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Plans (165)
MiTek� MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-B REVISED 1 1-25-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1561174 thru K1561218 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 89782PE 9c" ` , OREGON Q�h Q` /2016 . November 30,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-02-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/C9=1.00 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2060) 559 1- 5=(-951) 1772 5- 2=( 0) 289 BC: 2x6 KDDF #1&BTR 2- 3=(-1772) 530 5- 6= WEBS: 2x9 KDDF STAND (-456) 1767 3- 6=(-30) 49 LOADING 3- 9=(-2065) 558 6- 9=(-450) 1777 3- 6=( 0) 285 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)- 128.0 PLF 6'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 9'- 2.0" TO 15'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 15'- 2.0" V 0'- 0.0" -256/ 1210V -48/ 480 5.50" 1.94 KDDF ( 625) NOTE: 2x4 BRACING AT 24"00 UON. FOR 15'- 2.0" -256/ 1210V 0/ OH 5.50" 1.94 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 9'- 2.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.058" @ 6'- 0.0" Allowed = 0.713" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.102" @ 6'- 0.0" Allowed = 0.950" MAX BORIZ. LL DEFL - 0.012" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.020" @ 14'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL-6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 5-11-11 3-02-10 5-11-11 Truss designed for wind loads f 3200 4320# T in the plane of the truss only. 12 12 6.00 Q 6.00 M-4x6 M-6x6 2 A� M LI IS IO M 6 d 6 4o 0 M-3x5 M-3x4 M-1.5x3 M-3x5 0 y y b y 5-06-12 5-08-06 3-10-12 kr 1�p/� 15-02 y G� r�1yr��C ,.:<.,,,.. .�GtNE7 , /0 89782PE �'' JOB NAME : 3413-B POLYGON NW - Al Scale: 0.4009 V )e. �. WARNINGS: GENERAL NOTES, unless otherwise noted . 47 1.Builder and erection contractor should be advised of all General Notes 1.This design isbased only upon the parameters shown and isfor anindicdual -F% OREGON ON • Truss: Al and Warnings before construction mmmenms. bid ng component.Applicability pof cothe of design si parameters and proper 2.2x4 compress on web bracing must be Installed where shown*. Incorporation of component Is the rasponslbllily 011ie building designer. "�� 3.Additional tem bracing to insure stabil during 2 Design assumes the top and bottom chorda to be lateral braced at � �R k;� �.,�-t� `y� temporary g stability g construction 2 O c and at 10 0.c.respectively unless braced throughout their length by 7 (� is the responsibility of the erector.Additional permanent bracing of continuous sheathing h as plywood sheathing(TC)and/or tl ll `\ DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown**rye(BC) PAUL SEQ.: K15 6117 4 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. L fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for tlrycondition"or use. 5.CompuTrus has no control over and assumes no responsibllsy for the S nDecessassumes lull bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. ry. 6.This design is tarnished subject to the limitations set forth by 7.Petssjrasumeloc ted oneothifceio truss,an November 30,2015 S.to Plates coincide with jointn e both feces of truss,and placed so their center TPVINfCA in SCSI,copies of which will be furnished upon request. lines wbh 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,ES19-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-774) 153 1-4=(-47) 587 4-2-(0) 353 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3-(-774) 153 4-3-(-47) 587 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -80/ 637V -66/ 66H 5.50" 1.02 KDDF ( 625) 15'- 2.0" -80/ 637V 0/ OH 5.50" 1.02 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.055" @ 7'- 7.0" Allowed = 0.950" MAX TC PANEL LL DEFL = 0.085" @ 4'- 0.2" Allowed = 0.514" MAX HORIZ. LL DEFL = 0.006" @ 19'- 8.5" MAX HORIZ. TL DEFL = 0.011" @ 19'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-07 7-07 (ADO Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T f f load duration factor=1.6, 12 12 Truss designed for wind loads 6.00 IIM-4x4 Q 6.00 in the plane of the truss only. 4.0" 2 -. 1.1 1000111111111111111000,01, lin M 11Y l- 4 -,a 3 i o M-3x9 M-1.5x3 M-3x9 y )' b 7-07 7-07 k ," [+.,{ - 15-02 si I'/�6F - (5 GIN G /� ` 89782PE JOB NAME : 3413-B POLYGON NW - A2 Scale: 0.4009 411, WARNINGS: GENERAL NOTES, unless otherwise noted. OREGON EIaON A 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for anIndividual N. fo Truss: A2 and Warnings be re construction commences building component.AppllcablOy of design parameters and proper } 2.2x4 compression web bracing must be nstalled where shown+ incorporation of component Is the responsibility of the building designer. _ f VC �" 3.Additional temporary bracing to insure stability during construction 2 Des gn assumes the top and bottom chords to be laterally braced at 9,p-L.'�R i is the responsibility of the erector.Additional permanent bracing of 2ec.and at 10 o.c.rstabarveN unless braced throughout their length byi `V DATE: 11/30/2015 the overall structure is the res onsibgof the baldingtlesi continuous sheathing such as plywood shee whereC)and/or drywall(SC). �?.JI Lit. --`- p ty designer. 3.2x Impact bridging or lateral bracing required shown CO ;.I L. SEQ.: K15 6117 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss IS are m be uayof In a ne spedNei contractor.oent, . fasteners are complete and at no time should any loads greater than Design assumes design loads be applied to any component. and are for dry condition"of use. TRANS ID: LINK S.CompuTmshas nocontrol over and aasumesnoresponsroigvfor me 8.Desgnassumea/ullbearngatallsuppodsshown.Shlmorwetlgeil EXPIRES: 12/31/2016 fabrication,hantltn shipment and Installation of components. ssary g, smen pth b 7.Designassumesbelced on both is rusiNovember 30,2015 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on bath feces of truss,and placed so their center TPI/WTCA in SCSI.copies of which will be furnished upon request. lines coincide wgh joint center lines. 9.Digits Indicate sae of plate in inches. MiTek USA,Ir IC./Compuhns Software 7.6.6(1 L)-E t0.For bask connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1578) 306 1-5=(-303) 1391 5-2=( -216) 1310 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -116) 107 5-6=(-295) 1292 2-6=(-1494) 350 WEBS: 2x9 KDDF STAND 3-4=( -10) 5 6-3=( -119) 120 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 POE BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD - 10.0 PSI' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -146/ 618V -57/ 144H 5.50" 1.31 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -369/ 1701V 0/ OH 5.50" 2.72 KDDF ( 625) ADDL: BC CONC LL+DL= 1210.0 LBS @ 5'- 0.0" ADDL: BC CONC LL+DL= 637.0 LBS @ 7'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL !COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ 4'- 0.0" Allowed = 0.354" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.091" @ 4'- 0.0" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.004" @ 7'- 6.5" MAX HORIZ. TL DEFL = 0.008" @ 7'- 6.5" 4-01-12 3-06-08 0-03-12 T ,r < < Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 p M-1.5x3 4 3 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Vload duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 2 rn 0 l 0 ® lie 1 INIAIMMIMII `-'3 nil 11 o f �� 5 6 o M-3x4 M-3x8 M-4x8 1. y +1210# +6374 , 4-00 4-00 y 8-00 y F„c j PRQf6' 444. 8 782 P E JOB NAME : 3413-B POLYGON NW - AGIRD Scale: 0.9610 .� •i./ . 1.BuWARNilder GhRAeNOTEb, unless o the eparameteise OREGON 1.anIdeaand erection contractor should beadvised of all General Notes 1.This design Is onlyuponopesignpramewn and storm individual w -74,. �� Truss: AGIRD and Warnings before construction�mmencea building component.Applicability lity of design parameters and proper Ffr� [+� 2.204 compression web bracing must be installed where shown.. mcorporet on of component s the responsibility of Me building designer. _ � _ 'y t'3. 3.Additional temporary bracing tonsure stability during corstmcton 2.Design and at 1 assumes the top and bottom chortle to be throughoutaterally braced at by F is the respons bury of the erector.Additional permanent bracing of T o c antl at 10 o c respectively unless braced their length by ` �+' DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. continuous sheathing lateralbacas wootlsheathheres own•tlryvrell(BC). 1 P tY g 9 3.2z Impact bridging or lateral bracing required where shown++ P/4.0 L _ SEQ.: K15 6117 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes kill bearing at all supports shown.Shim or wedge:1 EXP IRES:: 12/311201+Es fabrication,handling, necessary. shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November 30,2015 8.This design k furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Inc./ConlpuTrus Software 7.6.7(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #19BTR SPACED 24.0" O.C. 2-3=(-42) 40 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -61/ 297V -7/ 47H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -102/ 88V 0/ OH 1.50" 0.14 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 98V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 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 TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" 1-11-11 MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. /' 0 o 1 111 2 -/ 1 �9 M-3x9 b J. y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 ,��C, ()Gt1V .R 0-. 't . 89182PE JOB NAME : 3413-B POLYGON NW - AJ1 Scale: 0.6771 WARNINGS: G. hRAeNOTsb, unless onhhepene ate.1OREGON Truss• AJ1 Builder and sbeonconstrucronco be advised of all General Notes Thisdesignnent.Aased nlyuponthepesignp s shownrameMr and ndpropanlndrvdual }/^�- dJ andwamngs before bracing commences Wilding component Applicability of design parameters and proper ` ^ _ CT 2.2x4 compresaon web bracing must be installed where shown+. incorporation of component a the responsibility of the building designer. 'L g'. 3.Additional temporary bracing tonsure stability during construction 2 Design assumes the top and bosom chords to be laterally braced at 7� .�'jR 4rF s the responsibility of the erector.Additional permanent bracing of 2 o.c.and at ea o c resuh as ply unless braced throughout their all)B by DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. continuousxImpa sheathing such l bracing plywood requirede sheath here s owrand/sr tlrywall(BC). BA i �� 3.2x Impact bridging or lateral where shown++ - • L SEQ. : K15 6117 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe e.Design assumes tvllbeefingatall supports shown.Shim orwetlgeir EXPIRES. 12/31/201+ fabrication,handling, nes scary' shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November 30,2015 6.This design Is furnished subject to the limitation e set forth by e.Plates shall be located on both faces of truss,and placed so their center TPI VI'CA In SCSI.copies of which will be furnished upon request. lines coincide wkh joint center lines. Mirk USA,Inc./Com uTrus Software 7.6.6 iL-E a.Diggs indicate size of plate in inches. P ( ) to.For basic connector plate design values see ESR-1371,ESR-198E(MiTek) 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: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4-(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-65) 49 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -50/ 396V -19/ 77H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -97/ 113V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6`- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL - 0.012" @ 2'- 2.2" Allowed = 0.246" 3-11-11 MAX BC PANEL TL DEFL - -0.034" @ 3'- 1.4" Allowed = 0.333" T 4' MAX BC PANEL TL DEFL = -0.003" @ 4'- 1.4" Allowed = 0.333" 12 MAX BORIZ. LL DEFL - -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL - -0.000" @ 3'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 M O /- MI O f 1 2�� 111.-=1.1.1A40 M-3x4 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,4 I - APR P Or. 89782PE cra JOB NAME : 3413-B POLYGON NW - AJ2 `/ • • • Scale: 0.6146 -- /', .- �. WARNINGS: GENERAL NOTES, unless otherwise noted: / OREGON � `©� 1.Builder andand 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. • Truss: AJ2 and Warnings before construction commences. building component Applicability of design parameters and proper .4/.... (•'1 2.204 compression web bracing must be Instated where shown+. incorporation of component is the responsibility of the bulltling designer. Sf -V 2.Design assumes the top and bottom chords to be laterally braced at 6 3.Additional temporary bracing to insure sfablley during consiructmn •2 0.c.and at 10 o c.respectwely unless braced throughout their length by `� is the responsibility of the erector.Additional permanent braung of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �. .a _ _ DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ r'{ SEQ.:. 15 6117 B 4.No load should be applied to any component until alter all bracing and 5.4.Installation of truss Is thhe e are to respone sibility ftthe h nenconlve oeive environment, fasteners are complete and at no time should any loads greater thanand gra assumesign dry trusses re tob. TRANS ID: LINK design loads De applied to any component. 6.Design assumes full bearing at a II supports shown.Shim or wedge if 5.CompuTrushas nocontrol over and assumes noresponsb'IMfor the nary. EXPIRES: 12/31/2016 fabrics!ion,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. NOV@Rib@f 30,2015 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 TPIMRCA In BCSI,copies of which wA be fumished upon request. lines coincide with joint center lines. 9.Digits Indicate see of plate in inches. MiTek USA,IncJCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see EBR-1311,ESR-7988(MiTek) 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-97) 68 TC LATERAL SUPPORT <= 12"OC. CON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+17L( 7.0) ON TOP CHORD = 32.0 PSF SEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -57/ 402V -22/ 108H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 79V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -68/ 160V 0/ OH 1.50" 0.26 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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 TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" 1' '( MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 6.00 3 / Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. a o . r+r rm 0 E. oI '" 1 21► 41► 0 M-3x4 1 b .6 1-00 6-00 rC('- R jar !PROVIDE FULL BEARING;Jts:2,4,3 I �`� PRQ, '. . 8.9182 P E I-- JOB NAME : 3413-B POLYGON NW - AJ3 • _ S/ • Scale: 0.5762 /', •• --_ / WARNINGS: GENERAL NOTES, unless otherwise noted: � ' t Builder and erection contractor should be advised of all General Notes 1.This design N based only upon the parameters shown and Is for an individual 9�. OREGON . ate. Truss: AJ3 and Warnings before construction commences. building component Applicability ab of design parameters and proper rt 2.2,r4 compression web bracing must be installed where shown+. incorporation of component is the responsbhty of the bmltling desgner e'4�j {�y 2 Design assumes the lop and bottom chords to be lateralty braced at 3.Additional temporary bracing to insure stability during construction 2 o.c.and at 10oc respectivety unless braced throughout their length by u4'' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). '. ` PA g- ''\: . DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown+* lJ L. SEQ.: K15 6117 9 4.No load should be applied to any component until ager all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID' LINK design loads be applied to am component. Design assumes formeor"dry d ll condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the B.Dee�i s ssumes full bearing al all supports shown.Shim or wedge If EXPIRES-. 12/31/2016 wane v ,y. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,and placed so their center TPIIWICA in SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Diggs Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MRek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 NODE #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 50 2-5= BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-116) 93 (0) 0 TC LATERAL SUPPORT <- 12"OC. UON. LOADING 3-9=( -70) 27 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 HORS BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -35/ 377V -28/ 131H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -142/ 352V 0/ OH 1.50" 0.45 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9" -58/ 15V 0/ OH 1.50" 0.02 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 2'- 9.3" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.050" @ 2'- 11.9" Allowed = 0.596" 12 9 MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" 6.00 MAX HORIZ. TL DEFL = -0.001" @ 5'- 11.2" 3 '' Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 140 mph, h=21ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, N Truss designed for wind loads o in the plane of the truss only. ti M O .'' MIO 1 5 IIIIIII 0 M-3x4 b i, b )' 1-00 6-00 1-05-15 j'�p (PROVIDE FULL BEARING;Jts:2,5,3,4 4_c O r R Qp . \5� ��GtN .'t. {37'!82PE_--'i-•... JOB NAME : 3413-B POLYGON NW - AJ4 • Scale: 0.5937 =-� WARNINGS: GENERAL NOTES, unless Othorsise noted: �.'�`/7AftE `©N t.Builder and erection contractor should be advised of all General Notes 1.This designs bad only upon the parameters shown and is for en individual se _4 ^^ Truss: AJ4 and Warnngs before construction commences. building component Applicability of design paramrers and proper 1!` 4 2.2x4 compression web bracing must be instaIled where shown+. Incorporation ofcomponent is the responsibility of the building designer. " •116,-y- � . �+j,� 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top antl bottom chords to be laterally braced lengthat S�j' � 'vi- s the responsibility of the erector.Additional permanent bracing of 2 o c and at 10 o c.respecthely unless braced throughout their by • DATE: 11/30/20152ontmousridging or lateral bac cog requirede hires own+drywall(BC). A.yr fes,`. the overall structure Is the responsibility I ty otthe building designer. 3.2x Impact bridging or lateral bracing where shown++ F'A ;j SEQ.: K1561180 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads beapplied toany component. and are for"thy conditionoraae. 5.CompuTrushasnocontroloverandassumesnoresponsbliyforthe 6 Design assumes full bearing atall suppodsshown.Shim wedge if EXPIRES. 12/31/2016 (abr cet'on,handlinnecessary. g,shipment and tallaton of components. 7.Design assumes adequate drainage Is provided. November 30,2015 8.This design is furnished subject to theetlso imitations set forth by 8.Plates shall be located on both faces of truss,and placedtheir center TPI/WrCA In BEN,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTms Software 7.6.6(1 L)-E 9.Digits indicate size of plate in inches. 70.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) II) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-10=(-1007) 5204 3-10=( -61) 465 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-5997) 1190 10-11=(-1314) 6874 10- 4=( -231) 1443 BC: 2x6 KDDF #1&BTR 3- 4=(-6056) 1207 11-12=(-1098) 5946 10- 5=(-1830) 393 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-5410) 1106 12-13=(-1098) 5946 5-11=( -25) 347 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-6898) 1424 13- 9=( -712) 3848 11- 6=( -374) 1591 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3907) 761 12- 6=( 0) 130 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4412) 831 6-13=(-2514) 548 8- 9=(-4445) 845 7-13=( -259) 1540 LL = 25 PSF Ground Snow (Pg) 13- 8=( -55) 304 NOTE: 2x4 BRACING AT 24"00 UON. FOR ADDL: TC UNIF LL+DL= 160.0 PLF 8'- 0.0" TO 12'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 12'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 0'- 0.0" -670/ 3376V -73/ 79H 5.50" 5.40 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+OL= 1440.0 LBS @ 12'- 4.0" 27'- 6.0" -412/ 2330V 0/ OH 5.50" 3.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. JT 2: Heel to plate corner = 0.75" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.168" @ 12'- 5.8" Allowed = 1.329" MAX TL CREEP DEFL = -0.537" @ 12'- 5.8" Allowed = 1.772" MAX HORIZ. LL DEFL = -0.050" @ 27'- 0.5" MAX HORIZ. TL DEFL = 0.116" @ 27'- 0.5" Design conforms to mai n windforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7 load duration factor=l.6, -11-11 11-06-10 7-11-11 Truss designed for wind loads ' in the plane of the truss only. 4-00-12 3-10-15 4-02-09 2-11-12 4-04-05 3-10-15 4-00-12 T T 45980 f f T f f 12 12 M-5x12 M-4x10 6.00 M-3x6 M-4x10 'Cl 6.00 4 5 6 T2 - M-1.5x3 M-1.5x3 3 +, .+ M 1:07 . .0 a 711 1 13 p 0 2 - 30 11 0 25" 12 M-4x10 M-3x10 *9 0 M-4x10 M-3x10 0 M18HS-7x14(0) M-1.5x3 1440# R CEy y y y y 7-04-12 5-01 2-08-04 4-11-04 7-04-12 � SSr� /� 1-00 27-06 -At'� '9` $�P E JOB NAME : 3413-B POLYGON NW - B1 Scale: 0.2244 WARNINGS: GhRAe design is unless otherwise eparametenoted: - OREGO•N �. 1.Builder and erection contractor should be advised of all General Notes 1.This des gn sbacedonty upon the parameters shown and is for anindividual ^� Truss: B1 and Warnings before construction commences Wilding component.Applicability of deign parameters and proper 2.2x4 compression web bracing must beinstalledwhere shown 4. incorporation of components the responsibility of the building designer. .�[!N/a�� S-'q . 3.Addt onal temporary bracing to insure stability during construction 2.Design assumes the top and bode)chords to be laterally braced al • I '-1 R -A-3-'''I'4'4.7.- rs 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: 11/30/2015 the overall structure is the responsibility of the buildingdesigner. 20 Imps us sheathing such l bs epcwg requirede sheathing(TC)whereand/or tlrywall(BC). A��•'j 1; p ty 3.20 Impact bridging or lateral bracing shown++ -�J SEQ.: K1561182 4.No load should be applied to any component until after all bracing and 5.4. allation of trusiss the e are ullsatl ty f theive actotorment, fasteners are complete and at no time should any loads greater thanDesign assumes se. TRANS I D: LINK design loads be applied to any component s are "dry Nllbeadn ition"f ut all supports shown.Shim or wedger 5.CompuTrushas nocontrol over end assumes noresponsbilty for the S assumes beetling ppoi EXPIRES: 12/3'1/2016 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate is provided. November 30,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be locatedd onon both faces of truss,end placed so Meir center TPhW1CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./ConnpoTnis Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER. SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=1-2948) 628 1-5=(-568) 2526 5-2=( -232) 1254 4-7=1-1909) 446 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-1606) 366 5-6=(-556) 2462 2-6=(-1172) 282 WEBS: 2x9 ROOF STAND 3-4=(-1408) 342 6-7=( -99) 104 6-3=( -114) 568 LOADING 6-9=( -506) 2308 TC LATERAL SUPPORT a= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT G= 12"OC. USN. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -344/ 1658V -42/ 105H 5.50" 2.65 KDDF ( 625) NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -711/ 3191V 0/ OH 5.50" 5.11 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED @@ADSL: BC CONC LL+DL= 1210.0 LBS @ 3'- 0.0" @@ADSL: BC CONC LL+DL= 637.0 LBS @ 5'- 0.0" @@ADSL: BC CONC LL+DL= 2330.0 LBS @ 7'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. J LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL - 0.011" @ 3'- 0.0" Allowed = 0.354" nails staggered at: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL - -0.034" @ 3'- 0.0" Allowed = 0.472" n/ 5" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. /Xvx\ 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL - -0.003" @ 7'- 10.3" 9" oc in 1 row(s) throughout 2x9 webs. MAX HORIZ. TL DEFL = 0.005" 0 7'- 10.3" 0* For hanger specs. - Be approved plans 6-02-11 1-09-05 ,I Design conforms to main windforce-resisting 3-01-12 3-00-15 1-09-05 system and components and cladding criteria. T T f f 12 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 load duration factor=l.6, Truss designed for wind loads 3 M-3x5 in the plane of the truss only. 9 -/ �D e vooriek,041 M-3x6 Io @@ HANGER BY OTHERS TO APPLY CONC. 1 LOAD(S)EQUALLY TO ALL MEMBERS. M o /- ® SII -f I 5 6 o M-3x4 M-3x4 M-7x8 M-3x8 y *1210 # *637# ,, +2330# , 3-00 2-09-12 2-02-04 l 8-00 b i`c0 PRQp�s \--- '�ctty -c 1 • -Ar & 782PE t-'- JOB NAME : 3413-B POLYGON NW - BGIRD Scale: 0.9699 ,/ •�•. - WARNINGS: GENERAL NOTES, unless otherwise noted: Truss BGIRD 1.Builder and erection contractor should be advised of all General Notes t.This design Is based only upon the parametersshown and is for an individual • I • 7r OREGON and Warnings before construction commences. building component Applicability of design parameters and proper ,74,; ^ CT 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. //,II 'L �j,�C 3.Additional temporary bracing tonsure stability during construction 2.Design assumes the top and bottom unless braced to be laterally braced at • • ^j � ;k- sMeresponsbltyoftheerector.Additional permanent bracing of 7oc.and at l0o.c.respectively throughout their length by DATE: 11/30/2015 the overall structures the responsibility of the baldingdesigner. continuousxrhgeN ogatehasaywgrtl vert renes)vea tlrywall(BC) R �j �� pons ty 3.2x Impact bridging or lateral bracing required where Shawn++ L SEQ.: K15 6118 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads beapplied many component anaarefor aary�antlgon of use. S.CampuTrus has no control over and assumes no responsibility for the 8 Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabdcatlon,handling, necessary. shipment and installation of components. 7.Design assumes adequate drainage is provided. Novem V P.r 30,201 5 8.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINJrCA 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./CompuTtus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-22) 50 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-37) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -74/ 248V -4/ 36H 1.50" 0.40 KDDF ( 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -35/ 22V 0/ 018 1.50" 0.04 KDDF ( 625) 6.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" MAX BC PANEL LL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3 -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads o in the plane of the truss only. I f 2 ' 0 NM 0 I oA 041 M-3x4 y 1-00 * 1-00 y ��a PROF S (PROVIDE FULL BEARING;Jts:2,9,4 I fy'��- .�j_}'�--- e' 10-- - 8.'782PE JOB NAME : 3413-B POLYGON NW - BJ Scale: 1.1073 I/ - ?"/ WARNINGS: GENERAL NOTES, unless otherwise noted - .• 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for an individual ". N. OREGON O �. Truss: BJ and Warnings before construction commences. bidding component.Applicability of design parameters and proper n 2 2s4 compression web bracing must be Instated where shown 0. Incorporation of component Is the responsibility of the building designer. �j(' ' 3 Additional temporary bracing tonsure stability during construction 2.Design assumes the lop and bottom unlchoess brads ced be laterally bracetlat `'j {J �. 2 o.c.and at 70'o c respectively unless braced throughout their length by -k , ` �],` s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). AA UL C` DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.So Impact bridging or lateral bracing required where shown o e 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K 15 6118 4 fasteners are complete and at no time should any roads greater man 5.Design assumes trusses are to be used m a non-corrosive envhonment, and are for"by condition'of use. TRANS ID' LINK design loads be app lied to any component. 5.CompuTrus has no control over and assumes no responsibility for the 6 necessary. fabrication, assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/S1/2-016 sponsi y A[- fTCJ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPI/W1CA In BCS(,copies of which will ba furnished upon request. lines coincide with joint center lines. 9.Digits indicate Sias of plate in inches. MTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 34-00-00 DUTCH SETBACK B-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-15=(-2698) 11309 15- 3-) -758) 3660 11-22=(-264) 1800 206 KDDF #19BTR T2 2- 3=(-12816) 3050 15-16=(-2302) 9724 3-16=(-1936) 366 22-12-) -92) 390 BC: 2x4 KDDF 1116BTR LOADING 3- 9=( -8746) 2256 16-17=(-1950) 7802 16- 4=( -12) 594 WEBS: 2x9 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -8050) 2210 17-19=(-2496) 9360 4-17=( -622) 82 2x9 OF 2400F A; TC UNIF LL( 50.0)+IL) 14.0)= 64.0 PLF 0'- 0.0" TO 39'- 0.0" V 5- 6=( 0) 0 18-20=( -108) 409 17- 5=( -330) 2134 2x9 KDDF #1&BTR B TC UNIF LL( 100.0)+OL( 28.0)= 128.0 PLF 8'- 0.0" TO 26'- 0.0" L 5- 7=( -7224) 2018 20-21=(-2166) 8308 17- 7=(-2586) 756 BC TRIP LL( 0.0)+DL( 50.0)- 50.0 PLF 0'- 0.0" TO 34'- 0.0" V 7- 8=( -9308) 2620 21-22=(-2004) 7500 7-19=( 0) 512 TC LATERAL SUPPORT <= 12"O(1. UON. 8-10-) -756B) 2160 22-13=(-1540) 5898 18-19=( 0) 142 BC LATERAL SUPPORT <= 12"OC. UON. TC CONC LL( 966.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" L 9-11=( 0) 0 19-20=(-2058) 7942 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 26'- 0.0" L 10-11=( -6138) 1702 19- 8=( -388) 1234 11-12=1 -6882) 1862 20- 8=) -724) 422 NOTE: 2x9 BRACING AT 24"01 UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12-13=( -6844) 1842 8-21=(-1138) 250 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13-19=( 0) 50 21-10-) -146) 942 10-22=(-2088) 688 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OVERHANGS: 12.0" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -900/ 3801V -95/ 95H 5.50" 6.08 KDDF ( 625) 39'- 0.0" -900/ 3801V 0/ OH 5.50" 6.08 KDDF ( 625) M-1.5x9 or equal at non-structural ( 2 ) complete trusses required. vertical members (uon). Join together 2 ply with 3"x.131 DIA GUN nails staggered at: 9" oc in 1 row(s) throughout 2x9 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" ocin 1 row(s) throughout 2x9 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 12-08-11 8-05-06 12-09-15 MAX LL DEFL = -0.318" @ 13'- 4.7" Allowed = 1.654" 2-09-12 4-04-03 T 5-01 1-02-14 3-11 f MAX TL CREEP DEFL = -0.613" @ 13'- 4.7" Allowed = 2.206" .( .( MAX LL DEFL = 0.001" @ 35'- 0.0" Allowed = 0.100" l 2-09 2-09-12� 0_0(6i05 2_08_08'1 f 3-04-02'1 i' /4-05-08 MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" f f f f f f f MAX HOAR. LL DEFL = 0.159" @ 33'- 6.5" 8-10 B-10 MAX HORIZ. TL DEFL = 0.257" @ 33'- 6.5" T =M-4x4+ 12 +597.30# M-3x8 ' +597.30# 12 6.00 M-3x6 Q 6.00 Design conforms to main windforce-resisting M-5X6+ M-5x6+ system and components and cladding criteria. 6 ,M-3x6 if". Wind: 140 mph, h=22.4ft, TCDL=9.2,BCD1=6,0, ASCE 7-10, (All Heights), Encose , at.2, Exp.B, MWFRS(Dir), load duration Tudg ;: t1:t1:61C thplonly.M-25x9 ua diagonal inlets. ro M-4x10 o 1e.�1�-15 16 17 19. 91 o 2 M-3x4 M-3x8 18 20 2l 22 �`\9 p o p' M-1.5x3 M-3x10 0.25 M-3x8 M-3x8 I o M-7x10 a 3.75 M-5x8(S) y12 k >- k ), ), 1, ), y ip Pfl L// 2-05-082-09-122-11-08 5-02 4-11-08 3-07-10 3-09-06 8-02-12 <a. ,l a1P4nq / 1-OD-05-08 10-09-08 )- 20-09 1-00 V `T � 1-00 34-00 y )' 197OGPE 1-00 • • JOB NAME : 3413-B POLYGON NW - Cl Scale: 0.1478 � •., � Aur: WARNINGS: GENERAL NOTES, unless otherwsenoted: V4 * EGON ;S.% Truss Cl 1.Builder and erection contractor should be advised stall General Notes 1.This design is based only upon the parameters shown and is toren Individual {f and Warnings before construction commences. building component.Appl cab liry of design parameters and proper �s: 2.254 compression web brarang must be nstalled where shown t. incorporation of component s the responsbiliy of the building designer. �i L.= � `� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at k /� i . is the responsibility of the erector.Additional permanent bracing of lac.and at 10 o.c.respectively unless braced throughout their length by J" •_ DATE: 11/30/2015 the overall structure Is the responsibilitycont nuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). of the building designer. 3.2t Impact bridging or lateral bracing where shown+♦ SEQ.: El5 6118 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, V p �s TRANS ID: LINK design bads beapplied toany compone . and are far dry ofuse. EXPIRES: 12/31/2016 m A CompuTrus has no control over and assumes no responsibility for the 6 nDe e sae assumes full bearing at all supports shown.Shim or wedge If fabdcatbn.handling,shipmentand installation of components. ry. November 30,2015 7.Design assumes adequate drainage is provkled. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center TPIMTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate see of plate in inches. MTek USA,Ina./CompuTrus Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1986(MiTek) • • • • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-376) 213B 3-10=(-253) 175 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2510) 513 10-11=(-254) 1799 10- 9=( -15) 996 WEBS: 2x9 KDDF STAND 3- 4=(-2275) 968 11-12=(-272) 1799 4-11-(-642) 235 LOADING 9- 5=(-1611) 937 12- B=(-398) 2138 11- 5=(-229) 1069 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-(-1611) 937 11- 6=(-692) 235 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2275) 988 6-12=( -15) 946 TOTAL LOAD = 42.0 PSF 7- 8=)-2510) 513 12- 7=(-253) 175 OVERHANGS: 12.0" 12.0" 8- 9=) 0) 50 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -235/ 1592V -187/ 187H 5.50" 2.97 HOOF ( 625) 39'- 0.0" -235/ 1592V 0/ OH 5.50" 2.97 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL-L/290, 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 = -0.119" @ 17'- 0.0" Allowed = 1.659" MAX TL CREEP DEFL = -0.232" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" 9 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.050" @ 33'- 6.5" MAX BORIS. TL DEFL = 0.083" @ 33'- 6.5" 17-00 17-00 T 'l 4' Design conforms to main windforce-resisting 6-00-05 5-05-13 5-05-13 5-05-13 5-05-13 6-00-05 system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-4x6 ' 6.00 load duration factor=l.6, 4.0" Truss designed for wind loads 5 3S( in the plane of the truss only. M-5x6(5) 1111111111111111/4 M-5x6(S) 0.25"000•••••010°°11111.11.1.111. .25" %11% .4(,).25" Op oc 1111111111111111 M-1. x3 M-1.5x3 3 Mr1 0 0 0 1 10 11 'r 12 B o 1 M-4x9 M-3x4 0.25" M-3x4 =M-4x4 • M-5x8(5) 0Eq PROF4CS 8-09-04 8-02-12 8-02-12 8-09-04 c, tN' .. 1-00 34-00 1-00 t-•. $9`. 82PE .1. JOB NAME : 3413-B POLYGON NW - C2 ' Scale: 0.1727 . G� `. M WARNINGS: GENERAL NOTES, unless otherwise noted: C p'�['�e A'I. t.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 lndN dualI. "4 OREGON ^ s,, Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper wJ �(_ 2.2x4coin web must be natalled where shown+, Incorporation of component is the responsibility of the building designer. , press on we bracing 2.Design assumes the top and bottom chords to be lateraly braced at ..f1- �Fi - { t�+ 3.Additional temporary bracing to Insure stability during construction 2'o c.and at 10'o.c.respectmey unless braced throughout their length by ,]' v is theresponsiblfty of the erector.Additional permanent bracing of continuous sheathing such as pywood sheathing(TC)anNor tlryvrell(BC). f)it 7. � . 1 '' DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown Co -V S E K15 6118 7 4.No ked should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. 4 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a noncorrosive environment, and are for"dry condition"of use. TRANS ID: LINK design loads be applied too ecomponent. 8.Design assumes full beefing at at supports shown.Shim or wedge if S.CompuTrushas nocontrolove and assumesnoresponsibility for the spry. EXPIRES: 12/31/2616 fabrication.handling,shipment ec and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 B.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be fumished 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-f 986(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( O) 50 2-11=(-774) 4293 11- 3=( -202) 1398 7-16=( 0) 406 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4872) 917 11-12=(-677) 3691 3-12=(-1247) 322 16- 8=(-206) 147 WEBS: 2x4 KDDF STAND 3- 4=(-2797) 540 12-13=(-373) 2449 12- 4=( D) 371 LOADING 4- 5=(-2106) 491 14-15=( -8) 54 4-13=( -754) 176 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-(-2076) 581 15-16=(-294) 1872 5-13=( -295) 203 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1621) 432 16- 9=(-390) 2127 14-13=( 0) 29 TOTAL LOAD = 42.0 PSF 7- 8=(-2278) 486 13-15-) -144) 1319 OVERHANGS: 12.0" 12.0" 8- 9=(-2501) 506 13- 6=( -301) 1073 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 15- 6=( -57) 416 15- 7=( -690) 238 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -235/ 1542V -188/ 188H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.182" @ 13'- 4.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.363" @ 13'- 4.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 17-00 17-00 MAX HORIZ. LL DEFL = 0.10B" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.179" @ 33'- 6.5" 2-09 5-03 5-04-12 3-05-08 6-06 4-07-07 6-00-05 T T T 1' T 1' T T 12 12 Design conforms to main windforce-resisting 6.00 IIM-6x6 system and Q 6.00 y components and cladding criteria. 6.0" Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i�! load duration factor=1.6, M-5x6(5) M-1.5x3 Truss designed for wind loads in the plane of the truss only. M-5x6(5) 0.25" 0.25" °o 4 v? M-1.5x3 e M-3x6 3 co M-3.01111e1°°.°1111.°1.1°11°.°8 O M t /1 12 13 _gym o 1 �SxB M-3x4 0 14 15 16 �'9 ° o I M-5x9 M-4x8 0.25" =M-4x4 I o M-1.5x3 M-5x6(S) O a 3.75 12 1' k )' k b k y V) PROF 1 y 2-05-08y 503 5-08-04 y 3-07-04 8-02-12 8-09-04 y y .,'�� cC5�'i 1-02-05-08 10-09-08 20-09 1-00 `'�fN ` 1Q2 b 34-00 Alt-, 89782PE r JOB NAME : 3413-B POLYGON NW - C2-C • Scale: 0.1602 '.!) •/ WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 1.Builder and erection contractor should be advised or all General Notes 1.This design Is based only upon the parameters shown and is for an Individual • w '� "s Truss: C2-C and Warnings before construction commences building component.Applcabliy&design parameters and proper • ��. Q !Q .-- Incorporation 2x4 compression web bracing must be nataIt d where shown Incorporation of component s the responsibility of me building designer. "V �T !']. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at j ^1 FM'"� '-- '<e aYk_ s the responsibility of the erector.Additional permanent brec ng of Y o.c.and at ityea o c respectively unless braced throughout their length by - `�'v DATE: 11/30/2015 the overall structures the responsibility of the buildingdesigner. continuous sheathing latchesacwg requd iredwh where shown) rtlrywall(BC). � ` g 3.2x Impact bridging or lateral bracing required where shown t PA• SEQ.: K1561189 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID' LINK design loads beapplied toany component. am are for dry ondton^Druse. 5.CompuTrushas nocontrol over and assumes noresponsbilityfor the a Desgnassumesfullbeeringatellauppodsshown.Ohimorwedgeit EXPIRES: 12/31/2016 • fabrication,handlingsh pment and nstellat on of components. ecessary. '.Design assumes adequate drainage is pre"Ided. November 30,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/VJTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 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) 50 2-10=(-387) 2154 10- 3=1 0) 289 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2528) 537 ID-11=(-389) 2151 3-11=(-570) 209 WEBS: 2x4 KDDF STAND 3- 4=(-1944) 494 11-12=(-263) 1708 11- 4=( -98) 542 LOADING 4- 5=(-1644) 490 12-13=(-420) 2151 11- 5-(-174) 94 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=(-1644) 490 13- 8=(-418) 2154 5-12=(-174) 94 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=1-1944) 494 6-12=1 -98) 542 TOTAL LOAD = 42.0 PSF 7- 8=1-2528) 537 12- 7=1-570) 209 8- 9-1 0) 50 7-13-1 0) 289 NOTE: 2x4 BRACING AT 24"OC DON. FOR LL - 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -222/ 1542V -152/ 152H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -222/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) JT 2, 8: Heel to plate corner = 1.75" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.230" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL - 0.002" @ 35'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL - 0.052" @ 33'- 6.5" MAX HORIZ. TL DEFL - 0.087" @ 33'- 6.5" 15-11-11 2-00-10 15-11-11 Design conforms to main windforce-resisting T f f f system and components and cladding criteria. 7-03-04 6-05-09 3-03-08 3-03-08 6-05-04 7-03-04 Wind: 140 mph, h=22.7ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, T f '1' '( '' 't 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-00 19-00 load duration factor-1.6, f f f f Truss designed for wind loads M-4x6 M-4x6 12 n the plane of the truss only. 12 M-3x9 6.00 4 5 6 Q 6.00 a M-3x9 M-3x9 3 7 M M o O a, ' ee ee �. 1 o 10 I1 12 13 � O I M-4x9 M-1.5x3 0.25" 0.25" M-1.5x3 =M-4x9 1 - M-5x8(S) M-5x8(5) 4icv PRQ, s b y 7-01-08 6-05-09 6-10-08 6-05-09 7-01-08 y y .'s, �N�IN��,g �Q2 . 1-00 39-00 1-00 " e'97g2PE . T",,,' • JOB NAME : 3413-B POLYGON NW - C3 • it Scale: 0.1652 WARNINGS: GENERAL NOTES, unless otherwise noted. F C/1 w' r la 1 Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is loran individual A W 7 EGO1 J ^ • Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 4F� f. 4 corporation of component Is the responsibility or the building designer. ,f�C 2.2x4 compression web bracing must be Installed where shown+. V� t� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom unlesschobrads o be laterallyho braced en � - { is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at f 0'o c.respectively braced throughout their length by DATE: 11/30/2015 the overall structure is the responsibility of the buildingdes continuousImpactsheathingeosuch as plywood iwhere sho) wn 0r tlrywall(BC). BA �'i I t�- p ty goer. 3.20 Impact bridging or lateral bracing required where shown i i f`�.4J L SEQ.: K 15 6119 0 4.No load should be applied to any component until after all bracing and 4.4.Installation of truss is the responsibility espo beusedf h non-corrosive enive vironment, fasteners are complete and at no time should any loads greater than Desand ign assumessudry trusses areof tousb. TRANS ID: LINK design loads be applied to any component 6.Design assumes full bearing al all supports shown.Shim or wedge 11 5.CompuTrushas nocontrol over and assumes noresponsibiliyfor the =,ary.°m .E -RES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design asaumesadequate drainage isprovided. November 30,2015 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 TPIM?CA 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)-Z to.For basic connector plate design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 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) 50 2-10=(-387) 2154 10- 3=( O) 289 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2528) 537 10-11=(-389) 2151 3-11=(-570) 209 WEBS: 2x4 KDDF STAND 3- 4=(-1944) 494 I1-12=(-263) 1708 11- 4=( -96) 542 LOADING 4- 5=(-1644) 490 12-13=(-420) 2151 11- 5=(-174) 94 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1644) 490 13- 6=(-416) 2154 5-12=(-174) 94 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1944) 494 6-12=( -98) 542 TOTAL LOAD - 42.0 PSF 7- 8=(-2528) 537 12- 7=(-570) 209 8- 9=( 0) 50 7-13=( 0) 289 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -222/ 1542V -152/ 152H 5.50" 2.47 KDDF ( 625) • 34'- 0.0" -222/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) JT 2, 8: Heel to plate corner = 1.75" SI 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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.230" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.052" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.087" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 13-11-11 6-00-10 13-11-11 f f f f Wind: 1lmph, Heights),h=22.7ft, 9EAS 7-03-04 6-08-07 3-00-05 3-00-05 6-08-07 7-03-04AlEnclosed, Cat.2, np.BMWFRS(Dir), T T T T f T f load duration factor=1.6, 12 Truss designed for wind loads 6.00 M-4x6 M-3x4 M-4x6 Q 6.00 12 in the plane of the truss only. 4 >3X40000AM3x4 3 7 M O M o 1 eC 1 I. • O 10 11 12 13 8 Io :IM-4x4 M-1.5x3 0.25" 0.25" M-1.5x3 -..7:1,4-4x4 i o M-5x8(S) M-5x8(S) �GQ PRQ�C b )' l . y V SC y y 7-01-08 6-05-04 6-10-08 6-05-04 7-01-08 y b :----eJ .-N��Na 9.,;.;..'-'. 1-00 34-00 1-00 JOB NAME : 3413-B POLYGON NW - C4f Scale: 0.1652 � •a. • WARNINGS: GENERAL NOTES, unless otherwise noted: I.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and is bran lndNidual 9 OREGON Q^ Truss: C4 and Wamings before construction commences bolding component Applicebilty of design parameters and proper 2.214 compression web bracing must be nstalled where shown+ incorporation of component Is the responsibility of me build-ng designer. 3.Additional temporary bracing to Insure stab) during 2 Design assumes the top and bottom chortle to be laterally braced at empo ry g stability gcensiruct on 2•oc.and at lP o.c respectively unless braced throughout their length by T is the respons b I ty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). (� tom`. DATE: 11/30/2015 the overall structure sthe responsibility of the building designer. 3.2x Impact bddging or lateral bracing required where shown++ R -U�. ;{ - SEQ.: K1561191 4.No load should be applied to any component until after all bracing and 4.Installation of truss iCE he respcnalbilty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, TRANS ID: LINK Ceslgnmadb t. anaareror dry conditionor use. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if EX IRES 12/31/2016 febr rat on,handling,shipment installation of necessary g, smell components. 8.Design shall besadedoeneothi face isprovided. and 30,2015 8.This design is mmlahetl subject to the limitations set forth by 8.Plates shall be located on both faces of truss, placetl so their center TPWVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 19.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 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) 50 2-12=(-611) 2140 3-12=(-174) 159 BC: 2x4 ROOF #1&BTR SPACED 24.0" O.C. 2- 3=(-2509) 789 12-13=(-727) 2521 12- 4=(-100) 628 WEBS: 2x4 KDDF STAND 3- 4=(-2272) 723 13-14=(-727) 2521 12- 6=(-649) 281 LOADING 4- 5=( 0) 0 14-10=(-660) 2140 13- 6=( 0) 241 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1973) 679 6-14=(-649) 260 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 8=(-1973) 690 8-14=( -88) 628 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 14- 9=(-173) 153 8- 9=(-2272) 738 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL - 25 PSF Ground Snow (Pg) 9-10=(-2509) 799 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=) 0) 50 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -289/ 1542V -109/ 109H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -297/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = -0.149" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.300" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL - 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.097" @ 33'- 6.5" Design conforms to main windforce-resisting 11-11-11 9-02-10 12-09-11 system and components and cladding criteria. T f f f Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-01-08 4-07 2-03-03 5-00-05 4-02-05 3-01-03 4-07 5-01-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T ' '1' T T ' f '1' '1 load duration factor=l.6, 10-00 10-00 Truss designed for wind loads T T 7 '( f in the plane of the truss only. 12 5 12 6.10 M-4x6 M-3x8 M-4x6 Q 6.00 4 6 M-1.5x3 M-1.5x3 M � v M 12 13 � � 14 1 l o I -.M-4x4 M-3x8 0.25" M-3x8 714-4x4 1 M-5x6(5) o ) PRQp 9-06-12 7-05-04 7-05-04 9-06-12 1-00 34-00 i-00 1'9782 P E JOB NAME : 3413-B POLYGON NW - C5 • Scale: 0.1852 'T WARNINGS: GENERAL NOTES, unless otherwise noted F A, 1.Builder and erection contactor should be advised of all General Notes t This designs based only upon the parameters shown and is for an Individual A "7A • EGON ^ Truss: C5 and Warnings before construction commences budding component Applicability of design parameters and proper !P de r12- 2.2x4 compression web bracing must be installed where shown incorporation raton of component Is the responsibility of the building designer. Sf V --60:S' 2.Design assumes the top and bottom chords to be lateralty braced at R , 3.Additional temporary bracing to insure stability during construction 2 o c.and at 10 o.c.respectNety unless braced throughout their length by `� 's the responsibility of the erector.Additional permanent bating of continuous sheathing such as plywood sheathing(TC)andlor tlrywall(BC). PA j"�1 �`. DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+• r�11-1„!L. S E K 15 6119 2 4.No load should Be applied to any component until after all bating and 4.Installation of truss is the responsibility 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 noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. r�1) TRANS ID: LINK 5.CompuTnls has no control over and assumes no responsibility for the fi.Design assumes full bearing at all supports shown.Shiner wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015xC G/ J 6.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. Ines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,IncJCompuTrss Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-495) 2140 3-11-(-175) 189 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2509) 644 11-12=(-534) 2521 11- 4=) -83) 628 WEBS: 2x4 KDDF STAND 3- 4=(-2272) 562 12-13=(-534) 2521 11- 5-(-649) 236 LOADING 4- 5=)-1973) 542 13- 9=(-544) 2140 12- 5=) 0) 241 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 7=(-1973) 566 5-13=(-649) 208 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 7-13=( -66) 628 TOTAL LOAD = 42.0 PSF 7- 8=(-2272) 590 13- 8=(-174) 176 8- 9=(-2509) 665 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10-( 0) 50 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -223/ 1542V -109/ 109H 5.50" 2.47 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 0.0" -233/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.D" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" • MAX LL DEFL = -0.149" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.300" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL - 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL - 0.097" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 9-11-11 13-02-10 10-09-11 Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 5-01-08 4-10-03 7-00-05 6-02-05 1-01-03 9-07 5-01-08 Truss designed for wind loads T f ' 'f T T T '1 in the plane of the truss only. 10-00 T 1' 12 M-9x6 M-3x8 6 M-4x6 12 6.00 4 5 Q 6.00 y mew M-1.5x3 M-1.5x3 ' 3 + + M O M O 11 12 13 I -M-4x4 M-3x8 0.25" M-3x8 -M-4x4 9I o M-5x6(S) Qy�) PROfF -. b I' J' J' y ^ �i 9-06-12 7-05-04 7-05-09 9-06-12 �Ca NS7:1.1 E' l . 1-00 34-00 1-00 897-82P-E- . 9782P E JOB NAME : 3413-B POLYGON NW - C6 -• �, -.i - - Scale: 0.1852 iTili WARN1.Builder G. hRAeNOTsb, unless o thevlarameta OREGON 1.and and erection contractorshouldod be advised of all General Notes 1.Thising co is neat.only upon Applicability o parameters shown antl p ror an Ir�dNltlual rt� Truss: C6 and Wammga berore conawalon mmmencea. buldmgcomvof coonentisth of design parametersandproper V 2.2x4 compression web bracing must be installed where shown Incorporetpn of component E the responsibility of Me building designer. ,,�J f3. 3.Additional temporary bracing to Insure stability during constructiTon 2.Design assumes the top and bottom chords to be laterally braced at l ♦_4 Fop.4,..,,,,,i,_(,6,,...,. - 's the responsibility of the erector.Additional permanent bracing of c o.,and at 10 o c.respectively unless braced throughout their length by /1 DATE: 11/30/2015 the overall structure Is the responsibilitythe bu ltln deli nen continuous sheathing such as plywoodbracing required sheathing,e shown for -1 1°A-U '�°� ofg g 3.2t Impact bridging or lateral brae ng where shown♦♦ -W L SEQ. : K 15 61193 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID• LINK design mads be applied to any component. and are for•dy 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 EXPIRES. 12/31/2016 fabrication,handling, scary. '1-J ehedisujectotiellmiaienafaompthbya. 7.�sisnaallbelcedaon drainageisrulNovember 30,2015 6.This design is furnished subject to the limitations set forth by 8.Platen shall be located on both faces of truss,and placed so their center TPIM?CA in eCSI,copies of which will be famished 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-131 t,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2-( 0) 50 2-14=(-1532) 7788 3-14=( -78) 440 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-8988) 1824 14-15=(-1508) 7862 14- 4=( -670) 2884 WEBS: 2x4 KDDF STAND 3- 4=(-9058) 1848 15-16=(-1226) 6930 4-15=(-1792) 472 LOADING 4- 5=(-7776) 1582 16-17=) -950) 5698 15- 5=( -350) 1906 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=(-7212) 1474 17-18=( -508) 3480 15- 6=( -540) 996 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=(-6386) 1170 18-12=( -544) 3458 6-16=( -838) 310 TOTAL LOAD - 42.0 PSF 7- 9=(-3556) 646 16- 7=( -148) 1198 8- 9=( 0) 0 7-17-(-2470) 506 NOTE: 2x4 BRACING AT 24"01 UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3856) 694 9-17=( -156) 1136 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 6'- 0.0" V 10-11=(-3926) 676 17-10-) -68) 382 11-12=(-4012) 668 10-18=( -114) 42 ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 12-13=) 0) 50 18-11=( -36) 134 OVERHANGS: 12.0" 12.0" @@ADDL: BC CONC LL+DL= 3191.0 LBS @ 6'- 4.5" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) -',- ( 2 ) complete trusses required. 0'- 0.0" -1006/ 4915V -87/ 87H 5.50" 7.86 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 34'- 0.0" -398/ 2258V 0/ OH 5.50" 3.61 KDDF ( 625) nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. \^/ 9" oc in 1 row(s) throughout 2x4 top chords, /X\/X\ 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.128" @ 13'- 10.8" Allowed = 1.654" MAX TL CREEP DEFL = -0.410" @ 13'- 10.8" Allowed = 2.206" @@ HANGER BY OTHERS TO APPLY CONC. MAX LL DEFL - 0.001" @ 35'- 0.0" Allowed = 0.100" LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL - -0.001" @ 35'- 0.D" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.034" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.080" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 17-02-10 8-09-11 1' T T T Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-06-10 2-11-101-05-07 5-11-02 6-02-05 5-01-02 1-011-0032-042-11-10 3-06-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T f 1' ' 1' ' f 1' ' f ' load duration factor=1.6, End vertical(s) are exposed to wind, 8-00 Truss designed for wind loads 1598# 1' T in the plane of the truss only.12 M-5x8 M-3x4o. M-3x4 3 M-5x8 12 6.00 M-3x5 5 6 7 9 M-3x5 Q 6.00 4 w Ma 0 0 M-1.5x3 + M-1.5x3 3 \/ 1 "o y rn o Io 1�� _ i•k .tam i ie .. r�)�3o 19 15 16 17 18 -1 1 M-3x10 M-6x8 0.25" M-3x8' M-3x10 1 rc 1-�.pp/�/� 0 3 93#8 M-7x8(S) M-6x8 4�`D PL141/"'C ), A J' 1' Y y t.�.G1N cc4� i..1 y y 6-02-12 1-04 9-05-04 9-05-04 1-04 6-02-12 y � (�\`+ ti� � . 1-00 34-00 1-00 8'182PE r..... JOB NAME : 3413-B POLYGON NW - C7 Scale: 0.1852 / �•/ WARNINGS: GENERAL NOTES, unless otherwise noted { OREGON 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: C7 and Wamings before construction commences. building component Applicability of design parameters and proper ` CP • 2.21,4 compression web bracing must be Installed where shown+. incorporation of component is the responslbliky et me building designer. 17;9- J ^ -V 3.Additional temporary bracing to insure stability during constructor 2 Design assumes the top and bottom chords to be laterally braced at T ^i y�j Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10 o.c.respeclNely unless braced throughout their length by !{L V+ DATE: 11/30/2015 the overall structure s the responsibilityf the r a n continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �' PA U] C*`'-'--". o 9 designer. 3.2K Impact bridging or lateral bracing required where shown« Ld I� SEQ.: K15 6119 4 4.No load should be applied to any component until after al bracing end 4.Installation of hu s is the are to si ulityd of Ithe nancorcoeive environment fasteners are complete and at no time should any loads greater man Design assumes TRANS ID: LINK design loads be applied to any component. 8 lare for"dry cNllbearingand ofutallw supports if m 5.CompuTrus has no Design assumese ppo wedge EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. ry 7.Designteshall b es aed ne drainage is provided. November 30,2015 6.This design k furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed no their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)E 10.For basic connector plate design values see ESR-1311,EBR-1988(MiTek) - This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-31) 112 6-5=( 0) 18 BC: 2x4 KDDF $(1&BTR SPACED 29.0" O.C. 2-3=(-183) 0 5-7=1-68) 219 5-3=( 0) 58 WEBS: 2x9 KDDF STAND 3-9=( -19) 35 3-7=(-221) 69 LOADING TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -53/ 357V -14/ 77H 5.50" 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -144/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) 8'- 0.0" 0/ 108V 0/ OH 5.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. psf) uplift 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" 3-11-11 MAX LL DEFL = -0.008" @ 2'- 4.7" Allowed = 0.170" MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed = 0.226" f f MAX LL DEFL = 0.000" @ 6'- 3.7" Allowed = 0.178" 2-03-12 1-07-15 MAX BC PANEL TL DEFL = -0.017" @ 4'- 0.2" Allowed = 0.173" '1 T T MAX HORIZ. LL DEFL = -0.005" @ 6'- 3.7" 12 MAX HORIZ. TL DEFL = 0.010" @ 6'- 3.7" 6.00 L' Design conforms to main windforce-resisting 4 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 '' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads n the plane of the truss only. o t - oiliiiiimimw igillIll7 111.- 1 M-3x4 1 „Pal lir ro o o 1 2 M63x4 0 M-3x4 M-3x5 )7 b l y 2-03-12 3-11-15 1-08-05 i b I y 1-00 2-05-08 8-00 5-06-08 ...O P-p PROVIDE FULL BEARING;Jts:2,4,7 Gry 89'782 P E • JOB NAME : 3413-B POLYGON NW - CJ2 ` '__,0!/.1 ..► Scale: 0.5501 • WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON hal , 1.Builder and erection contractor should be advised of all General Notes 1.This design h based only upon the parameters shown and is for an Indiv dual eV A Y w Truss: CJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.244 compression web bracing must be Installed where shown+ mcorporstbn of component s the responsibility of the bu Itl ng designer. .y 3.Additional temporary bracing tonsure stability during construction2.Design assumes the top and bottom chords to be laterallybraced at •� R U� �` 7 o.c is the responalblAty of the erector.Additional permanent bracing of and at 10 o c respectively unless braced throughout their length by DATE: 11/30/2015 the overall structure Is the responsibility of the buildingdesi continuous sheathing suchr l bracings plywood uieathin ere s ownand/•r tlrywall(BC). P tY designer. 3.2z Impact bridging or lateral required where shown++ SEQ.: K15 6119 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 6.Design assumes trusses are to be used in a non-corrosive environment. EXPIRES-. c .}/!7/� �a TRANS ID: LINK design loads beapplied toany component. and arefor.drycondition.ofuse. EXPIRES. 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if fabrication.handling,shipment and installation of components. necessary. November 30,2015 7.Design assumes adequate drainage Is provided. an 6.This design Is furnished subject to the limitations sal forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINJTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Int./COtnpuTras Software 7.6.6(10-Z to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" ISC 2012 MAX MEMBER FORCES 4WR/DIF/Cq=1.00 TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 50 2-6=(-101) 239 6-5=( 0) 18 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-320) 55 5-7=(-211) 477 5-3-( 0) 64 WEBS: 2x9 KDDF STAND 3-4=( -50) 46 3-7-1-483) 213 LOADING TC LATERAL SUPPORT 6= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 6= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -57/ 411V -22/ 108H 5.50" 0.66 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 10.9" -111/ 118V 0/ OH 1.50" 0.19 KDDF ( 625) 8'- 0.0" 0/ 148V 0/ OH 5.50" 0.29 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 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" 5-11-11 / MAX LL DEFL = 0.021" @ 2'- 4.7" Allowed - 0.270" MAX TL CREEP DEFL = -0.039" @ 2'- 4.7" Allowed - 0.359" 2-03-12 3-07-15 MAX LL DEFL = 0.000" @ 6'- 3.7" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 6'- 3.7" Allowed = 0.105" MAX HORIZ. LL DEFL - -0.014" @ 6'- 3.7" 12 MAX HORIZ. TL DEFL = 0.022" @ 6'- 3.7" 6.00 9 -/ Design conforms to malwindforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oload duration factor=1.6, t Truss designed for wind loads M-4X6 co in the plane of the truss only. 0 3 4 Ir' Em Im. II- 11__ 111111111111_ iiiiiIMMEMMW•mwm.--_ 1 s- gigglIMMIIMMEMEMOMMEMEMEMEMMEMEM I m r! M-3x9 11 0 t 1 2 M6-3x4 0 o M-3x4 M-3x5 > y Y 1- 2-03-12 3-11-15 1-08-05 y 1, y > r�� t,D PRop 1-00 2-05-08 8-00 5-06-08 PROVIDE FULL BEARING;Sts:2,4,7 r 4 vCO _taini4. / 2p JOB NAME : 3413-B POLYGON NW - CJ3MOW Scale: 0.5126 WARNINGS: GENERAL NOTES, unless otherwise noted: },,,©• REGv 4� lT 1.Binder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown ands for anndrcdual �) V 2 �` Truss: CJ3 and Warnings before construction commences building component.Applicability or design parameters and proper F ^�R�l' . 2.2v4 compression web bracing must be installed where shown+. incorporation of component s the responsibility of the building designer. Va 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to during construction insure stability !1 t is the responsibility of the erector.Additional permanent bracing of v o.c.and at 10 o.c.respectsely unless braced throughout their length by P ``. continuous sheathing such as plywood sheathing(TC)and/or dryvmll(BC). - DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2e Impact bridging or lateral bracing required where shown++ SEQ.: K15 6119 6 4.Ne load should be applied to any component sell after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, I �_ /31/201. 6 deafen loads be applies m any component. am are for"dry condition•of use. _ TRANS I D: LINK 6.Design assumes full bearing at all supports shown.Shim or wedge V 5.CompuTrus has no control over and assumes no responsibility for thenecessary. November 30,2015 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPPWRCA in BCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits indicate see of plata in Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see EBR-1311,ESR-1986(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF 41613TR SPACED 24.0" O.C. 2-3=(-127) 93 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 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 481V -30/ 139H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 101V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 POE' Ground Snow (Pg) 8'- 0.0" -94/ 219V 0/ OH 1.50" 0.35 KDDF ( 625) 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 lOPSF LIVE LOAD. TOP 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 TC PANEL LL DEFL = 0.275" @ 4'- 9.3" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.357" @ 4'- 6.1" Allowed = 0.820" MAX HORIZ. LL DEFL - -0.001" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.2" 3 -/ 12 Design conforms to main windforce-resisting 6.00 system and '' components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. f f 1 M-3x4 b y y 1-00 'PROVIDE FULL BEARING;Jts:2,4,3 8-00 . � IN - At- • e9'782P <` JOB NAME : 3413-B POLYGON NW - CJ7 r Scale: 0.5126 WARNINGS: GENERAL NOIES, unless otherwise noletl ) as" '/ E•�©� �_ 1.Builder and erection contractor should be advised of all General Notes 1.This design abased only upon the parameters shown and s for an individual 0- ^s • T ru S s: CJ7 and Warnings before construction commences. building component Applicability of design parameters and proper •: \J 2 2x4 compression web bracing must be Installed where shown.. ncorporat on ofcemponenl is the responsblM1Y or the building designer. f'1... 3.Additional temporary bracing to insure stability during construOwn 2.Design assumes the top r 1 bottom chords to be laterally braced at s the responsibility of the erector.Additional permanent bracing or 2 o.c.and at 10 o.c respects plywood unoeas braced throughout their length by - �+ DATE: 11/30/2015 the overall structure is the responsibility of buildingdesigner. continuousxIrhging ogaterhasacng requirede where t)awn+nd/or tlrywall(BC). A� a` pons N o 3.2x Impact bridging or lateral bracing shown++ ♦- SEQ. : K 15 61197 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID• LINK design loads W applied m any component. and are for dry mnme an of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Desgnassumeslullbearngata0supponsshocar Shim ore dgeit EXPIRES: 12/31/2018 fabrication,handling, snary. shipment to the installationimiteof et forth components. 7.Pla es s assumes b es a tedoane drainagetfis truss, an November 30,201 5 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of tines,and placed so their center TPIIWfCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size or plate in inches. MiTek USA,Inc./CompoTlus Software 7.6.6(1 L)-E 10.For basic connector plate design values see EBR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-7=(-239) 401 7-6=( 0) 18 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-992) 122 6-8=(-491) 803 6-3=( 0) 83 WEBS: 204 KDDF STAND; 3-4=(-127) 105 3-8=(-805) 497 204 KDDF #1&BTR A LOADING 9-5=( -10) 5 4-8=(-176) 156 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: • 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -80/ 473V -54/ 144H 5.50" 0.76 KDDF ( 625) B'- 0.0" -46/ 328V 0/ OH 5.50" 0.53 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) 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 LL DEFL = 0.046" @ 2'- 4.7" Allowed = 0.359" 2-03-12 0-01-12 5-06-08 MAX TL CREEP DEFL = -0.070" @ 2'- 4.7" Allowed = 0.972" II MAX HORIZ. LL DEFL = -0.029" @ 7'- 8.2" M-1.5X3 MAX HORIZ. TL DEFL = 0.036" @ 7'- 8.2" 5 -, 12 4 6.00 I, Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads tiin the plane of the truss only. co 0 I m M-4x6 3 # o0 o f 1 m o M-3x4 10 f 1 I 2►� 1,403x4 0 0 M-3x4 M-3x5 ,1 b 1' ), 2-03-12 5-02-12 0-05-08 y 1-00 y 2-05-08 y 8-00 5-06-08 y -'�' '� `, 89182PE JOB NAME : 3413-B POLYGON NW - CJ8i -- Scale: 0.4751 OREGON WARNINGS: GENERAL NOTES, unless otherwise noted. '-IF `" EGO•N[�Q, CT 1.Builder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and Is for an Indhldual w � _ C,'(/ `_ Truss: CJ8 and Warnings before construction commences. building component Applicability of design parameters and proper ry7 J 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility ohne building Designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords M be Iaieralty braced at PA �� is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 1 flo.c.respectively unless braced throughout their length by DATE: 11/30/2015 the overall structure a the responsibility of the buildingdesigner. 2x Impact sheathing such as plywood sheat where s antllor tlrywall(BC). espons ftY goer. 3.2x Impact britlging or lateral bracing required where shown++ SE K15 6119 8 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective connector. 4' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �/ p''�R s�{)J!/� design loads be applied[o any component. and are for'dry condition.of use. •EXPIRES, 12/3112016 TRANS I D: LINK B.Design assumes full bearing at all supports shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibility for the necessary. November 30,2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located an both laces of trues,and placed so their center TPINJTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek LISA,Ino./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(Wilk) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-(0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(0) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -69/ 2B6V -7/ 47H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -139/ 136V 0/ OH 1.50" 0.22 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOP5F LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) 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 TC PANEL LL DEFL - 0.002" @ 1'- 0.0" Allowed - 0.097" MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.011" @ 3'- 6.6" Allowed = 0.350" MAX BC PANEL TL DEFL - -0.075" @ 4'- 4.8" Allowed = 0.467" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 1-11-11 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" T 1' 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 -/ , 0 M-3x4 )' y y 1-00 'PROVIDE FULL BEARING:Jts:2,3,4 8-00 V PROfiFs 19782PE E fir'' JOB NAME : 3413-B POLYGON NW - J1 „ -.10, Scale: 0.6001107 _ WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised Oat!General Notes 1.Thi designs based enlq upon the parameters shown andls for an Individual A '1 OREG©N (N Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper p (�y Q` 2.2x4 compression web bracngmust be installed where shown+. incorporation orcomponent is the responsibility of the building decigner. 2 f}, 3.Additional temporary bracing tonsure stability during construction 2 Design assumes the top and bottom chorda to be latera o braced et 7//s !'7 R -•"�,,,..i.,--1,40,-7,-...-.,5e, ' �r- Is the responsibilityti the erector Additional [bracingf 2'o c.and Cl f 0 o.c.respectvply unless braced throughout their length by -) ` ' - o permanent o continuous sheathing such as plywood ing(TC)and/or drywall(BC). A� (�i DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown+i ♦ SEQSEQ.: K 15 612 01 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. .: fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design made beapplied toany componentand are for conditionuse. 5.CompuTms hes no control over and assumes noresponsibility for the 6 DeeseSnassumes full bearing ata0suppodsshoon.OhimorwetlgeiI •EXPIRES. 12/31/2016 fabrication,handling, eery. +' shipment and ho installation or components. 7.Design assumes adequate drainage Is provided. November 30,2015 e.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 TPIIW1 CA In BCS1,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size or plate In Inches. MITek USA,Inc./CompuTms Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 SC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-59) 61 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 SRG 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 POE 0'- 0.0" -43/ 357V -14/ 77H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -149/ 139V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.012" @ 3'- 6.6" Allowed = 0.350" MAX TC PANEL TL DEFL - -0.026" @ 2'- 2.2" Allowed - 0.369" MAX BC PANEL TL DEFL = -0.111" @ 4'- 4.8" Allowed = 0.467" 3-11-11 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 12 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 -/ (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. i of f 1 2► 19 M-3x4 y b b 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 • PROP- -At . e 9'782•P E JOB NAME : 3413-B POLYGON NW - J2 Scale: 0.5751 - WARNINGS: GENERAL NOTES, unless otherwise noted: / -G ©N ��a.. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an lndredual Truss: J2 and Warnings before construction commences building component.Applicability of design parameters and proper ! 2.2v4 compression web bracing must be Installed where shown tl incorporation of component s the responsibility of the building designer. /t^ -V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 77 •�'i f'� - '� _{ erne responsibility of the erector.Additional permanent bracing of o c,and at 10 o.c,rsas ply unless braced throughout their length by . DATE: 11/30/2015 the overall structure is the responsibility the des 2ontpactsrhging or suchterlalywg requirede sheathing(TC)s ownsand/or tlrywall(eC). li. +'ij '' 1: ofbalding gear. a.n impact bridging or lateral bracing whore shown.. LJ L SE K1561202 4.No load should be applied to any component until after all of bracing and 4.Installation aes Is the responsibility of the respectNe contractor. Q' ' fasteners are complete and at no time should any loads greater than 5.Design aaaumea trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any verandcomponent. 6.and are for drycmnbaanfutallw ns shown.shim or wad r 5.CompuTrushas nocontrol overandassumes noresponsibility for thenece Design assumes bearing at supports eat -EXPIRES: 12/3`1/201f ry. p I,�pr� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 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 TPINJTCA In BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-93) 73 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0`- 0.0" -49/ 422V -22/ 108H 5.50" 0.67 KDDF ( 625) 5'- 10.9" -125/ 170V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ B2V 0/ OH 5.50" 0.13 KDDF ( 625) 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL - 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.086" @ 3'- 2.2" Allowed = 0.395" 5-11-11 MAX BC PANEL TL DEFL = -0.149" @ 4'- 1.4" Allowed = 0.467" f f MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" 12 6.00 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 190 mph, h=20.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, Truss designed for wind loads in the plane of the truss only. 0 rv1 M o f P El o l0 1 2 M-3x4 y b y 1-00 [PROVIDE FULL BEARING;Jts:2,3,4 1 8-00 �'t4 PR OFC. • i�C l �� _@--- - -•-c °782PE ,s`' • JOB NAME : 3413-B POLYGON NW - J3 , Scale: 0,5501 .; i•/ WARNINGS: GENERAL NOTES, unless otherwise noted: ©RCla O1V N 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual , .Truss: J3 and Warnings before construction commences. building component.Applkadlty of design parameters and proper eSQ 2.2x4 compression web bracing must be installed where shown+ incorporation of component is the responsibility of the building designer. 17;9-- ' '(i 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al 3� �� "� s the responsibility of the erector.Additional permanent bracing of 2 o c and at 10 o.c.respectsely unless braced throughout their length by PAUL DATE: 11/30/2015 the overanawcture ameresponsibility ofthe building dewgner SDI naoaaaneamngsucneaplywoodaneammoreeandlordrywan(Bc>. AA VL �`. 3.2v Impact bridging or lateral bracing required where shown++ -W SEQ.: K 15 612 0 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than S.Design a es trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any componen arta ars organ conditionof use. 5.Composres has no control over and assumes no responsibility for the 6 Design assumes full bearing at al supports shown.Shim or wedge if C�V(p pEcr. fabrication,handling, ssary. CA(-�7-1C�• 12/31/2016 shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is banished subject to the limitations sat forth by e.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate In inches. MiTek USA,Inc./CompuTrto Software 7.6.6(1 L)-E ID.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-127) 92 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 4B0V -29/ 139H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 101V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -94/ 218V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) 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 TC PANEL LL DEFL = 0.270" @ 4'- 9.1" Allowed = 0.544" MAX TC PANEL TL DEFL = -0.353" @ 4'- 5.9" Allowed = 0.817" 7-11-11 MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" ,r MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 3 -/ 12 Design conforms to main windforce-resisting 6.00 1/ '' system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 m O f i MP P 1 f 1 2672M4M710 O M-3x4 J- J' i' 1-00 'PROVIDE FULL BEARING;Jts:2,9,3 I 8-00 e9182PE r`"'• ' JOB NAME : 3413-B POLYGON NW - J4 ,iir i Scale: 0.5126 'W- _- NM WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an ndh dual '"s OREGON N. Truss: J4 and Wammgs before construction commences. building component.Applicability of design paramelers and proper Q 2 2v4 compression web bracing must be Installed where shown+ incorporation of component s the responsibility of the building designer. iffa"`"""•/•/•� fiy (� t'}" 3.Additional temporary bracing to insure stability during construction 2 Design and at lO the top and bottom chords to be throughoutNteralty braced at 7 ^i Ab_ �lft- Is the responsibility of the erector.Additional permanent bracing of 2'o.c. at 10 o.c respectively unless braced their length by \.\- '�+ DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. rantmousridging or laterlh as plywoodrequired where)own stlryvrell(BC). • - fj 3.rax Impact bridging or lateral bracing requlretl where shown*+ AUL SEQ.: K15 612 0 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respect a contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK desgnbads beapplied toany component. and are me andma or use. 5.CompuTms has no control over and assumes no responsibility for the 6.Desig full bearing at all supports shown.Shim or wedge if ,EXPIRES• 12/31/2016 fabrication,handling, scary. shipmentand el:sWtionofcompomnts. 7.Design assumes adequate onboreiNoeso provided. November 30,2015 B.This design is furnished subject to the limitations set forth by S.Plater shall be boated on both faces of truss,and placed so their center TPIMTCA in BCS',copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sac of plate in inches. MiTek USA,IncfCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1908(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-150) 126 3-4=( -99) 37 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. LION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 POE 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" -29/ 992V -37/ 170H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) 7'- 11.2" -202/ 491V 0/ OH 1.50" 0.63 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -93/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL = 0.200" @ 3'- 10.8" Allowed - 0.546" MAX TC PANEL TL DEFL = -0.194" @ 3'- 10.9" Allowed - 0.820" MAX HORIZ. LL DEFL = -0.002" @ 7'- 11.2" 4 -7 MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2" 12 Design conforms to main windforce-resisting 6.00 3 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. N o f- 1 2'0011 5�� M-3x4 1-00 8-00 'PROVIDE FULL BEARING;Jts:2,5,3,4 y I 1-11-11 tit,) PROF-^ • :9782PE JOB NAME : 3413-B POLYGON NW - J5 !�" ��/J� • Scale: 0.9500 • 1.WABuilder G.This design unless o thevlae ramete OREGON _ 1.Bu lder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and slot an ntlry tlual • Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper j A (� 2.2x4 compression web bracing must ba matan d where shown+ incorporation of component is the responsibility Done bldg designer. eV/x� /� V �. 3.Addd Dost temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �I • •t? '` is the responsibility of the erector.Additional permanent bracing of 2o.c.and at 10 o.c.respectNeN orless braced throughout their length by DATE: 11/30/2015 the overall structure is Me responsibility f the building designer. continuousxImpatsheathingbridging later l b adng required sheath here s ccsand/a drywall(BC). i- /� D dit a g gnat. 3.2x Impact or lateral bracing where shown++ W Imo. • SEQ.: K15 612 0 5 4.No load should be applied to any component until atter ail bracing and 4.Installation of truss is the responsibility of the respective contract fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID• LINK design loads beapplied to any component and are for dry conditionoruae. 5.CompuTrushas nocontrolover andassumes noresponslbilityfor the 8.necessary. meslullbeen�gataIIsupportsshoow Shim orwetlgeIt EXPIRES. 12/31/2016 fabrication,handling, ryiJ edisujecaotiellmitaons fothby y7.Design shall lcaedon drainageIstrusided. s, November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center TPVWTCA in BCS',copies of which will be rumished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc.ICompuTrus Software 7.6.6(1 L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1908(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2-1 0) 50 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3-(-191) 128 i 3-9=( -90) 38 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 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" -29/ 499V -95/ 202H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) 7'- 11.2" -209/ 968V 0/ OH 1.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 11.7" -39/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 - 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - 0.197" @ 4'- 5.8" Allowed = 0.596" MAX TC PANEL TL DEFL - -0.202" @ 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" MAX HORIZ. TL DEFL - -0.002" @ 11'- 10.9" 9 - Design conforms to main windforce-resisting 0 system and components and cladding criteria. 12 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-l.6, Truss designed for wind loads 3 in the plane of the truss only. '�. 0 M '1,,, MI 0 1 2 5 ii.-- -4 -/ I o M-3x4 y 1-00 y 8-00 y 3-11-11 y c ,"• PROF ,„ c' 'PROVIDE FULL BEARING;Jts:2,5,3,4 ����y�°+" / a9'782PE e,. JOB NAME : 3413-B POLYGON NW - J6 . Scale: 0.3858 ,:/ • MIMI WARNINGS: GENERAL NOTES, unless otherwlse noted: /C 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and is for an individual T OREGON 1s4 Truss: J6 and Warnngs before construction commences. building component Applicability of design parameters and proper (yQ 2.2z4 compression web bracing must be Installed where shown 4. incorporation ofcomponentand bottom responsibility of the building designer. ' 11 ��rr11 (1� -V Q_ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '-1 R+ `"�J Is the responsibility of the erector.Additional permanent bracing of 2o.c.and at 10 o.c.respectvely unless braced throughout their length by _{ DATE: 11/30/2015 the overall structure Is the responsibility r me buildingdeli continuous sheathing such as plywood sheath ng(TC)and/or drywall(BC) L p� ��V ponsi ty o designer. 3.2z Impact badging or lateral bracing required where shown a z SEQ. . 15 612 0 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. _. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID• LINK design loads be applied to any component. and are or ary condition'or use. EXPIRES. 12/31/2016 fabrication,handling, ry shipmentdct and limitations installation of components.yts. 7.Design ab es adeqon both is provided. November 30,201 5 6.This design is mmished subject to the limgations sat forth by 8.Plates shall be located an bath feces of truss,and placed so their center TPIANrCA in SCSI,copies or which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTms Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-t988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 14-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2=( 0) 50 2- 7=(-318) 1572 7- 3=( 0) 253 BC: 2x6 KDDF #1&BTR 2- 3=(-1837) 435 7- B=(-323) 1567 7- 4=(-67) 80 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1572) 413 8- 5=(-317) 1575 4- 8-) 0) 246 LL - 25 POE Ground Snow (Pg) 4- 5=(-1841) 433 TC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=( 0) 50 BC LATERAL SUPPORT <- 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 8'- 0.0" V TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 8'- 0.0" TO 14'- 0.0" V BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 14'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"00 UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 0'- 0.0" -231/ 1226V -52/ 52H 5.50" 1.96 KDDF ) 625) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 8'- 0.0" 14'- 0.0" -231/ 1226V 0/ OH 5.50" 1.96 KDDF ) 625) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) 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 LL DEFL = -0.041" @ 6'- 0.0" Allowed = 0.654" MAX LL DEFL = 0.002" @ 15'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 0.0" Allowed = 0.133" MAX TC PANEL TL DEFL = 0.110" @ 10'- 8.6" Allowed = 0.508" MAX HORIZ. LL DEFL = 0.010" @ 13'- 6.5" MAX HORIZ. TL DEFL = 0.017" @ 13'- 6.5" 5-11-11 2-00-10 5-11-11 Design conforms to main windforce-resisting system and components and cladding criteria. T $320# $32014 T 12 12 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 6.00 M-4x6 ..M-6x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 4 End Vertical(s) are exposed to wind, Truss designed for wind loads t011e 44/0 in the plane of the truss only. o © o o 101111117 8 =5 6 0 o M-3x4 M-3x4 M-1.5x3 M-3x4 0 l k i' y 5-08-08 2-08-12 5-06-12 y 1-00 y 14-00 y 1-00 y �5� NW e ` :9782PE JOB NAME : 3413-B POLYGON NW - P1 . Scale: 0.3991 ,Ir" WARNINGS: G. hRAetiniNOTES, unless o the otherwise OREGON ^ , 1.Binder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and ebranindividual Truss: 21 and Wamings before construction commences. building component Applicability of design parameters and proper .- (yC3 Q' 2.2x4 compression web bracing must be Installed where shown+ incorporation of component Is the responsibility of the building designer. Al a,� _ G -V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ('� :3 s the reaponsib I ty of the erector.Add Clonal permanent bracing of 2 o.c.and s f 0'o.c.rsapectiely unless braced throughout the r length by !/{ DATE: 11/30/2015 the overall structure is the res ons bof the baldingtles continuous sheathing such as plywood sheath ng(TC)ee,mandfs tlrywall(BC). 'R PA�-i 7 .+ `. p ty designer. 3.2x Impact Midg ng or lateral bracing required where shown++ -V l� SEQ.: K1561207 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective esntractsr. 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 ID' LINK design bads be applied to anycomponent. and are for"city condition clued. 5.CompuTms has no control over and assumes no responsibility for the 6.Design ssumesfullbeedngetallsupportsshown.shimorwedgeit EXPIRES: 12/3,112016 fabrication,handling, ry1 1 edlsmentao teg installation of components. 7.Mates assumes adeqoneoth face is provided. November 30,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of tines,end placed so their center TPIANTCA in BCA,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate In inches. MITek USA,Inc./CompuTms Software 7.6.7(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) k This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 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) 50 2-6=(-28) 531 6-3=(0) 324 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-705) 133 6-4=(-28) 531 WEBS: 2x4 KDDF STAND 3-4=(-705) 133 LOADING 4-5=( 0) 50 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 POE BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 P51 TOTAL LOAD = 42.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 POP Ground Snow (Pg) 0'- 0.0" -89/ 702V -63/ 63H 5.50" 1.12 KDDF ( 625) 19'- 0.0" -89/ 702V 0/ OH 5.50" 1.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/290, 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" @ 15'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.094" @ 3'- 8.7" Allowed = 0.470" MAX TC PANEL TL DEFL = 0.124" 8 10'- 3.3" Allowed = 0.705" MAX HORIZ. LL DEFL = 0.005" @ 13'- 6.5" MAX HORIZ. TL DEFL = 0.009" @ 13'- 6.5" 7-00 7-00 Design conforms to main windforce-resisting 12 12 IIM-4x4system and components and cladding criteria. 6.00 Q 6.00 4.0" Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 ''->( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads on rn in the plane of the truss only. O i P O 1 6 5 O O M-3x9 M-1.5x3 M-3x4 o 7-00 7-00 y 1 00 l 14-00 y 1 0o y �Ca- r1 5�V .' ,,- 'i' :9782PE fir" JOB NAME : 3413-B POLYGON NW - P2 ' r• Scale: 0.3991 T SO WARNINGS: GENERAL NOTES, unless othersese noted: '�'`` F �E ©N 1.Balder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and Is for an Individual Truss: P2 and Wammgs before construction commences. building component Appl seb ldy of design parameters end proper (vQ �� 2 2s4 compression web bracing must be Installed where shown r incorporation of component s the responsibility of the building designer. V 3.Additional temporary bracing to insure stab lky during construction 2.Design sesames the top and bottom chortle to be laterally braced at .�5 islhe responsibility of the erector.Additional permanent bracing of c7o.c.and at sheathing respeGNel unless braced throughout their length by DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. Impacts shging o or later l bracings plywoodrequired a where s and/or tlrywell(BC). PAUL 'f]. +�' 1; P N g 3.20 bridging lateral where shown i� �Iy,/I� SEK1561208 4.No load should be applied to any component until after aE bracing and 4.Installation of truss Is the responsibility of the respective contractor. . Q fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, design loads be applied b any component. and are for'dry condition'of use. TRANS I D: LINK S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes ill bearing et al suppo s shown.Shim or wedge if E X P I RES: 1031/201 6 wary. C/k(� C L' 1 G fabrication,handling,shipment and Installation of components. 7.Plates assumes adequate drainage is ravisaen November 30,2015 8.This design Is furnished subject to the limftations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPIMRCA in SCSI,copies of wntch will be fumished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. Milk USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MlTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -15) 7 5-3=(-113) 168 5-2=(-207) 191 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-139) 113 WEBS: 2x4 KDDF STAND 3-4=( 0) 50 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0" -32/ 273V -114/ 44H 5.50" 0.44 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 6.0" -60/ 407V 0/ OH 5.50" 0.65 KDDF ( 625) .. For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ 7'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 7'- 6.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.097" @ 3'- 3.5" Allowed = 0.397" MAX TC PANEL TL DEFL = 0.133" @ 3'- 3.6" Allowed = 0.596" 0-05-12 6-00-04 '( '. ` MAX HORIZ. LL DEFL - 0.001" @ 6'- 0.5" 12 MAX HORIZ. TL DEFL - 0.001" @ 6'- 0.5" 1 M-1.5x3 Q 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 1111111111111411 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. rn o I r coo M ihr:{N . II 51, 6 *E3 4 1 0 M-1.5x3 M-3x4 ,1 ) b 0-05-12 6-00-04 > 1, y 6-06 1-00 � POF � Rp 5 - ,%� N' -At' - 89782PE fir`"- JOB NAME : 3413-B POLYGON NW - P3 . • _1 Scale: 0.5233 / WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Balder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and is for an individual „a ��E �� Truss: P3 and Warnings before construction commences. building component.Appiceblky of design parameters and proper 09- (� 2.2x4 compression web bracing must be installed where shown.. incorporation of component s the responsibility of the building designer. ,,{� �1 1�.. 3.Additional temporary bracing to insure stability during constructor 2 Design assumes the top and bottom chords to be laterally braced at l� ^7 '� �e- Isthe responsibilityof the erector.Additional permanent bracing of 2'o c.and at 10'ea o c respectively unless braced throughout their length by ` DATE: 11/30/2015 the overall structures the responsibility of the building designer. continuous sheathing suchrl bacs plywood sheath here s ownand/.r tlrywall(BC). � �`, 3.2x Impact bridging or lateral bracing required where shown i i SEQ.: K1561209 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are or dry condition"or use. 5.CompuTrus has no control over and assumes no responsibility for the A Design assumes NII bearing at all supports shown.Shim or wedge 11 EXPIRES: 12/31/2016 ary s . fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,201 5 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIA TCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MITek USA,lnc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-92) 40 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -53/ 297V -6/ 43H 5.50" 0.97 KDDF ( 625) 1'- 10.9" -93/ 86V 0/ OH 1.50" 0.14 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: 11-1/240, 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 = 0.002" @ 1'- 0.0" Allowed = 0.097" 1-11-11 MAX TC PANEL TL DEFL - -0.003" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL - 0.007" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 17' MAX BORIS. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 '/ End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. I Mo ••ti 1 2111P.-="4._ 6�4 M-3x4 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 r•9`732Pg JOB NAME : 3413-B POLYGON NW - PJ1 .1! ,Z� Scale: 0.6771 WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 1.Builder and erection contractor should be ads sed of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: PJ1 and Warnings before construction commences. bendingcomponent.ApplicabilMofdesign parameters and proper ' a f Q s.loA compression web bracing must be lnstaned where shown J.. incorporation of component is me reapona binr or me building designer. '57" �b y at 3.Additional temporary bracing to Insure stability during construction z.Design assumes me top and bottom chords to be laterally brecetlen ' :s the responsibility of the erector.Additional permanent bracing of Poc.and she o.c.respectsely unless braced throughout their length by DATE: 11/30/2015 the overall structure is the responsibility of the buildingdesigner. continuousxImprhging or suchrlbas acng requiredd sheathntera a ownand/or tlrywall(BC). • PAUL +� ponai rygoer. 3.2x Impact bridging or lateral bracing where shown ., �^1 L SEQ. : K1561210 4.No load should be appledtoany eomponent until after all bracing and 4.Installation otruss Is the responsibility of the respective contractor. fasteners are complete and at no time shoultl any loads greater than 5.Design assumes trusses ere to be used In a nonerosive environment, TRANS ID• LINK design made be applied to any component. and are for dry condition"or use. �v/ p 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe B.Dee�i6�seumesfull bearing atall supports shown.Shim orwedge B EXPIRES. 12/a1/2016 fabrication,handling,shipment and Installation of components. ry. '.Plates hallasses adequate ne othif c e Is provided. November 30,2015 6.This design is famished subject to the limitations set forth by B.Plates shall be located on both(aces of truss,and placed se their center TPIIW1CA in BCSI,copies of which wall be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-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) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-65) 48 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 346V -13/ 71H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -88/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) 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 LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" 3-11-11 MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.333" < < MAX BC PANEL TL DEFL = -0.003" @ 4'- 1.4" Allowed = 0.333" 12 MAX HORIZ- LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6-0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.S, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N O r of 1 T.4 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,4 _ <,.lN , i0 At- 89'782PE -e"' • JOB NAME : 3413-B POLYGON NW - PJ2 Scale: 0.6196 == ' WARNINGS: GENERAL NOTES, unless otherwise noted: / 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and is for an Individual 'A/�OREGON '� • Truss: PJ2 and Wa mngs before construction commences, building component Applicability of design parameters and proper w�T�� AQ Y' 2.2.4 compression web bracing must be natoned where shown+. incorporation of component is the responsibility et the building designer. L,f ,� V � 3.Additonaltemporery bracing tonsure stability during construction2 Design assumes the top and bottom chords tube k[erelly 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: 11/30/2015 the overall structure is the responsibility of buildingdeal 2scontinuous sheathing such as plywood required sheathing(TC)and/or tlrywell(BC). P JA, • f1 �l� p ry o designer. 3.2x Impact bridging or lateral bracing where shown++ PAL/1.- SEQ.: K1561211 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility othe respectivecontractor. 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 ID• LINK design loads be applied to any component. and are for'dry condition"of use. �/p p 12/3112016 5.:1510 ms has no control over and assumes no responsibility for the 6 necessary. esign assumes full beefing at a9 supports shown.Shim or wedge if EXPIRES. fabrication,handling, ry edlsmeect to installationmof components.th by 7.Design alt beelo adequateoWith is provided. November 30,2015 8.This design Is furnished subject io the limitations set forth by B.Plates shell located on both(aces of truss,and placed so their center TPIIWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate s¢e of plate In inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1 L)-E Is.For basic connector plate design values see ESR-1311,ES12-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 SC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-97) 97 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -96/ 902V -20/ 9914 5.50" 0.69 KDDF ( 625) 5'- 9.2" 0/ 79V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PDF Ground Snow (Pg) 5'- 11.7" -66/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/290, 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 = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3`- 9.8" Allowed = 0.593" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 6.00 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. � I m 1 f 0 I1 2� 4 M-3x4 • b y 1 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,4,3 ^C ('�pRa� éo e9782PE • JOB NAME : 3413-B POLYGON NW - PJ3 • Scale: 0.5762 ,.✓ -. WARNINGS: GENERAL NOTES, unless otherwise noted EG©N 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an mtlry dual N. Truss: PJ3 and Warnings before construction commences. buldngcomponent.Applcabiliyofdesign parameters and proper .' r ,e 29 Q• 2.2x4 compression web bracing mast be installed where shown�. incorporation ormmponent s the respoilmbddv of the building desiener. • tf { ,!' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced ati(S R ' yy, Is the responsibility of the erector.Additional permanent bracing of lac and at 10 o.o.respeciNety unless braced throughout their length by •T�,[y ` v DATE: 11/30/2015 the overall structure is the responsibility ofthe balding des. 2s Impact sheathing such l b adng rplywooe uir et where s owsand/a tlrywell(BC). • 'R +�TL' ` pons tya errer. 3.2almpadbriagmgarlateralbredngrequiredwnereanown.. • Y'S SEQ. : K1561212 4.No load should be applied to any component until after allbracln9and 4.Installation of truss is the responsibility of the respedNe contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are m be used In a noncorrosive environment, TRANS I D• LINK des gn loads be applied to any component. am are fordo/y candinan of use. 5.CompuTruhas no control over and assumes no responsibility for the 6.Descei9 assumes lull bearing et all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment end Installation of components. ry '.Design lretassumes loaded on drainage is pressed. November 30,2015 8.This design h tarnished witted to the limitations set forth by 8.Plates shall be located on both faces of tines,and placed so their center TPIANTCA in BCS(,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate she of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3-(-50) 15 TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 35151 -6/ 43H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -29/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) LL - 25 POE Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) 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 = 0.003" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" 1-11-11 MAX BC PANEL LL DEFL - 0.001" @ 1'- 0.1" Allowed - 0.050" T - f MAX BC PANEL TL DEFL - -0.001" @ 1'- 0.1" Allowed = 0.067" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads 3 -> in the plane of the truss only. 0 o re 0 m, o 1 2 4 M-3x9 ; 1' b 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 ‹ GIIV47� cfjQ. ,t z978PE • JOB NAME : 3413-B POLYGON NW - SJ1 Aa, i Scale: 0.6957 ,;/ WARNINGS: GENERAL NOTES, unless otherwise noted: / 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual OREGON (�-S Truss: SJ1 and Warnings before construction commences building component.Applicability of design parameters and proper & Ry 2.204compreesonwebbreongmadbenatalledwnereShove . Ibcarparmlanarcampanamamaroeponablrtyoftnebwlmngaeelgn«. �[) ` -V ,f . 3.Additional temporary bracing to insure stability during construction 2 Design assumes[he[osantl bottom chords to be laterally braced an 7� .:447i114 '� T +• 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: 11/30/2015 the overall structure is the responsibility of buildingdesigner. I continuous sheathing such as plywood required sheathing(TC)oarand/sr tlrywall(BC). Aj + • P ty o iB 3.Os Impact bridging or lateral bracing where shown v• 1,� , SEQ.: K15 61214 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. • fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID• LINK design loads be applied to any component and are for•arycondition'ofuse. 5.CompuTms has no control over and assumes no responsibility for the 8.Decessa names lull bearing et all supports shown.Shim or wedge If EXPIRES: 12/31/2016 ,2/31/201 fabrication,handing, ry. U shipmentuto eiatio s at forth by 7.Designassumes onoface is provided. an N ovember 30,2015 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both feces of Truss,and placed ss their center TPIMTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines 9.Digits Indicate six of plate In Inches. MiTek USA,Inc.ICompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-7988(Wei) This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-28) 22 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT I- 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 SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -6/ 24H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 23V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -24/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1-11-11 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 'r ', AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL - 0.001" @ 1'- 2.9" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.2" Allowed = 0.145" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 2 -f I' 1111411 oI tce O I El ttr o II liNZEM 3► -V M-3x4 y ./- 2-00 2-00 !PROVIDE FULL BEARING;Jts:1,3,2 �D. pROFF .9'182PE .' • JOB NAME : 3413-B POLYGON NW - SJ1X ��� • Scale: 0.7401 • Ilir WARNINGS: GENERAL NOTES, unless otherwise noted OREGON '+ 1.Builder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and is for an indry dual h Truss: SJ1X and Warnings before construction commences. building component.Applicability of design p°rem°t°rs and proper �A_ (+t V. �' 2.2x4 compression web bracing must be lnsta1ed where shown+. incorporation of component rc the respons b ldy of the building designer. '1 "(f° 1 -A:5-,.,4-7.,_-V 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chorda to be laterally braces al I *'i �Y Ie the responebdlo of the erector.Additional permanent bracing of 2 c.c.and at 10 o.c respectsely unless braced throughout their kngih by ![[� ` DATE: 11/30/2015 the overall structure Is the r Ibiof the building des continuous sheathing such as prywood sheathng(TC)and/or drywall(BC). �'"i PA L � ' eapons Gly g gner. 3.2x Impact bridging or lateral bracing required where shown.. SEQ.: K15 61215 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be appned t°any component. and are or'ary condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.�necessary.assumes full bearing at all supports shown.Shim or wedge n ,EXPIRES: 12/31/201-6 fabrication,handling,shipment and installation of components. F' R '.Designshall heel adequate ne othlfage to trovse November 30,2015 8.This design h famished subject to the limitations set forth by S.Plates shat be boated on both faces of truss,and placed so their center TPIIVTCA In SCSI,copies of which will be furnished upon request. lines coinGde with joint center lines. 5.Digits indicate s¢e of plate in Inches. MTek USA,Inc./CompoTrus Software 7.6.6(IL)-E 70.For basic connector plate design values see ESR-1371,ESR-t856(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #19BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&HTR SPACED 24.0" O.C. 2-3=(-69) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL.SUPPORT <= 12"01. 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 PST LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PST 0'- 0.0" -62/ 322V -13/ 71H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 6.00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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 BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, cr ire Truss designed for wind loads l N in the plane of the truss only. 8P /- o a o o f 2 4 111111.- -f M-3x4 b y )' y 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 A :9782PE P" JOB NAME : 3413-B POLYGON NW - SJ2 ✓y�� • Scale: 0.7840 • WARNIllir 1. iNGS: G.This design unlessotherwisesreeete OREGON 1.Builder and erection contractor should be advised of all General Notes 1. tlasign is based only upon the parameters shown and is for an Individual `� N. Truss: SJ2 and Warnings before sons oot commences. building component Applicability of design parameters and proper Q 2.254 compression web brat ng must be installed where shown+, incorporation of component k the responsibility of the building designer. _ ' 2 3.Additional temporary bracing to insure stabiles during construction 2.Design assumes the lop and bottom chords to be laterally braced at � +� ",-'s y}+�,� s the responsibility of erector.Additional permanent bracing of zceo.c and at 10 o.c respectNely unless braced throughout their length by I -t - 'v DATE: 11/30/2015 the overell structure is the responsibility ofthe buildingmmousrhging orng etersch asplywoodmeresew 4r drywab(Bq. a( i i + pons ty designer.ecie 3.2x Impact bridging or lateral bracing required where shown t -lJ SEQ. : K 15 61216 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID• LINK design mads be applied to any componentand are for1ry conation"0 use. 5.CompuTtus has no control over and assumes no responsibility for the B Design assumes Nil beann f at a supports shown.Shim or wedge if. EXPIRES-. I R ES. / 1/2O fabrication,handling, ssary shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on bath races oss,and placed so their center TPIoMCA in BCS',copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate siva of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(IL)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MBek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-64) 30 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 POP 0'- 0.0" -28/ 131V -13/ 54H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -15/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 3'- 11.7" -46/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 6.00 17' 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 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 112 -/ Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 Co th /- o criO II 1 3 11.......... -/ M-3x4 y 2-00 y 1-11-11 y � �Q rn/y�..�[�i:� 'PROVIDE FULL BEARING;Jts:1,3,2 .':,.‹..a- iy1. " IN"'*a ,E*1 to :9'782PE fit' JOB NAME : 3413-B POLYGON NW - SJ2X �_�� • Scale: 0.8965 ' _ WARNINGS: GENERAL NOTES, unless otherwloe noted: pREG©N 1.Builder and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and Is for an individual Truss: SJ2X and Warnings before construction commences building component.Applicability ofdesign parameters and proper -74,60, � 2Q Q 2.2s4 compression web bracing must be Installed where shown+ incorporal on of component Is the responsibility of the building designer. of r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7�� R "�J Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 100.1 respectively unless braced throughout their length by DATE: 11/30/2015 the overall structures the resonset' ofdes continuous as required shoe sown0)and/or drywen(Bc). PAUL �j P ty o building designer. 3.?x Impact bridging or lateral bracing required where shown++ SEQ.: Ni5 61217 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. 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• LINK design loads be applied to any component. and are for"dry condition"of use. " 5.CompuTmshas nocontrol over and assumes noresponsibility for the 8.Design essumesfullbearingalallsupportsshovm.ShimorwedgeIf .EXPIRES: 1.2/31/2016 fabrication,handling,shipment and installation of components. ryL"'EXPIRES: G V smen ponen 7.Design beelced oneoth drainageIs provided. November 30,2015 6.This design is furnished subject to the limitations sal forth by B.Plates shad be located on beet faces of truss,and placed so their center TPIIWfCA In SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-102) 97 TC LATERAL SUPPORT <= 12"0C. DON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0•' 0.0" TOTAL LOAD = 42.0 POE 0'- 0.0" -50/ 311V -22/ 10811 5.50" 0.50 KDDF ( 625) 1'- 9.2" -46/ 152V 0/ OH 5.50" 0.29 KIDE ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 11.7" -68/ 144V 0/ OH 1.50" 0.23 BIDE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/160 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.067" 6.00 L' 3 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 M Mo /- El o ,- 1 2 4 -/ M-3x4 1-00 2-00 3-11-11 (PROVIDE FULL BEARING;Jts:2,4,3 I ni .9782PE r";' JOB NAME : 3413-B POLYGON NW - SJ3 `✓y�/ ? Scale: 0.6303 WARNINGS: GENERAL NOTES, unless otherwise noted: pREf- 1.Builder and erection contractorshodd be advised of all General Notes 1.This designs based only upon the parameters shown and is for an individualON 'N. Truss: SJ3 and Warnings before construction commencee building component Applicability ofdesign parameters andproper rP T 2.2x4 compression webbracngmustbemsfatedwhereshown*. liworyoretlonofcomponent isthe reaponsblNyofthe building designer. �}' G' 3.Addgbnal temporary bracing to Insure stability during construction z.Design and at1assumes the top and bottom chords to be laterally braced et 7� ^i R Is Me responsibility of the erector.Add Lionel permanent bracing of z o.c.and at 1 g o.c.reapectsey unless braced throughout their length by DATE: 11/30/2015 the overall structure sine responsibility f the building continuous sheathing each as plywood sheath ng(TC)ownandl0r tlrywall(BC). RA j �1. T . apons� ty° g designer. 3.2Impactbridgingorlateralbracingregmredwhereshown,. I,JL SEQ.: Kl 5J 61218 4.No bad should be applied to any component until ager all bracing and 4.Instalbtlon of Buss 5 the responsibidty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a nontonoaive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry contlition"o(use. 5.CompuTrushasnocontroloverandassumesnoresponsibiliyforthe 6.°;his aa°m°°fu"bearing°t°"a°ppeda shown.Blocsiwedge" -EXPIRES: 12/31/2016 fabrication,handling. ry. hedlsmeect and s setfo components. 7.Designshall assumes adequate to oth face is prodded. an November 30,2015 6.This design Is furnished subject to the limitations eel forth by 8.Plates Shatl be located on both laces of(rues,and placed so their center TPbWrCA in BCS(,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,IncJCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 ajar Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury FEINDimensions are in ft-in-sixteenths. 111;640, Apply plates to both sides of truss 1 2 3 I. Additional stability bracing for truss system,e.g. and fully embed teeth. dia onal or TOP CHORDS 9 g,is always required. See BCSI. 01 „ 2. Truss bracing must be designed by an engineer.For '/16 LNIIIIiirill 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _ .. p bracing should be considered. rO O 3. Never exceed the design loading shown and never ovO 0 stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 7-` c6-7 C5-6 P_ designer,erection supervisor,property owner and plates 0-1 ' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 . camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that �� Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AwC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. vos- 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint ® ( number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MI llll♦lllllll�K, 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.is Review allfiportcient.ions of this design(front,back,words Plate Connected Wood Truss Construction. and not picturessuf )before use.Reviewing pictures alone DSB-89: Design Standard for Bracing.BCSI: Building Component Safety Information, MieICi"Fe 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 I