174V 0/ OH 1.50" 0.28 KDDF 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc ( 9) 8'- 0.0" 0/ 65V 0/ OH 5.50" 0.10 KDDF 625j 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 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" @ -1'- 0.0" Allowed = 0,133' MAX TC PANEL LL DEFL= 0.004° @ 1'- 0.0" Allowed = 0.147" MAX TC PANEL TL DEFL= -0.008" @ 1'- 1.5° Allowed = 0.220" MAX BC PANEL LL DEFL = 0.013" @ 3'- 6.6" Allowed = 0.354' MAX BC PANEL TL DEFL = -0.081" @ 4'- 4.8" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1-11-11 T 1' Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 12.007 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 v Tr 0 0 v' N O M O/- 0 O M-3x4 1 y y y 1-00 (PROVIDE FULL BEARING:Jts:2,3,41 8-00 JOB NAME: POLYGON 4-D NH - J1 Scale: 0.5733 9, 0 PROFFS WARNINGS: GENERAL NOTES,unless otherwise noted: I^' 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 c.,<('!\ t S ,[t V O Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper C . V\7y/g��yy(� �� 17 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. I 7' 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords[o be laterally braced at �C/ 1.--- DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous o.c.and at 10'o.c.respectively unless braced throughout their length)y 92 P E DATE: 9/8/2014 responsibility 9 designer. sheathing such l as acing requirede rewhere showndrywallc(BC. the overall structure is the res onsibili of the building 3. Impact bridging or lateral bracing where shown and/or d / SEQ. : 60529794.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. non-corrosivefasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a environment, '� TRANS I D: 407655 design loads be applied to any component. and are for"dry condition'of use. �r 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if //' = Crabrication,handling,shipment and installation of components. necessary. '. 7.Designlaesassumes adequate one dthifac a is provided. �j A'OREGON 1`R EG�0N�� 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 4 .4", 111 VIII VIII VII1111 VIII VIII VIII IIII 11 II TPIMRCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 4 9.lines indicate size of plate in inches. /1/ F? - MiTek USA,Inc.lCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) MFR RILL EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 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) 80 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-90) 113 TC LATERAL SUPPORT o= 12"0C. 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 BAG AREA OL 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" -3/ 358V -61/ 161H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -198/ 181V 0/ OH 1.50" 0.29 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 72V 0/ OH 5.50" 0.11 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. IDQND. 2: Design checked for net(-5 psf) uplift at 24 'ac spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.026" @ 3'- 6.6" Allowed = 0.354" MAX TC PANEL TL DEFL = -0.044" @ 2'- 2.3" Allowed = 0.503" 3-11-11 MAX BC PANEL TL DEFL= -0.122" @ 4'- 1.4" Allowed = 0.472" T '( MAX HDRIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.001" @ 3'- 10.9" Design conforms to main windforce•resisting 12 system and components and cladding criteria. 12.00V 0 Wind: 140 mph h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6�, Truss designed for wind loads in the plane of the truss only. a .4- o o .4- 4- . o� ��q f M-3x4 y 1-00 y 'PROVIDE FULL BEARING:Jts:2,3,4' 8-00 'AC" JOB NAME: POLYGON 4-D NH - J2 Scale: 0.5233 ��EO PRQFF�, WARNINGS, GENERAL NOTES,unless otherwise noted: (S \ r,fj 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 \-� ,\7y%N E�yi,Q /0A Tr II S S: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 !yJ{iii/ 7 -I� 2.2x4 compression web bracingmust be installed where shown+, incorporation of component is the responsibility of the building designer. 4(/ '}7 P 2.Design assumes the top and bottom chords to be laterally braced at •/ P E 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1-- DES. BY: LA s the responsibility of he erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6052980 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, _a 41611Wdesign Toads be applied to any component. and are for"dry condition"of use. / f'" • � TRANS I D: 407655 5.CompuTrus has no control over and assumes no responsibility for the6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. OREGON �/ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. G 21 \ '` 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 /O 9 y 142-°2a A",- 11011111111111111111 VTPI WTCA in BCS',copies of which w 11 be furnished upon request lines coincide with joint center lines 9.Digits indicate size of plate in inches. �` VV MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) R R 4\- EXPIRES:12/31/2015 IIIIIIIIIIIIII This dFICesLUignMBER-BC prepared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 8'- 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) 80 2-4=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-149) 154 TO LATERAL SUPPORT<= 12"0C. UON. LOADING BC LATERAL SUPPORT<= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG 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" -20/ 422V -90/ 224H 5.50" 0.68 KDDF ( 625) Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 5 -' 10.9° -193/ 219V 0/ OH 1.50° 0.35 KDDF ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc 0.0" 0/ 121V 0/ OH 5.50" 0.19 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. GOND 2• Design h k d fior n t(�pcf)ynlift t 4 n cpaci�n l THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' l' MAX TL CREEP DEFL= -0.003° @ -1'- 0.0" Allowed = 0.133" Allowed = 0.078" MAX TLMAX CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.1105° MAX TO PANEL LL DEFL = 0.249° @ 3'- 2.0" Allowed = 0.524" MAX BC PANEL TL DEFL = -0.229" @ 4'- 1.4° Allowed = 0.472" MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002' @ 5'- 10.9" I 12 Design conforms to main windforce-resisting 12.00 system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6t, Truss designed for wind loads in the plane of the truss only. a o v 0 a- c, CD r co o/__ o/- Ellij-MIMIMIMIMIMIMMIIIMIMEIMMEM -/ o �� _�4 M-3x4 A- y y 1-00 !PROVIDE FULLIEARING;Jts:2.3,4I 8-00 JOB NAME : POLYGON 4-D NH - J3 Scale: 0.4555 ,�ti� 0 PRQp= WARNINGS: GENERAL NOTES,unless otherwise noted: (n1 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 C0 GIN E V/Q Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper Ce `C, /�/, 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �/ DES. BY: LA 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 l 921 S P E continuous sheathingg r such as plywood e rwhere and/or drywall(BC). DATE: 9/8/2014 the overall hould eta is the responsibility comp of the building lldesigner.rn 3.to Impactobodging is lateral boning ityrequiredothwhere tive co+a / 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. : 6052981 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[o any component and are for"dry condition'of use. L_0 �� TRANS I D: 407655 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 / rrr�� Cr fabrication,handling,shipment and installation of components, necessary. 74. 47 �REGO a� ...i_ ,, 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes adequate onne dthifac a is provided.usI' •7 '` 1111110111111111111 Vrequest. 8.Plates mail a withjoin both faces of truss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon lines coincide joint center lines. /� 14, 9.Digits MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late in inches. 10.For bas c�connecto plcate size of ate design values see ESR-1311,ESR-1988(MiTek) �� '.FR R 1 LA- EXPIRES:12/31/2015 Ell 11 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 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) 80 2-4=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-68) 51 TC LATERAL SUPPORT <= 12"0C. 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: 12.0° 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 302V -32/ 99H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -34/ 29V 0/ OH 5.50" 0.05 KDDF ( 625) Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 1'- 11.7" -34/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix)) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing./ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL= 0.003" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0° Allowed = 0.133" MAX TC PANEL LL DEFL = -0.002° @ 1'- 2.9" Allowed = 0.147° 1-11-11 MAX BC PANEL TL DEFL= -0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL= -0.000" @ 1'- 10.9" 12.00 7 Design conforms to main windforce-resisting systemmp and components and cladding criteria. A- -/ Wind: (AllmHeights),2Enclosed,4Cat.2, Exp.E ASMWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. v .:I- c. O N O M co O/- O o� 0 4 M-3x4 A- y ) ), 1-00 2-00 IPRDVID F LL BEARING'Jts'2 4.31 JOB NAME: POLYGON 4-D NH - SJ1 Scale: 0.6710 `'�Eo PR()Fe, WARNINGS: GENERAL NOTES,unless otherwise noted: r�_,<` O 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 -,D ,` 'N E-Arr- V/ Truss: SJ 1 and Warnings before construction commences, building component.Applicability of design parameters and proper 7 !S/fi 7' 2.2x4 compression web bracing must be installed where shown+, incorporation of component is Me responsibility of Me building designer. ��(/ 'Q� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be lateral braced at ! IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7° TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 2-4=(OF/Cq=1.00 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 1-2=( 0) 80 2-4=(0) 0 2.3=(-109) 94 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 SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -31/ 322V -61/ 161H 5.50" 0.52 KDDF ( 625) Connector plate prefix desi nators: 1'- 9.2' -17/ 64V 0/ OH 5.50° 0.10 KDDF 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LL =25 PSF Ground Snow (Pg) 3'- 11.7" 85/ 108V D/ OH 1.50" 0.17 KDDF 625 M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 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" 12 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 12.00 MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" 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), load duration factor=1.6, Truss designed for wind loads ci- in the plane of the truss only. 4 0 0 -4- .4- c)40 In o,,- In r� o� 10-=1.A4�� -V M-3x4 y y y y 1-00 2-00 1-11-11 IPROVIDE_EUIL BEARING;Jts12,4,31 JOB NAME: POLYGON 4-D NH - SJ2 Scale: 0.5672 .<<,9,E0 PRO/cF. WARNINGS: GENERAL NOTES,unless otherwise noted: (n� 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 Co \�j�,G, I'� V/Q Truss: SJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper \ 4'If/�// 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 7 7' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords[o be laterally braced at �G/ .9 DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length;y 92 1 P E continuous sheathing such l as plywood uiredhshown drywall BC. DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.co Impact bridging or lateral bracing required where shown++ Ater, 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. : 6052983 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4094111111.'design loads be applied to any component. and are for"dry condition'of use. /!r TRANS I D: 407655 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if / ' 0 CC fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes adequate onne dthi face is truss,a '9� 4/OREGON jI �°r �� 1111111111111111111111 8.Plates shall be located both faces of truss,and placed so their center7 TPI/IMCA in BCSI,copies of which will be furnished upon request. lines coincide with join[center lines.9.Digits /^ 14, 4, MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E e in inches. 10.For basic connector plcate size of ate design values see ESR-1311,ESR-1988(MiTek) CJ SER R I O- EXPIRES:12/31/2015 This design prepared from computer input by 11111111111This LUMBER-BC TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=( 0) BO 2-5=(-167) 174 3-5=(-267) 257 TC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=(-262) 122 BC: 2x4 KDDF S3-4=(-112) 77 WEBS: 2x4 KDDF ANDR STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT<= 12"0C. UON. DL ON BOTTOM CHORD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -43/ 479V -121/ 292H 5.50" 0.77 KDDF ( 625) OVERHANGS: 12.0° D.D° LL =25 PSF Ground Snow (Pg) 7'- 9.7" -B8/ 248V 0/ OH 5.50" 0.40 KDDF 625) 7'- 11.7" -82/ 110V 0/ OH 1.50" 0.18 KDDF ( 625) CConnector plate prefix designators:=CompuTrus,(Sr16 = prefix) = Inc LIMITEDQUISTORAGE DOES NOT APPLY DUE T2 NOT BEINIAL ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) M,M2DHS,MIBHS,M16 MiTek= MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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" 7-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" T T MAX TC PANEL LL DEFL= 0.011" @ 6'- 3.8" Allowed = 0.328" -/ MAX BC PANEL TL DEFL = -0.160" @ 4'• 1.6" Allowed = 0.472" f- MAX HORIZ. LL DEFL = -0.003' @ 7'- 10.9" h MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights),n fEnclosed, Cat.2, Exp.B, MWFRS(Dir), 12 l .6, Truss designed for wind loads in the plane of the truss only. 12.00 M-1.5x3 ..i-.1. 4� o m v 0 rn co O� u1 ►1 o� �� 5 1 M-3x4 M-1.5x3 1-00 8-00 (PROVIDE FULL BEARING;Jts:2,�`,4.1 JOB NAME: POLYGON 4-D NH - J4 Scale: 0.3692 `'�(Cp PR OFFS WARNINGS: GENERAL NOTES,unless otherwise noted: C (1O 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 ��\`u� ``7J'/,r��7J.� V/�9 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 GS.F/ Truss: J 4 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the rem chords of the building designer. 9 2 P E 2.Design assumes the[op 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: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Adiiiiit �� 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. S E Q. : 6052984 fasteners am complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, `r and are for"dry condition"of use. r'y bx / ' design loads has n con to any r and assut. 6.Design assumes full bearing at all supports shown.Shim or wedge if OREGON alt/ TRANS I D: 407655 5.CompuTrus no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �1 n �� 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 420 '7/ 14, 9 IIIIII VIII VIII VIII VIII VIII VIII(III(III TPIIWTCA in SCSI,copies of which will be tarnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches.O n'L� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) rl rl EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC- 2012 MAX MEMBER- 139) 171 43-/=(-263)213 BC: 2x4 KDDF#1&BTR SPACED 24.0. O.C. 2-3=( 0) 80 2-6= 139 3-6= 263 213 WEBS: 2x4 KDDF STAND 3-4=(-322) 122 ( ) ( ) LOADING 3-4=(-159) 123 TO LATERAL SUPPORT<= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4.5=y-159) 0 BC LATERAL SUPPORT<= 12"OC. UDN. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 23.7" TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -43/ 449V -140/ 398H 5.50" 0.72 KDDF ( 625) C,CN,C18,CN18 (or no prefix)) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 9.7" -63/ 239V 0/ OH 5.50" 0.38 KDDF 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 11.7" -323/ 406V 0/ OH 1.50" 0.52 KDDF 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICON= • D ign h k d for n (-5p ) uplift a _sa ,n I 9_11.11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T MAX LL DEFL = -0.002° @ -1'- 0.0" Allowed = 0.100" 5 --/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.039" @ 9'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL= -0.047" @ 9'- 11,7" Allowed = 0.263" MAX IC PANEL LL DEFL = 0.033" @ 2'- 2.0" Allowed = 0.365' MAX BC PANEL TL DEFL = -0.158" @ 4'- 1.6" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.007" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.007" @ 7'- 10.9" Design conforms to main windforce-resisting /IM-3X5 system and components and cladding criteria. Wind: 140 mphl h=24.2ft, TCDL=4.2,BCDL=6.O, ASCE 7-10} (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dur), load Trussddesigned uration ffor owind�loads in the plane of the truss only. v 0 0v. o0 0Tc) 0AIL s- ) y > 1, 1-00 8-00 1-11-11 !PROVIDE FULL BEARING:Jts:2,6,4J JOB NAME: POLYGON 4-D NH - J5 Scale: 0.3166 4,N,... PR�FFS 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 �C.0 !\\7 yG(N E. .O V Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper /IN/ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is fhe responsibility of the building designer. i%7 /� DES. BY: LA 3.Additional temporary bracing[o insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at CV I 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 4 92 /P E continuous sheathing or such lateral b plywoode aired whir s and/or drywall(BC). DATE: 9/8/2014 overall uld be aisted responsibilityp nfthentil afte all brain 4.In tmpactboif true is thponsibiity of e wheretve contractor. / /// 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. : 6052985 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, '� TRANS I D: 407655 design loads be applied to any component. and are for"dry condition"of use. �a 5.CompuTrus has no control over and assumes no responsibility for the 6.Designa assumes full bearing at all supports shown.Shim or wedge if / WIN! tr fabrication,handling,shipment and installation of components. necessary. -y/O4. A_OREGON O� �t. �44, 6. r design is furnished dling, subject to thelimitationsinstallation set by7.Design assumes adequate drainage is provided. _,, I Villi VIII VIII VIII VIII VIII VIII IIII IIII TPI/WrCA in BCSI,copies of which will be furnished upon request. 8 linesecoincide with Jos shall be int centerd on t�lines.s of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E e in inches. 10.For9.Digitsindicate connector plate design values see ESR-1311,ESR-1988(MiTek) 14, �C- MFR RIO-e. - EXPIRES: IO- EXPIRES:12/31/2015 111 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2.4=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0° O.C. 2.3=(-167) 136 TC LATERAL SUPPORT<= 12"OC. UON. LOADING BC LATERAL SUPPORT<= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 308V -90/ 224H 5.50° 0.49 KDDF ( 625) 1'- 9.2" -90/ 171V 0/ OH 5.50° 0.27 KDDF ( 625) Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 5'- 11.7" -128/ 165V 0/ OH 1.50" 0.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M1BHS,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(-5 psf) uplift at 24 °oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -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 BC PANEL LL DEFL = 0.006' @ 1'- 0.1" Allowed = 0.054° MAX BC PANEL TL DEFL= -0.005° @ 1'- 0.1" Allowed = 0.072" ,./ MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 7 Wind: 140 mph! h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. v -1- c. o O CO cl0 n th o,_ Lo o/ cD M-3x4 f- 1-00 2-00 3-11-11 (PROVIDE FULL BEARING;Jts:2.4.31 JOB NAME: POLYGON 4-D NH - SJ3 Scale: 0.4674 BRED PROFFS 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 individualc ! 3 IN w-- Truss: /Q Truss: SJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper V G� T �j 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. GV .9 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at !92 I,rh E c DES. BY: LA is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r C p ty continuousxIasheathingg r such asracing e sheathing(TC)where and/or drywall(BC). DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ // 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '/� SEQ. : 6052986 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 407655 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 M OREGON necessary. CC 1.0 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �l,�. �� /` 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center /Q M y 1 4, 2� P.."-. II II II I VIII VIII VIII(III (III I III TPIIWTCA in BCS(,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) R Filo, EXPIRES:12/31/2015 111 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.0' IC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 I.2 2012 MAX MEMBER 174) 1 45fl = 33083 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3= -4) 11595 5-6=(-174) 119 5-2=(-330)11 83 WEBS: 2x4 KDDF STAND 2-3= -268) 2-6=(-113) 191 LOADING 3-4=(-147) 9 6-3=(-418) 369 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 BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE .IN. (SPECIES) OVERHANGS: 12.0" 18.0" SQ0'- 0.0" -22/ 173V -59/ 125H 5.50" 0.28 625)KDDF LL = 25 PSF Ground Snow (Pg) 1'- 10,0" -232/ 452V 0/ OH 5.50" 0.72 KDDF ( ( 625) Connector plate prefix desi nators: C,CN,C18,CN18 (or no prefix = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. tOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 9.00 V 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= -0.001" @ -1'- 0.0' Allowed = 0.100" 4 MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.019' @ 3'- 4.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.023" @ 3'- 4.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.008" @ 0'- 9.8" Allowed = 0.079" MAX TC PANEL TL DEFL = 0.009" @ 0'- 9.8" Allowed = 0.118' MAX HORIZ. LL DEFL = -0.000" @ 1'- 4.5" MAX HORIZ. TL DEFL = -0.000" @ 1'- 4.5" Design conforms to main windforce-resisting M-1.5x3 -, system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed Cat.2, Exp.6, MWFRS(Dir), 0 load duration factor=1.6, Truss designed for wind loads N- 0 in the plane of the truss only. r; M-3x4 N 0 M 0 N ��o o m 111111111111 5► ►6 M-1.5x3 M-3x4 J, > y y 1-00 1-10 1-06 JOB NAME: POLYGON 4-D NH - P1 Scale: 0.7493 `(`(), PROi WARNINGS: GENERAL NOTES,unless otherwise noted: C N 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 J \3I(t - Truss: P 1 and Warnings before construction commences. building component.Applicability of design parameters and proper C `I27y V7rL'? 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 top and bottom chords to be laterally braced at 4C/ .921 n E 9� DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length byr DATE: 9/8/2014 responsibility designer. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC). the overall structure is the res onsibil' of the building 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. S E C!�Q mplete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a noncorrosive environment, '� TRANS I D: 407655 design loads be applied[o any component. and are for"dry condition'of use NNW - 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 yy. fabrication,handling,shipment and installation of components. necessary. 1/47.Design assumes adequate drainage is provided. "1� OREGON 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 / �� od �, ,--.k- 111111111111111111111111111111111111111111 � IIIIII II II VIII VIII VIII VIII IIIIIII III TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. O 74, n- C_ 9.Digits indicate size of plate in inches. A� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 41 "c?R I O EXPIRES:12/31/2015 11111 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1.2=) -4) 95 5-6=(-174) 119 5-2=(-330) 83 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=2-3=(-268) 1155 2-6=2.6=(- 413)391 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 18.0" 0'- 0.0' -22/ 173V -59/ 125H 5.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.0" -232/ 452V 0/ OH 5.50" 0.72 KDDF ( 625) Connector plate prefix designators: C,CN C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design ctlecked for net(-5 psf) uplift at 24 .pc spacing.) M,M2bHS, M16HS,M16 = MiTek MT series 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9.00 V BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTIgY. MAX TL CREEP DEFL= -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.019" @ 3'- 4.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.023" @ 3'- 4.0" Allowed = 0.200" MAX IC PANEL LL DEFL= 0.008' @ 0'- 9.8" Allowed = 0.079' MAX TC PANEL IL DEFL= 0.009" @ 0'- 9.8" Allowed = 0.118" MAX HORIZ. LL DEFL = -0.000" @ 1'- 4.5" MAX HORIZ. IL DEFL = -0.000" @ 1'- 4.5' Design conforms to main windforce-resisting M-1.5x3 -/ system and components and cladding criteria. Wind: 1140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 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. I"- 0 CO M-3x4 0 � NM 0 o �� O ,- IIIII1 O m `. Ella 111111111111 f 5 /- M-1.5x3 M-3x4 / > y y 1-00 1-10 1-06 JOB NAME: POLYGON 4-D NH - P2 Scale: 0.7465 ��EO PRQFFf, WARNINGS: GENERAL NOTES,unless otherwise noted: (('� CQ 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 _CJ l..AG N ,e. /Q Truss: P2 and Warnings before construction commences. building component.Applicability of design parameters and proper V 1E (yJ[/ 7' 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 9 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at !921,P E c 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by /J/ DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ` 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6052988 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �� design loads be applied to any component, and are for"dry condition"of use /� 6.Design assumes full bearing at all supports shove.Shim or wedge if * OREGON '�(/� TRANS I D: 407655 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. 7y '+'J r1 �bu 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 /Q 1 4, LO Q.� 1111111111111111111 VTPIIWTCA in BCSI,copies of which will be Tarnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. ^ 1 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) R RIO, EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 1-3=(OF/Cq=1.00 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 1-2=(-65) 54 1-3=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON, LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT<= 12"0C. UDN. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -24/ 53H 5.50" 0.16 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 26V 0/ OH 5.50" 0.04 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 1'- 11,7" -50/ 55V 0/ OH 1.50" 0.09 KDDF M,M2OHS,M18HS,M16 = MiTek M'f series LL =25 PSF Ground Snow (Pg) ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND, 2: Design checked for net(-5 loaf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1.11-11 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL LL DEFL= 0.004" @ 1'- 2.9" Allowed = 0.147" T ,r AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.003" @ 1'- 2.9" Allowed = 0.220' MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9' 12.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, 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 -' in the plane of the truss only. ✓ v ✓ v 0 0 N cm O O A o� 1►� 3►1 M-3x4 y ), 2-00 )PROVIDE FULI RFARING;Jfs:1,3,21 JOB NAME: POLYGON 4-D NH - SJ4 Scale: 0.6486 'e°3PR OFFS, WARNINGS: GENERAL NOTES,unless otherwise noted: I N 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ' Truss: SJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper C \7Y% re`! /Q� 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 7 yVfi// 7' 9 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �/ DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length)y Q 92 P E continuous sheathing or suer l plywoode ewhere sown drywall BC. DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ / 4SEQ. : 6052989 .No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. / fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a corrosive environment, design loads be applied to any component. and are for"dry condition"of use. ,o041111!!- �� TRANS I D: 407655 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 yy. fabrication,handling,shipment and installation of components. necessary. Y� C 7.Design assumes adequate drainage is provided. 7OREGON,4�� L 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center t1 IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI WrcA in BCSI,copies of which w 11 be furnished upon request lines coincide w th joint center lines. /O -7 Y^ 4, Q 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) /�` c`R'O44j EXPIRES:12/31/2015 1111111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-109) 95 1.3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT<= 12"0C. 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 SQ.IN. (SPECIES) DL ON BOTTOM CHORD= 10.0 PSF 0'- 0.0' -27/ 128V -53/ 114H 5.50" 0.21 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2" -44/ 83V 0/ OH 5.50" 0.13 KDDF ( 625) C,CN,C18,CN18 (or no prefix)) = CompuTrus, Inc 3'- 11.7" -89/ 111V 0/ OH 1.50' 0.18 KDDF 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND 2' Design checked for net) psf)�ntift at 24 "oc soacing.l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX BC PANEL LL DEFL = 0.003' @ 1'- 0.1" Allowed = 0.054" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX BC PANEL IL DEFL= 0.003" @ 1'- 0.1" Allowed = 0.072° 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. /- -/ MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 12.00 V. MAX HORIZ, TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting P) system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, lAll Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oad duration factor=1.6, Truss designed for wind loads in the plane of the truss only. a v v v 0 0 V V o/- LOPAFIAMMEM0 0 o� 1►� 3►� M-3x4 y y ), 2-00 1-11-11 'PROVIDE FULL RFARING;.Its:1,3,2) JOB NAME: POLYGON 4-D NH - SJ5 Scale: 0.5945 �`,,EO PR OFFS, WARNINGS: GENERAL NOTES,unless otherwise noted: �j 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 . l,�p%NEL,. 0-/- Truss /- T r u s s: SJ 5 and Warnings before construction commences. building component.Applicability of design parameters and proper V b(yS/( 7 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. -9 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at !92 S$PE c DES. BY: LA is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p ty continuous sheathing such l plywoodsheathing(TC)where and/or drywall(BC). DATE: 9/8/2014 the overall structure is the to any responsibility of he building designer. 3.2x Impact bridging or lateral bracing required where shown++ / SEQ. : 6052990 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �/ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. I n. design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if '�+. TRANS I D: 407655 5.CompuT us has no control over and assumes no responsibility for the necessary. �7 OREGON CU fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. N. �, 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' 2 0- 1111111101111111111111 -t.. IIIIII VIII VIII VIII VIII VIII III I III III TPIMlrCA in BCSI,copies of which will be furnished upon request. lines coincide with join[center che. 7 4, O 9.Digitssindicate 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) �`�R RIO-e.IO EXPIRES:12/31/2015 PL13-03 5-28-13 J1 MAIN 8:57am ROSEBURG 1 of 1 CS Beam4.605 kmBeamEngine 4.6026 Materials Database 1421 Member Data Description: Member Type:Joist Application:Floor Top Lateral Bracing:Continuous Bottom Lateral Bracing:Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live,L/240 total Dead Load: 12 PSF Deck Connection:Glued&Nailed Filename:Beam1 11 00 11 00 7 2200 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 380# — 2 11' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1121# — 3 22' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 380# -- Maximum Load Case Reactions Used for applying pont loads(or line loads)to canyin9 members Live Dead 1 302#(189p1f) 78#(49p1f) 2 863#(539plf) 259#(1620) 3 302#(189plf) 78#(49plf) Design spans 10' 9.375" 10' 9.375" Product: 91/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 863.'# 2820.'# 30% 4.53' Odd Spans D+L Negative Moment 1209.'# 2820.'# 42% 11' Total Load D+L Shear 561.# 1220.# 45% 11' Total Load D+L End Reaction 380.# 1151.# 32% 0' Odd Spans D+L Int.Reaction 1121.# 1775.# 63% 11' Total Load D+L TL Deflection 0.0899" 0.5391" L/999+ 16.93' Even Spans D+L LL Deflection 0.0764" 0.2695" U999+ 5.07' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow==115% Roof=125% Wind=160% SIMPSON NI p odud names a e t adema ks of the r espedive owners KAM I L.B ELW OO D EWP MANAGER "�.. copyright)C)2013bySimpsonStrongTieCompanylnc.ALLRIGHTSRESERVED. PACIFIC LUMBER&TRUSS "Passng is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design ctiteda for L ds,Loading Conditions,and Spans listed on this shed.The design LAKE OS W EGO,OREGON must be reviewed by a qualifed designer or design professional as required for approval.This design assumes product installation acmrdirg to the manufacturer s specficatlons. 503-479-3317