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Plans • s' - Cs - �5� - \lm RECEIVEDmit � N"Q-• . FEB 0 6 2019 CITY OF TIGARD Milek BUILDING DIVISION MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 7-A 8 INCH TAILS 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: K4437920 thru K4437939 My license renewal date for the state of Oregon is December 31,2019. *S((;cN PR t. 89200PEcc <' 7 A OREGONNtx :/)' 14, 2° til * . t .11111111_ March 30,2018 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. A This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 • .TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 ', 1- 2=( 0) 57 2- 8=(-99) 982 3- 8-1-271) 277 BC: 2x9 KDDF #1&BTR SPACED 29.0" 0.C. 2- 3=(-704) 211 8- 6=(-70) 377 8- 9=1-280) 531 WEBS: 2x9 KDDF STAND 3- 4-(-546) 285 8- 5=1-271) 277 LOADING 9- 5=(-546) 286 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIF 5- 6=(-704) 211 BC LATERAL SUPPORT <- 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF , 6- 7=( 0) 57 TOTAL LOAD = 92.0 PIF OVERHANGS: 8.0" 8.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN- (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -136/ 771V -281/ 281H 5.50" 1.23 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 16'- 6.5 -136/ 771V 0/ OH 5.50" 1.23 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF 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 - -0.000" @ 0'- -8.0" Allowed = 0.067" / 8-03-04 8-03-04 MAX TL DEFL - -0.001" @ 0'- -8.0" Allowed = 0.089" ' 4 1 MAX LL DEFL = 0.014" @ 8'- 3.2" Allowed = 0.781" 9-03 4-00-04 4-00-04 4-03I MAX LL DEFL = -0.000" @ 17'- 2.5" Allowed = 0.067" MAX TL DEFL = -0.001" @ 17'- 2.5" Allowed = 0.089" A 4 4' 4' MAX Br •ANEL TL DEFL = -0.029" @ 3'- 9.1" Allowed = 0.998" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS M-4x6 14.00 -27 \14.00 MAX HORIZ. LL DEFL - 0.006" @ 16'- 1.0" 4 4.0" MAX HORIZ. TL DEFL - 0.009" @ 16'- 1.0" 11. Design conforms to main windforce-resisting system and components and cladding criteria. ind: 140 mph, h=24.lft, 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. M-1.5x3 M-1.5x3 3 0 0 •• 8 oM-3x4 M-3x8 M-3x4 0 • • • 1 y y ��EO PROp4. 8-03-04 8-03-04 l l 1, 1 �� 1NG1NE�c /q2 0-08 16-06-08 0-08 �' :9200PE % JOB NAME : POLYGON NW PLAN 7-A - A2 .411111110/7„...-.Scale: 0.2475 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 b" kr Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper �i_ �Tas /� 2.2s4 corn b bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. r � ea., �- pression we g mu 2.Desi the to d bottom chords to be lateral braced at ,O Y 1.1 3.Additional temporary bracing to Insure stability during conslmction 9n assumes p an y a"F is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at la o.c.respecttvely unless braced throughout their length by {a DATE: 3/30/2018 the overall structure is the responsibility of the building desi continuous sheathing such as acing rplywooequired uired n ere s and/or drywall(BC). � R R I s►k- ponsi ty g goer. 3.2s Impact bridging or latent bracing required where shown++ SE( .: K4 4 3 7 9 2 0 4.No load should be applied to any component until after all biasing 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 far"dry condition'of use. • 5.CompuTrushas nocontrol over and assumes norespensibil8yfor the B.D°=re^°aaumea�°b°°^^g°I°��ppq^°a^°wn.s^im°rwadg°ft '', • EXPIRES: 12-31-2019 ssnry. fabrication.handling,shipment and installation of components. 7.Desgn assumes adequate drainage is provided. March p�l 30,20 8 8.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I TPI/WTCA in BCSt,copies of which will be fumished upon request. lines coincide with joint center lines. i, 9.Dans indicate side of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(IL)-E 10.For basic connector plate design values see ESR-1371,ESR-f 988(MiTek) • 1! This Oesign prepared from computer input by Pacifbc Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" 'COND. 2: Design check+ for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 I��11 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design Fonforms to main windforce-resisting system nd components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mptil h=24.Ift, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All He ghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load d ation factor=1.6, Truss signed for wind loads LL = 25 PIF Ground Snow (Pg) in the {{lane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Galgte end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING MET. M-1 2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Re1kr to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. cotlalete specifications. • 8-03-09 6-03-04 T ' 1i. 12 IM-4x4 12 14.00 / 3 \14.00 ,„I gi i 6 i11iIiu � 6/ 6 M-6x6 I. �(SO PROFFss 1 y �NGINEF7 /4e. 0-08 16-06-08 0-08 ,{ ..,e0:9210' 9C •JOB NAME : POLYGON NW PLAN 7-A - Al I", 411111P .• Scale: 0.2792 WARNINGS: GENERAL NOTES, unless otherwise noted' k C) CC 1.Builder and erection contractor should be advised of all General Notes 1.This design is based onyupon the parameters shown and isfor anindividual • 9G 4.1 OREGON 40 Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2a4 compression web bracing must be installed where shown.. incogrorotlon of component is Me responslbilRy of the building designer. 3.Additional temporary bracing 10 insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at I -7 Y 2O �� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 70'o.c.recpectivey unless braced throughout their length by i O s �S DATE: 3/30/2018 Iha overall structure is the re bi f the building de continuous sheathing such as plywood sheathing(TC)a anNor tlrywell(BC). 9 NV sponse NW° g signer. 3.2a Impact bridging or lateral bracing required where shown++ j �� ILA'SEQ.: K4437921 4.No load should be applied to any component until alter al brsc g and 4.Installation of tru.is the responsibility of the r n.sotrve contractor. 1` fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 11 designbatls be applied any and are for"dry condition"of use. EXPIRES: r1 r1 �1 TRANS ID: LINKmoi° y°°"p°neM. 6.Desi Ml bearing at all supports shown.shim or wedge it EXPIRES 1L_31_Lo19 5.CompuTrus has no control over and assumes no responsibility for Me ne 9n assumes g ppo 9 I' EXP- II CCS I L s7 fabrication,handling,shipment and installation of components. ssery. 7.Design adequate Mallph 30,2018 6.This design b furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANfCA in SCSI,copes of which will be fumished upon request. lines coincide with joint center Nees. I' 9.Digds indicate Wee of plate in inches. I MEek USA,Inc./CompuTrus Software 7.6.8(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • .1 I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 16-D6-08 GIRDER SUPPORTING 35-01-08 IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 .TC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 24(1-6136) 1370 1- 6=(-864) 3722 2- 6=( -630) 2990 BC: 2x6 KDDF #1&BTR 2- 3((}4064) 1042 6- 7=(-868) 3740 2- 7=(-1886) 570 WEBS: 2x9 KDDF STAND; LOADING 3- 44(4064) 1042 7- 8=(-778) 3740 7- 3=(-1494) 5772 2x6 DF SS A; LL = 25 PSF Ground Snow (Pg) 4- 5i(-6136) 1370 8- 5=(-774) 3722 7- 4=(-1886) 570 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 16'- 6.5" V 8- 9=( -630) 2990 BC UNIF LL( 414.1)+DL( 301.6)= 715.6 PLF 0'- 0.0" TO 16'- 6.5" V TC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -1450/ 6448V -256/ 256H 5.50" 10.32 KDDF ( 625) 16'- 6.5" -1450/ 644BV 0/ OH 5.50" 10.32 KDDF ( 625) J,- ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Attach 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • nails staggered: ICOND. 2; Design checked for net(-5 psf) uplift at 24 "oc spacing. �A/ 9" oc in 2 row(s) throughout 2x6 top chords, !X\/X\ 7" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 9" oc in 1 row(s) throughout 204 webs, I MAX LL DEFL = -0.039" @ 4'- 5.2" Allowed = 0.781" 9" oc in 2 row(s) throughout 2x6 webs. 1 MAX TL DEFL = -0.066" @ 4'- 5.2" Allowed = 1.042" SEASONED LUMBER IN DRY SERVICE CONDITIONS 8-03-04 / 8-03-04 MAX - 16'- MAX HORIZ. TL DEFL - 0.024" @ 16'- 1.0" 4-06-15 3-08-05 3-08-05 4-06-15 T T T T T 12 12 Design conforms to main windforce-resisting M-4x10 system and components and cladding criteria. 19.00 7 \14.00 4 0" Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 �', 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), AI load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. • 711%111\\\kik'6 +0 AIRA �� o 6y, 8 5 1 o M-5x10 M-3x8 M-7x10 M-3x8 M-5x10 o J. P R ftc„, 4-05-03 y 3-10-01 J• 3-10-01 J. 4-05-03 k ��ED y y NJ- �GNGIryEF9 /el. 16-06-08 9210 . JOB NAME : POLYGON NW PLAN 7-A - A3 ,�P/A • Scale: 0.2973 WARNINGS: GENERAL NOTES, unless otherwise noted: 10 Ct. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 'y4,.. 4,OREGON D, X11 Truss: A3 and Warnings before construction commences. building component.Appliwbllity of design parameters and proper 2.2x4 compression web bracing must be installed where shown v. incorporation of component is the responcibilky of the Wilding designer. /O 9 y 20 �1 3.Atltlgioiwl temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at ♦ 14 T is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'c.c.respectively as ply unless braced throughout their length by ``a DATE: 3/30/2018 the overall structure is the responsibility f the buildingdesigner. continuousImpactsheathing suchrl bracingawg reod u,ted In ere s own.drywall(BC). MER R 1 LV. P y o g 3.20 bridging or lateral required where shown and/or d S E K4 4 3 7 9 2 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, • eato any component. r and are for"dry condition"of use. TRANS I D: LINK 5.CompuT us has no tlesign loads De applied over and assumes no responsibility or the B.De g^assumes lel:bearing at al supports shown.Ohm or wedge if • EXPIRES: 12-31-2019 fabrication.handling,shipment and installation of components. scary. 7.Desgn assumes adequate drainage is provided. March 30,2018 6.This design is furnished subject to the limitations set fodh by B.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 see of plate in inches. MiTek USA,Ino./CotnpuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11 I{ This *sign prepared from computer input by PACIF I LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 7'— 0.0" 'COND. 2: Design check for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 Designonforms to main windforce—resisting BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. system nd components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING q BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD — 32.0 PSF Wind: 140 mph h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD — 10.0 PSF (All Hek,ghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD — 42.0 PSF load dt4ation factor—l.6, Truss •JT•signed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gate end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-4s2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Re r to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. coli specifications. 3-06 3-06 Ir' T T T 12 12 IIM-4x4 14.00 7 \19.00 I( /// 2 „ li ij • Ii •1 1 I ( • r-1 AIIIIII6iih in AlIL M-3x4 M-3x4 Ila 7-00 )' ARE° PROFFs �� 0NGINEF� /0 c' :9200PE -9r, JO0 GO B NAME : P LY N NW PLAN 7-A - B1 Scale: 0.5351 WARNINGS: GENERAL NOTES, unless otherwise noted: IIID Q Cr 1.Builder anderectioncontractor should be advised of all General Notes 1.This design re based only upon the parameters shown and is for an individual •YG OREGON D, to Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shovel e. incorporation of component h the responalbilMy of the bulking designer. 2�� ` 3.Additional temporary bracing to insure so I R tludrg construction 2.Design assumes the top and bottom chortle to be laterally braced at <0 9 y 14 Y1► is the responsibility of the erector.Additional permanent bracing of T a.c,and at 10'o.c.respectbeN unless braced throughout their length by • "F DATE: 3/30/2018 then overall structure is the biofthe building ne continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). • �/� 4 R) responsi Ny g solar. 3.2x Impact bridging or lateral bracing required where shown n• C R R I L 4.No load should baa applied to an component until after al bled end 4.Installation oflruas is the responsibility oftne respective contractor. • pdv ompo rew Nape S E Q.. K4 4 3 7 9 2 3 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"g use. 5.CompuTrus has no control over and assumes no responsibiky for the 8. <esse ssumes full bearing al al suppons shown.Shim or wedge g EXPIRES: 12-31-2019 fabncalion,handling,shipment and installation of components. ry �} p 7.Design sshallbassumes adequate drainage istprovided. MaNCh 30,2 1$ 6.This design is furnished subject to the limitations sal(one by 8.Plates shall be located on both faces of truss,end placed so their center TP WVICA in BCSI,copies of which cell be fumished upon request. lines coincide with joint center lines. 9.Digits indicate she of plate in aches. MiTek USA14 ,Inc./CompuTrus Software 7.6.8(1 L}E 10.For basic connector plate design values sea ESR-1311,ESR-1988(MiTek) I This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 24'— 8.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. -TC: 259 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 IF 91&BTR; SPACED 29.0" O.C. Design conforms to m ) indforce—resisting 2x9 KDDF #1&BTR B2 system and componentsand cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF I load duration factor=l.6, Truss designed for wind loads PER ICC CODES(IRC/IBC),TPI I AND REFERENCED SCSI, LL = 25 POE Ground Snow (Pg) in the plane of the truss only. FLAT BOTTOM CHORD GABLE TRUSSES ARE NOT TO BE I INSTALLED ADJACENT TO SCISSOR TRUSSES UNLESS SPECIAL LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OUT OF PLANE WALL BRACING IS SPECIFED BY THE ENGINEER Gable end truss on continuous bearing wall DON. OF RECORD. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. • M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. • 12-04-04 12-04-04 1, T T T 12 I I M-4x4 12 7.00 p 3 ' 7.00 I. 1 , t .414411111111111 UIIILtWItl 1T. l M-3x5(S) to 0 M-3x4 '.• M-3x4 y 10-00 1 14-08-08 y Q,ED PROpegs 6F tAGIN � 24-08-08 e ',.. - 02 .� :92, T JOB NAME : POLYGON NW PLAN 7—A — C1 �:,� Scale: 0.3025 ! ' yr A WARNINGS: GENERAL NOTES, unless otherwise noted: O Cr 1.Builder and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and is for an individual -yG 4 OREGON Of �4/ Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be instated where shown o. incorporation of component is the responsibility of the building designer. Y 24� A� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be ty braced at 4 `_ 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 ,O l f DATE: 3/30/2018 the overall structure Is the responsibility of the baldingcontinuous edging orng such as plywood sheathing(TC)ownand/drit tlrywall(BC). �A �� aponsi ty designer. 3.2x Impact bridging or lateral bracing required where shown. SEQ.: K4 4 3 7 9 2 4 4.No load should be applied to any component until after at bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complote and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, • TRANS ID' LINK design loads be applied to any component. aMarerosum Ed condition"of use. • 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. ry 7.Desgnassumesaderainageisprovided. March 30,2018 B.This design is famished subject to the limitations set forth by 8.Plates shall be locateddonon both faces of truss,and placed so their center • TPIIW1CA in BCSI,copes 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 7.6.8(1 L)-E 10.For bask connector pate design values see ESR-1311,ESR-1988(MiTek) This *sign prepared from computer input by Pacifli'p Lumber and Truss-BC 14 LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1- 2-( 0)1 38 2- 7=(-200) 1227 7- 3=( 0) 326 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3-1-1544)1320 7- 8=(-202) 1225 3- 8=( -557) 201 WEBS: 2x4 KDDF STAND 3- 4-( -987)9314 8- 9=(-471) 2401 4- 8=( -171) 678 LOADING 4- 5=(-1140);335 9- 6=(-479) 2459 8- 5=(-1691) 461 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2855)'11611 5- 9=( -198) 1460 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD - 42.0 PSF OVERHANGS: 8.0" 0.0" BEARING MAX VERT',I MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTION REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -165/ 1117 -161/ 165H 5.50" 1.79 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 24'- 8.5" -136/ 1037. 0/ OH 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. yy BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design check4 for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MM VERTICAL DECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL1- -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL1= -0.125" @ 18'- 11.5" Allowed - 1.190" MAX TL DEFLH -0.207" @ 18'- 11.5" Allowed = 1.586" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12-04-04 12-09-09 AMAX HORiZ. LL DEFL - 0.077" @ 24'- 3.0" I f f MAX HOW. TL DEFL = 0.128" @ 24'- 3.0" f 7-00-13 5-03-07 6-05-08 5-10-12 'l3 T ' i( 1' Design nforms to main windforce-resisting 12 12 system ' d components and cladding criteria. 7.00 IIM-4x4 Q 7.00 Wind: 140 mph' h=22.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4.0" (All He hts), Enclosed, Cat.2, Exp.B, MWFRS(Dir)( 4 ,f-,( load du tion factor=l.6, ji Truss d signed for wind loads in the lane of the truss only. I I M-3x4 1 3 1011000,,,s=M:3x6 Z 8, . 41 - I� iiiii- lik, I M3x5 -5x6 N a m0 7 8 *6 0 o M-3x4 M-1.5x3 M-5x10 o 1. ..3.50 3.50 12 12 I )' l l 1 7-00-13 6-07-03 5-03-08 5-09 �co P R 0Fl l 1 1 1 s s0-08 13-08 5-03-08 5-09 cNGINE / � GINE,- y 1 -v29-08-08 44. 9 89200PE Tt 14 JOB NAME : POLYGON NW PLAN 7-A - C2 �. Scale: 0.2310 WARNINGS: GENERAL NOTES, unless otherwise noted: II O 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual y 4 OREGON D. �to Truss: C2 and Warnings before construction commences, building component.Applkabl/ly of design parameters and proper 2.2a4 compression web bracing mutt be installed where shown+. incorporation of component is the responsibility of me building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top and bottom chorda to be laterally braced al �O _7 Y 14 20 0- continuous "41- is is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by '• 0 1 continuousshgingi or such erlbooinplywood re meed where drewell(BC). '1 � . PRO' DATE: 3/30/2018 Me overall enactors is the responsibility of the building Oevgmr. 3.co Impact bridging or lateral Mooing required where shown.. SEQ.: K 4 4 3 7 9 2 5 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibifly 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 kr dry conditionor"t l fi.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 5.CompuTmassumes hes control over and esmas no responsibility for Me 9 fabrication,handling,shipment and installation of cora ssery smen components. 7.Design sshalbassumes adequate othfceioprovided.n W Mafth 30,2018 8.This design is furnished subject to the limitations set forth by e.Plates shall be located on beth faces of truss,and aced so their center TPNWI'CA in SCSI,copies of which will be furnished upon request. lines coincide with fent center Ines. 1 9.Digits Indicate size of plate in inches. li - MITek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-7311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DD£/Cq=1.00 -TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2336) 509 1- 8=(-357) 2005 2- 8=(-251) 211 BC: 2x9 ROOF#1&BTA SPACED 29.0" O.C. 2- 3=(-2109) 505 8- 9=(-219) 1666 8- 3=) -50) 983 WEBS: 2x9 KDDF STAND 3- 9=(-1995) 950 9-10=1-219) 1581 3- 9=(-653) 255 LOADING 4- 5=(-1996) 951 10- 7=(-353) 1867 9- 4=1-282) 1122 TC LATERAL SUPPORT <= 12"OC. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2088) 501 9- 5=(-690) 253 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2309) 503 5-10=( -95) 960 TOTAL LOAD = 42.0 PSF 10- 6=1-225) 205 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE 0'- 0.0" -215/ 1970V -231/ 231H 5.50" 2.35 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 35'- 0.0"'. -216/ 1970V 0/ OH 5.50" 2.35 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. • ICOND. 2) Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/1B0 MAX LL DEFL = -0.098" @ 17'- 6.8" Allowed = 1.709" MAX TL DEFL = -0.165" @ 17'- 6.8" Allowed = 2.272" I SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.095" @ 34'- 6.5" MAX HORIZ. TL DEFL = 0.075" @ 34'- 6.5" Design conforms to main windforce-resisting 17-06-12 17-05-04 system and components and cladding criteria. T f f 6-01-15 / 5-08-06 / / /5-08-06 5-08-06 5-08-06 6-00-07 'Ind: 190 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, / T . I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12 12 Truss designed for wind loads 7.00 M-4x6 ' 7 OO in the plane of the truss only. 4.0" 4 ¢-r( M-5x6(S) \1 M-5x6(5) 0.25" 0.25", VitAo +1 M-1.5x3 M-1.5x3 .+ +. 1rn 0 1 B 9 0 47 o to M-4x4 M-3x4 0.25" M-3x4 M-4x4 1 M-5x8(S) �� O PROFFs J. b J. J, l c�� `__``GINE 6> y 9-00-03 8-06-09 8-06-09 8-10-11 AI' �c� V` F4. Odi, 35-00 :9200PE -!�<' JOB NAME : POLYGON NW PLAN 7-A - D4 ,��-!. Scale: 0.1846 • #' • WARNINGS: GENERAL NOTES, unless otherwise noted: 'Cl Cr 1.Builder and erection contractor should beadvised ofall General Notes 1.This design is based only upon the parameters shown and is for an individual 71 41 OREGON 0„ �4/ Truss: D4 end Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ,O e 0' �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me[op and bottom esuchobraced to be laterally braced at 7 o.c.and at 10'o.c.respectHely unless braced throughout their length by s is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andror drywall(BC). F ` DATE: 3/30/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ R RIO, �� SEQ.: K4 4 3 7 9 2 6 4.No load should be applied to any component until after aN bredng 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 non-corrosive environment. TRANS ID• LINK design meds be applied to any component. and are for"dry condition"of use. 6.CompaTmahasnocontroloverandassumesnoresponsibNrtyfortha 5.Design assumes milbearmgataN�ppariaShown.SNmarwedge g EXPIRES: 12-31-2019 fabrication,handling,shipment ry smRcioteslmitatiostf components. 7.Design latsshallbassumes adequate drainage iotross,an March 30,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shah be located on both faces of truss,end placed so their center TPIANrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate in inches. MTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by Pacif Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 35'— 1.5" 'COND. 2: Design check for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 YYYYYY BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design ionfarms to main windforce—resisting system nd components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PDF Wind: 190 mph h=29.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All He ghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load d 'ation factor=1.6, Unbalanced live loads have been Truss signed for wind loads considered for this design. LL = 25 PIE Ground Snow (Pg) in the plane of the truss only. PER ICC CODES(IRC/IBC),TPI 1 AND REFERENCED BCSI, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL FLAT BOTTOM CHORD GABLE TRUSSES ARE NOT TO BE Gape end truss on continuous bearing wall UON. INSTALLED ADJACENT TO SCISSOR TRUSSES UNLESS SPECIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M— 2 or equal typical at stud verticals. OUT OF PLANE WALL BRACING IS SPECIFED BY THE ENGINEER Rer to CompuTrus gable end detail for OF RECORD. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP co, rlete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. I. 17-06-12 17-06-12 1' 11-08-09 5-10-03 5-10-03 11-08-09 T 1' T T 1, T 12 11M-4x4 11 12 7.00 l '' 3 ' 7.00 I 1 {{i M-3x5(S) M-3x5(S) I 0 titi I I 1 1 ul i , 0 0 0 17 o M-3x5(5) o 81-3x4 ,'I M-3x4 y y .(c�� PROpect ' 17-06-12 17-06-12 y y 5 OGUSIEF�' /OA 0-08 35-01-08 ill �Q 0-08 -v :9200PE 9r JOB NAME : POLYGON NW PLAN 7—A — D3 Scale: 0.2950 l�/� WARNINGS: GENERAL NOTES, unless otherwise noted • Q Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design.a based only upon the parameters shown and is for an individual !i, -yG ,�OREGON �tV Truss: D3 and Warnings before constuctbn commences. building component Appfcabihly of design parameters and proper 2.2s4 compression web bracing must be installed where shown+. incorporation of component's the responsibility of Me building designer. ��JJ ` 3.Additional temporary bracing to insure stablNy during construction 2.Design assumes the top and bottom chortle to De laterally braced at j /O Y y 2O� �y,. is the responsibility of the erector.Additional permanent bracing of 2'os.and a1 70'o.c.respectively unless Orated throughout their length by 1 ,S 1 DATE: 3/30/2018 the overall structure is the re bitof the buildingcontinuous sheathing such as plywood sheathing(TC)srAor tlrywall(BC). � { NV sponsi ty designer. 3.2s Impact bridging or lateral bracing required where shown++ R R 1�� SEQ.: K4 4 3 7 9 2 7 4.No load should completebe ied to any component until after greats ng and 4.Installation of trusses is the responsibility of the respective contractor. • fasteners are and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design badsbe applied to any component. and are for condition"of use. • 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe e.Design assumes funbeannaatanwpponasnown.Shim orwedge ir EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components, Bary. 7.Pltes albelcedonedrainage io rusMas h 30,2018 6.This ration,is Nmisit subject to the limitations set forth by 8.Plates shat be s adequate at both faces of truss,and placed so their center TPWYTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center gees. 9.Digits indicate size of plate in inches. • MiTek USA,Inc./CompuTrus Software 7.6.8(11_1-E 10.For basic connector plate design values sea ESR-1311,ESR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 .TC: 2x9 KDDF 4#1&BTR LOAD DURATION INCREASE = 1.15 1- 2-(-2348) 510 1- 8-)-356) 1999 2- 8-) -251) 211 6-11=(-306) 2191 BC: 2x9 ROOF #1&BTA SPACED 29.0" O.C. 2- 3-(-2129) 509 8- 9-)-219) 1655 8- 3-) -51) 999 WEBS: 2x9 KDDF STAND 3- 9-(-1505) 952 9-10-)-231) 1643 3- 9-) -656) 256 LOADING 9- 5-)-1516) 948 •10-11-(-663) 3601 9- 4-) -275) 1096 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+OL) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=)-1985) 989 11- 7=(-675) 3685 9- 5=( -671) 259 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-9268) 891 5-10=) -21) 322 TOTAL LOAD = 92.0 PSF 10- 6=(-2193) 483 LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -215/ 1975V -232/ 23210 5.50" 2.36 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 35'- 1.5" -215/ 1475V 0/ OH 5.50" 2.36 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.203" @ 29'- 4.5" Allowed = 1.710" MAX TL DEFL = -0.391" @ 29'- 4.5" Allowed - 2.281" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.126" @ 34'- 8.0" MAX HORIZ. TL DEFL = 0.209" @ 34'- 8.0" 17-06-12 17-06-12 ,1' ,( T Design conforms to main windforce-resisting 6-01-15 5-08-06 // 5-08-06 6-02-12 5-05-04 5-10-12 system and components and cladding criteria. '1' 'l' I '1 I 1' f Wind. 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 M-4x6 ' 7.00 load duration factor=l.6, 4 Orr Truss designed for wind loads in the plane of the truss only. 4 ,(-.( M-5x6(5) 3.1 M-5x6(0) 0.25" S 0.25" +9 M-1.5x3 M-3x8 + + a0 0 0.111111°iiii Ile l: u M-3x8 N o M-5x8 1 8 ° 10 7 o of M-4x4 M-3x4 0.25" M-5x8 o M-5x8(5) ..G13.50 3.50 12 12 1 l l 1 y b ��``p PR pFFs 8-11-05 8-07-07 6-06-04 5-03-08 5 09 y y �� ' OA 24-01 y 5-03-08 5-09 V`y 5GINE$' (5>/-!j 1 1 35-01-08 C * :92•0P 9`' JOB NAME : POLYGON NW PLAN 7-A - D2 ,iir- ��r Scale: 0.1793 WARNINGS: GENERAL NOTES, unless otherwise noted: 10 Ct 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upsn the panaeetets strewn and is Bran indeidual OREGON Ix At Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of Me building designer. w �� S.Additional temporary bracing to insure atabildy during construction 2.Design assumes the lop and bosom chords to be laterally braced at -74. 4,,_4/' 1 A jO is the responsibility of the erector.Additional permanent bracing of 2'e.c.and at 1g'o.c.respectively a plywood unlace braced Throughout their kngm by M 1 Y 1 ,S DATE: 3/30/2018 the overall structure is the responsibility of buildingdesigner. °onena Impact sheathing such as aneammeraiC)anmar arywan(Be>. L`RRIL�R) p ty o 3.2x bridging or lateral bracing required where shown++ C SEQ.: K4 4 3 7 9 2 8 4.No load should be applied to any component until after all bradng and 4.Installation of trus�ashe respo sibilitytl ty tt henresconoive contractonment, fasteners are complete and at no time should any loads greater than ign assumes design bads be applied to any component. and are for'dry condition'of use. TRANS ID: LINK • 5.CompuTrushas nocontrol over and assumes noresponsibiNyfor the B.Deere^aaaameamllbearinga a�suppodsahewn.3himarwedgeif EXPIRES: 12-31-2019 Seery. fabrication,isfur is esdsublecment and installation of 7. necessary assumesadequatedrainageeisprovided. March 30,2018 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 • TPUWTCA in SCSI,copies of which will be furnished upon request. lines coincide with join center lines. 9.Dues indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 1O.For basic connector plate design values see ESR-131 1,ESR-1988(MiTek) 1 { I; }) This sign prepared from computer input by Pacif Lumber and Truss-BC 7 LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.5" IBC 2 5 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #1iRTR; LOAD DURATION INCREASE - 1.15 1- 2-(-15 ) 481 7- 1=(-126) 129 9- 2-( 0) 295 2x6 KDDF #16BTR Ti SPACED 24.0" O.C. 2- 4-(-10 ) 411 1- 8-(-440) 1097 2-10=( -506) 312 BC: 2x4 KDDF #16BTR 3- 4=( ) 0 8- 9=(-461) 1198 4-10=( -198) 605 WEBS: 204 KDDF STAND LOADING 4- 5=(-11 ) 506 9-10=(-462) 1197 10- 5-(-1633) 530 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-28 ) 886 10-11=(-704) 2394 5-11-) -330) 1456 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 11- 6=(-717) 2451 BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD = 42.0 PSF • LL - 25 PSF Ground Snow (Pg) BEARING MAX VI. T MAX HORZ BAG REQUIRED BAG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LOCATIONS REACT NS REACTIONS SIZE SQ.IN. (SPECIES) ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 9.6" -45/ 9V -128/ 126H 0.00" 0.00 j<@c ( 0) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 10'- 5.1" -541/ 8 V 0/ OH 131.00" 1.36 KDDF ( 625) 10'- 11.0" 0/ 3 V 0/ OH 131.00" 0.50 KDDF ( 625) M-1.5x4 o equal at n =structural BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 35'- 1.5" -234/ 1 6V 0/ OH 5.50" 1.67 KDDF ( 625) vertical members (ace)n AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Ful height blocking is required at left bearing Unbalanced live loads have been ''1 • considered for this design. ICOND. 2: Design the ked for net(-5 psf) uplift at 24 "oc spacinq.1 VERTICAL. EFLECTION LIMITS: LL=L/240, TL-L/180 Gable end truss on ontinuous bearing wall. MAX LL D L = 0.000" @ 27'- 7.6" Allowed = 0.067" M-1x3 or equal typical at stud verticals. MAX TL D L - 0.000" @ 27'- 7.6" Allowed = 0.089" Refer to MiTek gable end detail for MAX LL D L = -0.123" @ 29'- 4.5" Allowed - 1.188" complete specifications. MAX TL D L = -0.204" @ 29'- 4.5" Allowed = 1.583" 0-00-15 SEASONED LUMBER IN DRY SERVICE CONDITIONS 21-10-11 13-10-13MAX RIZ. LL DEFL - 0.077" @ 34'- 8.0" ,r / 1 A MAX RIZ. TL DEFL - 0.127" @ 34'- 8.0" 12-04-02 12-09-11 NOTE:Design assumes moisture content does 18-01-13� 5-02-08 6-05-08 5-10-12 I} not exceed 19% attime of manufacture. T i T f T 12 IIM-4x4+ 12 Desigl�conforms to main windforce-resisting 7.00 p M-5x63 ' 7 00 syste and components and cladding criteria. Wind: 140 mqC, h=24.3ft, TCD1,=4.2,BCD1,-6.0, ASCE 7-10, M-3x6(S) :n: (All *eights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load *ration factor=1.6, ♦) M4206o Truss Flesigned for wind loads 4 I, 2 ,.1 in th0 plane of the truss only. • M-2.5 or equal at non-structural diagonal inlets. M-5x6+(S) 01'1A 11• M-3x6 h 11 1 11 M-3x9+ _ �ii M-3x6L,, uo co t e.e, M-5x6 a I. M o 7 8 9 10 0 o -M-9x9 M-3x6 M-5x12 0 M-3x9+(S) 4 3.50 3.50 , 12 12 V�VD PR O/'�s y l l 1 1 l co"\ !`__``G,INE �% y 10-11 6-06-13 6-07-03 )- 5-03-08 y 5-09 y I;J V` FR c2 y 29-09 5-03-08 5-09 y { �� 89200PE -o-, r 27-03-14 ��I JOB NAME : POLYGON NW PLAN 7-A - D1 /� Scale: 0.1635 I O 7/.... ,,OREGON C WARNINGS: GENERAL NOTES, unless oNerwise noted: 1), iti 1.Builder and erection contractor should be advised of all General Notes I.This design A based only upon the parameters shown and is for an individual 1'. 2�� P'�' Truss: D1 and Wamirgs before construction commences. building component.Applicability of design parameters and proper 2.244 compression web bracing must be installed where shown+. incorporation of component is Sr.responsibility of me building designer. aO 9Y 3.Additional temporary bracing to insure stability during construction11 unless Design assumes the top and bottom chords to be laterally braced at is the responsibility of the mentor.Additional permanent bracing of 7 o.c.and m 1g'o.c.respectivebraced throughout their lerglh by 11 MFR R'0- DATE: 3/30/2018 the overall structure is mere bill nue building deai continuous sheathing such a.pgwood sheathing(TC)and/or drywan(BC). sponai rya g gner. 3.24 Impact bridging or lateral bracing required where shown++ . SEQ.: K4 4 3 7 9 2 9 4.No load should be applied to any component until alter al bracing and 4.Installation of truss is the responsibilly of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes tresses are to be used Ina non-corrosive environment, EXPIRES. 12-31-2019 TRANS ID: LINK design loads be applied to any eomponent. and are for'dry condition"Druse. 11 5.CompuTrus has no central ever and assumes no responsibility for the 8.Design assumes lull bearing at all supports shown.Shim or wedge if M a f h 30,2018 necessary. fabrication,handling,shipment and Installation of components. 7.Design aa el adequate drainage is provided. Id 6.This design is mmished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPWJICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lees. • s.Diens indicate sea of ate in igh MiTek USA,Inc./Com uTrus Software+7.6.8-SP2(iL}E 10.For basic connector plate design values see ESR-7371,ESR-1988(MiTek) 1 II • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 • .TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 ', 1-2=(-231) 62 1-4=(-119) 173 2-4=(-232) 178 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=( -37) 17 9-5-) 0) 0 WEBS: 2x9 DF STAND; 2x9 KDDF #1&BTR A LOADING • LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING i MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS I REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 1'- 0.0"'. -49/ 372V -33/ 92H 5.50" 0.56 KDDF ( 625) 7'- 10.5"'i -49/ 289V 0/ OH 5.50" 0.46 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) i Unbalanced live loads have been considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2'4 'Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. JT 1: Heel to plate corner = 4.25" • VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP • MAX LL DEFL = -0.018" @ 0'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.013" @ 0'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.053" @ 6'- 3.2" Allowed - 0.298" MAX TL DEFL - -0.080" @ 6'- 3.2" Allowed - 0.397" SEASONED LUMBER IN DRY SERVICE CONDITIONS 6-03-04 1-07-04 f ,r f MAX HORIZ. LL DEFL = -0.001" @ 7'- 7.7" MAX HORIZ. TL DEFL = 0.001" @ 7'- 7.7" 12 4.50 Design conforms to main windforce-resisting system and components and cladding criteria. 3 --/ Wind: 140 mph, h=20.6ft, TCDL=9.2,BCD1.=6.0, ASCE 7-10, M-3X4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End verticale s) a exposed to wind, Truss designed forwind loads in the plane of the truss only. o I r� 0 I rn 1 _ 1111II • o 6 III.- 1 4 ��• M-3x8 M-3x8 M-3x6 1 1 1 6-03-04 1-07-04 1 1 1 1-00 6-10-08 • 1 7-10-08 1 (QED PROP c�� NG1NEFR s4�2 4 :9200PE 9r JOB NAME : POLYGON NW PLAN 7-A - E2 !l . Scale: 0.5038 -' WARNINGS: GENERAL NOTES, unless otherwise noted: Q Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is bran individual R N O EGO Truss: E2 and Wamingc before construction wmmencec, building component.fcomponent Applicability of designresponsibility paremebre and proper Ot 2.1x4 compression web bracing must be installed where shown v. incorporation of component Is the recporreibilly of me building designer. , \ �1 3.2s4 conal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at T d T is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respeciNely unless braced throughout their length by GAO M l s 1 O DATE: 3/30/2018 the overall structure is the responsibility of the building desl continuous sheathing such as plywood meed n ere s and/or dryw°nlec). `R R 10- SEQ.: s�'� °pons'M' g goer. 3.2a Impact bridging or lateral bracing required where Shawn«r S E Q.: K4 4 3 7 9 3 0 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. • fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID• LINK design bads be applied to any component, and are for"dry mntlilion''of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.D esign°aaam°a mil bearing°t all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling, ry • �} p shipment and installation of components.by. 7.Design assumes adequate drainage is provides March 30,2 18 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 • TPVNICA 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 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) • 1! 1i • This d sign prepared from computer input by • Pacifi Lumber and Truss-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.5" IBC'2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1b )-231) 62 1-4=(-114) 173 2-4=(-232) 178 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-7P( -37) 17 4-5=( 0) 0 WEBS: 2x4 DF STAND; 2x4 KDDF #1&BTR A LOADING i. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTION REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD = 42.0 PSF 1'- 0.0" -44/ 372 -33/ 92H 5.50" 0.56 KDDF ( 625) 7'- 10.5" -99/ 289 0/ OH 5.50" 0.46 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) M-1.5x4 or equal at non-structural �j vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checkelg/ for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEECTION LIMITS: LL=L/240, TL-L/160 Unbalanced live loads have been MAX LL DEFL•I -0.018" @ 0'- 0.0" Allowed = 0.100" considered for this design. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL DEFLIIS -0.013" @ 0'- 0.0" Allowed - 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. JT 1: Heel to plate corner = 9.25" MAX LL DEFL 0.053" @ 6'- 3.2" Allowed - 0.298" MAX TL DEFL'',f= -0.060" @ 6'- 3.2" Allowed = 0.397" I.1 SEASONED LUMBER IN DRY SERVICE CONDITIONS 6-03-04 1-07-04 ,r f MAX HOR . LL DEFL = -0.001" @ 7'- 7.7" 12 MAX HOR . TL DEFL = 0.001" @ 7'- 7.7" 4.50 17 �3 Design Informs to main windforce-resisting system Si,•d components and cladding criteria. 3 -V I Wind: 190mph h=20.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-3x4 (AllHehts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load du4ation factor=1.6, End ver(ical(s) are exposed to wind, �I Truss d igned for wind loads 1�1 in the lane of the truss only. 0 1 I 1 0 rn • .I _ ,0 _1 I IIID ` �li M-3x8 M-3x8 M-3x6 .. Il i 6-03-04 1-07-04 J. l l 1-00 6-10-08 1 J. 7-10-08 y Il �`ED PROF,, I No, 0_IN E�r,9 `r/p2 :9200PE 9% 1. - - l JOB NAME : POLYGON NW PLAN 7 A El I1 410111P °7'''''.+ : Scale: 0.5038 WARNINGS: GENERAL NOTES, unless otherwise noted: 40 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 I' OREGON L/� Truss: 51 and Warnings before construction commences. building component.Applicabity of design parameters and proper I 64_ 2 N v[�t Lv 2.254 compression web bracing must be installed where shown i. incorporation of component is the responsibility of the building designer. ._ 9 14 20 �s,` Additional temporary bracing to in @y tab during construdkn 2 Design assumes the top antl bud ho da to be laterally braced at 3. is the responsibility of the erector.Additional pe anent bracing of 7 o c antl at 10 o.c.reepedl ly k braced throughout their length by continuous sheathing such plywoodsheathing(TC)and/or drywall(BC). ., � R �� DATE: 3/30/2018 the overall slmdore is the responsb'Nty f thbuilding desgner. 3.Dr Impact bridging or lateral bn g requiredwhere where shown•• SE K4437931 4.No load should be applied to any component until after al 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 trusses are to be used in a non-corrosive environment, design bads be applied to any component. and are for"dry condition"of use. • TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility kr the 6.Design assumes full bearing a all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary.fabrication,handling,shipment and Installation of components. T.Design assumes adequate drainage is provided. Makh p 3O,2O.1 1 8 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 TP WVTCA in BCSI,copies of which will be fumished upon request, lines coincide with joint center lines. ' 9.Digits indicate sore of plate in Itches. Il MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) • . li li Ji • This design prepared from computer input by • • Pacific Lumber and Truss-BC • • LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.2" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 •TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-92) 21 1-4=(-74) 74 2-4=(-180) 199 BC: 2x9 BIDE#1&BTA SPACED 29.0" O.C. li 2-3=(-37) 17 9-5=( 0) 0 WEBS: 2x9 DF STAND; 2x9 RIDE STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 1'- 0.0" -30/ 252V -18/ 52H 5.50" 0.38 KDDF ( 625) 5'- 0.2" -28/ 169V 0/ OH 5.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) Unbalanced live loads have been considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2r ,Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. JT 1: Heel to plate corner = 9.25" VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = -0.009" @ 0'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.007" @ 0'- 0.0" Allowed = 0.133" 1 MAX LL DEFL = 0.024" @ 3'- 5.0" Allowed - 0.155" MAX TL DEFL = -0.030" @ 3'- 5.0" Allowed = 0.207" 3-05 1-07-04 SEASONED LUMBER IN DRY SERVICE CONDITIONS • MAX HORIZ. LL DEFL = -0.000" @ 4'- 9.5" 12 • MAX HORIZ. TL DEFL = -0.000" @ 4'- 9.5" 4.50 1m Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3load duration factor=1.6, End vertical(s) are exposed to wind, M-1.5x3 Truss designed for wind loads in the plane of the truss only. Willga511 cq O I 0 6.02. 9 ►�5 -i • M-3x8 M-3x8 M-3x4 ) l l 3-05 1-07-04 y l )' • 1-00 4-00-04 l l 5-00-04 rktD(.,. PROFFssGINFFR /044, 2 200PE 9r JOB NAME : POLYGON NW PLAN 7-A - E3 `- Scale: 0.5599 441111. ` ' WARNINGS: GENERAL NOTES, unless otherwise noted: O Q I.Builder and erec8on contractor should be advised of all General Notes I.This design Is basad only upon the parameters shown and la for an Individual N Truss: E3 and Wamings before construction commences. buildingcomponent.A Applicability of design parameters -9G ,�OREGON �� ga pp th on parem proper 2.2u4 compression web bracing must be installed where shown t. incorporation of component is the responsibility of Me building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top and bosom chards to be laterally braced at <O 9y 14 no �4 is the responsibility of the erector.Additional permanent bracing of T o.c.and at 1Q o.c.respectively unless braced throughout their length by v continuous ridging or such as plywood aired here s and/own•tlrywall(BC). � R R t L\- DATE: 3/30/2018 the overall structure is the responsibility olthe building designer. 3.co Impact bridging or lateral bracing required where shown♦ci SEQ.: K4 4 3 7 9 3 2 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. • fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are for'dry condition.'of use. EXPIRES: [X�/P 5.Com Trus has no cenbol over and assumes no re G.Design assumes NII bearing at al supports shown.Shim or wedge if • EXP I RES. 12-31-2019 pu responsibility for necessary. �} fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. March JO,2018 6.This design is furnished subject to the limitations sat forth by 8.Plates shag be located on both faces of truss,and placed so their center • TP Wv1CA in SCSI,copies of which will be furnished upon request. lines coincide with Hint center lines. 9.Digits indicate see of plate in inches. MiTek USA,InoJCompuTrus Software 7.6.6(IL)-E 1p.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • Thissign prepared from computer input by Pacifi Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 201 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 38 2- 8=(-193) 1109 3- 8-(-299) 231 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-136 313 8- 9-) -88) 716 8- 4-(-125) 523 WEBS: 2x9 KDDF STAND 3- 4=(-119 346 9- 6-(-209) 1085 9- 9-(-125) 523 LOADING 4- 5-(-119 346 9- 5-(-299) 231 TC LATERAL SUPPORT 0- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-136 313 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( ) 38 TOTAL LOAD = 42.0 POP OVERHANGS: 8.0" 8.0" LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTION REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -196/ 1000 -148/ 148H 5.50" 1.60 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 22'- 0.0" -196/ 1000,E 0/ OH 5.50" 1.60 ROOF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 1 ICONS. 2: Design checkAd for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEKLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL= -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFLI= -0.035" @ 14'- 6.1" Allowed = 1.054" MAX TL DEFLI -0.059" @ 14'- 6.1" Allowed = 1.906" MAX LL DEFL I= -0.000" @ 22'- 8.0" Allowed = 0.067" MAX TL DEFL i= -0.001" @ 22'- 8.0" Allowed = 0.089" SEASONED LUMBER IN DRY SERVICE CONDITIONS 11-00 11-00 • if f MAX HO . LL DEFL = 0.016" @ 21'- 6.5" 5-08-13 5-03-03 5-03-03 5-08-13 MAX HO . TL DEFL = 0.026" @ 21'- 6.5" T T T T T 12 12 Design �J1!`_'nforms to main windforce-resisting M-4x6 7.00 p Q 7.00 system gid components and cladding criteria. 9.0" Wind: 140 mph h=22.4ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 4 44i (All He ghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Jli\ load du ation factor=l.6, • Truss signed for wind loads in the lane of the truss only. i M-1.5x3 M-1.5x3 iAIIIIIIIIIIIIIII 0 � 1 i. Elly Ra 7 T,0I 0 8 9 • 0 o M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 0 Ali 7-OS-1410-00 7-00-05 12-00 7-05-14 19 y y y , ��I�ED PROFFss yy yy I 0NGINEF9 /02 o-oa 22-00 o-oa 9 t. ..89200PE JOB NAME : POLYGON NW PLAN 7-A - F2 Scale: 0.2529 " • /� WARNINGS: GENERAL NOTES, unless otherwise noted. 1.Builder and erection contractor shoobbeadvisedofall General Notes 1.This design is based onryupon the parameters shown and isfor anindividual yL OREGON OL �i Truss: F2 and Warnings before construction commences. building component.Applicability of design parameter:and proper 2.2s4 compression web bracing must be instal pe where shown i. incorporation of component is me responsibility of me building designer. d ,O LI k 14 �/t 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords 10 be laterally braced at _7 V o permaren eIng o 7 o.c.and at 18'o.c.respectively unless braced throughout their length by is the responsibilityf the erector.Additional t bre 1 continuous sheathingh as d sheathing(TC)TC and/or d ll BC. " DATE: 3/30/2018 the overall structure N there big rme building such ptywoo g( )an rywa( ) i R 1INV. responsibility c p designer. 3.2s Impact bridging or lateral bracing required where shown t, SE K4437933 4.No load should be applied to any component until after al bracing and 4.Installation oftrusss is the responsibility of the respective contractor. it 4 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, tlesign bads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 6.Design assumes Mlbeadngatalsupports shown.Shim orwedge if EXPIRES: 12-31=2019 5.CompuTrus has no control over and assumes no responsibilNy for the necessaryI� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set form by 8.Plates shall be located on both faces of truss,and placed so their center M arch 30,2018 TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide wgh joint center lines. il 9.Diggs indicate see of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.8(1 L(-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) • Ji • This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. .TC: 2x9 NODE#1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 NODE #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. 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 Wind: 190 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF • load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) �, in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1 K-1x2 or equal typical at stud verticals. • • Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 102SF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. • 11-00 11-00 T T T 12 IIM-4x4 12 7.00 [ . Q 7.0o 3 .......111Sisi44N44 a, t 17 vo o O M-3x5(S) o M-3x4 M-3x4 10-00 k 12-00 y •0 PROFS 0-08 22-00 \ ft aa�.1GI�NF,rR `rf0 2 4- :9200PE 9r JOB NAME : POLYGON NW PLAN 7—A — F1 L ��:; Scale: 0.3909 WARNINGS: GENERAL NOTES, unless otherwise noted: Q Cr 1.Builder and erection contractor should ba advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -y5 41 OREGON is 4/ Truss:Truss: Fl and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown*. incorporation of component is the responsibility or me bulking designer. A 20 �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally brand at 1O a Y y A is the responsibility of the erector.Additional permanent bracing or Y o.c.and at 10.o.c.respectively unless braced throughout their length by 1'Y w DATE: 3/30/2018 me overall structure is the responsibility of the banding designer. continuous sheathing such as plywood cited w g(rc)anther drywan(Bc). /y^R R �4 VVl 3.2x Impact bridging or lateral bracing required where shown** SEQ.: K4437934 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-cono0ve environment, dBW loads be applied to a and are for'dry conditioni of use. EXPIRES: 12-31-2019 TRANS ID: LINK g" pp "y component. B.Deal un bearing can supports shown.shim or wedgeir 5.CompuTrus has no control over and assumes no responsibility forme 9n assumes g e ppo fabrication,handling,shipment and installation of components. scary. 7.Design assumes adequate drainage is provided. March 30,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shall be batted on both faces of truss,and placed so Meir center TPIANrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. • • 9.Digits indicate size of plata in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-7311,ESR-1988(MiTek) ( This d�sign prepared from computer input by Pacific Lumber and Truss-BC II LUMBER SPECIFICATIONS 22-00-00 GIRDER SUPPORTING 35-01-08 IBC 2015 MAX MEMBER;FORCES 4WR/DDF/Cq=1.00 TO; 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-12708) 2820 1- 8=(-2334) 10 6 8- 2=( -536) 2544 11- 6=(-1920) 470 BC: 2x6 KDDF SS 2- 3=(-10490) 2372 8- 9=(-2318) 105 0 2- 9=(-1920) 470 6-12=( -536) 2544 WEBS: 2x4 KDDF STAND; LOADING 3- 4=( -8090) 1872 9-10=(-1904) 8 0 9- 3=( -776) 3504 2x4 DF STAND A; LL = 25 PSF Ground Snow (Pg) 4- 5=( -8090) 1872 10-11=(-1904) 8 0 3-10=(-3170) 760 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6=(-10490) 2372 11-12=(-2318) 105, 0 10- 4=(-1814) 7896 BC UNIF LL( 414.1)+DL( 301.6)= 715.6 PLF 0'- 0.0" TO 22'- 0.0" V 6- 7=(-12708) 2820 12- 7=(-2334) 10 6 10- 5=(-3170) 760 TC LATERAL SUPPORT <= 12"OC. UON. • 5-11=( -776) 3504 BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT II MAX HORZ BRG REQUIRED BRG AREA J LOCATIONS REACTIONS. REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -1908/ 8576VS -139/ 139H 5.50" 13.72 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 22'- 0.0" -1908/ 8576VI,, 0/ OH 5.50" 13.72 KDDF ( 625) nails staggered: �/�/ 9" o in 1 row(s) throughout 2x4 top chords, ,Ae)\ 7•• oc in 2 row(s) throughout 2x6 bottom chords, ICOND. 2: Design check for net(-5 psf) uplift at 24 "oc spacing. 1 9" oc n 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL it -0.144" @ 14'- 6.8" Allowed - 1.054" MAX TL DEFL Nl, -0.242" @ 14'- 6.8" Allowed = 1.406" ((SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX MORN. LL DEFL = 0.040" @ 21'- 6.5" MAX HORI . TL DEFL = 0.081" @ 21'- 6.5" 11-00 11-00 Designnforms to main windforce-resisting 4-03-12 3-05 3-03-04 3-03-04 3-05 4-03-12 system{sd components and cladding criteria. T '( '1 T T '1 1' I 12 12 Wind: 140 mph; h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 ))M-6x6 ''' :j7.00 (All He4ghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 6.0" Truss designed for wind loads 4 „t...7.2( in the /lane of the truss only. M-3x6 1111 ,.M-3x6 1 ( I M-3x6 M-3x6 IIS 2 • II fir A14.4. M-6x10 M-6x10 ''i o1 R nn a:� nn m i�� i h 1- 8 9 10 11 12 7 I I M-3x8 M-6x8 0.25" M-6x8 M-3x8 til .7M-8x8(S) y y y y y y y ��Ep PROFF`scS' 4-02 3-03-04 3-06-12 3-06-12 3-03-04 4-02 y y �� oGINEFR /p2 22-00 ii ± 89200PE 91 JOB NAME : POLYGON NW PLAN 7-A - F3 �} -,44010/----- •Scale: 0.2827 i A �� _ WARNINGS: GENERAL NOTES, unless otherwise noted: I Q 1.Builder and erection contractor should be advised of all General Notes 1.This design is bailed only upon the parameters shown and is for an individual "�� OREGON �� Truss: F3 and Wamirgs before construction commences. building component.Applicability of design parameters and proper ' 2.254 compression web bracing must be Installed where shown incorporation of component is the responsibility ohne building designer. �,, 2bN A� 3.Additional temporary bracing st insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '' All)' y^ [- is the responsibility of the erector.Additional permanent bracing of 2'c.c.end at 10'o.c.respectively unless braced throughout their length by I'i 1 Y ,S DATE: 3/30/2018 the overall structure is the responsibility of the building tle continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). R�'-�{/V1 responsi lity g signer. 3.2.4 Impact bridging or lateral biasing required where shown a. $ _ SEQ.: K4 4 3 7 9 3 5 4.No toed should be applied to any component until after ab 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 ere to be used in a non-corrosive environment, TRANS I D LINK les gra leech be applied b any component. and are for"dry condition of use. 5.CompuTrus has no control over and assumes no responslblgty for the 8.Design assumes lull bearing at al supports shown.Shim or wedge if ' EXPIRES: 12-31-2019 fabrication,handli ry rip shipment installation components. 8.Designlaesassumes adeqoneoth faces eio truss, Mall h 30,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,end placed so their center • TPIIWICA in BC51,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 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) a 1 a • This design prepared from computer input by Pacific Lumber and Truss-BC .LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 11- 2-( 0) 33 2- 8-(-237) 1261 3- 8=(-311) 219 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3-(-1504) 340 8- 9-(-103) 834 8- 4=(-110) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1318) 345 9- 6-(-256) 1261 4- 9=(-110) 492 LOADING 4- 5-1-1318) 345 9- 5=1-311) 219 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-1-1504) 340 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=( 0) 33 TOTAL LOAD = 42.0 PSF OVERHANGS: 8.0" 8.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0 '� -110/ 1000V -106/ 106H 5.50" 1.60 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 22'- 0.0"', -110/ 1000V 0/ OH 5.50" 1.60 KDDF ( 625) • BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2i Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 1 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed - 0.067" MAX TL DEFL - -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.043" @ 7'- 6.2" Allowed = 1.054" MAX TL DEFL = -0.073" @ 7'- 6.2" Allowed - 1.406" MAX LL DEFL - 0.000" @ 22'- 8.0" Allowed - 0.067" MAX TL DEFL = -0.001" @ 22'- 8.0" Allowed - 0.089" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" 11-00 11-00 MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 1' 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting f .f ' ' system and components and cladding criteria. 12 12 6.00 M-4x6 Q 6.00 ind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 4 4S( Truss designed for wind loads D� in the plane of the truss only. u� M-1.5x3 M-1.5x3 3 ro M O p R_ I S 9 I M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 J. l b l •• 7-06-03 6-11-11 7-06-03 • J. 10-0o y 12-00 y ((Vt. PRPROPe.0 o-oa 22-00 0oe �NGINEF9 /0?/9=9200PE r JOB NAME : POLYGON NW PLAN 7-A - G1 ///�g-!, Scale: 0.2529 l aI' ' WARNINGS: GENERAL NOTES, unless otherwise noted: Q a" t.Builder and erection contractor should be advised of all General Notes 1.This design is based onty upon the parameters shown and Is bran indNidual -G OREGON to �lV Truss: G1 and Warnings before construction commences. building component.Applicability of design parameters and proper z.z:4 compression web bracing must be installed where shown+. incorporation or component is me responsibility or me building designer. aQ nb� �� 3.Additional temporary bracing to insure stability tludng construction 2.Design assumes the top and bottom chords to be laterally braced at lb I) y A 4 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by I Y ,S DATE: 3/30/2018 the overall structure is the responsibility f the building designer. continuousxIpa sheathing or etch l b plywood s fired where s endlor drywall(BC). 41/ -FIR I1 L�HV P h'o g gner. 3.2a Impact bridging or lateral braving required where shown*+ SEQ.: K4 4 3 7 9 3 6 4.No load should be applied to any component until after all braong and 4.Installation of truss is the responsibility of the respective contractor. fasteners am 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.' use. �/ 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge it EXPIRES: 12-31-2019 fabrication,handling, necessary. • I.��} ,t p shipment to installation of components. 0.Design assumes adequate drainage is provided. March 3O,ZO IH 6.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center • TPIPNTCA in Blot,copies of which will be furnished upon request. lines coincide with joint center lines. ", uTrus Software 7.6.8 I L-E 9.Digits Indicate scall or plate in inches. MiTek USA,Inc./Com P ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This d. sign prepared from computer input by PacifI..3C Lumber and Truss—BC j1 LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" 'COND. 2: Design checke4 for net(-5 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE — 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system TJ;"^.d componentsand cladding criteria. TC LATERAL SUPPORT <— 12"OC. UON. LOADING Ij BC LATERAL SUPPORT <— 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph' h=15ft, TCDL=9.2,BCDL-6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All He hts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD — 92.0 PSF load du tion factor=l.6, Truss d signed for wind loads LL — 25 PSF Ground Snow (Pg) in the lane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gals;e end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-122 or equal typical at stud verticals. Re8tr to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP coquets specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 11-00 11-0011 1. T if if 12 I IM-4x4 'Ij 12 6.00 ! Q 6.00 3 11141111111111111111111 1 • 7 17, o -i '7iiiiiiiiiiiiiiiiiiiii/iiiiziiiiiiii7iiiiiiiii7,mriiiiii,/,7 ,,,/iiii7 i a M-3x5(S) ' o M-3x4 • M-3x4 ,I l l 10-00 12-00 Ii ED PRO I 0 08 22-00 c ' GENE 9 f �O . ..89200PE 9r I JOB NAME : POLYGON NW PLAN 7—A — GGE Scale: 0.3909 WARNINGS: GENERAL NOTES, unless otherwise noted, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based orb upon the parameters shown and is for an individual -yG ,�OREGON ��/ Truss: GGE and Warnings before construction commences. building component.AppfiwblIty of design parameters and proper 2.2x4 corn web bracing must be instaled where shown+. incorporation of component ts the responsibility tithe building designer. ZO� �� compressionI 'O Al y 14 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by It DATE: 3/30/2018 the overall structure is therebiof the buildingde 0 Imp nus sheathing such as acinplywg re aired where s ownand/.tlrywall(BC). . �� spona lN' signer. 3.2x Impact bridging or lateral Maitre requited where shown ` RIO- SEQ.: No load should be applied to any component until after al bredng and 4.Installation of tNW is the responsibility of the respective contractor. SEQ.: K4437937 5.Designtrusses are is be usedInanon-corrosiveenvironment, I, fasteners are complete and at no time should any loads greater thanare assumes I design beds be applied 10 any component. and are for'dry condition-of use. TRANS I D: LINK 8.Design assumes full bearing at al supports shown.Shim or wedge if EXPIRES: 12-31-2019 • 5.CompuTms has no control over ace assumes no responsibility for thececesssry. Ii fabrication,handling,shipment and installation of components. 7.Design assumes adequate drabage is provided. Maich 30,2018 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 I� TP WVPCA in SCSI,cepies of which will be furnished upon request. lines ceincide with joint center lines 9.Digits indicate sae of plate in Inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-131I,ESR-1988(MiTek) 111 t j1 1 • This design prepared from computer input by PACIFIC LUMBER-BC • • 'LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" ', IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 19 1-3=0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x9 DF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 92.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) 4'- 0.0" -36/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) JT 1: Heel to plate corner = 5.25" 12 LL - 25 PSF Ground Snow (Pg) 4.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'I 'PROVIDE FULL BEARING;Jts:4,3,2 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2r ;Design checked for net(-5 psf) uplift at 29 "oc spacing. I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - -0.004" @ 0'- 0.0" Allowed = 0.100" MAX TL DEFL - -0.003" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - 0.008" @ 2'- 5.6" Allowed = 0.183" MAX TC PANEL TL DEFL = -0.009" @ 2'- 7.0" Allowed = 0.274" 10#11 SEASONED LUMBER IN DRY SERVICE CONDITIONS "i.MAX BORIZ. LL DEFL = -0.003" @ 3'- 11.2" MAX BORIZ. TL DEFL = 0.003" @ 3'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. IWind: 190 mph, h=19.8ft, 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 I in the plane of the truss only. 0 ti • N 1 :73 I: 0 4 \ 3 M-3x8 1 y • 3-00 l 4-00 1 \Gj'`��NG `CVS) ,..-4., R ¢y 89200PE r • JOB NAME : POLYGON NW PLAN 7-A - H2 Scale: 0.9259 " WARNINGS: GENERAL NOTES, unless otherwise noted: Q Q' 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 y A OREGON Cl �to Truss: H2 and Warnings before construction commences. building component.Applicability of design parameters and proper �/� 2.2x4 compresabn web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. t 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at /O 9Y 14 2°)\ �"= is the respunslbligy of the erector.Additional permanent bracing of T o.c.end at la o.c.respectively unlace braced throughout train length by 1 DATE: 3/30/2018 the overall structure is the responsibility of building designer. continuous sheathing such as plywood sheathing(TC)'nitron drywag(BC). P N o 93.2x Impactoftruss bridging or lateral bracing required where mown++ ��C'�1�� SEQ.: K4 4 3 7 9 3 8 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 non-corrosive environment, des hada be applied to a and are for"dry full ben'of use. EXPIRES: 12-31-2019 • TRANS ID: LINK g^ pP any component. 6.Design full beann at ds shown.Shim or wedgen 5.CompuTrus has no control over and assumes^o responsibility for the 9^assumes g a ppo • fabrication,handling,shipment and installation of components. ssaN. • 7.Design assumes adequate drainage Is provided. March 30,2018 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 TP Wu'TCA in BCSt,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Diggs indicate sae of plate in inches. MTek USA,Inc./CotnpuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) i This d4sign prepared from computer input by PACIFI LUMBER-BC li LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC';015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 . 1-2=(-29) 14 1-3-(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND LOADING BEARING MAX VERT1 MAX HORZ BEG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTION REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0" -27/ 215 0/ 27H 5.50" 0.32 KDDF ( 625) ' TOTAL LOAD = 42.0 PSF 3'- 9.2" 0/ 38 0/ OH 5.50" 0.06 KDDF ( 625) 1 JT 1: Heel to plate corner = 5.25" 12 4'- 0.0" -36/ 84 0/ OH 1.50" 0.13 KDDF ( 625) 4.00 D LL - 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL • 'PROVIDE FULL BEARING;Jts:4,3,2 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checkee for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DE .ECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL' -0.004" @ 0'- 0.0" Allowed = 0.100" MAX TL DEFL -0.003" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL1w 0.008" @ 2'- 5.6" Allowed - 0.183" MAX TC PANEL TL DEFL! -0.009" @ 2'- 7.0" Allowed - 0.274" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HOR . LL DEFL = -0.003" @ 3'- 11.2" MAX HOR . TL DEFL = 0.003" @ 3'- 11-2" -/ 11 Design informs to main windforce-resisting system 7 d components and cladding criteria. IWind: 140 mph h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All He tats), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load du tion factor=1.6, Truss d signed for wind loads I in the lane of the truss only. r o ) ti ( 1 / ,r, f / i o y o f 4 �_` SX M-3x8 11 • 11 11 li II 11 II • J" b • y 3-00 y �v0 PROFF 4-00 ��NG,INEFv(5> 02 c . '920 9r JOB NAME : POLYGON NW PLAN 7-A - H1 Scale: 0.9254 1 ../ , WARNINGS: GENERAL NOTES, unlessotherwise noted: 1.Brower and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 ! 4 OREGON 4/ Truss: Truss: H 1 and Warnings before construction commences. building component.Applicably of design parameters and proper r 2.244 compression web bracing must be installed where shown*. incorporation of component is Me responsibility of Me building designer. I, 2.Design assumes the top and bottom chords to be laterally braced at /O L �O\ �� 3.Additional temporary bracing to insure stability during construction r is the responsibility f the erector.Additional t bracing f 2'o.c.and at 10'o.c,respectively unless braced throughout their length by t sponsi ayo permanen go continuous sheathing such as plywoodsheathing(TC)and/or drywall(BC). DATE: 3/30/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral biasing required where shown.v PRI LV. SEQ.: K4437939 4.No load should be applied to any component until after al bhang and 4.Installation of truss is the responsibifly of the respective contractor. 5.Designtosses aretobeusedinanon-corrosive environment, fasteners are complete and et no time should any loads greeter than assumes and are for"dry condition"of use. I'. TRANS I D: LINK tleagn bads be applied to any component. 8.Design assumes full bearing at all supports shown.Shim or wedge it 11 EXPIRES: 12-31-2019 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Mach 30,2018 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 TP WJrCA in BCS',copies of which will be furnished upon request. lines coincide wth joint center lines. I, 9.Digits indicate size of plate in Inches. MiTek USA,Ina./CompuTrus Software 7.6.8(1 L)'E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • 1 Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 3/q. 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 (Drawings not to scale) Da age or Personal Injury ralliDimensions are in ft-in-sixteenths. itilk Apply plates to both sides of truss 1 23 1. A itional stability bracing for truss system,e.g. and fully embed teeth. d onal or X-bracing,is always required. See BCSI. TOP CHORDS �'�16 4 2. T s bracing must be designed by an engineer.For d truss spacing,individual lateral braces themselves r,,, ❑ rra require bracing,or alternative Tor I �_� .. bihaingshouldbeconsidered.OrxO illiffilibloo_am3. Neverexceed the design loading shownandnever o stack materials on inadequately braced trusses. H O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c�-e cs� cs s designer,erection supervisor,property owner and plates 0- 1/1/'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. C members to bear tightly against each other. 6. Pa plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE jo n and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO to tions are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. D ign assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT t environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request 8. U 1 ss otherwise noted,moisture content of lumber s t not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Ulrlss expressly noted,this design is not applicable for ICC-ES Reports: u$$0with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.C' ber is anon-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 r sonsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 ber for dead load deflection. the length parallel to slots. 11.P e type,size,orientation and location dimensions in i ed are minimum plating requirements. LATERAL BRACING LOCATION 12.L ber used shall be of the species and size,and Southern Pine lumber designations are as follows: in a I respects,equal to or better than that , Indicated by symbol shown and/or SYP represents values as published s ified. by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Tbchords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spading 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. 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. t=llir reaction section indicates joint . number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 1111111111 R 18.Use of green or treated lumber may pose unacceptable _� environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI1: National Design Specification for MetalMil 19.Reviewproject engineer before use. all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, hili" e IC 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