Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Plans (92)
• RECEIVED 3 7s7 sw (7t .4 i rr� MAR 0 9 2016 0� w¢ .`=_¢ CITY OF TIG�(jARDrrp� N co M N Qnun I�I�I�VISVM��Y� � J ) 7 ' lLl lit Z z a...,;.; f 3 / I a o z Z Z Z O O U SJ1 - - SJ1 cn -(>p t, y d CSN Z z7o�tvo H Sl2 _-- 12:12 SJ2 d d Q m CC ' ---- a 13 V) v) Lr) .. =Ft.c a Y LU w Ce Ce p d -.- w z 0 O z - 11 L ti ( I Z"`--.azo ¢ {fir --- ' . Z Z 7 Z =_z cin O d u-, 0 ��F � Z Al � cc z v 12W pX CONFORMS TO DESIGN CONCEPT - - -- ❑ CONFORMS TO DESIGN CONCEPT WITH REVISIONS NOTED 0 NON-CONFORMING–REVISE&RESUBMIT THIS Si/OP DRAWING HAS BEEN RENEWED FOR GENERAL CONFORMANCE -- -- - WEI1 DESIGN CONCEPT -- - ONLY AND DOES NOT RELIEVE THE FABRICATORM34DOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN DRAWINGS,SPECIFICATIONS,AND AB LCABLE CODES,ALL OF WHICH HAVE • -- -- -- - - PRIORITY OVER THIS SHOP DRAWING. By David R Burnett Date 10/6/14 4 MILRRANDT ARCHITECTS $ '_4 12-:12 - 2A sr NI 53 A3(14) 12;12-- — B2 ` y ;r7.3 - SJ3 Tt12/ CO S12 SI2 — _________ N., SJ , S.11 AMMO• w14) 9:12 H 8r-0• / / - 121-1? ENTRY RIGHT ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 08/16/13 PLACEMENT RUSS ALCULLAATIOONNS AND PROJECT TITLE ENGINEERED STRUCTURAL 1� REVISION-1: p IGWINGS NER/EN OR INE R FURTHER 4-D NH POLYGON INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN: RESPONSIBLE FOR ALL NON-TRUSS DRAWN BY REVISION-2: TO TRUSS CONNECTIONS.BUILDING 4-D NH / 4-D NH CHECKED BY: DESIGNER/ENGINEER OF RECORD TO D II C REVIEW AND APPROVE OF ALLBC C 0 MPA N}r 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. i R 2 VZ F-G u 1 COo= YJ W Lg_ LI-I LU 1 avr, N CO to ch N ' = z ,� 8.o 8 CJ 0 0 .= Z ' w MN: ,2o H i _ = = z a7s11 C7 C:J. 'y 1 Ti:m r S1---- I _ in in O (0 Z JJ Q LU to Z womo ti S H cc 2:1 A' _— SJ2 m_ uj cn en cn - oo o w I■■ r Q u- - v zz2 H s� � � s CS' O C3 LU O Z o-Z aZ - v c..) Ce _ 01, o , w '1 Al E. A2 ®❑ ❑ =,.Q�3 • 9 12;j2 ato -- -- S (14) ,. -x;12 ___A4V • B2 SD -- V v SJ2 % sr y� B1 SJ. — – SJ2 j�� SJ1 b • , <�12� ' dM N - 42- ....-1Z-,1 CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT WITH / / 81-1Y ® REVISIONS NOTED r 0 NON-CONFORMING—REVISE&RESUBMIT 1G-11• I THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE I.- WITH DESIGN CONCEPT ONLY AND DOES NOT REE iE VE THE FABRICATORAIENDCR OF RESPONSIBILITY FOP CONFORMANCE WITH DESIGN DRAWINGS,SPECIFICATIONS AND APPLICABLE CODES.AIL OF WHICH HAVE PRIORITY OVER THIS SHOP DRAWING. By David R Burnett Date 10/6/14 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 08/16/13 PLACEMENT TRUSS CALCULATIONS ANDD MILBRANDT ARCHITECTS ENGINEERED STRUCTURAL i PROJECT TITLE: REVISION-I: DRAWINGS FOR ALL FURTHER "T INFORMATION.BUILDINGyg ��.. 4-D NH POLYGON DESIGNER/EDy INEEROFRECORD F. RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO 4-D NH / 4-D NH CHECKED BY.' REVIEW AND APPROVE OF ALL a TRUSS COMPANY DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION `>� 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. ~ ` 1 MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311,ESR-1988(MiTek). V OE 116 r`- .;UJr # fr &. Arl, i ,.., dor 244+, s , ,ma y ,J t"rrt,°l3 10/4/1/ EXPIRES 6/30 t 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/Cq=1.00 LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2= 0 80 2-10= -351 1649 3-10= -173 245 TC: 2x4 KDDF N1&BTR 2- 3= -2559 581 10-11=�-297 1709 10- 4=� -70 911 BC: 2x6 KDDF S1ANDR LOADING 3- 4= -2392 611 11- 8= -279 1657 10- 5= -165 102 WEBS: 2x4 KDDF STAND LL=25 PSF Ground Snow (Pg) 4- 5= -1646 483 5-11=(-161 95 TC LATERAL SUPPORT <= 12"OC. UON. IC UNIF LL 50.0)+DL 14.0)))= 64.0 PLF 0'- 0.0" TO 22'- 0.0" V 5. 6= -1654 487 6-11= -61 895 BC LATERAL SUPPORT<= 12°OC. UON. BC UNIF LL BC UNIF LL 75.0;+DL� 50.0 146.0 PLF 8'- 0.0" TO 14'- 0.0° V 7- 8= -2569 586 11- 7= -173 245 BC UNIF LL 0.01+DL 50.0))= 50.0 PLF 14'- 0,0" TO 22'- 0.0" V 8- 9= 0 80 NOTE: 204 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TTC CONC LLC CONC LL' 466.7+ DL( 130.7)= 597.3 LBS @ 14'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 12.0" 12.0' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -403/ 2249V -217/ 217H 5.50" 3.60 KDDF 625 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0" -407/ 2257V 0/ OH 5.50" 3.61 KDDF 625 Connector plate prefix desi nators: THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. C,CN C18 CN18 (or no prefix Q) = CompuTrus, Inc (GOND 2' Desj,gn checked far netj:,.5_n�fl uplift at 24 "ac s acn ing I M,M2oHS,�118HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 6-00-10 MAX LL DEFL= -0.046" @ 11'- 0.0° Allowed = 1.054" 7-11-11 7-11-11 MAX TL CREEP DEFL= -0.092" @ 11'- 0.0" Allowed = 1.406" ( T 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" I T 597.30!! ,597.30# f 1' MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" 1212 MAX HORIZ. TL DEFL = 0.028" @ 21'- 6.5" M-4x6 M-4x6 \12,00 12.00/ M-3x4 Design conforms to main d claddin resisting 5 system and components and cladding criteria. �� �� Wind: 140 mphl h=23.2ft, TCDL=4.2 BCDL=6.0 ASCE 7-101 #1010 (A11 Heights), Enclosed Cat.2, Exp.B, MNFRS(Dir), LT, duration factor=l.� Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 0 v 0 of c-) 0 `® o �_ �e u, 0 11 1 M 3x6 ,0 0.25" M-6x8 M-3x6 /- M-7x8(S) y yy y 7-08-08 6-07 7-08-08 y ), 22-00 y1-00 1-00 JOB NAME: POLYGON 4-D NH - Al Scale: 0.2653t0 PROpt. WARNINGS: GENERAL NOTES,unless otherwise noted: [. �('� L:�y 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` {yi 'N E11- V/,q- Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper J [Si✓i/ 7 Y 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracingto Insure stabil' duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at Citi' ! OPE ;� po ry l permanent 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 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. : 60529655.Design assumes trusses are to be used in a non-corrosive environment, r o fasteners are complete and at no time should any loads greater than 9 .z.' 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 it � OREGON�� lid TRANS I D: 407655 5.CompuTrus has no control over and assumes no responsibility for the necessary. lid fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. �i 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center //y 7�' 7 2,= �-^t- ch will be ines ncide with joint center lines, 1111110111111111111111 M Te USA,Inc./CompuTrusTPI/WTCA in BCSI,copies of ISoRware 7n6.6)1 L)-E request. late In Inches. 0 IFF 9.Digits basic connectoroplf ate design values see ESR-1311 ESR-1988(MITek) V �.[�n t` ` �y it 41.x"' V a EXPIRES:12/31/2015 10 11 III This design prepared from computer input by PACIFIC LUMBER-BC .0 LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0 80 2-12=(-1631 752 3-12= -196 181 BC: 2x6 KDDF M1&BTR SPACED 24.0" O.C. 2- 3=(-1049 364 12-13=(-101 658 12- 4= -141 383 WEBS: 2x4 KDDF STAND 3. 4= -887 397 13-10=(-191 652 12- 6= -172 130 LOADING 4- 5= 0 0 6-13= -172 130 TC LATERAL SUPPORT<= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 6= -565 338 8.13= -142 382 BC LATERAL SUPPORT<= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 8= -565 338 13. 9= -196 181 TOTAL LOAD= 42.0 PSF 7- 8= 0 0 8- 9= -887 397 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL =25 PSF Ground Snow (Pg) 9.10=(-1049 364 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=( 0 80 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ((SPECIES Connector plate prefix desi nators: 0'- 0.0' -241/ 1038V -220/ 220H 5.50" 1.66 KDDF 625 C,CN C18 CN18 (or no prefix)p=CompuTrus, Inc 22'- 0.0" -241/ 1038V 0/ OH 5.50" 1.66 KDDF 625 M,M2OHS,�l18HS,M16 = MiTek M series 9-11-11 2-00-10 9-11-11 � f 1 �QOND. 2: Design checked for flet) psf) uplift at 24 "oc gpacin6 I f 4-00 I 3-10-04 2-01-071I001�3)0-I1.�-01-073-10-04 T 4-00 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" 8-00 8.00 MAX LL DEFL= 0.019" @ 11'- 0.0" Allowed = 1.054" - I T I MAX TLMAXELL DEFL= -0.002" @ 23'- 0.0" Allowed = 0.100" /- 12 5 7 12 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 12.00/ \12.00 MAX HORIZ. LL DEFL = 0.007" @ 21'- 6.5" M-4x6 MAX HORIZ. TL DEFL = 0.012" @ 21'- 6.5" M-4X6 Design conforms to main windforce-resisting M-6X4 , system and components and cladding criteria. #M11111 . Wind: 140 m ht h=24.2ft, TCDL=4.2 BCDL=6.0 ASCE 7-101 IAll Heights), Enclosed Ca�.2, Exp.B, MNFRS(Dir), load duration factor=l.e Truss designed for wind loads in the plane of the truss only. 0 o M-1.5x3 • M-1.5x3 M o _ m 0 v1 r>A 111e ►vo 0 13 CD M-3x4 120.25" M-3x8 M-3x4 1 0 M-7x8(S) J., 1, 1, y 7-08-08 6-07 7-08-08 ), J, )- J, 1-00 22-00 1-00 JOB NAME: POLYGON 4-D NH - A2 Scale: 0.2437 �, D PROF es WARNINGS: GENERAL NOTES,unless otherwise noted: '- Co 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 Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper .97g/M9 r{ j rry/�`{ �q_ 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. J gj -/" -Y 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ♦n �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 a2••PE continuous sheathing such as acing e sheathing(TC)and/or drywall(BC). DATE: 9/8/2014 the overallstructure is the responsibility of the building designer. 3. Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ad le,„," ;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, d/ design loads be applied to any component, and are for"dry condition"of use. /mA! 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 OREGON ' �-tCC fabrication,handling,shipment and Installation of components. nesessary. V RE V N. 7.Designlatesassumes atedadequate drainage is provided. �#.,+ V 2-0 -k- ,_, l�(f' 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,andplaced so their center � � 7 '\ 111111011111 I IIII III IIII IIII IIII IIII TPIANTCA in SCSI,copies of which will be furnished upon request. linea coincide with joint center lines. Q 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-1968(MiTek) {f ` V EXPIRES:12/31/2015 1111111 IIDIII I III 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- 8=�-93( 842 3. 8=)-3771 349 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.C. 2- 3= -1094 254 8. 9= -52 551 8- 4= -249 614 WEBS: 2x4 KDDF STAND 3- 4= -987 431 9. 6= -93 715 4- 9= -249 614 LOADING 4- 5= -987 431 9- 5= -377 349 TC LATERAL SUPPORT<= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF S- 6= -1094 254 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7= 0 80 TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES C,CN C18 CN18 (or no prefix) =Compulrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -187/ 1038V -307/ 307H 5.50" 1.66 KDDF ( 625 M,M2OHS,�118HS ,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0" -187/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11-00 11-00 IGOND 2• Design checked far net(-5 plifl uplift at 24 "Sc spacinc.l T f '( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-07-10 5-04-06 5-04-06 5-07-10 MAX LL DEFL= -0.002" @ -1'- 0,0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= -0.028" @ 7'- 5.1" Allowed = 1.054' 12 12 MAX TL CREEP DEFL= -0.051" @ 7'- 5.1" Allowed = 1.406" M-4X6 12.00/ \12.00 MAX LL DEFL= -0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 440" MAX HOflIZ. LL DEFL = 0.013" @ 21'- 6.5° * MAX HORIZ. TL DEFL = 0.019" @ 21'- 6.5' Design conforms to main windfarce-resisting system and components and cladding criteria. Wind: 140 m ht h=24.7ft, TCDL=4.2 BCDL=6.0 ASCE 7.101 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factorl.� Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 U, cr0 N ./a/Ahlkhk M 0 O O ul 1. �' _Fl � p 0 8 9 a M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 A- * / * / 7-05-01 7-01-13 7-05-01 y y b 10-00 12-00 I I / )- 1-00 22-00 1-00 JOB NAME: POLYGON 4-D NH - A3 Scale: 0.2278 t0 PROF WARNINGS: GENERAL NOTES,unless otherwise noted' ,C��__�`((``/3IN „ 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 44),C1' \ ' J�' ��0y(y V/Q2 A3 and Warnings before construction commences. building component.Applicability of design parameters and proper .�J V 7//(((JJj Q(j Truss: Incorporator of component Is the responsibility of the building designer. 9 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 92.0 PE re. DES. BY: LA Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(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. : 6052967 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. AleXtr''''''' 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, nI design loads be applied to any component. and are for"dry condition"of use. CC TRANS I D: 407655 5.CompuTrus has no control over and assumes no responsibility for the B.Decessa assumes full bearing at all supports shown.Shim or wedge if OREGON fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 7L. Ash 6.This design Is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center jh q, ,� N. �i- 111111111111111111111011111 - (IIII I III I II I I III I III VIII II II IIII IIII TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. V L {�, 4 9.Digits dsize oplate In Inness. 4} MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Meek) ,�+`h L7 it EXPIRES:12/31/2015 . 1E1IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC i 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=1.267 1102 13- 3= -40 392 BC: 2x6 KDDF H1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3= •1503 455 13-14= -248 1011 3-14= -391 237 LOADING 3- 4= -984 380 14.15= -101 669 14- 4= -131 385 TC LATERAL SUPPORT <= 12`OC. EON. LL( 25.0)+DL 7.0) ON TOP CHORD= 32.0 PSF 4- 5= 0 0 16-17= 0 0 14- 6= -204 129 BC LATERAL SUPPORT<= 12'OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 8= -665 3417 7 15-17= -99 630 5-15= -72 103 TOTAL LOAD = 42.0 PSF 6- 9=7- 9= 0 0 18-11=1 •660 3707 17-18= -191 651191 597 15- 8= -72 338 17- 8= -227 30 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL =25 PSF Ground Snow (Pg) 8- 9= -559 338 8.18= -198 162 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10= -885 397 9-18= -180 394 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12= -1040 364 18.10= •796 181 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 12.0" 11.12= 0 80 Connector plate prefix desi nators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA C,CN C18 CN18 (or no prefix4 = ors:CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES M,CN 01 1118HS,Mor=MiTekprMT series 0'- 0.0" -240/ 1038V -220/ 220H 5.50" 1.66 KDDF 625 0-0�;05 22'- 0.0" -241/ 1038V 0/ OH 5.50" 1.66 KDDF 625I 9-11-11 2-00-10 9-11-11 IQQND 2 Design checked for net(-5psf) uplift at 24 oc spacing I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-01-04 0-06 -15 3-10-04 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" 2-09 -01-0��10-05106-�8 4-00 MAX LL DEFL = 0.024" @ 10'- 2.0" Allowed = 1.054' MAX TL CREEP DEFL = -0.047° @ 10'• 2.0' Allowed = 1.406" 8-00 MAX LL DEFL= -0.002" @ 23'- 0.0" Allowed = 0.100" f8-00 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0° Allowed = 0.133° 12 -3x8 12 MAX HORIZ. LL DEFL = 0.015' @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.024' @ 21'- 6.5" 12.00/ M-4x6 \12.00 Design conforms to main windforce-resisting M- x4 M-4x6 system and components and cladding criteria. �,• Wind: 140 mph, h=24.2ft, TCDL=4.2 BCDL=6.0 ASCE 7-101 (All Heights), Enclosed Ca{.2, Exp.B, MNFRS(Dir), loaddurationfactor=l1Truss designed for wind loads oin the plane of the truss only. o M-1,5x3 0 rM-3x4r.o M-3x4 �e All! _ M o'n ` =M-6x6 14 "n is °e �( o M-3x4+ M-3x8 0 7 18 o �o M-3x4+ o M- x8 -6x6 M-3x8 M-3x4„ o .3.75 2.40 - 12 12 ; >L y )' J' , y -05-08, 5-03 2-09 1,-06-12703-04 7-08-08 Y y2 y y 1-02-05-08 8-00 , 2-00 9-06-08 j-00 Y y 10-05-08 11-06-08 1-00 22-00 y 1-00 JOB NAME: POLYGON 4-D NH - A4 Scale: 0.1767 �r�D PROPery WARNINGS: GENERAL NOTES,unless otherwise noted: TJ 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 )011%E Ly �h Truss: A4 and Warnings before construction commences. building component.Applicability of design parameters and proper r �7 Q /y 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsiblllly of the building designer. iS✓fal/��% DES. BY: LA 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at1. Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.o respectively unless braced throughout their length by !" L? F'J 1-"' continuous sheathing such l plywood sheathing(TC)s and/or drywall(BC). DATE: 9/8/2014 the overall structure Is the responsibility of the building designer. 3.2x Impactbridging or lateral bracing required where shown++ y 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 1' SEQ. : 6052968 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, +S 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 fabrication,handling,shipment and installation of components. necessary. OREGON /C�C� 6.This design Is furnished subject to the limitations set forth by7.Design assumes adequate drainage Is provided. 3 OREGON ^V 111111111111113111 Ve.Plates shall be located on both faces of truss,and placed so their center L TPIANTCA In SCSI,copies of which will be furnished upon request. Digitslines coincide with joint center linea.9. %, 'q3' 14 2:'°. a`. MITek USA,Inc./COmpUTN3 Software 7.6.6(1 L)-E e in Inches. 10.For basicicate connelze of ctor plate design values see ESR-1311,ESR-1988(MITek) V L S` FPRIt_L EXPIRES:12/31/2015 IIIIIIII I III 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 HLOAD DURATION INCREASE= 1.15 (Non-Rep) 1- 2= 0 80 2-11= -341 1928 11- 3=( -61 633 TC: 2x4 KDDF 18BTR 2- 3= -2887 482 11-12= -317 1777 3-12= -396 255 BC: 2x4 KDDF 1ANDR WEBS: 2x4 KDDF STAND LOGrIuG 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 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL 50.0)))))+0L 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 LLI 0.OI+DLI 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 75.01+DL 71.0)= 146.0 PLF 14'- 0.0" TO 22'- 0.0" V 7- 8= -2635 597 16- 9= -266 1810 15- 6= -170 255 8- 9= -2802 567 6.16= -125 164 NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: BC CONC LL+DL= 1525.0 LBS @ 12'- 11.0" 9.10= 0 80 7-16= -346 1564 ALL FLAT TOP CHORD AREAS NOT SHEATHED 16- 8= -165 253 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR tSPAC LIOE LOAD. TOP 0'- 0.0" -351/ 1832V -217/ 217H 5.50' 2.93 KDDF 625)Connector plate prefix desi nators; 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,M2OHS,M18HS,M16 = MiTek M series CDM1D 2• Design checked far np">;.(-5p3f( nolift at 24 "oc smacinm 7-11-11 6-00-10 7-11-11 T f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=LI180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" f 2-09 I 5-02-11 f2-02-051 2-05-04 1r-05-01 3-11-11 f T 4-00 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= 0.044' @ 12'- 0.2" Allowed = 1.054' MAX TL CREEP DEFL= -0.135" @ 10'- 5.5" Allowed = 1.406" 12 M-4x6 M-4x6 12 MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" 12.00/ M-3x4 M-3x8 12.00 MAX TL CREEP DEFL= -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL 'trill:0.019' @ 21'- 6.5" �� 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 7.10All Heights), Enclosed Ca .2, Exp.B, MNFRS(Dir), oad durationfactorl.Truss designed for wind loads in the plane of the truss only. M-3x4 rn /M-3x6A4111h1.c 72 -l; Omiimona en _ vs = M-3x4+ M-3x8 la is v 16 0 o I/- 01 M-3x4+ Q M-7x8=M-8x8 M-7x8 M-3x6 0 A- ... .:1 3,75 2.40 - 12 12 1525# y y y y y lir 1, y 2-05-08 5-03 2-09 1-06-12 2-03-04 7-08-08 b J J' y > k 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 ( ,,,O) PROpt WARNINGS: GENERAL NOTES,unless otherwise noted: ` !,,,��,,,��t�}1�((((''''����'''�N "L7 9/",+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 ,,,Ca V q I,rr,�Y.,"J Truss: A5 and Warnings before construction commences. building component.Applicability of design parameters and proper ///7 f iV 7 f 2.204 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designee (f.;1 '}7 3.Additional temporary bracingto insure stability duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at 4t• ±91$$P E f"' po ry ty 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). y 1 DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ ! /a 4.No load should be applied to any component until aver 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, 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 f OREGON �f,� TRANS I D: 407655 5.CompuTrus has no control over and assumes no responsibility for the necessary. " R W fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. d 6.This design Is furnished subject to the limaations set forth by 8.Plates shall be located on both faces of truss,and placed so their center .icy 'T)'' 14 2.13' " - 11111111311111111 TPINJTCA in BCSI,copies of which will be furnished upon request MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E y linescoincide indicate size of plate inrinches 10. V For basic connector plate design values see ESR-1311,ESR-1988(MR1,. ek) �R R I k EXPIRES:12/31/2015 11111111 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/ODF/Cq=1.00 TC: 2x4 KDDF Mi&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2= -1583 284 1- 8= -215 1045 8- 2= -7 406 BC: 2x6 KDDF H1&BTA 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= -147 230 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL 50.0 +DL BC LATERAL SUPPORT <= 12"0C. UON. TTC UNIF LL C UNIF LL 100.0 DLLL=18.05 P=F Groun128.0dPLFow= 64.0 PLF (f.'0) '- 00.0" TO 16'- 111.0" V 5- 77.= -15800 26880 110-11=- 6= -89 1039 4-10-15= -262 273 )))))f`) 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 IC CONC IC CONC LL( 250.0`+DL) 70.0)= 320.0 LBS @ 6'- 10.0" LOCATIONS REACTIONS-179/ 1020V -156/ACTIONS SIZE" S1Q.IN KD((SPECIES 12'- 11.0" -229/ 1145V 0/ OH 5.50" 1.83 KDDF ( 625I OVERHANGS: 0.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL "" For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. QDND. 2: Design checked for net( p;f) uplift at 24 "ac ap c+nc I Connector plate prefix desi nators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN C18 CN18 (or no prefix= CompuTrus, Inc 6AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.018" @ 6'- 11.0" Allowed = 0.600" M,M2HS,�118HS,M16 = MiTek M series 5-11-11 0-11-10 5-11-11 MAX TL CREEP DEFL = -0.035" @ 6'- 11.0" Allowed = 0.800" T ( T f MAX LL DEFL= -0.002• @ 13'- 11.0" Allowed = 0.100" 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 �320ii' f T MAX HORIZ. LL DEFL = 0.014" @ 12'- 5.5' 12 12 MAX HORIZ. TL DEFL = 0.024" @ 12'- 5.5" M-4x6 320# 12.00/ \12,00 Design conforms to main windforce•resisting M-5x6 system and components and cladding criteria. 0=d1* Wind: 140 m h h=22.2ft, TCDL=4.2 BCDL=6.0 ASCE 7-10 (All Heights), Enclosed Ca�.2, Exp. , MWFRS(Dir), load duration factor=1.B Truss designed for wind loads in the plane of the truss only. o M-3x4 M-3x4 c:, I$4 $ N- r MM-3x4 ee 1 -3x4M o L f:4 =M-6x6 s 10 M-3x8 M-3x4 x1=M66 0 4� 1+* M-3x4+ x4+ M-3x" - M-3x4+ o .- 3.75 3.75( - 12 12 y 1. y y ), y 2-05-08 3-03 1-07-12 3-01-04 2-05-08 y y y y y 2-05-08 8-00 2-05-08 1-00 y I I 12-11 1-00 JOB NAME: POLYGON 4-D NH - B1 Scale: 0.2995 �� �R QFe WARNINGS: GENERAL NOTES,unless otherwise noted. c.' A� p 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual f r y `,,,(QQ}��_ � Truss: 6 1 and Warnings before construction commences. building component.Applicability of design parameters and proper f/4V/ q_ 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 1• "b" 3.Additional temporary bracing to Insure stability during construction 2,Design assumes the top and bottom chords to be laterally braced at nn '.. DES. BY: LA 2'o.c.and at eathin.respectively unless braced throughout their length by aG , 1 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywooding(TC)andfor 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++ . 10011., 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. : 6052970f 5.CompuTrus has no control over and assumes no responsibility for the TRANS I D• 407655 design loads be applied to any component and are for"dry condition"of use. 6.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, err . Design assumes full bearing at all supports shown.Shim or wedge It fabrication,handling,shipment and Installation of components. necessary. OREGON f,� 7.Design assumes adequate drainage is provided. 11,, '. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 4.. /1/A I.I 2 � `�. I IIII III I H I I IIII III IIII VIII IIII III TPIANICA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 4 a 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) Cy jy L` V EXPIRES:12/31/2015 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 11.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2= -792 229 1- 7= -113) 602 7- 2=) -2 229 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3= -468 198 7- 8= -104))) 548 2- 8= -281 209 WEBS: 2x4 KDDF STAND; 3. 4= -467 164 8. 9= -105 455 8- 3= -143 315 2x4 DF STAND A 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"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0° 12.0" LL =25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES 0'- 0.0° -711 541V -175/ 167H 5.50" 0.87 KDDF 625 ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12'- 11.0" -121/ 667V 0/ OH 5.50" 1.07 KDDF ( 625 Connector plate prefix desi motors: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN C18 CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP GOND 2 Design checked for net( psf) uplift at 24 "oc sp ing I M,M2llHS,ll18HS,M16 = MiTek MT series 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" M-4x6 12.00/ \12 OO Design conforms to main windforce-resisting system and components and cladding criteria. 3 4.0" :: Wind: 140 mph, h=22.4ft, TCDL=4.2 BCDL=6.0 ASCE 7-10, Pq (All Heights), Enclosed Ca{.2, Exp.B, MWFRS(Dir), load duration factor=l.� Truss designed for wind loads in the plane of the truss only. r- M-3x4 M-3x4 0 ii $ r--- M-3x4 de � es M-3x4 c co oI M-5x6 M-3x8 M-5x6 hawreNv o csul 1** 1-3x4+ M-3x•+ o M-3x4+ M-3x4+ • c x3.75 3.751: - 12 .751 -12 12 y y )' y y 2-05-08 4-00 4-00 2-05-08 2-05-08 8-00 2-05-08 1-00 y , y 12-11 1-00 JOB NAME: POLYGON 4-D NH - 62 Scale: 0.2824 (?,0 PR°Per, WARNINGS: GENERAL NOTES,unless otherwise noted: c� B2 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and Is for an Individual c� f I E v/ Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper �J i /// /J 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. -S7 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 responsibilityof the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ®P E P 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. : 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. r cc TRANS I D: 407655 5.CompuTrus has no control over and assumes no responsibility for the 8.Design sa assumes full bearing at all supports shown.Shim or wedge if OREGON fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 4* +�, �� 6.This design is furnished subject to the lineations set forth by 8.Plates shall be located on both faces of truss,and placed so their center /0 4 k 4 2.0 i- III I III I II I I III I III III I III I IIII IIII TPI WTCA in BCSI,copies of which will be furnished upon request Digit coincideiiwith joint lcenter lines. 9.Digits dsize of tplate 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 is`�"_ EXPIRES:12/31/2015 1E011111 This design prepared from computer input by PACIFIC LUMBER-BC y LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER1-3= FORCES) 67 2.2.4=(0)4/(0) 0q=1.00 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2-3=� 00 -60 67 TC LATERAL SUPPORT <= 12"OC. UON. LOADING r BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0" UL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 42.0 PSF 01- 0.0" -43/ 296V -32/ 99H 5.50" 0.47 KDDF 625 Connector plate prefix desi motors: 1'- 10.9" -128/ 116V 0/ OH 1.50" 0.19 KDDF 625 C,CN C18 CN18 (or no prefix) =CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF 625 M,M2OHS,�118HS,M16 =MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IQOND 2 De ign h k d far n t( F pcf)splift a t 24 hr yparing�l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' 1-11-11 MAX TC PANEL LL DEFL= 0.004' @ 1'- 0.0" Allowed 0.147" 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 12.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 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.2Exp ,.lMWFRS(DDir), load duration Enclosed, Truss designed for wind l ,loads in the plane of the truss only. c c 0 0 N 0 co MOS Wil.j11.11.1111.111.111.1111.111.11.111.111.11Mil0 O/- ►� ►a4 M-3x4 A-- > y y 1-00 PROVIDEF 0 ARIN•;Its' 41 6-00 JOB NAME: POLYGON 4-D NH - BJ1 Scale: 0.6631 ...«5' Cl PRO, WARNINGS: GENERAL NOTES,unless otherwise noted. I N 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 ,,. V Truss: BJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper "h� 1j'/� /119 f 2.2x4 compression web bracing must be installed where shown+, incorporahon of component Is the responsibility of the building designer. 14%.'a 7 DES. BY: LA 3.Additional temporary bracing to insure stabilny during construction 2.Design assumes the top and bottom chords to be laterally braced at {Gf jY 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r- Is the responsibility of the erector.Additional permanent bracing of continuous sheathln such as plywood sheathin TC and/or d •92••P E I- 9 PY 9( ) rywall(BC). , DATE: 9/8/2014 the overall structure Is the responsibility of the building designer. 3.2z 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 responslbiltty 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 non-corrosive environment, da design loads be applied to any component and are for"dry condition"of use. Allam 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 y CC fabrication,handling,shipment necessary. OREGON +.t„ pment and installation of components. 7.Design assumes adequate drainage is provided. 4_OR 47tiN tk IIII I III I II I I III I III VIII IIID I I IIII 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 "7if � �4•� TPs in SCSI,copies of which will be furnished upon request. be coincide joint center lines. 0 "7 1 4 S Digits Indicate size of plate in Inches. S/ MiTek USA,Inc./CompuTrus Software 76.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) / R R 1 s EXPIRES;12/31/2015 11111111111 IIIIIIHIII 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 N15BTR LOAD DURATION INCREASE= 1.15 1.2=) 0) 80 2.6=(-71) 101 6-5=) 0) 18 BC: 2x4 KDDF k16BTR SPACED 24.0" O.C. 2-3=2-3= 180)) 26 42 5.7=(-96) 136 5.3= -150)) 110 52 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -24/ 356V -61/ 161H 5.50" 0.57 KDDF 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -102/ 81V 0/ OH 1.50" 0.13 KDDF 625 ors: 6'- 0.0' 0/ 102V 0/ OH 5.50" 0.16 KDDF 625 Connector plate prefix efix) = CompuTrus,C1B 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. I OND Design checked for net/-S psf) uplift at 24 "oc soacino.l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" 3-11-11 MAX LL DEFL = 0.005" @ 2'- 3,8' Allowed = 0.170' l' '' MAX TL CREEP DEFL= -0.007' @ 2'- 3.8° Allowed = 0.226" --7( MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078' f MAX BC PANEL TL DEFL = -0.005" @ 3'- 11,9' Allowed = 0.192" 12 MAX HORIZ. LL DEFL = -0.009' @ 5'- 8.0" 12.00 ) MAX HORIZ. TL DEFL = 0.010" @ 5'- 8.0" Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 Wind: 140 mphh=21.2ft, TCDL=4.2 BCDL=6.0 ASCE 7-10 o All Heights), Enclosed Ca�.2, Exp. , MWFRS(Dir), load duration factor=1.6� #biliii...... 0) Truss designed far wind loads 0 in the plane of the truss only. C'') 0 Tr 0 r. o� N m 0 M-1,5x3 o/ 0 �� M5-3x4 M-3x4 M-3x5 y 1' y 2-03-12 3-08-04 y y /' y 1-00 2-05-08 6-00 3-06-08 IP80VIDE FULL BEARING•Jts:2.4.7 JOB NAME: POLYGON 4-D NH - BJ2 Scale: 0.5246 C p PROF-e.t, WARNINGS: GENERAL NOTES,unless otherMse noted: J� r, (N U�/fit 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and Is for an Individual C V ey��in. V /- Truss: BJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper �? If7!/Ly( I/?I 2.204 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 4{,y "I 3.Additional temporary bracingto Insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at CC' !92“'P E f"' po ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LA s 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. : 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, " 0411001°11P I 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 ry� .,rtN f� TRANS I D: 407655 5.CompuTrus has no control over and assumes no responsibility for the necessary. OREGON 'V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. d L 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 /j,, -7 .� Z0� �"'- ch will be ines de with joint center lines. 1131111111311111111 VM Tekk USA,Inc./CompuTrus TPI/VVICA in BCSI,copies of (Software furnished 6.6(1 L)E request late in inches. 10 IFF Digits9. basic connectorate slze oplf ate design values see ESR-1311,ESR-1988(MTek) 44rV 4 r'i�y { �y 1..� v �. EXPIRES:12/31/2015 • 1E1 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDDF H1&BTA LOAD DURATION INCREASE = 1.15 1-2=1 0) 80 2-6=(-160) 174 8-5=( 0) 18 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2-3= -244)) 52 5.7=(-216) 233 5-3= 0 52 _ WEBS: 2x4 KDDF STAND 3.4= -113 84 3-7= -266 246 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 SO.IN. (SPECIES OVERHANGS: 12.0' 0.0" 0'- 0,0" -34/ 399V -91/ 225H 5.50" 0.64 KDDF ( 625)) LL =25 PSF Ground Snow (Pg) 5'- 8.0" -37/ 149V 0/ OH 5.50" 0.24 KDDF 1 625) Connector plate prefix designators: 5'- 11.7" -84/ 117V 0/ OH 1.50" 0.19 KDDF ( 625)) C,CN C18 C 18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,fl18HS,M16 = MiTek M series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND 2• Design checked for net( psf) uplift at 24 "oc cpacinm I 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" '1 i' MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.011" @ 2'- 3.8" Allowed = 0.254" -/ MAX TL CREEP DEFL = -0.012" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.019" @ 5'- 8.0" Ij MAX HORIZ. TL DEFL = 0.018" @ 5'- 8.0" Design conforms to main windforce-resisting 000/111°Ii system and components and cladding criteria. 12.00 Wind: 140 mph, h=22.2ft, TCDL=4.2BCDL=6.0 ASCE 7.101 (All Heights), Enclosed Cat.2, Exp.B, MNFRS(Dir), load duration factor=l.�Truss designed for wind loads co in the plane of the truss only. 0orno u7vor\ rM Ai 03o,� . 7 iii rf' 410 0 M-1.5x3 o/- 11.024 0 M63x4 e M-3x4 M-3x5 y y y 2-03-12 3-08-04 1 y y y 1-00 2-05-08 6-00 3-06-08 [PROUDLULLiff.AanaLata.LAJ JOB NAME: POLYGON 4-D NH - BJ3 Scale: 0.4236 0 PR Opt, WARNINGS: GENERAL NOTES,unless otherwise noted: 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 ` pC2/ Truss: BJ 3 and Warnings before construction commences. building component.Applicabilityof design parameters andproper � // // y��` �g, 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is thresponsiility of the buildinesigner. 4J V ! gi 1.! -Y 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 9� i PE 1~ 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++ 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 non-corrosive environment, ro TRANS I D: 407655 design loads be applied to any component. and are for"dry condition"of use. '.,rwmn 5.CompuT us hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if yrt �-�rCC fabrication,handling,shipment and installation of components. necessary. � Il V N 7.Design assumes adequate drainage Is provided. . )k 'at/ 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 IIII I II I H I I IIII III IIII IIII IIII III TPI/WTCA in BCSI copiesieof which will be furnished uponlrequest lines coincide with joint center 9mes ( ) �� 14 �^� 9. Digits indicate size of plate in Inches. �!�. MiTek USA,IDC./GOBI uTTU3 Software 7.6.6 1 L E 10.For basic connector late design values see ESR-1311.ESR-1988 MITek11/041:110- EXPIRES: 4 #-y i ... EXPI R ES:r112/•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=I -4) 95 5-6=(•238) 176 5.2=)-256 115 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. -284-284)) 129 2-6= -145 45I 37219 WEBS: 2x4 KDDF STAND 2.3= 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= 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" -11/ 159V -71/ 148H 5.50" 0.25 KDDF 625 1 LL =25 PSF Ground Snow (Pg) 3'- 3.0" -177/ 484V 0/ OH 5.50" 0.77 KDDF 625 Connector plate prefix designators: C,CN C18 CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1C-0111- D ion-ch ked for not( 5 psfJSnlift at 24 ^oc spacinc M,M2bHS,�118HS,M16 =MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL4/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ -1'- 0.0' Allowed = 0.100" 3-03 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL= -0.002" @ -1'- 0.0" Allowed = 0.133" '( I MAX LL DEFL= -0.031' @ 4'- 9.0" Allowed = 0.150" MAX TL CREEP DEFL= -0.038" @ 4'- 9.0" Allowed = 0.200" 12 4 MAX IC PANEL LL DEFL = -0.014" @ 1'• 6.0" Allowed = 0.174" 9.00[;27 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 - system and components and cladding criteria. M-1.5x3 Wind: 140 m ht h=15ft TCDL=4.2 BCDL=6.0, ASCE 7.10 IA11 Heights), inclosed lat.2, Exp.B, MWFRSiDir), load duration factor=l.e FI Truss designed ftheor wind trussoonly. ads N 0 O 0 0 clO a O') O M-3x4 CO O A^ o ImA- -v 5►� 6 ►t M-1.5x3 M-3x4 y .t y 2-06-08 0-08-08 y )- y 1, 1-00 3-03 1-06 JOB NAME: POLYGON 4-D NH - D1 Scale: 0.5387 tD PROF WARNINGS: GENERAL NOTES,unless otherwise noted: c \C "t) (' �r^r 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual \ !_J V ,vr/11' t i Truss: D1 and warnings before construction commences. building component.Applicability of design parameters and proper f{f C?' JJ}SVi i 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 stabilit duringconstruction 2.Design assumes the top and bottom chords to be laterally braced a, ,1,t.' .+(�^2®. 1E 1'" p Y 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++ r'f 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6052977 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4,i^^ and are for"dry condition"of use. fy.. design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if /"�'ti TRANS I D: 407655 5.CompuTrus has no control over and assumes no responsibility for the necessary. OREGON `c✓ fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. -, , . N A.. 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 ijs. ':7�' 1 4 ,Q �+.. TPINVTCA In SCSI,copies of ch ix411 be furnished upon ines ncide with Joint center lines. IIIIII VIII VIII VIII I III IIII VIII IIII IIII M Tek USA,lnc,fCompuT us(Software 7,6 6(1 L)E request late In inches. 0 IFF 9.Digits basic connector dicate size oplf ate design values see ESR-1311 ESR-1988(MITek) V S 5 i14.-µ EXPIRES:12/31/201.5 . " 111111111 IIII 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 BC: 2x6 KDDF 2x6 KDDF #1&BTRSTAND; LOAD DURATION SPACEDINCREASE 24.0' O.C. (Non-Rep) 2-3=)-285-15) 3099 5-6=02 (-227) 604 22-6=.6 616 =)-921(0 1200 3300 00 - 2x4 KDDF N1&BTR A LOADING ( ) LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES ** For hanger specs. - See approvedplans 0'- 0.0" -112/ 765V -169/ 295H 5.50" 1.22 KDDF 625 A P pp LL =25 PSF Ground Snow (Pg) 8'- 0.0" -453/ 1526V 0/ OH 5.50" 2.44 KDDF ( 625 Connector plate prefix desi9nators: ADDL: BC CONC LL+DL= 1085.0 LBS @ 5'- 0.0" ADDL: BC CONC LL+DL= 534.0 LBS @ 7'- 0.0° C,CN C18 C 18 (or no prefix) t ,• - t t ' . ., t. ',t M,M2OHS,�118HS,M16 = MiTek M 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" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL LL DEFL= 0.030" @ 6'- 2.5" Allowed = 0.311" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.002" @ 7'- 6.5" 4-01-10 3-06-10 0-03-12 MAX HORIZ. TL DEFL = 0.003" @ 7'- 6.5" 1 1 1 Design conforms to main windforce-resisting 12 system and components and cladding criteria. /- M-1.5x3 4 _, 12.00/ Wind: 140 mphh=23.2ft TCDL=4.2 BCDL=6.0 ASCE 7-10 lead duratis),fEctaosed6 Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads in the plane of the truss only. CO CO 0 0 u' G of ca e o co co CO c0 FAIIIIZEL111.1111=31 mil o M-3x4 M-3x6 M-4x8 y y 4,1085# 53411, 3-11-14 4-00-02 1, J, 8-00 JOB NAME: POLYGON 4-D NH - Cl Scale: 0.3194 0 pari/es WARNINGS: GENERAL NOTES,unless otherwise noted: (C LLL::: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual . .,P E' /i5)Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper ((( 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at p-E 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 I L 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++ 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, 89 design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 407655 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ♦ REGCiN 1,a;• fabrication,handling,shipment and installation of components. necessary. '} OREGON 4/ 7.Design assumes adequate drainage Is provided. \))t. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111141111111111111111 TPIM/TCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. Q -7 1 4 z + 9.Digits indicate size of plate In Inches. A,. fl� MiTek USA,InC./COmpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) `i1 R ry k L\ EXPIRR«ErSS:t112/31/2015 IIIIIII IIIIII 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 q1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. 2.3=(-18) 85 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 IL 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' -50/ 287V -32/ 99H 5.50" 0.46 KDDF ( 625 1'- 10,9" -165/ 174V 0/ OH 1.50" 0.28 KDDF ( 625 Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 65V 0/ OH 5.50" 0.10 KDDF ( 625 C,CN C18 CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,�118HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL GOND 2 Design checked for net(- u<f) uplift at 2a "bc <pacinn- REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" 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 Design conforms to main windforce•resisting system and components and cladding criteria. 12 Wind: 140 mphh=20.2ft, TCDL=4.2 BCDL=6.0 ASCE 7-10 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 12.00/ load duration factor=1.� Truss designed for wind loads . in the plane of the truss only. 0 v .4- a. O N •o- 0.O co co O o� ►t4 -, M-3x4 1 s- y y 1-00 !PROVIDE FULL BEARING:Jts:2,3.4I 8.00 JOB NAME: POLYGON 4-D NH - J1 Scale: 0.5733 {� >;,0 PR 041., WARNINGS: GENERAL NOTES,unless otherwise noted: .c�✓ 61 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 ` ! 2I NE,01... `(," and Wamings before construction commences. building component.Applicability of design parameters and proper V`9"1 LV�k +/f r Truss: J 1 Incorporation of component Is the responsibility of the building designer. <{f q 2.2x4 compression web bracing must be Installed where shown+. 2,Design assumes the top and bottom chords to be laterally braced at ry 3.Additional temporary bracing to Insure stability during construction 2'o.c,and at 10'o.c.respectively unlessdbraced throughout their length by �' ;92.1.F E 1' DES. BY: LA s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor 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. : 6052979 4 No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibll ty of the respective contractor. fasteners are complete and at no time should an loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, }M d}r design loads be applied to any component. y g and are for"dry bearing of use. ✓ ' . TRANS I D: 407655 5.CompuTrus loos hae no control over and assumes no responsibility for the 6 cssarygumea full bearing at all supports shown.Shim or wedge If OREGON 41 L fabrication,handling shipment and Installation of components. 7,Design assumes adequate drainage is provided. �� •�.; 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center /� -7 ,�4 mo �.L. 111114131111111 IIIII III I II II VIII VIII IIIIIII I IIII IIII TPINVTCA in BCSI,copies of which will be furnished upon request. linea coincide with joint center lines. L 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) ''7 "M t"f'L1„ EXPIRES:112131/2015 ` 1E1111 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 IC: 2x4 KDDF H1&BTA LOAD DURATION INCREASE = 1.15 q ' BC: 2x4 KDDF MEMSPACED 24.0' O.C. 2-3=(-90) 113 2 4-( 0) 0 _ TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. SPECIES OVERHANGS: 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,A1BHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, ICONO. 2. Design .h .k d for 1 t(-5 114 U4la tat 4 "o paring-1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 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" MAX HORIZ. LL DEFL = -0,001" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.001" @ 3'- 10.9" 12 Design conforms to main windforce-resisting 12.00 (.4system 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(Dxr), load duration factor=1.� Truss designed for wind loads in the plane of the truss only. v 0 0 v v 0 M Of- 0 O O M-3x4 y y 1-00 [PROVIDE FULL BEARING;Jts:2,3,41 8-00 JOB NAME: POLYGON 4-D NH - J2 Scale: 0.5233 �.c,.4 p PRO, . WARNINGS: GENERAL NOTES,unless otherwise noted. rf 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 V I NE((( /'� Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 7y//Rj� q 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. {,",F J I• "Y 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chorda to be laterally braced at w ip `}7 DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by � ++r E ; continuous sheathing such as plywood eheathing(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. : 6052980 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, TRANS I D: 407655 design loads be applied to any component. and are for"dry condition"of use. r, pn 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 instailation of components. necessary. OREGON 6.This design is furnished subject to the limitations set forth by8.Plates assumes adequate onne dthinac a is provided. j A_ j�,, As 1111111111111111111111 9 1 8.Plates shall be located both faces of truss,and placed so their center , ! '2 4 TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines.9. '.1 F r 4 (7, MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E e In Inches. 10.Foritbasic connecate lze of ctor plate design values see ESR-1311,ESR-1988(MITek) { V 414'RRILv" EXPIRES:12/31/2015 IIIIIIIIIIIII 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 N1&BTR LOAD DURATION INCREASE = 1.15 1-2= 0 80 2.4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-149) 154 TC LATERAL SUPPORT<= 12"0C. UON, LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BEG 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 5'- 10.9° -193/ 219V 0/ OH 1.50" 0.35 000F 625 Connector plate prefix desi nators: LL =25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 121V 0/ OH 5.50" 0.19 KDDF 625 C,CN C18 CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,�I18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ICDND 2• Design checked for net).5 psf) uplift at 24 "oc spacinc-I LIVE LOAD AT ON(S) SPECIFIED BY IBC 2012. THE BOTTOM CHOORDRD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0,002' @ -1'- 0.0" Allowed = 0.100" 5-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ,1' f MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078' MAX TL CREEP DEFL= 0.000' @ 0'- 0,0" Allowed = 0.105' MAX IC 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' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00/ Wind: 140 mph h=22.2ft, TCDL=4.2 BCDL=6.0 ASCE 7.10 00.01 (All Heights), Enclosed Ca{.2, Exp.B, MWFRS(Dir), load duration factor=1.� Truss designed for wind loads in the plane of the truss only. c v 0 0 .4- a N. M Of_ N OA- -/ 2�� t��4 0 M-3x4 A- ; y y 1-00 (PROVIDE FULL BEARING:J)ts•2 3 4I 8-00 JOB NAME: POLYGON 4-D NH - J3 Scale: 0.4555 c oa PROFtc, WARNINGS: GENERAL NOTES,unless otherwise noted rr t5 !� - e.. ,9 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is loran IndNidual .00 V � E. Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper r, [+ 7 2.2x4 compression web bracing must be instated where shown+. Incorporation of component is the responsibility of the building designer. "f! 3.Additional temporary bract to insure stability Burin construction 2.Des1gn assumes the top and bottom chords to be laterally braced at (,C a 92 i P C 1-'^ Po rY ng tY 9 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 7 ( G DES. BY: LA s 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 bradng required where shown++ S EQ. : 6052981 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. Ailleir' S pA 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, /mom"" design loads be applied to any component. and are for"dry condition"of use. fy.. TRANS I D: 407655 5.CompuTrus has no control over and assumes no responsibility for the 6.oecessa assumes full bearing at all supports shown.Shim or wedge if r ©AEGrstci fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 3 4, fl Sj' 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 fh 41-1' 5) 11111111111111111111111 TPI WTCA In SCSI,coplea of which w 11 be furnished upon request. lines coincide with joint center lines. V "7 F 9.Diggs 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 A y L,`,, EXPIRES:12/31/2015 ` 3 IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 IC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0 80 2-4= q BC: 2x4 KDDF#1&BTR SPACED 24.0' O.C. 2.3=(-68) 51 -(0 ) 0 IC LATERAL SUPPORT 4= 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 DLON 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 Connector plate prefix designators: 1'- 9.2" -34/ 29V 0/ OH 5.50" 0.05 KDDF 625 C,CN C18 CN18 (or no prefix) =CompuTrus, Inc LL =25 PSF Ground Snow (P0) 1'- 11.7' -34/ 46V 0/ OH 1.50" 0.07 KDDF 625 M,M2OHS,�118HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. CONO. 2: Design checked for netj-F pcf)�Iplift at 24 •gc cps ing I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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' 1-11-11 MAX TC PANEL LL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.147' I I 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/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 em h h=20.2ft, TCDL=4.2 BCDL=6.0 ASCE 7-10 (All Heights), Enclosed Cai.2, Exp.6, MWFRS(Dir), load duration factor=l.� Truss designed for wind loads '' in the plane of the truss only. v 4 O O N 7 O o) O/- O /1rdallIMIMIIMPI O,` MEZEIN41116:20 -v M-3x4 y 1, ,I- 1-00 2-00 JOB NAME: POLYGON 4-D NH - SJ1 Scale: 0.6710 x 0 PR OFe WARNINGS: GENERAL NOTES,unless otherwise noted 1.Builder and erection contractor should be advised of MI General Notes 1.This design Is based only upon the parameters shown and Is for an individual fa/1 Truss: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 4�' 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. J I -.a" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 92 PE 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 DATE. 9/8/2014 P g g continuousxImctdoing rsuerasacing rewired where drywall(BC). the overall structure Is the responsibility of the building designer. 3. Impact bridging or lateral bracing required where shown r d 4.No load should be applied to any component until after WI bracing and 4. Installation of truss Is the responsibility of the respective contractor. SEQ. : 6052982 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, ,MrM► design loads be applied to any component and are for"dry condition"of use. ,,.r+",P, t, 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 4 C• fabrication,handling,shipment and installation of components. necessary. C)REGONiti 7.Design assumes adequate drainage Is provided. t,`i 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,andplaced so their center Y� IIII I VIII IIII VIII I I I VIII I I IIII III TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. T 9.Digits Indicate size of plate In inches. ` / 10. {� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) S l EXPIRES:12//-311/2015 IIIIIIIIIIII 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 H1&BTR LOAD DURATION INCREASE= 1.15 1.2=( 0) 80 2-4=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2-3= -109) 94 TC LATERAL SUPPORT c= 12"0C. UON. LOADING BC LATERAL SUPPORT<= 12"OC. UON. LL( 25.0)+0L( 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 I OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -31/ 322V -61/ 161H 5.50' 0.52 KDDF ( 625 1'- 9.2' -17/ 64V 0/ OH 5.50" 0.10 KDDF (( 625ators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -85/ 108V 0/ OH 1.50" 0.17 KDDF 625 Connector plate prefix desi n C,CN C18 CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,l18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICQNO 2 Design checked for net( pot) uplift at 24 "ox spacing.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF 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= 0.003" @ 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 Cai.2, Exp.B, MWFRS(Dir), load duration factor=1.� Truss designed for wind loads in the plane of the truss only. V' v 0 0 v 0 LO CO 0 p ►� 4►� M-3x4 1 1, y b y 1-00 2-00 1-11-11 [PROVIDE FULL BEARING;Jts:2,4 31 JOB NAME: POLYGON 4-D NH - SJ2 Scale: 0.5872q PR Ore WARNINGS: GENERAL NOTES,unless otherwise noted: cr( ��__�nnn,]1((((M"""'����' r., 1.Builder and erection contractor should be advised of all General Notes 1.This designIs based only upon the parameters shown and Is for an individual .) V 7/gill I g� f� `f0 and Warnings before construction commences. building component.Applicability of design parameters and proper Ca V ` 77�' Truss: SJ 2 Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at t� CC 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by T 92 01•P L- r DES. BY: LA Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywan(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. : 6052983 4 No load shouts be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are d rn lete and at no time should an loads greater than 5.Design assumes trusses are to ba used In a non-corrosive environment, r' 41 design loads be applied to any component. y and are for"dry condition"of TRANSuse. CC I D: 407655 5.CompuTrus has no control over and assumes no responsibility for the 8.pec ssary$udry full bearing at all supports shown.Shim or wedge If M OREGON i fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 4.. -if ,t" A., 6.This design Is furnished subject to the limo tions set forth by 8.Platen shall be located on both faces of truss,and placed so their center /h -1).. 1 a' rz(}��.. 111111111111111111111111 TPINVTCA in SCSI,copies of which will be furnished upon request. lines coincide'5 h Joint center lines. V 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(Weft) *h b t L\, EXPIRES;12/31/2015 ` S 111111111 This design prepared from computer input by PACIFIC LUMBER-BC r LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 1.2=I O) 80 2.5=(-167) 174 3.5=(-267) 257 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2.3= -262)) 122 -112 WEBS: 2x4 KDDF STAND 3.4= 77 LOADING IC 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= 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" 0.0" 0'- 0.0" -43/ 479V -121/ 292H 5.50' 0.77 KDDF 625 LL =25 PSF Ground Snow (Pg) 7'- 9.7" -88/ 248V 0/ OH 5.50" 0.40 KDDF 625 Connector plate prefix desi nators: 7'. 11.7" -82/ 110V 0/ OH 1.50" 0.18 KDDF 1625 C,CN C18 CN18 (or no prefix1 = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked far net(-5 psf) uplift at 24 "on a ap cino ) 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 1 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" MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.9" i( MAX HORIZ. TL DEFL= -0.003" @ 7'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 1140 mpHht h=23.2ft, TCDL=4.2 BCDL=6.0 ASCE 7-101 12 (All Heights),fEnclosed, Cat.2, Exp.B, MvNFRS(Dir), Truss designed for wind loads 12.00/ in the plane of the truss only. M-1.5x3 V' 1- 0 \ d- ..- 0 - O a CO 0 CO M O/- N O/- O .a5 M-3x4 M-1.5x3 A- ,I, y y 1-00 8-00 IPROVIDE FULL BEARING:Jts:2.5.41 JOB NAME: POLYGON 4-D NH - J4 Scale: 0.3692 � -P R„ c e,k WARNINGS: GENERAL NOTES,unless otherwise noted: v 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual J N Truss: J4 and Warnings before construction commences, building component.Applicability of design parameters and proper (r�/J�} /i2A; 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. ]l,�}t f ( _Y 3.Additional temporary bracing to insure stability during construction [� 2.Design assumes the top and bottom chords to be laterally braced at "q 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 =72®�P f 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++ 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. : 6052984 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,*r 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.Design assumes full bearing at all supports shown.Shim or wedge If d t,�- fabrication,handling,shipment and installation of components. necessary. R ON p 7.Design assumes adequate drainage is provided. 4/ b, i 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center "'d t. r7 �`^ VIII VIII II I III I III VIII I I IIII III TPIM/TCA in BCSI,copies of which will be furnished upon request. tines coincide with joint center lines. "�0 -7 r 7 4 41 A""." 9.Digits indicate size of plate in inches. {),,P MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19811(MiTek) Ill ''R R�.S N..V EXPIRES:12/31/2015 IIIIIIIIIIIII 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 81&BTR LOAD DURATION INCREASE = 1.15 1-2= 0 80 2.6=(-139) 171 3.60(-263) 213 BC: 2x4 KDDF 41&BTR SPACED 24.0' 0.C. 2-3= -354 122 WEBS: 2x4 KDDF STAND 3-4= -322 123 LOADING 4-5= -159 0 TC LATERAL SUPPORT<= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT<= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 23.7" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES LL =25 PSF Ground Snow (Pg) 0'- 0.0" -43/ 449V -140/ 398H 5.50" 0.72 KDDF 625 Connector plate prefix desi nators: 7'- 9.7" -63/ 239V 0/ OH 5.50" 0.38 KDDF 625 C,ON C18 CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -323/ 406V 0/ OH 1.50' 0.52 KDOF 625 M,M2OHS,A18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND 2 Design checked for net)-5 psf) uplift at 24 "ac s acg ins. 9-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" T MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" /- 5 - MAX LL DEFL = -0.039" @ 9'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL = -0.047" @ 9'- 11.7" Allowed = 0.263" MAX TC 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 system and components and cladding criteria. Wind: 140 mph h=24.2ft, TCDL=4.2 BCDL=6.0 ASCE 7.10 (All Heights), Enclosed Ca�.2, Exp. , MWFRS(Dir), /12.00 load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. vovc Co oMAllidl6"7\O o0 1 ; ) ), y 1-00 8-00 1-11-11 JOB NAME: POLYGON 4-D NH - J5 Scale: 0.3166PRop WARNINGS: GENERAL NOTES,unless otherwise noted: cif 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 w�`�� ! I N �` and Warnings before construction commences. building component.Applicability of design parameters and proper '''7//15//r Truss: J 5 Incorporation of component Is the responsibility of the building designer. 2.204 compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at p r 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 't 7 92 0 i I-E r 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. 3.2z Impact bridging or lateral bracing required where shown++ SEQ. : 6052985 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-corrosNe environment, design loads be applied to any component. and are for"dry condition"of use. 1:. 6.Design assumes full bearing at all supports shown.Shim or wedge If t^r /''4 TRANS ID: 407655 5.CompuTrus has no control over and assumes no responsibility for the necessary. ^y OREGON +y fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 4.. V 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center /n =k i 4 2. A„ 1111111101111111111111 TPINVTCA In BCSI,copies of which w 11 be furnished upon request lines coincide with joint center lines. V f 9.Digitssdsize oplate to Inness. ,��II MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-196e(MITek) '+7 .F R`i �„ EXPIRES:12/31/2015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1.00 TC: 2x4 KDDF H1&BTA LOAD DURATION INCREASE = 1.15 Q BC: 2x4 KDDF H1&BTA SPACED 24.0" O.C. 2.3.(-167) 136 2.4=(0) 0 - TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT (= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 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,M2OHS,�118HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. �DDND 2• Decign h .k d for n t(-5 p.Sf)splift at 4 "o gllacin�l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'• 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL -0.003" @ -1'- 0.0" Allowed = 0.133" -, MAX 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" 0 MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00/ Wind: 140 mph, h=22.2ft, TCDL=4.2 BCDL=6.0 ASCE 7.101 (All Heights), Enclosed Cat.2, Exp.B, MNFRS(Dir), load duration factor=1.l Truss designed for wind loads in the plane of the truss only. v o v 0 Tr co 0 5- co 0/- u' V- o,_ o 4-1 M-3x4 A- 1. y y y 1-00 2-00 3-11-11 IPROVID F B RING; to' q 1 JOB NAME: POLYGON 4-D NH - SJ3 Scale: 0.4674 � o PROF , 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 1 N ` Truss: SJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper ,\ �� 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. -F' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at � /p '.. DES. BY: LA 2'o c.and at 10'o.c.respectively unless braced throughout their length by2®`f" 1 Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(eC). DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor SEQ. : 6052986 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: 407655design loads be applied to any component. and are for"dry condition"of use. 6. ' 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge If tEfr fabrication,handling,shipment and installation of components. necessary. OREGON 7.Design assumes adequate drainage Is /�OREGON 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their canter .1.' -� ,I \ 1k. IIII I III(III I III I III VIII II I IIII IIII TPINJTCA in BCSI copies of which will be furnished upon request. lines coincide with Joint center lines. c 1 4 T_ 9.Digits Indicate size of plate In inches. �7+ MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) � 4�t {,.+ EXPIRES:12/31/2015 1111110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER 4PECIFICATIONS TRUSS SPAN 1'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 = 83 -330 TC: 2x4 KDDF H1&BTR LOAD DUSPAIED INCREASE. ' 0= 1.15 1.2= 4 95 5.6=(-174) 119 5-22-3= -268 115 2-6= -113 191 BC: 2x4 KDDF SANDR SPACED 24.0' O.C. WEBS: 2x4 KDDF STAND 3-4= -147 9 6.3= -418 369 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, L 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 KODF ( 625 Connector plate prefix designators: C,CN C18 CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IDOND 2• De ign checked for net)-6 pcf uplift at 24 'hc spacinm-I M,M2OHS,�118HS,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 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-CONCURRENTL%. 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.B, MNFRS(Dir), load duration factor=1.6 Truss designed for wind loads o in the plane of the truss only. r- c, el M-3x4 cu 0 � �e N c. hyo Ca 5.�� ��6 /- M-1.5x3 M-3x4 y y 1, i 1-00 1-10 1-06 JOB NAME: POLYGON 4-D NH - P1 Scale: 0.7493 c � PROP WARNINGS: GENERAL NOTES,unless otherwise noted: fres\ ___nnn((('''���PR V� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and o for an individual Co ,(� I N E Truss: P1 and Warnings before construction commences. building component.Applicability of design parameters and proper 111 7 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. �(,y • r� '3Y 3.Additional temporary bracingto insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced a 4• !920 0 r E '1 Po ry 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. 3.2o Impact bridging or lateral bracing required where shown++ SEQ. : 6052987 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. /fie fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, /e""'" and are for"dry condition"of use. n design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge If ! OREGON / TRANS I D: 407655 5.CompuTrus has no control over and assumes no responsibility for the CC necessary. "�9y A_ 'Y✓ fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. .4. -17�r 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ✓� -7 p' ,� r�(� �4 will be ished upon wh ch Ipll III I VIII VIII VIII VIII VIII III IIIITPINVTCA In BCSI,copies ofM Tekk USA,Inc./CompuTrus ISoftwaref 7 6 6(1 L)E request. 10.lines For basic connectorof p a a desde with joint rgn values see ESR-1311,ESR-1988(MiTek) 9.Digits plate in inches. PHIL�-t EXPIRES:12/31/2015 ` III 111 ILII 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 WEBS:TC: 2x4 KDDF#18BTR 83 : 2x4 KDDF 2x4 KDDF STANDR LOAD DURATION SPACED INCREASE24.0" D.C.1 15 2-3-I-2681 1195 5.6=(-12-6=74) 119 5-29 2-6=(--113413) 369 LOADING )) TC LATERAL SUPPORT<= 12'OC. UDN. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT<= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES OVERHANGS: 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 M,M2OHS,1A18HS,M16 =MiTek MT series 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ',1 • r, ., 9.00 7 BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MCX LL DEFL= -0.001" @ -1'• 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.002" @ -1'- 0.0' Allowed 0.133" A- 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 lAll Heights), Enclosed Cat.2, Exp.B, MVRFRS(Dir), oad duration factor=f,� CD Truss designed for wind loads r-- <:, in the plane of the truss only. 0 co M-3x4 N 0 c%� 0 f Nc. I cr, 1111111= 51� 5 M-1.5x3 M-3x4 - y y )' 1-00 1-10 1-06 JOB NAME: POLYGON 4-D NH - P2 Scale: 0.7465 44,0 PRQFfi�r WARNINGS: GENERAL NOTES,unless otherwise noted: so ,'(� U 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 "n D l N�f.J�., V/'�?- T r u s s" P2 and Warnings before construction commences. building component.Applicability of design parameters and proper C. (��p33 f f 9 2.204 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. d,� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 92 p 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 SPE 1� continuous sheathing such l acing e sheathing(TC)and/or drywall(BC). DATE' 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impactbridging or lateral bracing required where shown++ 4.No load shouts 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 non-corrosive environment, I/°. 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.Design assumes full bearing at all supports shown.Shim or wedge If N Ix t necessary. OREGON fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6. �REG 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 .�};, rQ‘ `1' III I III 11110111 IIII II I II IIII TPIANTCA in SCSI,copies of which will be furnished upon request. Imes coincideInictwithzjoint center lines. {� 'f t}. 9.Digits Indicate size of plate in inches. A l f�., MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 4 -R R 1 y V EXPIRES:12/31/2015 IIII I IIIIII 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 N1&BTR LOAD DURATION INCREASE= 1.15 1-2=(-65) 54 1.3=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. IC LATERAL SUPPORT <= 12'OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES L ON BOTTOM CHORD= 10.0 PSF 0'- 0.0" -13/ 98V -24/ 53H 5.50" 0.16 KDDF 625 Connector plate prefix desi nators: TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 26V 0/ OH 5.50" 0.04 KDDF 625 C,CN C1B CN18 (or no prefix =CompuTrus, Inc 1'- 11.7" -50/ 55V 0/ OH 1.50" 0.09 KDDF 625 M,M2?HS,�l18HS,M16 =MiTek M series LL =25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND 2: Design checked for net(-5 psf) uplift at 24 "00 s acp incl REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL= 0,004" @ 1'- 2.9" Allowed = 0.147" 1-11-11 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL= 0.003' @ 1'- 2.9" Allowed = 0,220' T AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 Design conforms to main windforce-resisting 12.00 system and components and cladding criteria. Wind: 140 m ht h=20,2ft, TCDL=4.2 BCDL=6.0 ASCE 7-101 lAll Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), oad duration factor=1.� Truss designed for wind loads /- -/ in the plane of the truss only. v v v v O O N CM M/- O N co C 11111111111111?: /` o'` 10020 301030 M-3x4 y /' 2-00 JOB NAME: POLYGON 4-D NH - SJ4 Scale: 0.6486 1 PFlopkS WARNINGS: GENERAL NOTES,unless otherwise noted tom,( :95j) C ry L+ 1. Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual .�� )..,, , v/3 Truss: SJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper `/J Jf 8/( 7 2 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / �'y 3.Additional temporary bracing to Insure stability duringconstruction 2 Design assumes the top and bottom chords to be laterally braced at 9 p P ry g ty c o.c.and at 10'o.c.respectively unless braced throughout their length by ` � /PE r DES. BY: LA s 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. : 6052989 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 a. aw ,, Cr:TRANS I D: 407655 5.CompuTrus has no control over and assumes no responsibility for the 6'Desn c ssa assumes full bearing at all supports shown.Shim or wedge if OREGON 40 `i fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. / v \b' A., 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 ! "7 ,✓ (4° �i- 11111111111111111111111111111 �.. IIIIII IIII III VIII VIII(IIII II II III III TPINJTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 1 4 {� 9.lines 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) 4 CA b t i �, EXPIRES:12/31/2015 11111 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 N1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-109) 95 1.3=(0) 0 BC: 2x4 KDDF R1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"0C. UON, LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA a BC LATERAL SUPPORT<= 12"0C, UON. LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES DL N BOTTOM CHORD = 10.0 PSF 0'. 0.0" -27/ 128V -53/ 114H 5.50" 0.21 KDDF 625 Connector plate prefix desi nators: 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 M series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Oki • I' 'II r- . I o o. rr 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 TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072' 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. /- -V MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 12.00/ 1 MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 m ht h=21.2ft, TCDL=4.2 BCDL=6.0 ASCE 7.101 (All Heights), Enclosed Ca{.2, Exp.B, MlFRS(Dir), load duration factor=1.� Truss designed for wind loads in the plane of the truss only. ✓ v 7 7 v ..e- a 0 ✓ v C) 0 V- 0 11�� 3► M-3x4 y ,1 .1 2-00 1-11-11 JOB NAME: POLYGON 4-D NH - SJ5 Scale: 0.5945 9 PRO4� WARNINGS: GENERAL NOTES,unless otherwise noted: r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual Co (N r+r1,7r,� 0 Truss: SJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper c/' 'f S�t�y£ O,. . 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. C, ///(,}f I -TY 3.Additional temporary bract to insure stability Burin construction 2.Design assumes the top and bottom chords to be laterally braced at [[�� pp DES. BY: LA P ry h g 2'o.c.and at 10'a.c.respectively unless braced throughout their length by '4✓2.0!-.1= 1'�" 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. Arler49.# .. SEQ. : 6052990 fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ./y' TRANS I D: 407655 design loads be applied to any component. and are for"dry condition"g use. ty., 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If `4 fabrication,handlin shipment and Installation of components. Decease "q � {(� 9• P P 7.Design assumes adequate drainage is provided. .. �OREOON\ �.+. 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 /10 4'',. 4 ?-C ='5 111111111111111 TPIANiCA in SCSI copies of which w 11 be furnished upon request lines coincide with joint ate in Bites 9.Digits indicate size of plate in inches. A�.t Qj MiTek USA,Inc(CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITeft) f "L`f Ci I i �.- EXPIRES:r112//31/2015