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Plans (24)
14,c7--o/ - -7 7 .2_._ 54E 721 dr-te ?Tr. avot.o. I ..... -*, .— C•01 47 I I linim Iiiil J1 I , , • ' : ,: : : , ' , ' i ! :Er 41 1 1 , J2 _ 1111 ! , I J3 — 111 , , III J4 1 11 Ifr 1; J5 _ ,A . A. ______ , , .1 1, A. A 111 712 ' 1 1 II I I1 J8 _ ' I , , ..-... — J8 43.! 4— CM 1 J9 , ..- / 1,02 1 J10 , cel ,'( ® J10 -1 , : , J11 , ,, , , — J11 Bi, •• CO CO -..--, J10 eP q r.. F-- ... er J9 11:12 J7 J12 MO) 7 12 J6 / \ _ J13 (5) \ 14: 2 r,„.9 HGUS26 US2 M.:1 IUS21 . Was 14: 2 J13 -- : -'----: 1 111'',7•-.1,,_ 144_ __ .._ —pi-- _ cli 1 v41 il 111 1 1..........!............... ... — 15 CONFORMS TO DESIGN CONCEPT IGARAGE LEFT I . , 0 CONFORMS TO DESIGN CONCEPT WITH 11 l'• GI 4 iSIONS AS SVOWN CONFORMS TO DESIGN CON34 coNFoRmniG-REVISE AND RESUBMIT NCEPT flfl' 0,C=SXZSIGN CONCEPT WITH THIS SHOP DRAWING HAS BEEF'REVIERED FOR GENERAL CONFORMANCE o NON-CONFORMING-REVISERESUBNITT 201-6' WITH THE DESIGN CONCEPT OILY AND DOES NOT RELIEVE THE 8 ,,os:',OP E.VANE,xAS KEN RE1.7..,FOR:AXERAL OW:AWN. M. MN. ,...7 MA MD DMA 1Mi RELFei `I. 4041" FABRICATOR/VENDOR OF RESPrASIBILITY FOR CONFORMANCE WITH THE DESIGN DRAWINGS AND SPECIfICATIONS ALL OF WHICH HAVE PRIORITY ORM,.PEC.CAAAANS,AA.AP,ICAFAF:DNS ALI.VAA.HAVE OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. 0.4 Alexia Fukul Date 9/4/14 hillARANDT ARCHITECTS By: Todd R. Eaton Date: September 19. 2014 CT ENGINEERING @filtight CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/27/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL • PROJECT TITLE: REVISION-I: DRAWINGS FOR ALL FURTHER PLAN 5-A COFFER INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PacilF:\ umber RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING ,, 5-A / A-A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL TR LI S S ''''\ COMPANY- DELIVERY LOCA TION: I SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION & I. 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. 40'-0' 1 AR1 ARI - N N I 111 J1 J ZION NI1, ' � J2 gum An N \O J4 N ■--` — \' 7: 2 J6 J7 • J8 ® ei o J9 J1t - CP J10 ' J1] J11 . .,ElkIT sr it ■ ' 1111 , J12(10 E-3 I 1.:12; HGUS26 I -_ AIMME1/4•0_11 i_ CONFORMS TO DESIGN •NCEPT ` CONFORMS TO DES ,. GARAGE RIGH4.CONCEPT WITH I , ;❑X CONFORMS TO DESIGN CONCEPT REVISIONS ASS.rWN LYl Ivo I 0 CONFORMS TO CONCEPT WITH ❑ NON-CONFO: NG-R SE AND RESUBMIT NON CONFORMING REVISE&RESUBMIT yy .E DRAWING u it V Mt, { c, RRE-YEOW .,E THIS SHOP DRAWING HAS BEEN REVIEW D FOR GENERAL CONFORMANCE e r cs u n s;x 'i•; ) 1 f Mdi ki F!x .Y.E. .L K r n.A,.•E WITH THE DESIGN CONCEPT ONLY AND CES tiOT PELIEVE E is ws..ca wai FABRICATOR/VENDOR OF RESPONSI3ILI Y FOR CONFORMANCE WITH THE i 5y_ Alex F ku _ Date 9/22/14 DESIGN DRAWINGS AND SPECIFICATION ALL or N:1iCn MAY=roIUM:l1 I MI BRANDT ARCHITECTS OVER THIS SHOP DRAWING. CONTRACTOR.SHALL VERIFY ALL DIMENSIONS. By: Todd R. Eaton Date: September 19, 2014 ®CopyrigMCompuTrusInc.2006 CT ENGINEERING INC ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS bUI PLACEMENT ONLY.REFER EFER TO POLYGON NW 03/27/14 TRUSSCONSAND pacilifik ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER INFORMATION.BUILDING PLAN 5-A COFFER DESIRN RECORD RESPONSIBLE FOR ALL NON-TRUSS -umber PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS BUILDING . i} :. DESIGNER/ENGINEER OF RECORD TO & TRUSS U S !a 5-A / A-A CHECKED BY: REVIEW AND APPROVE OF ALL ■■ PANY DESIGNS PRIOR TO CONSTRUCTION. DELIVERY LOCATION: I SCALE: REVISION-3: Il 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. li 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 A 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 TPINVTCA 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). 166,,JapiN l' 1 s a4 61 owl 6.a 14 ; vis , IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2.10=(-799) 2686 3.10=(-300 ) 336 BC: 2x4 KODF #1&BTR SPACED 24.0" O.C. 2- 3=(-3018) 1136 10-11.(-562) 2250 10- 4=(-235) 629 WEBS: 2x4 KDDF STAND; 3- 4=(-2885 ) 1241 11.12=)-258) 1671 4-11=)-736) 574 2x4 DF STAND A LOADING 4- 5= -2255) 1147 12.13=(-597) 2094 11- 5=(-460) 1077 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -225511) 1147 13- 8=(-834) 2444 5-12=+(+-460 1077 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2885 1241 12- 6= -736 574 BC LATERAL SUPPORT <= 12°OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -3018 1136 6-13= -235 629 8- 9= 0) 114 13- 7=(-300) 336 OVERHANGS: 24.0' 24.0' LL= 25 PSF Ground Snow (Pg) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -378/ 2067V -323/ 323H 5.50" 3.31 KDDF ( 625 43'- 9.5' -378/ 2067V 0/ OH 5.50" 3.31 KDDF ( 625) JT 2, 8: Heel to plate corner = 2.25' ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043' @ -2'- 0.0' Allowed = 0.267" MAX LL DEFL = -0.167" @ 17'- 11.0' Allowed = 2.144' MAX TL CREEP DEFL = -0.321" @ 17'- 11.0" Allowed = 2.858" MAX LL DEFL = -0.036" @ 45'- 9.5' Allowed = 0.200' MAX TL CREEP DEFL = -0.043" @ 45'- 9.5" Allowed = 0.267' MAX HORIZ. LL DEFL = 0.076" @ 43'- 4.0" 21-10-12 21-10-12 MAX HORIZ. TL DEFL = 0.121" @ 43'- 4.0" Tf NOTE:Design assumes moisture content does 7-05-13 7-02-08 7-02-08 7-02-08 7-02-08 7-05-13 not exceed 1996 at time of manufacture. 12 Design conforms to main windforce-resisting 12 M-4x6Q 7.00 system and components and cladding criteria. 7.00 4.0" Wind: 140 mpht h=25.6ft, TCDL=4.2,8CDL=6.0, ASCE 7-101 5 44, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-5X6 (S) S!\ Truss designed for wind loads in the plane of the truss only. M-5x8(S) 0o > x3J/A15 4 0 M-3x4 0.25" 0.25�� M-3x4 M-3x8 0 M-5x8(S) M-5)8(S) 1 ), ), y y y y 8-11-01 8-11-15 7-11-08 8.11-15 8-11-01 y ) 2-00 43-09-08 WEDGE REQUIRED AT HEEL(S). 2-00 PR Ope JOB NAME: 5-A POLYGON NH - 62 Scale: 0.1445 ti`s GIN /4 WARNINGS: GENERAL NOTES,unless otherwise noted: E'<.l� � �a z 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 .a2 0 1 P G r Truss: B2 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 bracingto insure stabiN during construction 2.Design assumes the top and bottom chords to be laterally braced at Po ryry 2'o.c.and at 10'o.c,respectively unless braced throughout their length by ,,.ter"� ✓ „lad '�"' DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /,' DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ w OREGON - 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. '� >h SEQ. : 6037152 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. L, 43- N. TRANS I D: 406556 design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. 41 4 P 8.Design assumes full bearing at all supports shown.Shim or wedge if A, necessary. t�yy ` fabrication,handNng,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 11111111E111111111 TPINVTCA in which request. MiTe USA,Alnc/CompuTr Software 7.6.6(1L)E lines glicicoof For bsf ctorplate design values see ESR-1311,ESR-1988(MITek) t EXPIRE5.12131r2015 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2- 9=(-843) 2654 3- 9=(-300) 335 7- 8=(-2357) 628 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2- 3= -2998) 1127 9-10=(-607) 2217 9- 4=)-234) 630 WEBS: 2x4 KODF STAND; 3- 4= -2865 1232 10-11=(-267) 1637 4-10=(-737) 574 2x4 DF STAND A LOADING 4- 5= -2234 1138 11-12=(-584) 2045 10- 5= -460 1077 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=f-2229) 1164 12- 8=(-829 ) 2355 5-11=(-450) 1055 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2794 1278 11- 6= -713 566 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -595 713 6.12= -258 552 OVERHANGS: 24.0' 0.0" LL = 25 PSF Ground Snow (Pg) 12- 7=(-240) 354 plateBEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector�Cpa (oprefixrdesiggnat) = ors:uTrus, Inc BOTTOM CHORD CHECKED FOR1 A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES M,M2OHS,M18HS,IM16 = MiTek MT series THELIVELOAD BOTTOMAT CHORDADEAD(LOADPISIAIMINIMUMY BC OF2102. 0'- 0.0"PSF. 43'- 6.2" -281/ 1855V -302/064V 0 31 OH 5.50" 2.977 KDDF ( 625 KODF ( 625) JT 2: Heel to plate corner = 2.25" ** For hanger specs. - See approved plans ICOND. 2: Design checked for net( pcf)yplift at 24 oc =pa_ +ren VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0' Allowed = 0.267" MAX LL DEFL = -0.163" @ 17'- 11.0" Allowed = 2.130" MAX TL CREEP DEFL = -0.314' @ 17'- 11.0' Allowed = 2.840" MAX HORIZ. LL DEFL = 0.074" @ 43'- 0.7" MAX HORIZ. TL DEFL = 0.117" @ 43'- 0.7" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 21-10-12 21-07-08 Design conforms to main windforce-resisting 7-05-13 7-02-08 7-02-08 7-02-08 7-04 7-01 system and components and cladding criteria. 12 f 'f f Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.O, ASCE 7.10, M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 Q 7,00 load duration factor=1.6 .0" Truss designed for wind loads 4 5 .0 in the plane of the truss only. M-5x8(5) \/ 3x M-5x8(S) 0.25" ul t•) + 5 M-1.5x3 0 co 0 ...Ao o o 2 9 10 '� '� 11 12 g++ M-3x8 M-3x4 0.25" 0.25" M-3x4 M-4x6 0 M-5x8(S) M-5x8(S) y y 8-11-01 8-11-15 7-11-08 8-11-15 8-07-13 y 2-00 43-06-04 JOB NAME : 5-A POLYGON NH - Biscale; 0.1411 ��41\ N� ci' . WARNINGS: GENERAL NOTES,unless otherwise noted: Ofd' /Z 1/ c 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual T C92 0$F7 E 1-+` Truss: 61 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 et DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by 45 '. the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood ahee ng(C)and/or drywell(BC). ,,✓%men,. DATE: 8/22/2014 pa b 9 3.2x Impact bridging or lateral bracing required where shown++ ,rt Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON non-corrosiveSEQ. : 6037153fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a environment, f�L -Pf, W TRANS I D: 406556 design loads be appied to any component. g,and eassumes es N clbearing tion n et eli supports 5.CompuTrus has no control over and assumes no responsibility for the Design9 shown.Shim or wedge if 14 2.. 0� fabrication,handing,shipment and installation of components. necessary. � �y 7.Design assumes adequate drainage Is provided. �"r'7 t�� IIIIII IIII VIII VIII VIII VIII VIII IIII IIII 8.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r 7 t TPINVECA In BCSI,copies of which will be furnished upon request. lines coincide with Joinpt center Ines. MiTek USA,Inc./Com UTrus Software 7.6.6(1 L)-E late in inches. 0.9.agrits basic connectocate size rf plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I. 111110IIIIII - This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-11= -1431) 2572 3-11=) -152 192 15-10=(•182) 108 BC: 2x4 KDDF#1&BTR SPACED 24.0" 0.C. 2- 3.(-3025) 992 11.12= -1288 2429 11- 4=( -49 296 WEBS: 2x4 KDDF STAND; 3- 4=(-2875; 987 12.13=-1034) 2330 4.12=1 -445 367 2x4 DF STAND A; LOADING 4. 5= -2453)) 910 13.14= -850) 2024 12- 5= 216 868 2x4 KDDF#1&BTR B LL( 25.0)+DL. 7.0) 0 14-15= -541 BOTTOM CHORD = 10.0 PSF 5. 7= -2076) 878 � 1259 17: DL ON 13= 254) 324 TC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 7- 8= -2241) 822 13- 8=( -226 582 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9= -1563) 594 8.14= -966) 497 LL = 25 PSF Ground Snow (Pg) 9-10=( 141) 157 14. 9=( -329) 1300 9.15=(-2078) 770 NOTE: 2x4 BRACING AT 24'0C UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATIONS SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -340/ 2071V -179/ 367H 5.50' 3,31 KDDF ( 625) OVERHANGS: 24.0" 0.0" 43'- 6.3' -259/ 1936V 0/ OH 5.50' 3.10 KDDF ( 625 M-1.5x4 or equal at non-structural GOND 2 De"igD phecked far net( p"f)yplift at 24 "oc spacing. vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = -0.036' @ -2'- 0.0' Allowed = 0.200' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.043" @ -2'- 0.0' Allowed = 0.267' M,M2OHS,M18HS,M16 = MiTek MTseries MAX LL DEFL = 0.165" @ 15'- 9.7" Allowed = 2.130" MAX TL CREEP OEFL= -0.296" @ 22'- 6.6" Allowed = 2.840" JT 2: Heel to plate corner = 2.25' •• For hanger specs. - See approved plans MAX HORIZ. LL DEFL = -0.080" @ 43'- 2.8"MAX HORIZ. TL DEFL = 0.114" @ 43'- 2.8" 0-04-15NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 19-11-11 23-06-09 Design conforms to main windfarce•resisting T system and components and cladding criteria. 5-03-05 5-00 5-03-086-06-14 6-11-13 6.11-13 7-00-01 ff T Wind: 140 mpht h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 15 09-12 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), � load duration factor=1. Truss designed for wind loads 12 in the plane of the truss only. 7.00 p M 4x6 M-5x6(S) 07 M-3x4 0 25" =M-4x4 M-1.5x3 x3 M-5x6(S) i \/H C a --/ 0.254 ++ + +I C 0:3M-1.5x3 + Orn o IGO -2 'r 13 13' y- 2M-3x8 M 3x4 11 1 '�0.25" M 3x4 0.254 =M-4x4 M-5x8(S) M-5x8(S) y J, y y y 1, 7-11 7-06 9-05-08 9-03-12 9-04 J, y y 2-00 43-06-04 Scale: 0.1504 C7'' IN OFF�9 JOB NAME: 5-A POLYGON NH - AH3 �zz q WARNINGS: GENERAL NOTES,unless otherwise noted: !� p/ rr 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual T.9 ®f-..G r and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: AH 3 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 yam. 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by "tea A,/ae�"' DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ ® �• . : 6037154 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. •per 4OREGON S b l SEQ. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ! �design loads be applied to any component. and are for"dry condition"of use. /� TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes fug ��bearing et all supports shown.Shim or wedge If �/ 4 P fabrication,handling,shipment end installation of components. necessary. provided. b 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be locaten assumes d on both fasces of truss,and placed so their center C: n TPI/WTCA In I,copies of lin s de with 111101111111111111 M Te USA,lncs/CompuT s(Software 7.6.6(1I)-Z request. 10 For basic aonnectoroplate design values see ESR-1311,ESR-1988(Wel()int center Ines. 9.Digits indicate sloe of plate In Inches. EXPIRES:12/31/2015 111 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2.11= -1431) 2572 3.11=( -152 192 15.10=(-182) 108 BC: 2x4 KDDF @MIR WEBS: 2x4 KDDF STAND; SPACED 24.0" O.C. 3. 4= -2875` 987 12-13= -1034 992 11-12= ) 11-2429 2330 4-12=( -445 367 2x4 DF STAND A• LOADING 4- 5= -2453 910 13-14= -850 2024 12. 5= -216 868 2x4 KDDF #1&BTR B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= 0 0 14-15= -541) 1259 12- 7= -443 150 DL ON BOTTOM CHORD = 10.0 PSF 5. 7= -2076 878 7-13= -254 324 IC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -2241 822 13- 8= -226 582 BC LATERAL SUPPORT <= 12"0C. UON. 8. 9.(-1563) 594 8-14= -966 497 LL = 25 PSF Ground Snow (Pg) 9.10=( -141) 157 14- 9=( -329 1300 9.15=(-2078) 770 NOTE: 2x4 BRACING AT 24'OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES 0'- 0.0' -340/ 2071V -179/ 367H 5.50' 3.31 KDDF 625 OVERHANGS: 24.0" 0.0" 43'- 6.3" -259/ 1936V 0/ OH 5.50" 3.10 KDDF ( 625 Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc )GOND. 2: Design checked far net(-5 pall uplift at 24 "oc s acing I M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 JT 2: Heel to plate corner = 2.25' MAX LL DEFL= -0.036' @ -2'- 0.0' Allowed = 0.200' MAX TL CREEP DEFL= -0.043' @ -2'- 0.0" Allowed = 0.267" ** For hanger specs. - See approved plans MAX LL DEFL= 0.165' @ 15'- 9.7" Allowed = 2,130" MAX TL CREEP DEFL= -0.296' @ 22'- 6.6" Allowed = 2.840" MAX HORIZ. LL DEFL = -0.080' @ 43'- 2.8" MAX HORIZ. TL DEFL = 0.114" @ 43'- 2.8" NOTE:Design assumes moisture content does 0-04-15 not exceed 19% at time of manufacture. ff 15-11-11 27-06-09 Design conforms to main windforce-resisting system and components and cladding criteria. 5-03-05 5-00 5-03-08 6-06-14 6-11-13 6-11-13 7-00-01 Wind: 140 mphh=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 '1 T T fT '! T T 1 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 15-09-12 load duration factor=1.6t - '( inuss thedesiplaneed offor thewind trussoads only. 12 M-4x6 M-5x6(S) 7.00 p 6 M-3x4 0 25" =M-4x4 M-11$.5x3 M-5x6(S) 7 k r9 -v 0,25" v v 0 o M-1.5x3 1/\/V + }1 B o o + al 0 A MOO c 2' 11 12 T 13 T 14 15* -/ M-3x8 M-3x4 �•25" M-3x4 0.25' =M-4x4 M-5x8(S) M-5x8(S) y ), ), ), y y J, , 7-11 7-06 9-05-08 9-03-12 9-04 y 2-00 43-06-04 R OPe JOB NAME: 5-A POLYGON NH - AH2 Scale: 0.1504 ,'��'� GPN j17�/,Y�`'4' ` WARNINGS: GENERAL NOTES,unless otherwise noted: �4 �G+7 f! 11 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 79210 P r' E f"" Truss: AH2 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 +d' DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r 0,00611P DATE: 8/22/2014 b ® 9 continuous Impact sheathing such l plywgorequ red where shown or drywell(BC). r ' li the overall structure la the responsibility of the building designer. 3.2x bridgingor lateral bracing required where ++ "YY (,r 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. `37' OREGON �(/' SEQ. : 6037155 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: 406556 +b design loads be slipped to any component. 5and are for"dry condition"of use. 6 ,r� .<� efQ .CompuTrus has no control over and assumes no responsibility for the .Design assumes full at all / supports shown.Shim or wedge If 1 4 L �Yy fabrication,handing,shipment and Installation of components. necessary. A men t t i { S- 7.Designassumes el aaeduone drainage is sa. '�T r-i L V - 6.This design is furnished subject to the imitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center IIIIIII VIII VIII I III 1111111111111111111111 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)E TPIAKTCA in BCSI,copies of which will be furnished upon request. 10.For blines asic connectorjoint piate design values see ESR-1311,ESR-1988(MiTek) 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 .111111111111111111.111111111 This design prepared from computer input by PACIFIC LUMBER-BC MAX MEMBERLULUMBER-8C LUMBER 4342) 1805 IBC 2012 1639) 113-12= 366 uu 1 2=( 0) 114 2'11= 1642) 4872 � .428` 1623 LUMBEII 2. 1= -5879 1836 11.12° ) 1761 953 III 5549 1990 12.13= -2387 5968 1 6•t3' II' LOAD DURATION INCREASE= 1.15 (Non-Rep) 3. 4= 0 13.14= -2428 5968 12. 6= - 0 419 43.06-04 MONO HIP-D SETBACK 8.00.00 FROM END WALL O 4966 q 166 4. 4 1764 14-15= •2062)l 2945 13- 7' 5193 4731 1257) -967 4. 6 7-14 312 1314 LOADING 0.0' V 1. 7= -6028 2379 15.18' 1- e1 LUMBER %S6EKDOF #22IONS LL = 25 PSF Ground64. Snow 0P- 0.0" TO 12'- 60" V 7- 8= •5543 2225 811.4- .2405 4397 64.0 PLF 0 9= 684) TC. 2042x6 KW OF 2400F T1 50.0 +DL 14.0 0.0" TO 43 - V3514) 1448REQUIRED BRG AREA 140,0 PLF 12, 0.0" TO 43'- 6.3 9:10=� -100) 112 BC: 2x6 KDDF #1&BTR TC UNIF LL1 100.O�+DLI 28.OI 40.0 PLF 8 - MAX HORZ BOG MIN. (SPECIES) TC UNIF LL 0 g +DL 40.0 = 12,- g,0° MAX VERTSIZE 625) WEBS: 2x4 KDDF STAND; BC UNIF LL 140.0)= 640.0 LBS @ BEARING REACTIONS REACTIONS455 5.50 5,90 KDDF ( 1 2x6 KDDF A; LOCATIONS 10091 3690V 1. OH 5.50" 5.97 KDDF (2x4 OF STAND B; TC CONC LL( 500.01+DL( 0'- 0.0" 15061 3729V01 2x4 KDDF STUD C 43.. 6.3- <= 12"OC.ONN. D ISA MINIMUMBBO 210 086 TC LATERAL SUPPORT DON. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE TL-LI180 ALLBC LATERALFTOPSPPPHOR <= 12"0C.NOT LIVE LOAD AT LOCATION(S) 0.25) __ THE BOTTOM CHORD DEAD LOAD IS A OF 10 PSF. Allowed ___ VERTICAL DEFLECTION LIMITS: L5.50" 0 8,26) ----=_= 0.032" -2'- 0.0' Allowed ' 2,130" "_= MAX LL DEFL' 0,039" @ t9,- 513 Allowed _ 2.840 " NOTE: 2x4 BRACING AT 24'OC USN. FOR MAX TL CREEP DEFL = '0 290" @ 19, 5 g" Allowed- FLAT CHORD AREAS SHEATHED MAX C DEFL_ 0ON L @ 18 ___________x- MAX TL CREEP DEFL 4l.- d.8' ..................................... - ____-- 0.0" DEFL= 0 0• " Al' 24.0" MAX HORIZ. TL DEFL= 0.171" @ 0.8" OVERHANGS: MAX HORIZ. Connector plate prefix designators:Nuirus, Inc NNOTE:Design assumes moisture content does C,CN,C18,C 18 (or no prefix) d 19%at time of manufacture. M18HS,M16 = MiTek MT series not exceed M,M20HS, See approved plans specs. DesigGrit a. «* For hanger P n conformsiandicladdingresistin system and componentsBOOL=6.0, ASCE 7.10, Wind: (All mph,Hehts) Enclosed-4Cat.2, Exp.B" load Heights), rs duration for wind loads Truss dplan 31.06-09 6.05-04 in the plane of the truss only. 6-05 6-05 11-11-11 6-05 5-05-02 0-06-10 5-10-05 5-11 14 M-3x6 11 09 12 ,r640# M-7xa(S) =-M-6x6 =M-10x10 �o =M 6x6 0 8(S) 12 M 5x10 50 7. !.1050(::17-71411:115-05-02 .00 �! O 0 T..- C.0 M-3x4 ":17- '\,,,,, . e0114111111114441\11111111111111415 « M-4x10 0.25 oim to ao o M-4x12 _ e8.25„ =M-4x4 =M-10x10(S) tt M.3X10 =M 8xa(S) 8-00-08 4�()PRdFeS.s o z M.1.5x3 8-00-04 8-02 8-00-04 �C a;�IN0In ,� 6-05-02 43-06-04 W 5-10'02 Scale: o.t5ts ,! -c�j �i�� 2-00 NH - AH 1 L NOTES.unless othe w se n 0meten shown end for individual0.1 / f#f,�lr POLYGON GENERA ntheP rshowand foan e0 NAME: 5-A 1.This design Is based onb ntis t of design parameters of the bulldin9 /`! JOB building component.APd responsibility orated et OREGUN�tx /� WARNINGS: Incorporation of component ld the p the ton and bottom chords to be Itherbui ul their W commences. respectively unless braced throng N(gc)• 2� t�, 1.BuilderndWarnings end beon ronstru r on cW b dvlsevd�oerel ahownel• 0 2.Design assumes o.c.resp od rds tto be tat)and/or ced at ��O }w 1 A end ltobefore raring installedsuch es pMNe re wired where shown'i compression webf thehd�to insure sionallyduring nt bracing oo1 2'ontinuous sheathing divecontrar length ■_ may, 2.2x4 compmlding bracing 3,t ITad bridging or lateral broPtI g of Nie resperrosWe ernloto, t, rV( p.�`41,•v Truss: AH 1 3.Additional shouldw11ry of eredor.Additional omp on(h l ane designer. 4 Instsi atlon of truss is the resp used In s non-corrosive d e if r7 Is the vers are no tibiiH 5.Design assumes trusses are to be Shim or wedge component untll after sure ter�Nrand and are for"dry tms a sang ei all supports shown. EE the overall structure is the responsibility o�y should any beds g DES. : 8 0371 4 4.Noload be appliedaend at time 6.Design assumes full bearing a Is provided. 21 be eppcto any component responsibility for the neceassN• s adequate drainage f and placed so their tenter EXPIRES:.1 DATE: fasteners complete no respo 7.Design assume c 6037156 design loads assumes nems. on both faces o truss, C 5 This de ig has no control over and a•plates shall be located plate tenter tines. ESR-195a nter ) SE 40 65 handing,shipment end InstaNetltlons set toAh by nest. Digitsgit ridsize 1 plate in inches. TRANS I 0' J 6 6.This design inis SCSI,furnised cubed to the imitations 9. coincide Indicate of design values see ESP 1311,iTek U A,SCSI,copies of usvrnSoftwarech be7.6.6(Lpon req 10.For basic connector IIIIIIIIIIIIIII 11 TPIA USA,SCSI,ompuTrus willfurnished upon IIIIIIIIIIIIIIIIIIIIIIIII 4111111111111111111111111 1110110 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2.11=(-1212) 3463 11- 3=( -236) 849 17- 8=(-300) 336 BC: 2x4 KDDF #1&BTR; SPACED 24.0" O.C. 2- 3= -4062) 1544 11.12= -1139) 3226 3.12= -506) 350 2x4 DF 2400E BS 3. 4= -3073) 1177 12-14= -797 2720 12- 4=) 0 348 WEBS: 2x4 KDDF STAND; LOADING 4- 5= -2541 1132 13-15= 0 0 4-14= -567) 259 2x4 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5. 6= -2298 1240 14.15= -626) 2374 5-14= -288 1055 DL ON BOTTOM CHORD = 10.0 PSF 6- 7,-2207 1142 15-16= -261) 1600 5.15=(-1419) 749 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -2812 1243 16-17= -595) 2048 15- 6= -558) 995 BC LATERAL SUPPORT <= 12"OC. SON. 8- 9.(-2957) 1138 17- 9= -836) 2403 6-16= -434) 1178 LL = 25 PSF Ground Snow (Pg) 9.10=) 0) 114 16- 7=) -722 578 OVERHNGS: 24.0" 24.0' 7-17=1 -243) 599 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M20HS,M18HS,M16 = MiTek MT series 0'- 0.0' -379/ 2067V -323/ 323H 5.50" 3.31 KDDF625 JT 9: Heel to plate corner = 2.25" 43'• 9.5' 3781 2067V 0/ OH 5.50" 3.09 OF ) 670) ICONO. 2: Design checked for net( lief/ uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043' @ -2'• 0.0' Allowed = 0.267" MAX LL DEFL = 0.211' @ 14'- 6.0' Allowed = 2.144" MAX TL CREEP DEFL = -0.393' @ 14'- 6.0" Allowed = 2.858' 21-10-12 21-10-12 MAX LL DEFL = -0.036" @ 45'- 9.5" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ 45'- 9.5" Allowed = 0.267" 2-09 5-10-08 5-10-08 7-04-12 7-02-08 7-02-08 7-05-13 12 12 MAX HORIZ. TL DEFL = 0.166" @ 43'- 4.0' 7.00 V M-4x6 Q 7.00 NOTE:Design assumes moisture content does 4.0" not exceed 19% at time of manufacture. 6 „s( Design conforms to main windfarce-resisting M-5x8(S) I M-5x8(S) system and components and cladding criteria. Wind: 140 m ht h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 0.25" 0,25" load duration factor=1.6 Cat.2, Exp.B, MWFRS(D>r), Truss designed for wind loads '" ` in the plane of the truss only. C5 o M-3x4 4 M-1.5x3 M-3x4 M-4x6 /='�'�-2 M "^��: .._ - _ o A _ M-3x4 M-4x6+ 8M-5x10 0.256 M 3x4 M-3x89 9 0 .-2.75 2.04 c, M-4x10 M18HS-5x16(S) 12 12 2.k ) y yy y J• )' y-05-0 5-10-08 6-02 0-J11 10-04-12 8-11-15 8-11-01 y , ,, -05-08 12-00-08 1710-04 27-05-04 ,2-00 y2-ooy 14-06 29-03-08 , , 2-00 43-09-08 2-00 JOB NAME : 5-A POLYGON NH - B3 Scale: 0.1309 5.\f'� GIIN OI��pyps',9 WARNINGS: GENERAL NOTES,unless otherwise noted: Lt7 /Z i7// 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual !92®®F'.1 E �`'- Truss: B3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2o4 compression web bracing must be installed where shown+. Incorporation o1 component is the responsibility of the building designee 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /'� DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length byco �,ra�1A. the overall structure is the responsibility of the buildingdesigner. 2x Impact sheathing such las bpywgoequead where s ownordrywall(BC). " CC " "fir+, •/Aa"1�O"""'' DATE: 8/22/2014 P° ty e 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. OREGON SEQ. : 603 7157 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, A_ to design loads be applied to any component and are for"dry condition"of use. �7�t Alla �., TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If © _T 14 `!^� fabrication,handing,shipment and Installation of components. necessary. ` �y�Y. po 7.Design assumes adequate drainage Is provided. b R I L1w VV IIIIII VIII VIII 11111 IIII(IIII VIII 11111111 III IIII IIII 6 This design is furnished subject of to the limitations set forth by 8 Plates shall be located on both faces of truss,and placed so their center r 7 TPINVECA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. a.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-1888(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2.15=(-1177) 3199 15- 3=( -99 614 22.13=( -87) 221 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=(-3891) 1497 15.16=4 -931) 2763 15- 4=(-277 430 13.14=(•2471) 843 WEBS: 2x4 KDDF STAND; 3. 4=(-3508) 1481 18-18=( -757) 2413 4.16=(-342 253 2x4 DF STAND A LOADING 4- 5=)-2938 1219 17-19= 0 0 16- 5= -121 527 LL( 25.0)+DLDL 7.0)ONBOTTOM CHORD = 10.0 PSF 6- 7=1-2388 1115 18-19= -556 2143 0 19-20= -544 2087 18-16=�-405 964 TC LATERAL SUPPORT <= 12"OC. UON. (( BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 6- 9= -20261 1048 20-21=1 -542 2142 19. 8= -92 159 8- 9= -2115 1045 21.22=( -720) 2182 19- 8=(-486 163 LL = 25 PSF Ground Snow (Pg) 9-11= -1914) 992 22.14=( -818) 2248 8-20=( -93 265 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11= 0 0 20- 9= -33 154 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12= -2294` 1043 9-21= -495 193 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13= -2668)) 1116 11.21= -327 826 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13.14= -367 444 21-12= -434 341 OVERHANGS: 24.0' 0.0" 12.22=) -68 268 M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES 0'- 0.0° -349/ 2064V -211/ 224H 5.50' 3.30 KDDF ( 625 Connector plate prefix designators: 43'- 6.2" -254/ 1828V 0/ OH 5.50" 2.92 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series (GOND 2 Deijgn checked for net( 0"f1 uplift at 24 "oc spacing ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 19-11-11 �3-10-02� 19-08-07 MAX LL DEFL = -0.036" @ -2'- 0.0' Allowed = 0.200' MAX TL CREEP DEFL = -0.043' @ -2'- 0.0' Allowed = 0.267" 4-02-11 4-04-07 1-08-13 4-07-09 5-03-08 4-10-08 MAX LL DEFL = 0.174" @ 17'- S.s" Allowed = 2.130" ( T T TT f T fT f T T MAX TL CREEP DEFL = -0.335" @ 22'- 10.8" Allowed = 2.840" 2-07-04 4-04-07 0-04-15 5-05-12 0-04-15 5-01-08 MAX HORIZ. LL DEFL = 0.095" @ 43'- 0.7" T ' 1' "( 1f f ' ' ' f '1 MAX HORIZ. TL DEFL = 0.158" @ 43'- 0.7" 15-09-12 15-06-08 NOTE:Design assumes moisture content does ff f not exceed 19% at time of manufacture. 12 M-3x4 12 Design conforms to main windforce•resisting 7.00 F7 M-3x8 Q 7.00 system and components and cladding criteria. M 4x6 M-4x6 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, M-5x6(5) .7 8 9 '1 M 5X6(S) (All Hedghts), Enclosed, Cat.2, Exp.6, MWFRS(Ddr), load duration factor=l.6 0.25" Truss designed for wind Goads 0,25" in the plane of the truss only. NI- 00 *2 TD- M-3x4 +1 +r + �, -3x5 M-1.5x3 `/ o co /. 1t1. 1.5x3 M 4x6 00 2 M-5x10 M-3x4 17 19 20 j 22 le , M 4x6+ o M-5x10 M-3x4 0.2 M-3x4 M-4x6 0 - 1 2.75 1.88 - M-4x8 M-5x8(5) 12 12 y )' y 1-90112 , y y y y -05-0j, 6-06-10 5-05-14 11108-0z 5-07-14 5-05-12 7-06 7-07-12 y 3,-05-08 13-01-04 ,, 2.00 25-11-08 y y y 14-06 29-00-04 y 2-00 43-06-04 ��0 0 PRpFe,� JOB NAME: 5-A POLYGON NH - BH3 Scale: 0.1286 .0 .,.I'S l. IN /0 Q' WARNINGS: GENERAL NOTES,unless otherwise noted: 4, /21 c- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .n 72.0 P G r and Warnings before construction commences. building component.Applicability of design parameters and proper //1` Truss: BH3 incorporation of component is the responsibility of the building designer. y/ 2.2z4 compression web bredng 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 , +1J0 "" DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,," DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON b A.SEQ.. : 6037158 4.No load should be appied to any component until after all bracing end 4.Installation of truss is the responsiblity of the respective contractor. y' fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 4. If 1` NOS design loads be applied to any component. and are for"dry condition"of use. Co ' 1 �yt�, TRANS I D: 406 556 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if � V` fabrication,handl shipment and Installation of components. Decegsary. M )_y R t f 4 V �, P P° 7.nealgn assumes adequate drainage Is provided. rl L. 8.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ch IAA/MA In BCSI,copies of wh will be furnished upon nes co IIIIII VIII 111101111111 MiTTPe USA,Isc./CompuT B iSoftware 7.6 6(1 L)-Z request. 10.For basiicconnectorde with oiplate design values see ESR-1311,ESR-1988(MITek) nt center lines. 9.Digits Indicate size ofplate in inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2.15=(-1177) 3199 15- 3=( -99 614 22.13=) -87) 221 BC: 2x4 KDDF M1&BTR SPACED 24.0" 0.C. 2- 3=(-3891) 1497 15-16= -931) 2763 15- 4=(-277 430 13-14=(-2471) 843 WEBS: 2x4 KDDF STAND; 3- 4=(-3508) 1481 16 -18=( -7572413 4- 8=(-342 253 2x4 DF STAND A LOADING 4- 5= -2938 1219 17-19= 0 0 16- 5= -121 527 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6= -2388 1115 18-19= -556 2143 5-18= -543 368 IC LATERAL SUPPORT <= 12"OC. UON. OL ON BOTTOM CHORD= 10.0 PSF 6- 7= 0 0 19-20= -544 2087 18- 6=(-405 964 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6. 8= -2026 1048 20-21= -542 2142 18- 8= -92 159 8- 9= 86 183 LL = 25 PSF Ground Snow (Pg) 9-11= -1914) 1992 22.14=) -818) 2248 2182 18.20=9- ) -93 265 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10-11= 0 0 20- 9= -33 154 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12= -2294) 1043 0.21= -495 193 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012, 12-13= -2668 1116 11-21= -327 826 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14= -367 444 21-12= -434 341 OVERHANGS: 24.0" 0.0' 12-22=( -68) 268 Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES M,M2OHS,MI8HS,M16 = MiTek MT series 0'- 0.0" -349/ 2064V -211/ 224H 5.50" 3.30 KDDF ( 625) ** For hanger specs. - See approved plans 43'- 6.2' -254/ 1828V 0/ OH 5.50' 2.92 KDDF ( 625) �COND. 2: Design checked for net( psf) uplift at 24 "pc spacing„) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036' @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0' Allowed = 0.267" MAX LL DEFL = 0.174" @ 17'- 8.5' Allowed = 2.130" 15-11-11 11-10-02 15-08-07 MAX TL CREEP DEFL = -0.335' @ 22'- 10.8" Allowed = 2.840' 4-02-11 4-04-07 1-08-13 4-07-09 5-03-08 4-10-08 T MAX HORIZ. LL DEFL = 0.095" @ 43'- 0.7" MAX HORIZ. TL DEFL = 0.158" @ 43'- 0.7" T f ff f f if f f 2-07-0 4-04-07 0-04-15 5-05-12 0-04-15 5-01-08 NOTE:Design assumes moisture content does 1' 1� -' 1� T '' not exceed 19% at time of manufacture. 15-09-12 15-06-08 Design conforms to main windforce-resisting T 1' '( system and components and cladding criteria. 12 M-4x6 M-4x6 7.00 M-5x6(S) 7 M-3X8 M-33X4 1"1 12 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -.- M-5x6(S) Q 7.00 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.� 0.25" Truss designed for wind loads �� 0.25" in the plane of the truss only. ct. M-3x4 +l o T \AM15x3 3x5 M-4x , �\: _ o 2' M-5x10 M-3x4 0 17 9 20 ) 22 1a* � M-4x6+ o M-5x10 M-3x4 0.252 M-3x4 M-4x6 0 - 2.75 1,89 vM-4x8 M-5x8(S) y 2 y y 1 poi�2 j, y y y 1 2;05-0¢ 6-06-10 5-05-1411-0, 5-07-14 5-05-12 7-06 7-07-12 1 -05-08 13-01-04 , 2-00 25-11-08 l y y 14-06 29-00-04 2-00 43-06-04 1 JOB NAME: 5-A POLYGON NH - BH2 Scale: 0.1286 /-scy't�"�c GIN, F64> WARNINGS: GENERAL NOTES,unless otherwise noted: 4Z7 " /Z ! 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 •P E 1--" Truss: BH2 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by 0 ' the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "+ ,> DATE: 8/22/2014 Po H g 3.2x Impact bridging or lateral bracing required where shown++ Cr 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respectiveOREGON SEQ. : 6037159 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-crosive environment, 04 >x 40 ., design loads be applied to any component end are for"dry condition"of use. �. TRANS I D: 406556 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 i 4 2- `� necessa � fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. �y p t 8.This design is furnished subject to the imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center 11.�1..� I VIII)VIII VIII I III)III VIII VIII)III)IIITPI/yYTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-06-04 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 DF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 114 2.15=(-1844) 6771 15- 3=( -359) 1675 21.13=(-366) 278 2x6 KDDF #1&BTR T2, T3 2- 3. -8240) 2291 15-16=I-1727) 6287 3.16=( -728) 178 13-22=) 0) 299 BC: 2x6 KDDF#1&BTR LOADING 3. 4= -6514) 2010 16-17= -1666) 5567 16. 4=( 0) 371 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5= -6058 2101 17-18= -2003) 5967 4.17= 494 262 2x4 OF STAND A; TC UNIF LL) 50.OI+DL 14.0 = 64.0 PLF '- 0.0" TO 12'- 0.0' V 5- 6= 0 0 18-19= -2095) 6120 17- 5=) -631 2092 2x6 KDDF STAND B TC UNIF LL 100.0 +DL 28.0 128.0 PLF 12'- 0.0" TO 31'• 6.2" V 5- 7= -5197 1853 19-20= -21996298 17- 7= -1786 823 )) IC UNIF LL 50.0 +DL 14.0 = 64.0 PLF 31'- 6.2" TO 43'- 6.2" V 7- 8= -6026 2221 20-21= -2060 5951 7.18= -465 1243 IC LATERAL SUPPORT <= 12'0C. UON. BC UNIF LL( 0.0)+DL 40.0 = 40.0 PLF 0'- 0.0" TO 43'- 6.2" V 8- 9='•5957 2233 21-22= -1418) 4762 18- 8=( -19) 222 BC LATERAL SUPPORT <= 12"0C. UON. 9-10=(-6194 2281 22-14= -1415) 4765 19. 8=( -779) 384 TC CONC LL 500.0 +DL 140.0). 640.0 LBS @ 12'- 0.0" 10-12= -4749 1699 19- 9= -541 281 TC CONC LL) 500.0;+DL) 140.0)= 640.0 LBS @ 31'- 6.2" 11-12= 0 0 9.20= -282 337 NOTE: 2x4 BRACING AT 24"0C UON. FOR 12-13= -5572 1920 20.10= -89 673 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 13-14= -5833 1764 10-21= -1904 912 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-21=( -481) 1760 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 24.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES Connector plate prefix designators: 0'- 0.0' -1078/ 3764V -151/ 164H 5.50" 6.02 KDDF ( 625 C,CN,C18,CN18 (or no prefix = CompuTrus, Inc 43'- 6.2' -994/ 3527V 0/ OH 5.50" 5.64 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ** For hanger specs. - See approved plans (GOND 2 Design checked for ne2,(-5p°fl uplift at 24 "ac spacing VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043° @ -2'- 0.0" Allowed = 0.267' MAX LL DEFL = -0.350' @ 21'- 11.8' Allowed = 2.130" MAX TL CREEP DEFL = -0.695" @ 21'- 11.8" Allowed = 2.840" MAX HORIZ. LL DEFL = 0.150' @ 43'- 0.7" MAX HORIZ. TL DEFL = 0.249' @ 43'- 0.7" 11-11-11 19-10-02 11-08-07 NOTE:Design assumes moisture content does 4-04 0-06 10 2-03.08 5-02-05 0-06-10 5-08-10 not exceed 19% at time of manufacture. f f5-05-13 ( T T '( 'f'i' T T Design conforms to main windfarce•resisting 2-09 4-04 ff-02-19 5 05 13 4-07-11 5 05-02 system and components and cladding criteria. Wind: 140 mph h=22.7ft, TCOL=4.2,BCDL=6.0, ASCE 7.10 11-09-12 11-06-08 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 1640# ��40# T load duration factor=1.6 12 . 12 Truss designed for wind loads M-3x5 M-7x8(5) in the plane of the truss only. 7.00� M-5�C12 7 M-3x4 9 0.25" =M-10x4 1;M-5x10 Q 7.00 ys_i� _ Mmm.�ac _ `•. yr M-3x4 M-3x4 NI- 3 o M-3x8 0° M18HS-3x18 - 07 B 7x12 0 �' ee o 00000,,,e1,7-,, m � 16 17 1- el 2 =M-8x8 M-3x4 M-4x8 =M-8x8 19P 21 22 14* M-4x6+ M-4x6+M18HS-7x14 0'252' M 3x10 M 1.5x3 --- 12.75 2.75 - =M-8x8(S) 12 12 2,( > y )' J' ,1 y )' y y , y-05-0¢ 4-04 4-05-12 3-02-11.2-OO, 8-01 7.11-04 5-05-02 5-06-14 , ,2-00,-05-08 12-00-08 2-00 27-00-04 y 2-00 43-06-04 �v,�,o PRCJF�.S JOB NAME: 5-A POLYGON NH - BH1 Scale: 0.1366 `�\ GINE) os WARNINGS: GENERAL NOTES,unless otherwise noted: 4t� '3/2ZI 1- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t' t92$*P E r and Warnings before construction commences. building component.Applicability of design parameters and proper Aller Truss: B H 1incorporation of component Is the responsibility of the building designee 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction2'o.c.and at 1a'o.c.respectively unless braced throughout their length by al<1 DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). t� DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ //C�� SE /� 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "f7 OREGON ^t✓ S E Q. : 6037160 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, L� 4, 20/� A, design loads be applied to any component. and are for"dry condition"of use. Q y 1 4 P TRANS I D: 406556 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. rl }�`.. g P Po 7.Design assumes adequate drainage Is provided. C 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center will be upon ch lines coincide with IIIIII VIII 111111111111111 VMu s USA,Inc./CompuTrus(Software 7.6.6(1 L)E request. 10.For basic connectoroplate design values see ESR-1311,ESR-1988(MITek) int center fines. 9.Digits Indicate size ofplate in inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0 86 2- 8=(-104) 734 3- 8=(-401 388 BC: 2x4 KDDF H1&BTR SPACED 24.0' O.C. 2- 3.(-1004 236 8- 9= 48 481 8- 4.(-295 595 WEBS: 2x4 KDDF STAND 3- 4=) -885 459 9- 6=) -74` 602 4- 9=(-294I 595 LOADING 4- 5=( -885) 459 9- 5=(-401) 388 TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=I-1004I 236 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0 86 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 SO.IN. (SPECIES C,CN,C18,C018 (or no prefix) =CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -184/ 975V -360/ 360H 5.50" 1.56 KDDF ) 625) M,M20HS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 20'- 6.0" -184/ 975V 0/ OH 5.50" 1.56 KDDF 625 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.] 10-03 10-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T f f MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5.02 5-01 5-01 5-02 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.024" @ 6'- 10.9" Allowed = 0.979" MAX TL CREEP DEFL = -0.043' @ 6'- 10.9" Allowed = 1.306' 12 12 MAX LL DEFL = -0.002" @ 21'- 6.0" Allowed = 0.100" M-4x6 MAX TL CREEP DEFL = -0.003" @ 21'- 6.0" Allowed = 0.133" 14,00/ \14,00 44.0" MAX HORIZ. LL DEFL = 0.011" @ 20'- 0.5' MAX HORIZ. TL DEFL = 0.015' @ 20'- 0.5" # i NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 cr u; \ /0 c%) 0 o_ In 6 0 o M-3x4 0.25" M-3x4 M-3x4 O .-- M-5x6(S) y y y y 6-10-15 6-08-02 6-10-15 1-00 20-06 1-00 JOB NAME : 5-A POLYGON NH - C2 Scale: 0.2044 \5�e(""' NE/}hF�,����s`r/p WARNINGS: GENERAL NOTES,unless otherwise noted: 4-f- <d� /211/ 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 Co individual '" .92®4 P E -'��„ Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.204 compression web bredng must be Installed where shown+, Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � IIIr the overall structure Is the responsibilityof the dsi nec continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,/#.,"r" . 50011 DATE: 8/22/2014 building 9 3.2x Impact bridging or lateral bracing required where shown++ 1im it 4.No bed should be tippled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON `0. SEQ. : 603 7161 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+ G `V design loads be applied to any component. end are for"dry condition"of use. ,r� A, TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if C j y 1 4 �� Q fabrication,handing,shipment and installation of components. 7.necessary. pr �`'Cs ry �y 6.This design is furnished subject to the Imitations set forth by 8.Plates shag be locatedn assumes onboth faces drainage of truss,and placed so their center1 "^.+l r1 V de with IIIIII VIII IN VIII III 01111111 MiTekUSA,Inc./CompuTrus Software 7 6 6(1 L En request. 10.Folinr basic connectoroplate design values see ESR-1311,ESR-1988(Wok) int center lines. 9.Digits Indicate size of plate in inches. EXPIRES:12/31/2015 IIIIIIIIli This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0' 108D Design checked for nett 5 pufl untift at 24 "oc spacing I TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 OF 818BTR; SPACED 24.0" O.C, not exceed 195s at time of manufacture. 2x4 KDDF qi&BTA B2 LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. URN. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"0C. UON, OL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 m ht h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 Connector plate prefix designators: (All Heights), Enclosed C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) load duration factor=1.61 Cat.2, Exp.B, MWFRS(D1r), M,M2OHS,M18HS,M16 = MiTek MT series Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 10-03 10-03 T 12 11M-4x4 12 / 14.00/ NN \14.00 .4- ,- ,.0 m 0 c%, M-3x4 0 ,' 0 u.) *11=111=11=1111MIMIllionlar1=1". 0 M-3x5(S) 0 /- M-3x4 6-10-15 13-07-01 1-00 20-06 1-00 ��,, ,0 PRape. JOB NAME: 5-A POLYGON NH - Cl Scale: 0.2158 �5 / �'(" i0 WARNINGS: GENERAL NOTES,unless otherwise noted: `.9n2 1 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 4 ;7 E E C' Truss: Cl and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2a4 compression web bradng must be installed where shown+, incorporation of component Is the responsibility of the building designer. 00 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by + po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �` ,' (x. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ QRECiON 1 , SEQ. : 6037162 4.No bad should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. A. J fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L+� 'r7,� � �. design loads be applied to any component. and are for"dry condition"of use. O 1 4 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handing,shipment and installation of components. necessary. 4 R$ I - P Po 7.Design assumes adequate drainage Is provided. b 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I,copies of 111111 IIIII IIIII IIIII IIIII IIIII IIIII IIII IIIIMTITPek USA,Incin ./CompuT s(Software 7.6.6(1 L)-E ch will be fumished upon request. late in Inches. 0.lines FForrDigits basic connector plate design values see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-06-00 GIRDER SUPPORTING 43-09-08 FROM 7-00-00 TO 20-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 86 2- 9=1.1252) 5318 2- 3= -8954) 2004 12- 7= -820) 282 BC: 2x8 KDDF #1&BTR 2- 3=) 89542004 9.10=(-1252) 5318 9- 3= -1021 114 7-13=I -474) 2142 WEBS: 2x4 KDDF STAND; LOADING 3- 4= -8738) 2060 10-11=(-1284) 5552 3.10= -192 616 7- 8=)-10200 2302 2x6 KDDF #2 A LL =25 PSF Ground Snow (Pg) 4- 5= 6390 1640 11-12=1-1154) 5472 10- 4= -900 3994 TC UNIF LL 50.01+DL( 14.0 = 64.0 PLF U'- 0.0" TO 20'- 6.0" V 5- 6= -6390)) 1640 12.13= -1320 6044 4-11= -2838 804 TC LATERAL SUPPORT <= 12'0C. UON. BC UNIF LLI 0.OI+DLI 20.0I= 20.0 PLF 0'- 0.0" TO 7'- 0.0" V 6- 7=l -8600) 2028 13- 8= -1324 6066 11- 5= -2388) 9292 BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL 522.4 +DL 375.2 = 897.6 PLF 7'- 0.0" TO 20'- 0.0" V 7- 8= -10200) 2302 11- 6= -2680 760 BC UN1F LL( 0.0)+DL( 20.0)= 20.0 PLF 20'- 0.0' TO 20'- 6.0" V 6-12=( -842) 3752 OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 3751.0 LBS @ 6'- 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES C,CN,C1B,CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0• -1711/ 7507V -337/ 345H 5.50' 12.01 KEW 625 M,M2OHS,M18HS, 16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 6,0' -2153/ 9494V 0/ OH 5.50' 15.19 KDDF ( 625) 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Dirt together 2 ply with 3'x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (GOND 2 Design checked for net 5 f lift at 4 6 pac�l nails staggered at: 9" oc in 1 rows throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5" oc in 2 raw s throughout 2x8 bottom chords, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100' 9' oc in 1 row(s throughout 2x4 webs, MAX TL CREEP DEFL = -0.001" @ -1'- 0.0' Allowed = 0.133" 9' oc in 2 row(s) throughout 2x6 webs. *** HANGER TO APPLY CONC. MAX LL DEFL = -0.069' @ 14'- 7.7" Allowed = 0.979" LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = •0.175' @ 10'- 3.0" Allowed = 1.306" 10-03 10-03 MAX HORIZ. LL DEFL = -0.016" @ 20'• 0.5" MAX HORIZ. TL DEFL = 0.034" @ 20'- 0.5" 3-02-04 2-11-08 4-01-04 4-01-04 2-09-12 3-04 NOTE:Design assumes moisture content does f f f f T T ,' not exceed 19% at time of manufacture. 12 M-5x8 12 Design conforms to main win dfares-resisting 14.00/ \14.00 system and components and cladding criteria. 6 5"0 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 it (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. M-3x8 M-3x6 NI cii0 M-4x12 M-5x12 0 M-5x16 , M-5x16 0 90 11M ":e GM I,0 0 8 M-195x3 M-7x12 10.25" M-61x10 M-3x10 B 0 y y ***13751#-M-10�0(S) y y y /, i,3-02-04 2-08 4-04-12 4-04-12 2-08 3-02-04 y 1-00 20-06 JOB NAME: 5-A POLYGON NH - C3 Scale: 0.1681 ,*ej� �NE�,pfi0`rjQA WARNINGS: GENERAL NOTES,unless otherwise noted: GL� j"/Z Z/t ir i 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4 'T.(,,2 0•n E ,r^ Truss: C3 and Warnings before construction commences, building component.Applicability of design parameters and proper1-�E 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. DES. BY: EE 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �r�I1� 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 ✓�Ias.•' DATE: 8/22/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required where and/or drywall(BC). Aaa�" Vo ty 9 3.2x Impact bodging or lateral bracing shown++ �y. 4.No load should be applied to any component until after all bracing and 4.Instal atlon of truss is the responsibility of the respective contractor. /. �'i SEQ. : 603 7163 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 1. A_OREGON design loads be applied to any component and are for"d condition'of use. -e7d TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �� T'�` 1 4 20 +. fabrication,handling,shipment and installation of components. 7.necsaery, pr �y s �� 6.This design Is furnished subject to the limitations set forth by 8.Platies shall be locateddppgn assumes on both faceste e lof truss, placed so their center r:1 H y th joint center lines. 111111110111111111 MITe SA,Inc./CompuTrus Software 7.6.6(1 L)E request. 19.0.agribasicindicate conlines coincidenectoroplatetdesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 i IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 86 2-6=(-24) 286 6-3=(0) 307 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=((-506) 111-506) 111 6.4=(-24) 286 WEBS: 2x4 KDDF STAND LOADING 4.5=( 0) 86 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 REGUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES OVERHANGS: 12.0" 12.0" LL= 25 PSF Ground Snow (Pg) 0'- 0.0' •111/ 604V -210/ 210H 5.50" 0,97 KDDF( 625` Connector plate prefix designators: 11'- 8.0' -111/ 604V 0/ OH 5.50" 0.97 KDDF ( 625) = Co C,CN,C18,CN18 (or no prefix) CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacinaj THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-10 5-10 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100' MAX TLCREEP LL MAXDEFL = -0.002" @ 12'- 8.0" Allowed = 0.100" 12 12 MAX TL CREEP DEFL = -0.003" @ 12'- 8.0" Allowed = 0.133" M-4x6 MAX TC PANEL LL DEFL = 0.281' @ 8'- 6.5' Allowed = 0.557" 34.0" 14.00/ \14.00 MAX TO PANEL TL DEFL = 0.497" @ 8'- 4.1" Allowed = 0.835' /- AK MAX HORIZ. LL DEFL = 0.003" @ 11'- 2.5' MAX HORIZ. TL DEFL = 0.004" @ 11'- 2.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6Truss designed for wind loads in the plane of the truss only. 0u)a co 0 oo� ANN o y y > 5-10 5-10 y )' )' y 1-00 11-08 1-00 �� RC1 PR OPe. JOB NAME: 5-A POLYGON NH - D2 Scale: 0.3596 �5 GINE /C. 0 GENERAL NOTES,unless otherwise noted: , � /2 Z/ to WARNINGS: (] 1.Builder and erection contractor should be advised o1 all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 4 l'9 PE T- T r u s s: D 2and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designee ;/- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et �r�ir DES. BY: EE is the responsibilityof the erector.Additionalpermanent bracingof 2'o.c.and at 10'ac.respectively unless braced throughout their length by !, 11/a="^•" continuous sheathing such as plywood sheathing(TC)end/orheir le l(BC). ,+" • ," DATE 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON A. TRANS I D: 406556 /CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ' SEQ. : 6037164 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. end are for"dry condition"of use. �'�Q -7�t 1 4 2�� 6.Design assumes full bearing at all supports shown.Shim or wedge if 4. p ()- 5.CompuT us has no control over and assumes no responsibility for thenecessary. I`� V fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. +0'7 rl 6.This design Is furnished subject to the irritations set forth by B.Plates shall be located on both faces of truss,and placed so their center I,copies of ch will be furnished upon lines coincide with joint center Ines. I IIIIII VIII VIII 11111111 VIII VIII IIIb IIIb M Te SAnIncJCompuTrus iSoftware 7.6 6(1 L)-E request. late In Inches. 1a For oonnectorindiccof ppplate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 I11011101111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" �GDND 2 Design checked for net( s pcf) up ift at 24 ac cp ,nn TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. exceed assumes moisture content does not not exceed 19% at time of manufacture. 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 Design conforms to main claddingresisting DL ON BOTTOM CHORD= 10.0 PSF system and components and criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=22,6ft, TCDL=4,2,BCDL=6.0, ASCE 7.10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall VON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 5-10 5-10 complete specifications. T T 12 IIM-4x4 12 /- 14.00/ �► \14.00 0 C0 co 0 �� 0 in , o LAlm, D in oi —/0 M-3x4 ,k ) y ,I- 1-00 11-08 1-00 JOB NAME: 5-A POLYGON NH - D1 Scale: 0.3526 5��� G0 P�DF�rts�% WARNINGS: GENERAL NOTES,unless otherwise noted: (;,SCI V /Z1(i OTY -Y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4t !h^2®®P C- �f,+- Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper C 2.2x4 compression web bracing must be installed where shown+• Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bosom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/22/2014 the overall structure Is the responsibilityof the designer. continuous sheathing such as plywood sheathing(TC)and/or drywall BC. .,,,-.://///00,, 04110.11W building 9 3.2,4 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. `'CC SEQ. : 6037165 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, 3rL '1'4'41 _ � �DNNh �^V TRANS I D: 406556 design loads be applied to any component and are for"dry condition"of use. '= 1` 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If '�, / 1 4 A"• fabrication,handling,shipment and installation of components. necessary. V`-.. 6.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage is provided. 4$. i + i'- I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIMITCA In BCSI,copies of which will be furnished upon request. 8.Mesecoincideshall ewith Jointt coon nte lines.8. s of truss,and placed so their center C'IMO- 6. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E f plate In inches. 10.Forribasits c connectorcate size plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 h. IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 11-08-00 GIRDER SUPPORTING 43-09-08 FROM 0-00-00 TO 4.08.00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5126) 1156 1- 7=(-684) 2978 7- 2=( -566) 2502 BC: 2x6 KDDF #18BTR 2- 3=(-3372842 7- 8= -680) 2954 2- 8=)-1360) 424 WEBS: 2x4 KDDF STAND; LOADING 3- 4= -3376 838 8- 9=I-372 1990 8- 3.(-1214) 4854 2x8 OF SS A; LL = 25 PSF Ground Snow (Pg) 4- 5= -3446) 750 9- 5= -370) 1988 8- 4=) -156) 306 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL1 14.0)= 64.0 PLF 0'- 0.0" TO 11'- 8.0" V 5- 6= 0 86 4- 9= -176) 84 BC UNIF LLS 522.4)}+DL 375.2 = 897.6 PLF 0'- 0.0' TO 4'- 8.0" V TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL 0.0 +DL 20.0 = 20.0 PLF 4'- 8.0' TO 11'- 8.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. ADDL: BC CONC LL+OL= 3551.0 LBS @ 5'- 8.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0' -1280/ 5692V -197/ 189H 5.50" 9,11 KDDF 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 8.0" -688/ 3059V 0/ OH 5.50" 4.89 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) =CompuTrus, Inc (GOND 2 DesiQo checked for net(-5pof) uplift at 24 "oc opacing.l M,M2OHS,M18HS,M16 = MiTek MT series IVE LOAD. TOP ANDTBOTTOMRCHORDCLIVE FLLOADS R PACT SF LNON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.021' @ 3'- 1.3' Allowed = 0.537" ( 2 ) complete trusses required. MAX TL CREEP DEFL = -0.058' @ 3'- 1.3" Allowed = 0.717' --, Join together 2 ply with 3'x.131 DIA GUN MAX LL DEFL = -0.001" @ 12'- 8.0" Allowed = 0.100" nails staggered at: MAX TL CREEP DEFL = -0.001' @ 12'• 8.0' Allowed = 0.133" 9' oc in 1 rows throughout 2x4 top chords, MAX HORIZ. LL DEFL = -0.005" @ 11'- 2.5" 5' oc in 2 rows throughout 2x6 bottom chords, MAX HORIZ. TL DEFL = 0.011" @ 11'- 2.5" *** HANGER TO APPLY CONC. 9' oc in 1 rows throughout 2x4 webs, LOAD(S) EQUALLY TO ALL MEMBERS. M/ 9' oc in 2 row(s throughout 2x6 webs. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 5-10 5-10 Design conforms to main windforce-resisting 3-03 2-07 2-07 3-03 system and components and cladding criteria. 12Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6,0, ASCE 7.101 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Oir), / M-4x6 \14.00 oad duration factor=l.6 14.00 Truss designed for wind loads 3 4.0 "in the plane of the truss only. M-3x5 M-3x5 0 Lo 0 co M 5x10 11111 CD 0 Cii o ► I II® o 0 3x8 8x10 95X3 M 5x10 � o /" *** 3551# 3-01-04 2-08-12 2-08-12 3-01-04 I I I 11-08 WEDGE REQUIRED AT HEEL(S). 1-00 tri,0 PRQFes JOB NAME: 5-A POLYGON NH - D3 Scale: 0.2557 ��'� G(N+c (C'S WARNINGS: GENERAL NOTES,unless otherwise noted: Ct. e A P E r1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 7 Truss: D349/ and Warnings before construction commences. building component.Applicability of design parameters and proper f 2.2x4 compression web bracing must be instated where shown+, incorporation of component Is the responsibility of the building designer. / 3.Additional temporary bracingto Insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at .arm po rY 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /', � 4/4010" DES. BY: EE s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywall(BC). " DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -� OREGON +CC. 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. y SEQ. : 6037166 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, s-/ �\ design beds be applied to any component. and are for"dry condition"of use. Q 1 4 t�, 6.Design assumes full bearing at all supports shown.Shim or wedge if tX F TRANS ID: 406556 S.CompuTrus has no control over and assumes no responsibility for thenecessary. Cr'yy ryt�� V fabrication,handing,shipment end installation of components. 7.Design sumes adequate drainage is provided. l r'i R 6.This design is furnished subject to the imitations set forth by 8.Plates shell be locatede sizepplate on both faces of truss,and placed so their center - I,copies of ch will be furnished upon IIIIII 111111111111111111 VMTITPeINVTCA SAnInCJCompUTr s iSoflwere 7.6.6(1 L)E request. s. 0.For basic co9.Digits t nectorof plate design lines coincide with joint center in values see ESR-1311,ESR-1988(MiTek) EXPiRE5.12I31l2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1.2=( 0) 86 2.4=(0) 0 2.3=(-217) 180 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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 0'- 0.0" -32/ 399V -117/ 260H 5.50" 0.64 KDDF ( 625) Connector plate prefix designators: LL= 25 PSF Ground Snow (Pg) 5'- 9.2' -164/ 198V 0/ OH 1.50' 0.32 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0.0" 0/ 139V 0/ OH 5.50' 0.22 KDDF 625` M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. (GOND 2 Design checke__d f t(�psf) uplift at 2q oc sp ;nn I 5-10 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 A- - MAX TLMCREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = 0.300' @ 3'- 6.1' Allowed = 0.559" MAX TO PANEL TL DEFL = -0.260" @ 3'- 4.1" Allowed = 0.838' /L14.00 MAX HORIZ. LL DEFL = -0.004' @ 5'- 9.2' MAX HORIZ. TL DEFL = -0.004' @ 5'- 9.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, cTruss designed for wind loads in the plane of the truss only. c�00ofN.0co 0u•'o/- o 4=� M-3x4 f- y ), y 1-00 6-00 IPROVID F B AKIN" t 4 JOB NAME : 5-A POLYGON NH - J13 scale: 0.4281 `�j� (}NRO �6,, WARNINGS; GENERAL NOTES,unless otheraise noted: ( .C15f 2 Z/ 4r- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual (t. .7 926 6 PE T r 11 S S: J1 3 and Warnings before construction commences. building component.Applicability of design parameters and proper t 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. DES. BY' E E 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �, DATE: 8/22/2014 the overall structure is the responsibility of the buildingdesigner. 2 continuous sheathing such as plywood required sheathing(TC)and/or drywell(BC). •Ilse . 9 3.2x Impact bridging or lateral bracing where shown++ -19 4.Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. JeC S E Q. : 6037169 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, L QREGON ^V TRANS ID: 406556 design bads be appied to any component, and are for"dry condition"of use. L 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if •�> • 1 4 2•Q�INS fabrication,handing,shipment and installation of components. necessary. `_ 6.This design is furnished subject to the imitations set forth 7.Design assumes el cated on eduone both drainageciso truss,and /� t TPI/WTCA in SCSI,copies of which will be furnished upon request. 6 foes coincide joint center Bnes s of truss, placed so their center r7 t`•" 11111111111111111111111111111111111111 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 19.Digits 0.For basica connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1 This design prepared from computer input by 1111111111This LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 1.2=) 0) 86 2-6=(0) 0 TC: 2x4 KDDF#1&BTR SPACED 24.0' O.C. 3-4=(-1611 500 BC: 2x4 KDDF #188TR 3-4.(-164 00 LOADING 4.5=( -21) 0 TC LATERAL SUPPORT <= 12"0C. UON. LL 25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. ( OL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 3.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -22/ 375V -204/ 454H 5.50" 0.60 KDDF( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc 5'- 9.2' 0/ 138V 0/ OH 5.50' 0.22 KDDF 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2" -421/ 476V 0/ OH 1.50' 0.61 KDDF 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0.0' -125/ 122V 0/ OH 1.50' 0.16 KDDF 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0050 2 Design checked for net(-5p fs) uplift at 24 "oc spacing. Nr VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" 6 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 6 -1'- 0.0" Allowed = 0.133' MAX LL DEFL = -0.000" 6 10'- 3.0" Allowed = 0.025" MAX TL CREEP DEFL = -0.000" 6 10'- 3.0" Allowed = 0.033" MAX TC PANEL LL DEFL = 0.144" 6 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.145" Q 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.012" 6 9'- 11.2" MAX HORIZ. TL DEFL = -0.012" 11 9'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 0i"/ 2 Design conforms to main windforce-resisting 14.00/ system and components and cladding criteria. Wind: 140 mph h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 o A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �oad duration factor=l.6 C Truss designed for wind loads 0 N in the plane of the truss only. 0 m 0 u; P� -V 0 M-3x4 / 1 1 I 1-00 6-00 4-03 [PROVIDE FULL BEARING'Jts:2.6.3.41 0 PROp. JOB NAME: 5-A POLYGON NH - J12 Scale: 0.2960G)NE /� 4� `8.1221 - WARNINGS: GENERAL NOTES,unless otherwise noted: tt 792 `P 7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: J12 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2o4 compression web bracing must be instated where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracingto insure stabilitydud construction 2.Design assumes the top and bottom chords to be laterally braced at �r r�l/� pil ry ng2'n.c.and at 10'o.c.respectively unless braced throughout their length by `�P , aI/Aa�s""'"'"" DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ tliOREGON �C 4.No bad should be applied to any component until after as bracing and 4.Installation of truss is the responsibility of the respective contractor. L SEQ. : 6037170 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, .›,6 74.1'' design loads be applied to any component. and are for"dry condition"of use. Q -7 1 tt t>. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for8.Design assumes full bearing at all supports shown.shim or wedge if the necessary. 4p,PRIO- 6.fabrication,handing,shipment end installation of components. 7.Design asumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center I,copies of s coincide with joint center Ines. 111111111141111111111 MTTPINVTCA e SAnInCJCompUTrus which softwere 7.6.6(1 L)E request. 9.For lig ts basic cot ectore size ofplatete in inches• design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 86 2.6=(0) 0 BC: 2x4 KDDF A1&BTR SPACED 24.0" O.C. 2-3= -636 500 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3.4= -243 97 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5= -76) 0 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 10.6" TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix desi rotors: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ((SPECIES C,CN,C18,CN18 (or no prefix = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 376V -213/ 495H 5.50" 0.60 KDDF ( 625` 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2' -415/ 473V 0/ OH 1.50' 0.61 KDDF 625 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0.0" •210/ 207V 0/ OH 1.50" 0.27 KDDF 625 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 5 ICOND. 2: Design checked for net(-5 osf) uplift at 24 "on soacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 10'- 10.6" Allowed = 0.088' MAX TL CREEP DEFL = -0.002" @ 10'- 10.6' Allowed = 0.117" MAX TC PANEL LL DEFL = 0.144' @ 3'- 4.8' Allowed = 0.576" MAX TC PANEL TL DEFL = -0.145" @ 3'- 2.5" Allowed = 0.864' MAX HORIZ. LL DEFL = -0.014' @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.014' @ 9'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), coact duration factor=l.6oTruss designed for wind loads Mo in the plane of the truss only. vT0 an /1-3X: 0 A- J, 1, y ; 1-00 6-00 4-10-09 [PROVIDE FU B ARIN••its•2 6 3 4 JOB NAME: 5-A POLYGON NH - J11 Scale: 0.2753 ,g��� GIRNE}L�l,,fip S/�AA� WARNINGS: GENERAL NOTES,unless otherwise octad: kk1 - f Z z/f ! " -5 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 . .92 S I P E c"" Truss: J11 and Warnings before construction ommences, building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. DES. BY EE 3.Additional temporary bracing to Insure stability during constmcion 2.Design assumes the top and bottom chords to be laterally braced at /� �a�r is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 41<,4ao' DATE: 8/22/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as pNwood required sheathing(TC)and/or drywall(BC). /r�arr . lass po ty 9 3.2x Impact bridging or lateral bracing where shown++ n- SEQ. : 60371714.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective co4- fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, A.OREGON TRANS I D: 406556 design loads be applied to any component. s. and i n eeaumescfulldbearin of at all supportsY7 5.CompuTrus has no control over and assumes no responsibility for the 9 9 shown.Shim or wedge If �6 14 2ti��'^�+: fabrication,handling,shipment and installation of components. necessary. 6.This design Is furnished subject to the limitations set forth 7.Design assumes adequate drainage is provided. a. t+yy t i I IIIIII VIII VIII IIIb VIII IIIb VIII IIIb IIIb8.Plates shall be located on both faces of truss,and placed so their center 44Z"Ft 1 L TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center tines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E9. late In Inches. 10.Digits rrbasia onnecto rplf ate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0 86 2.5=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2.3=(-562) 497 3-4=1.139) 88 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA L ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -22/ 375V -199/ 435H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -417/ 474V 0/ OH 1.50' 0.61 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.6" -94/ 108V 0/ OH 1.50' 0.17 KDDF 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICO&D 2 Des]gn checked for netl�psf) uplift at 24 "ac s acn ins --f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = 0.144' @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.146' @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.012" @ 9'- 10.8" MAX HORIZ. TL DEFL = -0.012" @ 9'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 m hl h=25ft, TCDL=4.2 BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, (lat.2, Exp.B, MWFRS(Dir), 14.00/ load duration factorl,6 Truss designed for wind loads I N in the plane of the truss only. 0 v c N N O .- C7 O S �! O _� 5�_� M-3x4 A- J' J' J' I 1-00 6-00 3-11-09 (PROVIDE FULL BEARING'Jts L3 41 ,<(.. ,t0 PROpe.s JOB NAME: 5-A POLYGON NH - J10 Scale: 0.2937 ,� GIN /0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4L11 V3/S 1/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 �' = ,r-E 1- Truss: - Truss: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. �% 3.Additional temporary bracingto insure stabilityduring construction 2.Design assumes the tap and bottom chords to be laterally braced at Pil ryerl 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .., ' 4fw DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywat(BC). / DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ $ OREGQhJ / - 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'Q 41- ^V SEQ. : 6037172 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L� 4t" ZO�D � design loads be applied to any component and are for"dry condition"of use. '�4 {�, TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8'nDecesn assumes toll bearing at all supports shown.Shim or wedge if �f t t` ` {7 fabrication,handing,shipment and installation of components. 7,Design sumes adequate drainage is provided. 41 'R R I L.�". 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPINVTCA In SCSI, which request. lines coincide MiTe SA.lnc/CompuT us Software 7.6.6(1L)E ectFIlicnopeasn joint center Nnes. 0ur basic onr platedeinches. see ESR-1311,ESR-1988(MITek) + EXPIRES:12/31 2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.5=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-483I 427 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=(-111 48 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -24/ 378V -179/ 39tH 5.50" 0.60 KDDF 625 Connector plate prefix designators: LL= 25 PSF Ground Snow (P0) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 19.2' 377 439V 0.2" 0/ 138V / OH 1.50' 0.56 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 11.6' -50/ 55V 0/ OH 1.50' 0.09 KDDF ( 625` LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOADD IS A MINIMUM OF 10 PSF. ICDND. 2: Design checked for net( psf) uplift at 24 "oc s a ing VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100' ;i MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = 0.153' @ 3'- 4.8" Allowed = 0.576" MAX TO PANEL TL DEFL = -0.156' @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.009" @ 8'- 10.8" MAX HORIZ. TL DEFL = -0.009' @ 8'- 10.8" NOTE:Design assumes moisture content does not exceed 1996 at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00/ ;I Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), load duration factor=1.6, C, Truss designed for wind loads in the plane of the truss only. CD 0 O r N O 7/- Li, �! in0f_ -� -f 0 5.-" M-3x4 A 1, ) y 1, 1-00 6-00 2-11-09 PROVIDE FI B ARIN••Jts:2 JOB NAME: 5-A POLYGON NH - J9 scale: 0.3208 `Cy� GIN6'6,9 WARNINGS: GENERAL NOTES,unless otherwise noted: �f ' �2Z �,,,� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual ''T 921 I PE T r ii S S: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /r= .Aamr°^' DATE: 8/22/2014 Po tr g 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. OREGON l.,191 . SEQ. : 6037173 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �/ ,, design loads be applied to any component and are for"dry condition"of use. „r� �� {,�... TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q �` 1 4 '2n fabrication,handling,shipment and installation of components, Design7. eessary. s pr i d-�t. �y`Y+ 6.This design Is furnished subject to the limitations set forth by 8.Plateshall be located ppon both facesiof truss,and placed so their center !(Ij R f-1 t�� V IIIIII VIII VIII VIII VIII VIII VIII IIII IIII M BE USA,Inc./CompuTrus Software 7.6.6TPIANTCA in BCSI,copies of which will be (1 L))upon request. 10.Forlins coincide with basicbasic connector oint center lines. plate design values see ESR-1311,ESR-1988(MITek) 9.Digits indicate size of late in Inches. EXPIRES:12/31/2015 1 1E1141 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.5=(0) 0 TC: 2x4 KDDF k18BTR SPACED 24.0" O.C. 2-3=(-417) 361 BC: 2x4 KDDF #1&BTR 3.4=(-107) 44 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -24/ 378V -159/ 348H 5.50' 0.60 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 138V 0/ OH 5.50' 0.22 KDDF ( 625` C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -359/ 432V 0/ OH 1.50" 0.55 KDDF 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.6' -20/ 11V 0/ OH 1.50" 0.02 KDDF ( 625 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. �rOND 2 Design hacked for nett psf)snttft at 24 "oc soacinc.l f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100" 01 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX TC PANEL LL DEFL = 0.197' @ 2'- 11.6' Allowed = 0.576" MAX TC PANEL TL DEFL = 0.178" @ 2'- 11.6" Allowed = 0.864' MAX HORIZ. LL DEFL = -0.008' @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.007" @ 5'- 11.2' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 N Design conforms to main windforce-resisting system and components and cladding criteria. 14.00 Wind: 140 mpht h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), wload duration factor=1.6 0 Truss designed for wind loads in the plane of the truss only. v 0 0 rn 0 0 0 in r� �f- Ss'''. cs M-3x4 A- 1, y y y 1-00 6-00 1-11-09 (PROVIDE FULL BEARING;Jts 2.5.3.4 �� tic) PR OpCAO p, JOB NAME: 5-A POLYGON NH - J8 Scale: 0.3559 0' IN /o 44 6f�1n2zip s WARNINGS: GENERAL NOTES,unless otherwise noted: (� •7G,1PE 1"" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual //// Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper s • 2.2x4 compression web bracing must be installed where shown+• incorporation of component is the responsibility of the building designer. l 3.Additional temporary bracing to insure stabilityduring construction 2.Design assumes the top end bottom chords to be laterally braced at 41 2'o.c. • end et 10'o.c.respectivey unless braced throughout their length by �,rr',�a _ ,baa"'"" DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / ' DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ QREG(>N / 4.No bed should be applied to any component until after all bracing and 4.installation of truss is the responsibility of the respective contractor. A SEQ. : 6037174 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, G-h-7 N design loads be appied to any component. and are for"dry condition"of use. V Al), 1 4 �... 6.Design assumes fug bearing at all supports shown.Shim or wedge If TRANSA� A. I D: 406556 5.CompuTrus has no control over and assumes no responsibility for thenecessary. `l?' •C]R y`1„ fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. r� 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located te size of pon both faces of truss,end placed so their center BCSI,copies of 11111 EMU VIII VIII VIII VIII IIII IIII Mire SA�Inc./CompuTrus which SOilwere 7.6 6(1 L En request. late In Inches. 0.lines 9.FForribasic ccoonnector plate design values see ESR-131 1,ESR-1988(Wel() EXPIRES:12/31/2015 I 111 1011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 86 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3. -334) 185 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4= 83 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 11.6" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector late prefix designators: 0'- 0.0" -34/ 393V -133/ 325H 5.50" 0.63 KDDF ( 625 C,CN,C18,CN18 or no prefixLL =25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 146V 0/ OH 5.50" 0.23 KDDF ( 625` ( p ) = CompuTrus, Inc 6'• 0.0" •288/ 272V 0/ OH 1.50' 0.35 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. ICOND, 2: Designsoacing.I BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, checked for net(-5 osfl uplift at 24 "Sc"oc soacin .I 4 VERTICAL DEFLECTION LIMITS: LL=L/240, TL-.L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = -0.002" @ 6'- 11.6" Allowed = 0.096" MAX TL CREEP DEFL = -0.003" @ 6'• 11.6" Allowed = 0.128" MAX TC PANEL LL DEFL = 0.295" @ 3'- 7.3' Allowed = 0.576' MAX TC PANEL TL DEFL = -0.290' @ 3'- 5.2" Allowed = 0.864" y '( MAX HORIZ. TL DEFL = -0.006' @ 5'- 11.2' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14.00/1/2/1 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 o Truss designed for wind loads cO ao in the plane of the truss only. 0 01 0 U, ,2o/ o 5=� -/ M-3x4 A- ,I.' ), ), ), 1-00 6-00 0-11-09 (PROVID F B ARIN••Jts:2 5 3j5 3j JOB NAME : 5-A POLYGON NH - J7 Scale: 0.3882 ,`�yC �GN �`S/�A WARNINGS: GENERAL NOTES,unless otherwise noted: ktC �2 Z7 -� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4t• T.92.0 P c- Truss: J7 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designee s 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at r DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by i/ DATE: 8/22/2014 the overall structure is the responsibilityof the buildingdesigner. continuous sheathing such as bracing required sheathing(TC)s and/or drywall(BC). •,/r rr - Ian 9 3.2x Impact bridging or lateral where shown++ -119 SC/� 4.No load should be applied to any component until atter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. tC E:Qassumes trusses are to be used In a noncorrosive environment, V OREGONw,a. ,. TRANS I D: 406556 design bads be applied to any component and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if <Q 1 4 24 fabrication,handing,shipment and installation of componenffi, 7.necessary. provided.s ty C) ��,. 8.This design is furnished subject to the imitations set forth by 8.PlateDesis shall be locateedn assumes uon both faces ate drainage ioftrss,and placed so their center 4,e a R lines coincide with int center lines. 11111111111111111 VMiTe USA,lncTPI/WTCA in iCO puTrus I,copies of which Software 7.6.6(1 L)En request. 10.For basic connectoroplate design values see ESR-1311,ESR-1988(MiTek) 6 Digits indicate size of plate in inches. EXPIRES:12/31/2015 I. IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF g16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.4=(0) 0 BC: 2x4 KDDF N16BTR SPACED 24.0" 0.C. 2.3=(-223) 184 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DLDON BOTTOM CHORD= 10.0 PSF 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) L PSF 0'- 0.0" -34/ 402V -119/ 265H 5.50" 0.64 KDDF ( 625` OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.05'- 9.2" 0/ 145V 0/ OH 5.50" 0.23 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -164/ 201V 0/ OH 1.50' 0.32 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE IGOM1D 2 Design checked for net( psfl uplift at 24 "ac spacing LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. VERTICAL LIMITS: LL=L1240, TL=L1180 5-11-09 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. MAX LL DEFL DEFLECTION-0.002" @ -1'- 0.0" Allowed = 0.100" T MAX TL CREEP DEFL = -0.003' @ -1"- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = 0.333" @ 3'- 7.0" Allowed = 0.572' MAX TC PANEL TL DEFL = -0.285" @ 3'- 4.9' Allowed = 0.858' Ij MAX HORIZ. TL DEFL = -0.004' @ 5'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00/ Wind: 140 mph h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (A11 Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.� Truss designed for wind loads cu in the plane of the truss only. 0 In v 0 ai Q co 0 �� 0� _� -/ 41= 0 M-3x4 s- ,l )' y 1-00 6-00 (PROVIDE FULL BEARING:Jta:2.4.3I ��v, 0 PR QFF�rs JOB NAME: 5-A POLYGON NH - J6 Scale: 0.4179 �5 ,t,vG,INafi ✓d WARNINGS: GENERAL NOTES,unless otherwise noted: <z.1 v(]�� ' CC I 1.Bulkier end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual �' .9 PE r Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+• incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at ,ate. DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A�Iae�' p tltY P continuous sheathing such as plywood sheathing(TC)and/or drywa8(BC). ��" DATE• B/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required wherePshown++ 9 OREGON 4 cc- 4.No bad should be applied to any component until ager atl bracingand 4.Installation of truss is the responsibility of the respective contractor. _ SEQ. : 6037176 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L�/��t1 \ design loads be applied to any component. and are for"dry condition"of use. ;,,,t _7 Y 1 4 `,, TRANS I D: 40655 6 5.CompuTrus has no control over and assumes no responsibility for the G.Design assumes full bearing at all supports shown.Shim or wedge if necessary. iii .�r-A ..L y� . fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. rl 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIwill be furnished upon M TTe SA,lnCl/WTCA in BCS/COmpuTf s copies of (Software 7.6.6(1 L)E ch request. 09..lines ibasicico �connector platet of tdesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/3112015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WA/DOF/Cq=1.00 TC: 2x4 KDDF#18BTA LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.4=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2-3=(-180) 157 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. SPECIES TOTAL LOAD = 42.0 PSF 0'- 0.0" -22/ 375V -100/ 227H 5.50' 0.60 KDDF ( 625` Connector plate prefix desi nators: LL =25 PSF Ground Snow (Pg) 4'- 10.8" -166/ 179V 0/ OH 1.50" 0.29 KDDF ( 625) C,CN,C18,CN18 (or no prefix =CompuTrus, Inc 6'- 0.0' 0/ 70V 0/ OH 5.50' 0.11 KDDF ( 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �GDND 2' Design h k d for n t( s pcf)splift a_ t 24 as3pacino. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4-11-09 AND BOTTOM CHORD LAVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL . -0.002' @ -1'- 0.0" Allowed . 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' -/ MAX TLMCREEP DEFL = 0,000" @ 0'- 0.0" Allowed = 0.039" MAX TC PANEL LL DEFL = 0.140" @ 2'- 10.1' Allowed = 0.470' MAX TC PANEL TL DEFL = -0.132" @ 2'- 10.3' Allowed = 0.705" 0 MAX HORIZ. LL DEFL = -0.003" @ 4'- 10.8" MAX HORIZ. TL DEFL = -0.003" @ 4'- 10.8" 12 NOTE:Design assumes moisture content does 14,00/ not exceed 19s at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.1ft, TCOL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), cc. u load duration tactor=1.6 Truss designed for wind loads -4- o in the plane of the truss only. 4 CD o r 0 ui ili o/- o =� r=te 4 -/ M-3x4 A- y . y 1-00 6-00 IP_ROVIDF FU BEARIN"'Ita•2 4I JOB NAME : 5-A POLYGON NH - J5 ���' �,9 OPRQ,r Scale: 0.4549 rCsj• ,rA GIN `S/0 WARNINGS: GENERAL NOTES,unless otherwise noted: (L� 1.'"3/21111 * 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 ( ' .920'OPE 1. c Truss: J5 and Warnings before construction commences. building component.Apptcadhty of design parameters and proper 1 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. DES. BY: EE 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by - ,ate. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �,,..ip,iiir 091001"' DATE: 8/22/2014 the overall structure Is the responsidlity of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6037177 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, Y� 4, � G©NN� TRANS I D: 406556 design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Desitin assumes NN bearing at all supports shown.Shim or wedge if '�,� �-4 �". fabrication,handing,shipment and installation of components. necessary. �� 6.This design is furnished subject to the imitations set forth 7•Design assumes adequate drainage Is ovis,a 41tg n h i I IIIIII VIII VIII VIII Ilill1111111111llll llll MTe SA�IncJCompUTruS Software 7.6.6I,copies of which hill be (1 L)-E�upon request. 10 For Digitcoincide indicatsic iz joint platelteinli naheiue rsee ESR-1311,ESRd so t1688(MITeIQ heir centerCri fl b EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 #1&BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 86 2.4=(0) 0 BC: 2x4 KDDF N TC: 2x4 KDDF 1&BTR SPACED 24.0" O.C. 2.3=f-132 131 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) OVERHANGS: 12.0' 0.0" TOTAL LOAD = L ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -10/ 346V -81/ 189H 5.50" 0.55 KDDF ( 625) 42.0 PSF 3'- 10.8" -165/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 60V 0/ OH 5.50" 0.10 KDDF ( 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc 5 cf lift at 24 'oc soacinr.l M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICgND 2 Des gn checked for net( p ) up REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' 3-11-0g AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TLE MAXLL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.079" MAX TL CREEP DEFL = 0.000' @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.054' @ 2'- 2.1" Allowed = 0.367" MAX BC PANEL TL DEFL = -0.037' @ 3'- 1.4" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.002" @ 3'- 10.8" MAX HORIZ. TL DEFL = -0.002" @ 3'- 10.8" 12 NOTE:Design assumes moisture content does 14.00/ not exceed 19s at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6 Truss designed for wind loads c in the plane of the truss only. v el) N O fD O .A- �� ��4 -/ M-3x4 A- y ,1 y 1-00 6-00 (PROVIDE FULL BEARING;,Its:2.3.41 JOB NAME: 5-A POLYGON NH - J4 Scale: D.5091 �� �(�' `o GENERAL NOTES,unless otherwise noted: �� �� � 29 WARNINGS: 92 p .1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual � �9 F E Truss: J4 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 bracingto Insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at Po ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , , 9"" DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). t�.. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ "' 18 OREGON ETON �' A. 7 4 TRANS I D: 406556 4.No load should be applied to any component until altar all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 60371 78 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- -it,9 \ design loads be applied to any component. andere for"dry condition"of use. �" F 1 4 Ot�. 8.Design assumes full bearing at all supports shown.Shim or wedge If !y,{' 5.CompuTrus has no control over and assumes no responsibility for the necessary. � It Y /y fabrication,handing,shipment and installation of components. 7.Design asumes adequate drainage is provided. 4:RR 1.• 6.This design is furnished subject to the imitations set forth by 6.Plates shall be located ppon both feces of truss,and placed so their center 11111111111011 VM7e SATPliWTCA nInc./CompuTrus6I,copies of 1ch will be furnished Soflwere 7.6 6(1 L En request. late in Inches. 1ines coincide with joint center lines. 0.IFFDigits r bas indicate ectorsize of plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 11IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 86 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=�•81) 106 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -5/ 318V -62/ 153H 5.50" 0.51 KDOF ( 625` Connector plate prefix designators: LL = 25 PSF Ground Snow P 2'- 10.8" -160/ 141V 0/ OH 1.50" 0.23 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( AI 6'- 0.0' 0/ 53V 0/ OH 5.50" 0.09 KDDF 625` M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IGONgn ch 4ad for n t(-s p�f)�plift a__ t 24 "0�c ;nn BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 2-11_09 MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.129" MAX BC PANEL LL DEFL = -0.009' @ 2'- 8.6" Allowed = 0.254" MAX TC PANEL TL DEFL = -0.016" @ 1'- 8.2" Allowed = 0.398" MAX BC PANEL TL DEFL = -0.030' @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.001" @ 2'- 10.8" 14.00/ ) MAX HORIZ. TL DEFL = 0.001" @ 2'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads Nr 0 in the plane of the truss only. M 0 o/- 0 t4 M-3x4 /- ,l‘ y y 1-00 (PROVIDE F I B ARIN"• t a 41 6-00 JOB NAME : 5-A POLYGON NH - J3 scale: 0.5712 Cj lT'�vGNfis' WARNINGS: GENERAL NOTES,unless otherwise noted: (L�\ /21//r "k 1.Builder end erection contractor shouldbe advised of allGeneral Notes 1.This design Is based only upon the parameters shown and is for an individual (' a 92 'OPE P E fir" Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper t L 2.20 compression web bradng must be installed where shown+• incorporation of component is the responsibility of the building designer. DES. BY: EE 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/22/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). ,.+"err - g 3.2x Impact bridging or lateral bradng required where shown++ 4 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ' SEQ. : 6037179 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, p' OREGON .14/ design loads be applied to any component. end are for"d condition"of use. �1 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes fug bearing at all supports shown.Shim or wedge if �. "T 1f Aon fabrication,handing, necessary, © 14 L• n{�� shipment and Installation of components. 7.Design assumes adequate drainage is provided. 111 ` V`- 6.TPThIs design IIWTCA to BCSI,icopieahed bject to the Imitations set of which will be furnished forth by upon request. 8.linesecoinc de with oshall be lntt ceon nter both faces of truss,and placed so their center Cl,E. ill VIII VIII(IIII(IIII(IIII IIII IIII MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 19.0.Digits For of plate In inches.pate design values see ESR-1311,ESR-1989(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC USS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD RATION INCREASE = 1.15 1.2= 0) 86 2.4=(0) 0 TC: 2x4 KDDF N18BTR SPACED 24.0" O.C. 2-3=�-62) 83 BC: 2x4 KDDF N1&BTR TC LATERAL SUPPORT <= 12"OC. UON. LOADING E0(.),::, EARING MAX VERT MAX HORZ 8AG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+D:Tii.Ait 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" 34/ 295V 441 117H 5.50' 0.47 KDDF ( 625` OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 1'- 10.8' 139/ 127V 01 OH 1.50" 0.20 KDDF 625 Connector pplate prefix desi nators: LL25PSFGround Snow (Pg) 6'- 0.0" 0/ 5V0/ 5.50• 0.08KDDF625)C,CN,CI8,CN18 (or no prefix = ComuTrus, Inc M,M20HS,MI8HSM16 = MiTekMT serieLIMITEDSTOGE DOESOTAPPLYDUTOTESPATAL ign ed 5 oi4 " iREQUIflEMENTOF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=LI 180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 0'- 12.0" Allowed = 0.163" 1-11 09L:116162.1 9 MAX TC PANEL TL DEFL = -0.005' @ 1'- 1.4" Allowed = 0.244" MAX BC PANEL LL DEFL = 0.009" @ 2'- 8.6" Allowed = 0.254' MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8" Allowed = 0.339' 12 MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.8" MAX HORIZ. TL DEFL = 0.000" @ I'- 10.8' 14.00/ NOTE:Design assumes moisture content does not exceed 19As at time of manufacture. Design conforms to main windforce-resisting �� system and components and cladding criteria. Wind: 140 mphl h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 1A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6 Truss designed for wind loads o in the plane of the truss only. c'1 V O M c/-- 1110.-114 M-3x4 A- J i' 1-00 PROVIDE FULL BEARING'Jts:2.3.41 6-00 0 ?1/4- PRO,��ss JOB NAME: 5-A POLYGON NH - J2 Scale: 0.6380 �`' GINS �a 44 zi WARNINGS: GENERAL NOTES,unless otherwise noted: Ct. z g P E c' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: J 2and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be instated where shown+. Incorporation of component la the responsibility of the building designer. / 3.Additional temporary bracingto insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at 41/ po ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1, , Aa=""M IP DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ III OREGON �(C 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ANys SEQ. : 603 7180 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, L, "r/,A design bads be appied to any component. and are for"dry condition"of use. Q 1 4.. Ric'8.Design assumes full bearing at all supports shown.Shim or wedge If A. TRANS I D: 406556 S.CompuTrus hes ling,shipment and installation no responsibility compoencs.for the necessary. fabrication,handling,shipment installatlon of components. 7.Design sumes adequate drainage Is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located ppon both faces of truss,and placed so their center I 111111 11111 11111 11111 VIII VIII VIII(III(III late in inches. MTek USA,Inc.CA In SI,copies of/CompuTrus(ch will be furnished upon Software 7.6.6(1 L)-E request. 10.lines coincide with joint center hnes. 9Dog basicicon ectorofplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 EMIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDOF N1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDOF N1&BTR SPACED 24.0. O.C. 2-3=� 99)17174 2.4 =(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED 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' •170/ 327V -26/ 82H 5.50" 0.52 KDDF ( 625) 0'. 10.8' -74/ 166V 0/ OH 1.50" 0.27 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'. 0.0' 0/ 48V 0/ OH 5.50' 0.08 KDDF ( 625` C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M20HS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.003' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL •0.003" @ -1'• 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.2" Allowed = 0.059" MAX TC PANEL TL DEFL = •0.001' @ 0'. 7.9" Allowed = 0.088' MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6' Allowed = 0.254' MAX BC PANEL TL DEFL = -0.020' @ 3'- 3.8' Allowed = 0.339' 0-11-09 T T MAX HORIZ. LL DEFL = -0.001" @ 0'- 10.8" MAX HORIZ. TL DEFL = 0.001" @ 0'- 10.8" 12 NOTE:Design assumes moisture content does 14.00/ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting ANCHOR TO RESIST UPLIFT system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. j o 0 c o„,_ 0 0 ' N o/- �� ►M4 -/ 3x4 y y 1-00 (PROVIDE FULL BEARING:Jts:2,3,41 6-00 POpe JOB NAME: 5-A POLYGON NH - J1 Scale: 0.6505 �cj��� �?�� 6:0/ WARNINGS: GENERAL NOTES,unless otherwise noted: 4, /2Z/ I- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual .92•,P E r Tru$s: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+• incorporation of component is the responsibility of the building designer. ,.r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,^ DES. BY: E E is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywati(BC). ,,.r+"`� +�A•Ar "mar rs"'" DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -10 Cr SEQ. : 60371814.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibiCty of the respective contractor. 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, I- A_OREGON . TRANS I D: 406556 design bads be applied to any component. g,Desi n assud are for mes fulldbearm fat all supports `� 5.CompuTrus has no control over and assumes no responsibility for the 9 9 shown.Shim or wedge if Q 14 ,� �4 fabrication,handing,shipment and installation of components. 7.Design anecessas umes adequate drainage is provided. t 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center b y lines IIIIII(IIII(IIII(IIII(IIII(IIII(IIII IIII IIIITPI/WTCA In M Te SA,Inc ./CompuT 9 Software 7.6.6(1 L)E I,copies of which will be furnished upon request. 10.For basic connectorjoint plate design values see ESR-1311,ESR-1988(MITek) 9.Digits indicate size of plate In inches. EXPIRES:12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 111&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-50) 53 8- 7=( 0) 18 BC: 2x4 KDDF R1&BTR SPACED 24.0" 0.C. 2- 3=(-446) 269 7- 9=(-60) 63 7- 3=( 0) 52 3- 4=(-411) 287 3- 9=(-77) 73 WEBS: 2x4 KDDF STAND LOADING 4-TC LATERAL SUPPORT <= 12"0C. UON. 5=)-237) 93 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= 83) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSFTOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 11.6' LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 0'. 0.0" 0/ 287V -133/ 325H 5.50" 0.46 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 2'- 10.8' -159/ 259V 0/ OH 1.50" 0.33 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 8.8' 0/ 65V 0/ OH 5.50' 0.10 KDDF ( 625) 5'- 11.6' -209/ 221V 0/ OH 1.50' 0.28 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LCOND, 2: Design checked for net(-5 nsf) uolift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.003' @ 6'- 11.6" Allowed = 0.096" 6.11-09 MAX TL CREEP DEFL = -0.003" @ 6'- 11.6" Allowed = 0.128" T MAX TC PANEL LL DEFL = 0.007" @ 1'- 2.4' Allowed = 0.196' s MAX TC PANEL TL DEFL = 0.007" @ 1'- 2.4" Allowed = 0.295" MAX TC PANEL LL DEFL = 0,011' @ 4'- 8.8' Allowed = 0.290" MAX IC PANEL TL DEFL = -0.012" @ 4'- 7.5" Allowed = 0.434' MAX HORIZ. LL DEFL = -0.006" @ 5'- 10.8' MAX HORIZ. TL DEFL = -0.006" @ 5'- 10.8" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 14.00/ Design conforms to main windforce-resisting o system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, v o (All Heights),n fEnclosed, Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads o M 4x6 in the plane of the truss only. of �� ,; coFiM 9�_. -/ ., o P���, o M-1.5x3 cu 8 M-3x4 M-3x4 .1_ 3x4 y y .1 2-03-12 3-08-04 )' J, y y 1-001, 2-05-08 4-06-01 , y 6-00 0-11-09 'PROVIDE FULL BEARING:Jts:2,4,9.51 edl JOB NAME: 5-A POLYGON NH - J7C Scale: 0.2881 .<(.. .2881 �� . SIN /o44 �p_ WARNINGS: GENERAL NOTES,unless otherwise noted: v � �l 'vim 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 ±9�,•P E Truss: J 7C and Warnings before construction commences. building component.Applicability of design parameters and proper �// 2.2x4 compression web bradng must be Installed where shown+, Incorporation of component is the 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 P2'o.c,and at 10'o.c.respectively unless braced throughout their length by �r',�� " "` DES. BY: EE s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r t DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �(/� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibiily of the respective contractor. SEQ. : 6037182 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, 17,?, � � 2o�b design loads be applied to any component. and are for"dry condition"of use. j G �.. 8.Design assumes tuft bearing at an supports shown.Shim or wedge if fJ, TRANS ID: 406556 S.OampaTruahas nacontrol over and assumes nereapondbilityfurthe necessary. RRIGL V fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located ��on both faces of truss,and placed so their center ines coincide with joint center Ines. 1111111111111111 M Te SATPI/WTCA nlnc./CompuTrus BCSI,copies of which $OftWBfe+7 6.6(1 Eequest late In Inches. 10.IFFDigits r b isle cot ectorsize oplate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 MAX{ q ' BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2-3=5 372) 86 6.8=(-39) 52 6-3=( 0 52 WEBS: 2x4 KDDF STAND ) 267 6.8= -39 62 6-3=( 0) 52 3-4=(-338) 286 3-8=(-76) 48 LOADING 4.5=(-112) 82 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 BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" 0/ 268V -119/ 265H 5.50" 0.43 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 2'- 10.8" -205/ 274V 0/ OH 1.50' 0.35 KDDF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.8" 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.6" -83/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 osfl AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M plift at 24 'oc soacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.004" @ 1'- 5.6" Allowed = 0.196" MAX TC PANEL TL DEFL = 0.007' @ 1'- 2.4" Allowed = 0.295" 5-11-09 MAX TC PANEL LL DEFL = 0.016" @ 4'- 7.5' Allowed = 0.290' T ' MAX TC PANEL TL DEFL = 0.015" @ 4'- 7.5" Allowed = 0.434" MAX HORIZ. LL DEFL = -0.004' @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.004" @ 5'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 14.00 7 Wind: 140 mph, h=22.7ft, TCDL=4.2,8COL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CD load duration factor=1.6 Truss designed for wind loads M-4x6 in the plane of the truss only. m cc co �� A a 7,- �M UD Pliithromi Ln 8 M-1.5x3 o M 3x4" M-ux4 0 M-3x4 )" y y 2-03-12 3-08-04 1' 1' y /' 1-00 , 2-05-08 3-06-08 y 6-00 (PROVIDE FULL BEAAING'Jts'2 4 8 51 ri JOB NAME: 5-A POLYGON NH - J6C Scale: 0.3244 �`��t. o� GpNryessi/719 © WARNINGS: GENERAL NOTES,unless otherwise noted; 4251 /ZGrl 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 47 P 92.,P E r Truss: J6C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2o4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,= 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .+" DES. BY: EE is the responsibility 2'sc.and at 10'o.c.respectively unless braced throughout their length by 4� ~ p Iffy of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) d the overall structure is the responsibility of the buildingdesigner. ngCr srywell(BC). ,,/'*w. > DATE: 8/22/2014 Po ty 9 3.co Impact bridging or lateral bracing required where shown and/or d 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. t SEQ. : 6037183 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L 7'_�tQ OREGON `4! TRANS I D: 406556 design bads be applied to any component g,pay;n essumescfulldbldearin f et a0 supports Yf T �� 5.CompuTrus hes no control over and assumes no responsibility for the 9 9 pports shown.Shim or wedge if 0 3 14 V�`�+ fabrication,handling,shipment and installation of components. 7.necessary. 8.This design is furnished subject to the Imitations set forth by 8.Plates shall be locaten assumes donboth faate cesiof trs uss,and placed so their center "ided. r'1 Flit.- 8. -]i i nished upon lin s coincide with IIIIII VIII VIII VIII VIII VIII VIII(III(III M Te USA,lnCTPI/VVTCA in JCompuT 9 Software I,copies of which will be a+7.6.6(1 L)Eequest. 10.For basic connector o plate design values see ESR-1311,ESR-1988(MiTek) int center Ines. 9.Digits indicate size of late In inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.7=(-32) 52 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-372) 267 6.8=(-39) 62 6-3=( 0) 52 3.4=(-338) 286 3-8=(-78) 48 WEBS: 2x4 KDDF STAND LOADING 4-5=(-112) 82 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 SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0' LL = 25 PSF Ground Snow (Pg) 0'- 0.0' 0/ 268V -119/ 265H 5.50" 0.43 KDDF ( 625) Connector plate prefix designators: 2'- 10.8" -205/ 274V 0/ OH 1.50' 0.35 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.8' 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.6' -83/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 osfi uplift at 24 'oc spacing./ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = -0.004' @ 1'- 5.6" Allowed = 0.196" MAX TC PANEL TL DEFL = 0.007' @ 1'- 2.4" Allowed = 0.295" MAX TC PANEL LL DEFL = 0.016' @ 4'- 7.5" Allowed = 0.290" 5-11-09 MAX TC PANEL TL DEFL = 0.015' @ 4'- 7.5" Allowed = 0.434' -/ MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8, MAX HORIZ. TL DEFL = -0.004' @ 5'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12 14.00/ Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads _ in the plane of the truss only. v M-4x6 CD c o � m A1 - II-.- N 8.,...: -/ _o� _ o M-1.5x3 o M-3x4 M-3x4 0 M-3x4 A- y i, y 2-03-12 3-08-04 J, J' y y 1-00), 2-05-08 3-06-08 y 6-00 IPROVIDE FULL BEARING;Jts:2.4.8.51 ."0 PROre JOB NAME: 5-A POLYGON NH - J5C Scale: 0.3224 �\ , 0a/ �o* WARNINGS: GENERAL NOTES,unless otherwise noted: f] c 11 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4 . .72.0 P E 1'.. Truss: J 5Cand Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracingto insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1 p ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `tea SIfialliP DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ r OREGON /,C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'q SEQ. : 6037184 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L- ifPt QNb' design bads be applied to any component. and are for"dry condition"of use. Q -7 14 6.Design assumes full bearing at an supporta shown.Shim or wedge if (1 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for thenecessary. / Cf b`)y>c„ 1 fabrication,handling,shipment and installation of components. 7.Design umes adequate drainage is provided. rl i7 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I,copies of ch will be IIIIII 11111 VIII VIII VIII VIII VIII IIII IIII MITPe SAinn InCJCompUTfU9ISOftwareA+7.6 6(1 L)-Eupon equest. 10.lines Fo abasic connector ectorte size of plalate In inches. te design values see ESR-1311,ESR-1988(MiTek) t EXPIRES:12/312015 1111E 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 86 2-7=(-58) 82 7.6= 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=)-150 0 6-8=(-70) 98 6-3=) 0) 52 KDDF STAND 3.4=( -14) 44 3.8=(•119) 86 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4-5=( 0 0 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 OVERHANGS: 12.0" 0.0" TOTAL LOAD m 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 0'• 0.0' -34/ 317V -63/ 154H 5.50" 0.51 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 2'- 10.8" -101/ 127V 0/ OH 1.50" 0.16 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 6'- 0.0" 0/ 88V 0/ OH 5.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.004' @ 2'- 3.8' Allowed = 0.159" MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.129' MAX TO PANEL LL DEFL = 0.006" @ 1'- 2.4" Allowed = 0.196" 3-11-09 MAX BC PANEL TL DEFL = -0.008" @ 3'- 9.4' Allowed = 0.201" T f MAX HORIZ. TL DEFL = 0.006" @ 5'- 8.8" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 14.00 Design conforms to main windforce-resisting M-4x6 system and components and cladding criteria. „/ Wind: 140 mphl h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, no Truss designed for wind loads v liP in the plane of the truss only. N 0 to 0,- iiliElliiiiiiiiiiillail .1 gjommion cis) , w M-1.5x3 o M-3x4 Mi3x4 c M-3x4 1- y y 2-03-12 3-08-04 1, 1, ,. y 1-00 y 2-05-08 3-06-08 y 6-00 IPROVIDE FULL BEARING:Jts:2,4,8' JOB NAME: 5-A POLYGON NH - J4C �1ro PROfi Scale: 0.4172 C�`o GINa~ ` '/Q WARNINGS: GENERAL NOTES,unless otherwise noted: v /z zi 1.Builder and erection contractor should be advised of all General Notes 1.This design is based onlyupon the parameters shown and is for an individual 4 . T 92$0 p c- �1.+• Truss: J4C and Warnings before construction commences. building component.Applicability of design parameters and proper C G 2.2x4 compression web bredng must be installed where shown+, incorporation of component is the responsibility of the building designer. Asx WW DES. BY: E E 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/22/2014 the overall structure is the responsibilityof the designer. continuous sheathing such as bracing sheething(TC)and/or drywall(BC). ,,r�prr . 4ewar� building 9 3.2x Impact bridging or lateral required where shown*+ CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. t,+... SEQ. : 6037185 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, A_Oart©N�b �^V TRANS I D• 406556 design bads be appNed to any component end are for"dry condition"of use. •7�r�` 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 'f� 'lie 1 2•Q�y 4 fabrication,handing,shipment and Installation of components. necessary. �}� V� 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. `+'17� `�t T 11111100111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. 8 ties coincidates shall e Joinpt centeon tr lh oe�sB of Vuss,and placed so their center MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E late in inches. 10.9.For basiciccoonn ctorplate design values see ESR-1311,ESR-1988(Web EXPIRES:12/31/2015 This design prepared from computer input by 11111111This LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.6=(-58) 82 6.5=( 0) 52 18 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. 2.3=5 154) 44 0 5 7=(-70) 98 5-3=)-110) 86 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA 4 BC LATERAL SUPPORT <= 12"OC. UON. L ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -33/ 317V -62/ 153H 5.50' 0.51 KDDF 625 OVERHANGS: 12.0" 0.0' LL = 25 PSF Ground Snow (Pg) 2'- 10.8' -108/ 72V 0/ OH 1.50' 0.11 KDOF ( 625` 6'- 0.0' 0/ 88V 0/ OH 5.50" 0.14 KDDF ( 625) CConnector plate prefix designators:= CompuTrus,( no prefix) = Inc LIMITEDQUISTORAGE DOES NOT APPLY DUE TO THE SPATIALIICOND. 2: Design checked for nett-5 osfl uplift at 24 'oc soacing.I M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" 2-11-09 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed= 0.133" MAX TL CREEP DEFL = -0.004' @ 2'- 3.8" Allowed = 0.159" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.129' MAX TC PANEL LL DEFL = 0.008' @ 1'- 2.4' Allowed = 0.196" 12 MAX BC PANEL TL DEFL = -0.008' @ 3'- 9.4" Allowed = 0.201' M-4x6 14.00/ I MAX HORIZ. LL DEFL = 0.005' @ 5'- 8.8" MAX HORIZ. TL DEFL = 0.006" @ 5'- 8.8' NOTE:Design assumes moisture content does not exceed 19n at time of manufacture. 0 Design conforms to main windforce-resisting til system and components and cladding criteria. C Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �oad duration factor=l.6, v Truss designed for wind loads 0 in the plane of the truss only. 0 0 a Aill ial 0 �� �� o 0 M-1.5x3 0� �� ti- x4 M-3x4 M-3x4 /- 1, ), )' 2-03-12 3-08-04 I I I I 1-00 j, 2-05-08 3-06-08 y 6-00 (PROVIDE FULL BEARING:Jts:2,4,71 ��9,t0 PR ?F��,� JOB NAME: 5-A POLYGON NH - J3C Scale: 0.5570 `� t,. GINS' /0 4,51 WARNINGS: GENERAL NOTES,unless otherwise noted: /z iI 17 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 9 P E Truss: J 3Cand 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 temporarybracingto Insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectivey unless braced throughout their length by ,,. �"�' - DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). /." DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ a OREGON 10 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -7 ♦k SEQ. : 603 7186 fasteners are complete and at no One should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L� �1q ��� design loads be applied to any component and are for"dry condition"of use. Y 1 4 t�, 8.Design assumes fud bearing at all supports shown.Shim or wedge if A I cl i TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the necessary. 't?' '�b"� V fabrication,handing,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 I,copies of ch MI be furnished upon ines coincide with joint center lines. 11111111011111111 MiTPI/WTCA e SAnImCJCompuT s(Software 7.6.6(1 L)-Z request. 9. late in inches. (For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 86 2-6=(-30) 39 6-5= 0) 8 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3= ( ) WEBS: 2x4 KDDF STAND 3.4=x•33) 35 5-7= -43 53 3.7=)-56( 45 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 BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -33/ 281V -44/ 117H 5,50" 0.45 KDDF625 LL = 25 PSF Ground Snow (Pg) 1'- 10.8' -144/ 97V 0/ OH 1.50" 0.16 KDDF ) 625` Connector plate prefix designators: 6'- 0.0' 0/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,C18,018 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.001" @ 1'- 4.2" Allowed = 0.069" 12 MAX TC PANEL TL DEFL = 0.004" @ 0'- 10.4" Allowed = 0.140' 14.00/ MAX BC PANEL TL DEFL = -0.013" @ 3'- 4.2" Allowed = 0.222' MAX HORIZ. LL DEFL = -0.002" @ 5'- 4.7" M 4x6 MAX HORIZ. TL DEFL = 0.002" @ 5'- 4.7" I) NOTE:Design assumes moisture content does II not exceed 19% at time of manufacture. oDesign conforms to main windforce-resisting system and components and cladding criteria. ei o Wind: 140 mph' h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 w 'All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), .4- load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. AIN rr�a 7 ► �� M-3x4 CD M-1.5x3 o� ,..---- ii6 0 M-3x4 M-3x4 1- y ), ), 1-03-12 4-00-15 0-07-05 J" J, 1, y 1-00 ), 1-05-08 4-06-08 y 'PROVIDE FULL BEARING:Jts:2,4,7j 6-00 JOB NAME: 5-A POLYGON NH - J2C Scale: D.6,94 �� :ig;�iC,g WARNINGS: GENERAL NOTES,unless otherwise noted: /Z Z/ ":a' /I�� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Q' ±92 4 0 P E f,, Truss: J 2C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 8,41110115Pcontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,./�",mfAP . DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ 11 CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. f, SEQ. : 6037187 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L ib_QR�G�N ' design loads be appled to any component. and are for"dry condition"of use. rl�t e5 L TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at an supports shown.Shim or wedge if /d -T P 1 4 -°. "C+ fabrication,holding,shipment end installation of components. necessary. {�,t�, 6.This design is furnished subject to the imitations set forth 7.Designlatesassumesadequatedrainage iso provided. a M: y V T TPIANTCA in BCSI,copies of which will be furnished upon by 8.Plates shall be ithJoidon both feces of hues,and placed so their center ii A`E4 111111110111111111 M 76 USA,Inc./CompuTrus Software 7 6 6(1 L)-Z request. 10.For lines basic connector oiplate design values see ESR-1311,ESR-1988(MiTek) nt center Ines. 9 Digits indicate size of plate in inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 114 2-4=(0) 0 BC: 2x4 KDDF M1&BTA SPACED 24.0" O.C. 2.3=(-159) 91 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 24.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -82/ 513V -57/ 1928 5.50" 0.82 KDDF ( 625) 1'- 9.2' .113/ 294V 0/ OH 5.50' 0.47 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.8" -101/ 192V 0/ OH 1.50' 0.31 KDDF ( 625` C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTe( MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND 2 005iRn checked for net)-5 psfl uplift at 24 "cc spicing I • REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.036' @ -2'- 0.0' Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL PANEL LL DEFL = 0.007" @ 1'- 0.1 MAX " Allowed = 0.054" MAX BC PANEL TL DEFL = -0.008' @ 1'- 0.1" Allowed = 0.072' MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.1" MAX HORIZ. TL DEFL = -0.001' @ 7'- 11.1" /- -/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. (' I Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.00 177. Wind: 140 m ht h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), sed, Cat.2, Exp.B, MWFRS(Dir), All Truss designed for wind loads in the plane of the truss only. co0 0 0 U) rq 0 Oi 0 '-A- o laki- -1 .s 2 -0 4_� 0 M-3x4 ; ), ) y 2-00 2-00 5-11-13 (PROVIDE FULL BEARING:Jts:2,4,3' Scale: 0.4859 `�� (�� 1pRQPes- JOB NAME: 5-A POLYGON NH - SJ2 0IN.�r 1'/[�„ / WARNINGS: GENERAL NOTES,unless otherwise noted: 4(;/. pf 2 LH I/ �'"� 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 'J2l 1 F E SJ2 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 1-- Truss: SJ 2incorporation of component is the responsibility of the building designer. / re''"- 2.204 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 1 law' DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r" t1.. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 3r OREGON a t,`� /1 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the res onsibiity of the respective contractor. 4, SEQ. : 6037188 fasteners are complete end at no time should any bads greater than 5.Design assumes busses are to be used Ina non-corrosive environment, Ll vfi 24k design loads be appied to any component. and are for"dry condition"of use. c' 'T y 4 v TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Dnesign na assumes fug bearing at all supports shown.Shim or wedge If `�y 4 fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. `+'i 8I t- 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII(III(IIITPIIWfCA in BCSI,copies of which will be famished upon request. lines coincide with jointcentere lines. 9.Digitsin indicate dt size ofpctininches. MiTek USA,InC./COfrIpUTfUa Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/201.5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2°) 0) 114 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0' 0.C. 2.3=(-90) 48 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BUG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 24.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -160/ 578V -30/ 119H 5.50" 0.92 KDDF ( 625) Connector plate prefix designators: 1'- 9.2" -123/ 62V 0/ OH 5.50' 0.10 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL =25 PSF Ground Snow (Pg) 3'- 11.8" -44/ 94V 0/ OH 1.50' 0.15 KDDF ( 625` M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, !COND. 2: Design checked for net1-5 psfl uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.043' @ -2'- 0.0' Allowed = 0.267" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043' @ -2'- 0.0" Allowed = 0.267" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" 12 MAX TC PANEL TL DEFL = 0.007" @ 1'- 5.1" Allowed = 0.407" 7.00 MAX HORIZ. LL DEFL = -0.000' @ 3'- 11.1" -/ MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.1" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 co (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l,6, rn Truss designed for wind loads O in the plane of the truss only. toN do O M O 8/- 2►1 4�� M-3x4 A- ), 2-00 2-00 1-11-13 !PROVIDE FULL BEARING;Jts:2,4,3! JOB NAME: 5-A POLYGON NH - SJ1 vk n PRo F0 Scale: 0.6869 VI/GAf/ 's/Q WARNINGS: GENERAL NOTES,unless otherwise noted: 4L 111 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4 . -792,,S 92®O P c L. I'^ Truss: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rrls. DATE: 8/22/2014 responsibilitybuilding designer. continuous sheathing such as plywood sheething(TC)and/or drywall(BC). /.�. . Aa0 the overall structure is the of the 3.2x Impact bridging or lateral bradng required where shown++ # . St1 4.No bad should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. OREGON E Q sign assumes trusses are to be used in a non-corrosive environment, f4- '7 A_ NtA , TRANS I D: 406556 design bads be applied to any component. end are for"dry conditlon"of use.5.CompuTrus has no control over and assumes no responsibility icor the 9.Design assumes fug bearing at all supports shown.Shim or wedge if /� l}' 1 d �Q `E' fabrication,handing,shipment and installation of components. necessary. �`}, 6.This design is furnished subject to the imitations set forth 7.Design assumes adequate bothfaces drainage is provided. �r-T ` L I Milli VIII VIII VIII IIII VIII VIII IIII IIIIby e.Plates shall located on faces of truss,and placed so their center +l 4 TPIIWfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E9. late in Inches. 10.For lbasic connector indicatets oplf ate design values see ESR-1311,ESR-1989(MiTek) EXPIRES:12/31/2015 r I 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(-37) 50 3.5=(-178) 140 BC: 2x4 KDDF k1&BTR SPACED 24.0' O.C. 2.3'(-82) 64 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA 4 BC LATERAL SUPPORT <= 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -128/ 546V -22/ 80H 5.50' 0.87 KDDF ( 625 OVERHANGS: 24.0" 0.0' LL = 25 PSF Ground Snow (Pg) 5'- 9.5" -27/ 235V 0/ OH 5.50' 0.38 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOM1D 2 Design h kc ec _d fe or het( os�fl uplift at 24 "oc spacinc.l M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.040' @ -2'- 0.0' Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX TC PANEL LL DEFL = 0.059" @ 3'- 1.6" Allowed = 0.318' 5-05-12 0-03.12 MAX IC PANEL TL DEFL = -0.072" @ 2'- 11.4" Allowed = 0.476" '( T '1 MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.8' 12 MAX HORIZ. TL DEFL = 0.000' @ 5'- 5.8" 4.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-1.5x3 Design conforms to main windforce-resisting 4 system and components and cladding criteria. 3 Wind: 140 mph h=20,1ft, TCDL=4,2,BCDL=6,0, ASCE 7.101 if (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,�, Truss designed for wind loads in the plane of the truss only. N O O) 0 N O N i r� O f-0 2►' f5 i M-3x4 M-1,5x3 A- ), ), J' 5-05-12 0-03-12 * y * 2-00 5-09-08 �,`tO PRDF,S� JOB NAME: POLYGON PLAN 5A NH - H2 Scale: 0.6156 \`�� �(" �r,� >© WARNINGS: GENERAL NOTES,unless otherwise noted: 7p/. ��7c` H2 17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual =fir ♦P G.. 1'~ Truss: 1 IZ and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown*. Incorporation of component is the responsibility of the building designee ,,N° 3.Additional temporary bracing to insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at �rl�. Po rY 2'o.c.end at 10'o.c.respectively unless braced throughout their length by `�" , 4'�/aa"^'".: DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /`" DATE: 9/3/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*+ OREGON G �� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "7 p_ SEQ. : 6048198 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1+- 'if Q� design loads be applied to any component and are for"dry condition"of use. Q 14 2. fe TRANS I D: 407311 5.CompuTrus has no control over and assumes no responsibility for the 6. signassumes full bearing at all supports shown.Shim or wedge if 41 ' ry f` {y F- fabrication,handing,shipment and installation of components. 7.Design necessary.assumes adequate drainage is provided. 1'y L 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111 TPIANTCA in ./ which request. MTe USA,Inc./CompuTrus Software 7.6.6(1L)E lines coincide late in inches. o isciconaof arbalcosize rplte design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/20 5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'• 7.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 ODE #1&BTR SPACED 24.0" O.C. 2.3=(-57) 13 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -144/ 476V 0/ 48H 31.00" 0.76 KDDF ( 625) Connector plate prefix designators: 2'- 6.2" -29/ 61V 0/ OH 1.50" 0.10 KDDF 625 C,CN,C18,CN18 or no prefix) = LL = 25 PSF Ground Snow (Pg) 2'- 7.0' 70/ 22V 0/ OH 0.00" 0.00 KDDF 625` ( p CompuTrus, inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. GOND 2' De<ign the k d for n t(�psf)yptift at 24 oc < a +a BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0.200" MAX TL CREEP DEFL -0.043' @ -2'- 0.0" Allowed = 0.267" 12 4.00 D MAX HORIZ. TL DEFL = -0.000' @ 2'- 6.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2 BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. '' 0 O N O rn� O r P) 0 O� W�/////////////////I M-3x4 4 1, y y 2-00 2-07 JOB NAME: POLYGON PLAN 5A NH - H1 Scale: 0.7786 `�,c �0 PN ,rfiss/� WARNINGS: GENERAL NOTES,unless otherwise noted: GL' /3//yc H1 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and is for an individual Gaff' .92®�n_L. r Truss: H 1 and Warnings before construction commences. building component.Applicability of design parameters and proper f E 2.204 compression web bracing must be Installed where shown+• incorporation of component is the responsibility of the building designer. DES. BY: EE 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et r Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectivey unless braced throughout their length by 4,4 DATE: 9/3/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required where)and/or drywall(BC). Po tY g 3.2x Impact bridging or lateral bracing shown++ 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �it SEQ. : 6048199 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, }�� 6_OREGON Ix design loads be applied to any component and are for"d condition"of use. -r'7�t A. TRANS I D: 40731 1 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 7 4 o , fabrication,handling,shipment and installation of components. Decessary. 6.This design is furnished subject to the imitations set forth 7.Design shall assumes caeduone drainage istruss,provided. �h`f ` I 11111111111111111101 11111 11111111111111 1111 TPI,WTCA in BCSI,copiesof which will be furnished upon request. a tines coincide h o centerboth faces 9. and placed so their center c r144. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late in inches. 10.For basiits c connectocate size r to design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015