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Plans (109) mil MiTek6 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: POLYGON 8056-B-X- 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: K3585833 thru K3585874 My license renewal date for the state of Oregon is December 31,2017. P R OFess �GINE�c9 /12� 1 * 89200PE c' OREGON 0, ki <O ''/)' 14 ZO\ P MERRILL 8 August 22,2017 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. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 116BTR LOAD DURATION INCREASE - 1.15 1-20( 0) 58 6-7-(-224) 283 2-60)-427) 223 BC: 2x4 KDDF 6160TR SPACED 24.0" O.C. 2-3-(-32) 80 6-30)-350) 150 WEBS: 2x4 KDDF STAND 3-4-(-84) 87 3-7-(-340) 211 LOADING 4-5-( -5) 2 7-4-(-150) 91 TC LATERAL SUPPORT <0 12"OC. SON. LL( 25.0)+DL( 10.0) ON TOP CHORD- 35.0 PSF BC LATERAL SUPPORT <- 12"OC. VON. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD - 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0^ 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL- 25 PSF Ground Snow (Pg) 0'- 0.0" -101/ 669V -63/ 13311 5.50" 1.07 KDDF ( 625) s" For hanger specs. - See approved plans 8'- 11.0" -46/ 409V 0/ OH 5.50" 0.65 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 paf) 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 LL DEFL - 0.033" @ -2'- 0.0" Allowed- 0.200" MAX TL DEFL - -0.038" 8 -2'- 0.0" Allowed- 0.267" MAX BC PANEL LL DEFL - -0.165" @ 4'- 4.5" Allowed- 0.378" MAX BC PANEL TL DEFL - -0.165" @ 4'- 4.5" Allowed- 0.504" 4-05-08 4-01-12 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1' '1' f T MAX HORIZ. LL DEFL - -0.003" @ 8'- 5.5" 12 MAX HORIZ. TL DEFL - 0.003" @ 8'- 5.5" 3.00 v Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 4 5 -V Wind: 140 mph, h015ft, TCDL-6.0,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(.) are exposed to wind, M-3x4 Truss designed for wind loads in the plane of the truss only. 3 N M-1.5x32 N 1 .i /- 1 M Y 1 0 0 I ,a ii....4.....-----A _, 6.. .. 7 M-3x4 M-3x4 y 2-00 y 8-11 y �� D``tPROFESS Cc 89200PE JOB NAME : POLYGON 8056-B - 01 Scale: 0.5032 i.Lw WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON �(/� 1 1.Builder and erection conbeol°r sbeuld be advised of a.Oen.rol Nola. 1.Thio design Is hoed only upon be parameters shown and Is for en bdhodual 4- yy Truss: O I and Warnings before ecoabudbn commences. building componsnl.Applicability of deign parameters and Proper -a'J�Q ��1 2.204 comprosabn sub bracing mus)be installed when shown.. Incorporation of component b be reasonability of ms building designer. �L�0 • A r� 3.Additional temporary bredrp b In GNAW during conshuctlo 2.Design assumes the bp end bottom chords b be laterally braced al Y Is m.,,posib.1y of be erector. Nona)permanent bribing of 2'ntinits and shoel 101 NIa respectivelyuchplodes broad throughout ndl their.5th by �ri R I S cons poduo.ah eeblrg such as ly unless s braced a throu odor o air len(BC). b' DATE: 8/22/2017 Ne overall structure N the les Ply of me building dads., 3.2z Impact bridging or lateral brodng resulted when shown•4 4.No bad shoed be willed le any .nt unG after an baring and 4.Inatelm5on o1 truss I.B.nap05SB,I ly d me respective contractor. SEQ.: K3585833 yatene,,areample,.andala .hold arty loadspeal.rban 5.DesgnassumesWssesanbbeusedInanoncoeo.Meminmanl applied Y co"ba'�e and aro for'dg condllbn.of use. TRANS ID: LINK design b.d'be 1O any "L 6.Design swum..rdlbesrkoat.nsupportsshown.Shimorwedgerc EXPIRES:- 12/31/2017 6.CompuTnn has no control over and assume*no responsibility for la necessary fabrication,handling:shipment and Installation of components. 7.Design.somes ad.wale drsimags is provided. August 22,2017 8.This design I fumished e4Qsd to the limitations sol forth by 8.Plates shell be located on both feces of bas,and dead so their center TPIIN?CA In BIB.copies of width all be furnished upon rawest inns wind.with joint canter Nps. 9.Digits Indicate sire of plate In Indus. MfTek USA,Inc/Compel-rue Software 7.8.8(1 L)E le For beslo ooneoor plate design values so EBR-1311,ESR-1580(Mask) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 3.2" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 ROOF .16BTR LOAD DURATION INCREASE 1.15 BC: 2x4 RODE 4)16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12^OC. UON, LOADING BC LATERAL SUPPORT ca 12^OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD m 32.0 PSF Wind: 140 mph, h-15ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD= 42.0 PSF load duration factor-1.6, considered for this design. 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 DON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4-07-10 4-07-10 1' T T 12 12 7.00 17 I14-4x9 Q7.00 2 I I NOTE:DESIGN ASSUMES SHEATHING TO ONE FACE. • /- -/ o r 0 P 1 O C O 1 ,: f /////////////////////,//////////////////////////////////////////////////// 4 5 b y l b 2-00 9-03-04 2-00 '��Nto P R OFFsfS c�5 0GiNEF /0 44 2 :9200PE �<' JOB NAME : POLYGON 8056-B - Al Scale: 0.5604 tAillilk 10 fry /' WARNINGS; GENERAL NOTES, unless otherwise noted: OREGON 44/ TTruss: 1.BUNder and erection contractor should be acMsed of all General Note. 1.This design Is based only upon me parameters shown end Is for en IndMdual 1�- ru 5 S: Al and Warnings before construction commence.• bonding component Applicability of design w m len and proper G -Avg V 2.514 compression web bredng must be installed where shown n. incorporation m component is the responsibility m me banding designer. /O ""q y 14 2,0 .�'4 3.Additional temporary treeing in Insure stability during construction 2.Design assumes Vie top and bottom chorda to be laterally bread al Is me responswely of me erector.Additional permanent bracing or x•o.a.nam 10•BA respectively orales braced mrWphwl m.b length by MFR `�� DATE: 8/22/2017 ms wenn structure Is ms responnbm a m.rola designer. la Uncus sheathing such as Nyweud required ng(TC)and/or drywal5BC). b tog 3,lanI ped bridging or lateral Miming required where shown.+ SEQ. : K3 5 8 5 8 3 9 4.No road ahold be applied in any component until alter an bracing arra 4.Installation of Inds la the responsibility of the respective contractor. fasteners ars complete and at no Oma should any bade greater men 5.Design assumes IMMO are to be used In e non-corrosive environment. TRANS I D: LINK design loads be applied to any component and are Mr`dry onsatin•of use. • 6.CampuTrvo hes no control over and assumes no raepondbdty for the N.Design assumes MI bowing g at.N'mopeds shown.Shim en wedge N EXPIRES: 12/a1/2017 fabrication.handling,chip ant and installation of components, T.Design Designnecessrye assumes adequate drainage is provided. August 22,2017 6.This design is furnished subject to the nmiations he forth by B.Plates shad be located on both laces of truecs,and placed so their center TPIM/TCA in SCSI,copies of which will be furnished upon request. line coincide with joint center fins. MfTek USA,Inc./CompuTrus Software iL 7.6.8 B.Sighs indicate she of plate in Inch... ( )'E 10.For beelc connector pate design values see 1013.1311,ESR.tSfB(MITek) o This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 3.2" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg-1.00 TC: 2x4 HOOF #16BTR LOAD DURATION INCREASE - 1.15 1-2-) -3) 141 6-7-(-104) 111 6-2-(-619) 254 BC: 2x4 ROOF #16BTR SPACED 24.0" O.C. 2-3-(-345) 110 7-8-) -31) 38 2-7-( -8) 223 WEBS: 2x4 ROOF STAND 3-9-(-345) 110 7-3-( -5) 136 LOADING 4-5-( -3) 141 7-4-) -8) 223 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 4-8-(-619) 254 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD - 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0" 24.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -100/ 656V -116/ 116H 5.50" 1.05 KDDF ( 625) 9'- 3.2" -100/ 656V 0/ OH 5.50" 1.05 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TLL/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - -0.029" @ -2'- 0.0" Allowed- 0.200" MAX TL DEFL - -0.039" 8 -2'- 0.0" Allowed - 0.267" MAX LL DEFL - -0.029" @ 11'- 3.2" Allowed- 0.200" MAX TL DEFL - -0.034" @ 11'- 3.2" Allowed- 0.267" 4-07-10 4-07-10 MAX TC PANEL LL DEFL - 0.011" @ 2'- 9.1" Allowed- 0.310" 1' T T MAX TC PANEL TL DEFL - 0.061" @ 2'- 7.1" Allowed- 0.464" 1212 SEASONED LUMBER IN DRY SERVICE CONDITIONS 7.00 i M-4x4 7.00 MAX HORIZ. LL DEFL- -0.001" 8 9'- 1.5" 3 4.0" MAX HORIZ. TL DEFL- 0.001" @ 9'- 1.5" 1§1.... � Design conforms to main windforce-resisting system and components and cladding criteria. o/ Wind: 140 mph, h-15ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration facor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 2 4 iii l I 411 rs r- 0 0 II v c 0 Oml i = < .Ii M-1.5x3 M-3x8 M-1.5x3 J, ). y 4-07-10 4-07-10 J, 2-00 y 9-03-04 y 2-00 1 ,r\�;�'` ,O PROppSs ,(.5 " I N `c /04, II ,._. 89200PE <' JOB NAME : POLYGON 8056-B A2 . Scale: 0.4854 .i411PAAP"'-'1---1 WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON /.� 1.Balder end.ecibn conbader Mould be edssed of all General Notes 1.This design h based only upon the parameters shown and Is for an k,dMduel A� G }.. N✓ Truss: A2 and Warnings before construction commences. building component App kabltly of design parameters and Wage LIQ'/11 �/�` 1� Z.7x4 aanpasebn web beaded must M Installed where Mown a. Incorporation of component Is B.respanWBy N Be bullNng designer. '/ 'it 14 V T 3.Additional temporary bracing to Insure stability during construction Z.Design assumes the lap and bollen shade to be laterally braced al `..�Q" Ie the responlbiny N me erector.Additional permanent bracing or 2'continuous ou at ee o.a respectively ply unless bread!lymphoid their length by - � I"i R I DATE: 8/22/2017 IM overall*Wise NIM nsponslbily of the bundled deal 10lop ow Mseminn such lb plywood sheathing(TD)and/or dywell(BC). finer. 3.Zx impact bdtlpmg or lateral bracing required when Mown e a 4.No load aAd be applied to any component unto eller of graded and 4.Installation of truss Is the aRGy spon. of mm e p.ctNe contractor. SEQ. : K 3 5 8 5 8 3 5 sh %stoners are complete and.t no Ga should any lead,greater than 0.Design assumes busses are to be used In a nonsonoelve environment, and an for•dry condition'of use. TRANS ID: LINK design bads be applied to any component H.Design eeu ruesMlbearingNailsupportsshown.Shimorwedg.II EXPIRES: 12/31/2017 a CompuTra hoe..no contra(ever alai assumes no responsibility forme necessary. fabrication,handling.shipment and 1 etagellan of components. 7.Design names adequate drainage h provided. August 22 a 201 7 8.This design Is%m lo.d subject In the limitations set foe by n.Rates shad a located on both faces of truss,and placed so their center TPIMYTCA In BCSI,copies Nwhlo will be furnished upon request. line colndde wed plot confer line. 9.Dlglle indicate she of pieta A Inches. MITek USA,Irlc/CornpuTrus Software 7.8.8(114-E 10.For bask connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-03-04 GIRDER SUPPORTING 36-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2864) 632 4-5=(-292) 530 4-1=(-2192) 492 2-6=(-3108) 754 BC: 2x8 KDDF #1&BTR 2-3=( -162) 184 5-6=(-598) 2366 1-5-1 -434) 2088 6-3=( -172) 152 WEBS: 2x4 KDDF STAND; LOADING 5-2=( -686) 3118 2x8 KDDF k2 A LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 3.2" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <- 12"OC. UON. BC UNIF LL( 425.0)+DL( 309,0)= 734.0 PLF 0'- 0.0" TO 9'- 3.2" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <- 12"OC. UON. 0'- 0,0" -810/ 3706V -136/ 232H 5.50" 5,93 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 3.2" -866/ 3692V 0/ OH 5.50" 5.91 KDDF ( 625) ( 2 ) complete trusses required.';1 Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. CONS. 2: Design checked for net(-5 psi) uplift at 24 "on spacing. � nails staggered: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 6" oc in 2 row(s) throughout 2x8 bottom chords, MAX LL DEFL - -0.018" @ 4'- 7.6" Allowed - 0.418" 9" ac in 2 row(s) throughout 2x8 webs, MAX TL DEFL - -0.031" @ 4'- 7.6" Allowed= 0.557" 9" oc in 1 row(s) throughout 2x4 webs. SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL- 0.002" @ 8'- 11.7" 4-09-06 4-05-14 MAX HORIZ. TL DEFL- 0.004" @ 8'- 11.7" T T T 12 Design conforms to main windforce-resisting 7,00 177 M-1.5x3 system and components and cladding criteria. 3 Wind: 140 mph, h-22.4ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), load duration factor=1.6, End vertical(.) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 z 0. In I 0 I M-3x12 1 o AddII a Mil o I4_.a 5 azo 6 M-8x10 M-5x12 M-8x10 l l )' 4-05-14 4-09-06 l 9-03-04 1 \5�F'�N�N••�S'/0 `�' 89200PE r" JOB NAME : POLYGON 8056-B - AG „4,/,. . Scale: 0.3758 Q , WARNINGS: O.This design hWeup hepersdee: 'j7� /If OREGON N� �<(/ 1. WARNINGS: and erection contractor Mould be advised of all General Moles 1.This design Is Saeed only upon a tam nrn en shown and Is for an IndNIMsi Truss: AG and Warnings before construction commences. building component.Applicability of design parameters and proper �k ` 2.2e4 compression web bradne must be Installed where shown.. Incorporation of component Is the responsibility of the building designer. /O •7'/ 14 �O.��y.= J.Additional temporary bracing to hheurs stability during epnetnciion 2.Design assumes the lop and bottom chords to be Wordy braced et �s 1 Is me responsibility of the erector,Additional permanent bracing of 2'c.c.and al 70'e.c.respectively unless bread throughout reek length by MFR l-V- DATE: 8/22/2017 me overall aWceure Is the responsibility of the building designer. co impact sheathing such as plywood sheethlrg(TC)andfor drywall(BD). 3. p ridging or lateral bracing required where.Sown.. SEQ. : K3 5 8 5 8 3 6 4.No baa should be applied to any component until after all bracing and 4.Installation of truss N the responsibility of Or.respectNe contractor. lessens"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 bads be applied to any component. and aro for'dry condition'of use. 5.CampuTnw has no control over and assumes no responsibility for the 6.Design assumes NII Mahe at all supports shown.Shin or wades If EXPIRES: 17/31/2017 fabrication,handling,shipment end installation of components. necessary. T.Design assume.adequate drainage is provided. August 22,2017 8.This design is furnished subject to the limitations eel forth by 8.Plates shell M located on both faces of Wes,and placed so their center TPIIWTOA In SCSI,copies of which will be furnished upon request. Ones coindde wire joint canter lines. MRek USA,Inc./Com uTrus Software 7.8.8(1 L E S.Diggs indkale eke of plate m Inches. p ). 10.For basic connector piele design values see EBR-1311,150-1988(MiTek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.2" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 616BTR LOAD DURATION INCREASE = 1.15 1- 2-( 0) 114 2- 8-(-120) 255 3- 8-(-416) 285 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2- 3-(-321) 174 8- 9-( -1) 166 8- 4-(-404) 165 WEBS: 2x4 KDDF STAND 3- 4-( -82) 226 9-10-( -24) 35 8- 5-(-395) 184 LOADING 4- 5-( -77) 217 5- 9-( 0) 186 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-(-255) 49 9- 6-( 0) 159 BC LATERAL SUPPORT <- 12^OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-( -3) 141 6-10-(-584) 195 TOTAL LOAD - 42.0 PSF OVERHANGS: 24.0" 24.0" LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -112/ 663V -151/ 172H 140.50" 1.06 ROOF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 11'- 1.5" -156/ 1029V 0/ OH 140.50" 1.65 KDDF ( 625) 20'- 6.2" -94/ 620V 0/ OH 5.50" 0.99 KDDF ( 625) 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 apacing.] VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - -0.036" 8 -2'- 0.0" Allowed- 0.200" MAX TL DEFL - -0.041" 8 -2'- 0.0" Allowed- 0.267" MAX LL DEFL - -0.029" 8 22'- 6.2" Allowed- 0.200" MAX TL DEFL - -0.034" 8 22'- 6.2" Allowed- 0.267" 11-01-08 9-04-12 MAX TC PANEL LL DEFL - -0.013" 8 18'- 6.5" Allowed- 0.314" 1' I f MAX TC PANEL TL DEFL - 0.020" 8 13'- 3.2" Allowed- 0.495" 5-09-09 5-03-15 4-06-10 4-10-02 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1 1 1 T 1 MAX HORIZ. LL DEFL - 0.004" @ 20'- 4.5" 12 12 MAX HORIZ. TL DEFL - 0.004" 8 20'- 4.5" 7.00 1 II M-4x4 Q 7.00 4.0" Design conforms to main windforce-resisting M-3x6 -(7( M-3x6 system and components and cladding criteria. N Wind: 140 mph, h-15ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5X4 M-1.5x4 load duration factor1.6, M-3x6 End vertical(s) are exposed to wind, M-3x6' e ;4 Truss designed for wind loads M-3X9 in the plane of the truss only. M-1.5x3 1M-3x6 �. Truss designed for 4x2 outlookers. 2x4 let-ins M-3x6 3 At, of the same size and grade as structural top chord. Insure tight fit at each end of let-in. M-1.5x4 Outlookers must be cut with care and are M-3x6 permissible at inlet board areas only. M-1.5x9 ` M-3x4 GABLE END TRUSS ON CONTINUOUS BEARING WALL UON. 6 REFER TO STANDARD GABLE END DETAIL FOR COMPLETE 'kyM-3x6 r -�SPECIFICATIONS. 0 In v* NM T c -V� 0 9 9 910 0 1 M-3x8 M-3x6(S) M-3x9 M-1.5x3 M-3x4 1 )' l 1 11-01-08 9-10-02 9-06-10 l b l �� O P R 0peo 14-00 6-06-04 y )' J' J' GNGINF�c9 fO2 2-00 20-06-04 2-00 (V .y �` 89200PE r JOB NAME : POLYGON 8056-B Bi -�,�„''�•"� ! . Scale: 0.2604 '�,.• WARNINGS: GENERAL NOTES, unless otherwise noted: -7, �O R EG O N (t,/ 1.Builder end erection conbenlnr Moulds'riveted of all General Notes 1.This design le bailed only upon the parameters shown and is for an Individual1!" oiN Truss: B 1 end Wettings before comtrudbn commence.. building component.Applicability of design parameters and proper N 1 2.7x1 cornhpraWen web booing coos be Metalled where Mown•. Incorporation of component h aro responsibility of IM building designer. /0, _ y 14 2� T 3.Additional temporary brecng to enure debility during coneWdbn 2.Deelgn assumes the lop and bottom chords b M laterally braced at j� boa roepanebRry of IM erector.Additional permanent bracing of T o.c.end a 10 ore.respectively unless braced mraphoul Meir length by �,J DATE: 8/22/2017 Ms overall structure A 1M rasparhsll Rly of the butte see 20loped sheathing each se plywood o sed where sheathing(10)andror drywaMI9Cj. "��R t`�,.. building error. 3. Impact bridging or lateral bracing required where shown•• SEQ.: K3585837 4.No 058.hsthd ho epOod I.soy eonpeo.nf ans 55w,Cl bn.dcg end 4.ImlalleUanoftruss leMeteepenebletyofthe respective conkedbr. fasteners ate complete and et no Bre should any bads greater then 5.Design assumes busses ate to be used in e nonaonvelve environment. Maign bads be applied to any component end we ion dry condition.of use. TRANS I D: LINK 5.Design assumes full bearing a1 x supports shown.BOm or wedge if 6.CampuTrus has no control over and assumes no responsibilitybr the EXPIRES: 12/31/2017 y. fabrication,handling.shipment and 4nelefeien of components. Deasea ss ♦ r�r� .l 7.Plates shell el edsduateorhfage elbodded..e,en August 22r20 17 6.line design b furnished subject b rap OMbtlans sal fain by n.Plates shell be located on both laces of Was,and placed so their comer TPIM ICA et SCSI.copies of which will be Nrrdshed upon request Ones coincide with Joint center Ones. o.Digiti Indicate die M pleb h inches. Mask USA,Inc✓CompuTrus Sd6ware 7.6.8(1L}E 10.For bask connector pleb design values see ESR-1311,ESR-1986(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.P P 9• IC: 2x4 KDDF 616BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 RODE 116BTR SPACED 24.0" O.C. ki OND. 1L_.250.00 PLF SEISMIC LOAD. WEBS: 204 ROOF STAND LOADING Note:Truss design requires continuous TC LATERAL SUPPORT <= bearing wall for entire span UON. 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF i BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF All connections and attachments of components to form TOTAL LOAD = 42.0 PSF the structural system for imposed seismic loading is M-3x4 where shown; Jts:1-6 1 2 the responsibility of the engineer of record. LL = 25 PSF Ground Snow (Pg) I II Design assumes shear 1 9 panel to align with verticals I I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note: Attachments as stated above must account BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP for the component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. o I I o 6 .1 .i 4 1 1 I to uo I I -I ///////////// '/ 3 5 l 1 1-10-04 `(,Q.tD PROFFss w .NGINEF�4 /i' 2 `' 89200PE 9r" JOB NAME : POLYGON 8056-B - BPljV Scale: 0.5535 err . (}. WARNINGS: GENERAL NOTES, unless°theorise noted: "4. I.Builder and erection contractor should be advised of an General Notes 1.This design Is based only upon Be parameters shown end Is for an individual -yG "�OREGON le [V Truss: BPI and Warnings before conetnrcnan commence,. bund) t.Applicability M eesr o os. I,0,or design pelt'51arta proper 1 Z.2x4 compression in,bred must be Installed where shown a. Incorporation of component is the s 01,05 romly of the building designer. /O '! y (1 O� �� 3.AddlUonal temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chorda to be laterally braced at 1 4 Is the responsibility of IM erector.Additional permanent bracing of T o.e,and x110'e.c.respectively unless braced throughout their length by MFS R'�� DATE: 8/22/2017 tiro overcall structure la the responsibility of the building designer. continuous eheathing such as plywood sheathing(TC)and/or drywen(BC). r' 4.Ne bad Webb be applied to any4.Installation o tmpecl bodging or the rel bracing ly 5th.wirers ahem++ SEQ. : K3585838 etatimphoul only cher alleeternhand 4.Design assume,b sthearetob useoItaenepeeMeevenvion fasteners are complete and Cl no tlnta should any loads greeter than 5.Design assume.bosses are robe used in a non-corrosive environment, TRANS I D: LINK design code be applied to any component and are for condition•of use. 6.CompuTrin has no control over and assumes no responsibility for the 13 oscalsu.somas frit bearing al all eapporb shown,Shim or wedge a EXPIRES: 12/31/2017 fabrication,handling.shipment arta Inetafation of components. ry' 5.This design I.Wished subject to the limitations eel forth by T.Plates h lamelo adequate bodrath lags I.provided. August 22,2017 8.Platen shall be baled°n b°Ih laces of buss,and placed e°their stiller TPIIWTCA in SCSI,copies of which will be furnished upon request, linea coincide with joint canter lines. MITek USA,IncJCompuTrua Software 7.6.8(1 LYE S.Digits Indicate she of plata In Inches. 10.For basic connector plata design values see ESR-1311,ESR-18138(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) TC: 2x4 KDDF 616BTR LOAD DURATION INCREASE - 1.15 BC: 2x4 KDDF $16BTR SPACED 24.0" O.C. ICOND. 3: 250.00 PLF SEISMIC LOAD. WEBS: 2x9 ROOF STAND Note:Truss design requires continuous LOADING bearing wall for entire span DON. TC LATERAL SUPPORT <a 12"OC. UON. LL( .25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BC LATERAL SUPPORT <- 12"OC. VON. DL ON BOTTOM CHORD - 10.0 PSF All connections and attachments of components to form TOTAL LOAD - 42.0 PSF the structural system for imposed seismic loading is M-3x4 where shown; Jts:1-6 the responsibility of the engineer of record. f 1 2 -f LL - 25 PSF Ground Snow (Pg) - - I I Design assumes shear panel to align with verticals I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note: Attachments as stated above must account BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP for the component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. tn I I in Ca 4 a t0 b I I — — I I — — ,- ///////////// 3 5 y 1-10-09 y '\��EO PR Opp.„ 4' �NGINE�c�i' /q� Q 89200PE ter' JOB NAME : POLYGON 8056-B - BP2 . /f Scale: 0.5657 41iMP WARNINGS: GENERAL NOTES, unless otherwise riled: iso-7), so OREGON /s. I.Wilder and erection contractor should be advised of all General Nates 1.Thh design Is based only upon Sr.parameters shown and s lw en Individualrfoit. . _ "L✓ Truss: B P 2 and Warnings 6efae construction commences. building component.Applicability of design parameters end proper �� "'99 �� 2.2e4 compression web bracing meat Installed where Mown.. incorporation d component N Me responsibility of the balding designer. /1 '1 y 14 24. �4 3.Addlllonel temporary bracing to M aasley during construction 2.Design assumes Ms lop and Bolan chores b be laterally braced at V 4.']•I.Me responsibility d IM antler. Mortal permanent bracing of Tam end at 10 ea.respectively unless braced throughoutor their.5(S by fes' �J DATE: 8/22/2017 the ousel e1udun s the nepno.i M of the building designer. continuous shging or eachaeadng required tteresownodrywal(ect "SRR L`' 3.2x impact of truss is the rel6naMefagdroe when sirown+. SEQ. : K3585839 4.No Bae should be mpNte end et .rel any after all bracing end 4.Inelasasndere.hMe arepso.HIlyd Meomoorro.eonlndnn. fasteners ere comptete end et ns should any louts gnaler then 6.endDesignere assumes busses an b b.used M a noncartcehe arnlronmen4 condltkm.of use. TRANS ID: LINK design load`be spoiled to any l 6.Design hewing el supportssMwn.Shim or wedge if 5.CompuTma has no control over. assumes no responsibility for the ecessary.a EXPIRES: 12/31/2017 fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. August 22,2017 O.This design Is furnished subtract to the Imisllone sat forth by S.Males shall be located on both laces of hues,and placed so their center TP4"ATCA In SCSI.cops"of wf0M1wll be furnished upon requssL Anes coincide nIM john center line. 5.Digits Indicate are of pleb In Inches. MITak USA,InciCornpuTrus Software 7.E.5(IL).E 10.For basin connector plate design values eco ESR-1311,EST519a5(MlTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 ROOF 416BTR LOAD DURATION INCREASE - 1.15 BC: 2x4 KDDF 41aBTR SPACED 24,0" O.C. ICONS. 3: 250.00 PLF SEISMIC LOAD. I WEBS: 2x4 KDDF STAND LOADING Note:Truss design requires continuous TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD -, 32.0 PSF bearing wall for entire span UON. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF All connections and attachments of components to form TOTAL LOAD - 42.0 PSF the structural system for imposed seismic loading is M-3x4 where shown; Jts:1-6 1 2 the responsibility of the engineer of record. '` -/ LL = 25 PSF Ground Snow (Pg) — — I I Design assumes shear panel to align with verticals LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. I I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note: Attachments as stated above must account BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP for the component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. r- I I I-- . I I'I 6 I mcn 0 4 0 I I I Ln in I I - I I - - ///////////// 3 5 y 1-10-04 y .<01\cO PRO Fes C�5 NGIN �9 /� w 2 I� ti_., 89200PE 9r JOB NAME : POLYGON 8056-B - BP3 Scale: 0.6413 WARNINGS: GENERAL NOTES, "Mees otherwdse noted: ,OREGON /'- Truss: B P 3 1.Builder and erection contractor should be advised of as General Notes 1.This design le based only upon the parameters sham end Is for an individual 1j *, (/ and warnings before construction commences. bulldkhp component.Applicability el cosign parameters end proper 4+ �f ��I�V`�� 2.104 compression web bracing must be installed where shown e, Incorporation of component b the responsibility of the building designer. /0 '.7 I 3.Additional temporary bracing to mean stability during construction 2.Design assumes Ne lop and bottom chords to be laterally braced at 4? )V'the responsibility of the erector,Additional permanent bracing of 2'o.e.end et 10'a.c.respectively unless breeee throughout their length by 4/4E ` I�� DATE: 8/22/2017 the overall structure is me recontinuous sheathing such as plywood s eethbhg(TC)and/or drywan(BC). R responsibility of building designer. 3.Et hoped bridging or lateral bracing required where shown++ SEQ. : K3 5 8 5 8 4 0 4.No wad should be epmled to any component until after ell bracing and 4.Installation of lines Is the responsibility of ms respectNe contractor. fasteners are complale and at no Hee should any loads greater man S.Design assumes busses are to be used h a non-corrosive environment. TRANS I D: LINK assign wade be applied 10 any component and are for NA,condition•of use. 5.DanWTrua has no control over rld assumes no responsibility for the 8.DesIgn assumes fall bearing al an supports shown.Shim or wedge if EXPIRES: 12/31/2017 necessary. •� fabrication,i furnished shipmentandto IMSrellaan do 110111 his. T.Design hell be adequate both Is provided. August 22,201 I 8.Yds design le furnished subject to me limitations set froth by S.Plates shall be located on both laces of baa,and placed so thein center TAN/MA in BDSI,copies of which will be famished upon request lines coincide with joint canter ranee. "Trus Software 7.6.8(114-E a.Digits Indicate size of pima In Indies. MRek USA,Inc./Cam P10.For bash connector plate design values see EBR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x4 ROOF #16BTR LOAD DURATION INCREASE a 1.15 BC: 2x4 ROOF #l&BTR SPACED 24.0" O.C. ICONS. 3: 250.00 PLF SEISMIC LOAD. I WEBS: 2x4 KDDF STAND Note:Truss design requires continuous LOADING bearing wall for entire span UON. TC LATERAL SUPPORT <a 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD.. 32.0 PSF BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF All connections and attachments of components to form TOTAL LOAD - 42.0 PSF the structural system for imposed seismic loading is M-4x4 where skaown: Jts:l-4 4-5 2the responsibility of the engineer of record. LL - 25 PSF Ground Snow (Pg) ■ 19111 Design assumes shear panel to align with verticals LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note: Attachments as stated above must account BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP for the component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. vs o I , o to ko of 4 1117111111 oI 00 ao III nummommu f -f 3 5 y 1-l0 04 `ca NG N 6'6> 89200PE r' JOB NAME : POLYGON 8056—B — BP4 • Scale: 0.9651Cr i�LA GENERAL NOTES, unless otherwise noted: t''yy /� A� WARNINGS: DFT�L701V 41/ 1.Solder ala erection aontnbte should be advised M an General Notes 1.This Oaalgn la based oMY upon Sr.parameters shown and is for m bldMduN Truss: B P 4 and Wettings before consuualbn oemmencee. building component.Applicability of design parameters end proper �L� ,9 �D��P}� 2.2x4 compression web bracing mus be installed where show+. Incorporation component 1.M responsibility m.Mang d..pM,. y 14 T 3.Addldanel temporary bracing 10 inure stability during construction Z.Design2'ntin0. 10'oa imDATE: 8/22/2017 M overt sinalurs u M nsponYaAlty MM bWldkp assigner. 3.ax Imdagteg or lateral bracing required when shown SEQ.: K3585841 4.No bad should be spotted to any component until eller all bracing and 5.4.Design ersro.truesas responsibility sae uitydita respective environment, contractor. fasteners an oampl.te and et no One should any bads great«manand en asor sumes Bssescondition'ars to be TRANS I D: LINK design bads be applied to any aamponed. e.Design assumes kat bearing at el supports shown.Shan or wedge n 5.CampuTms hes no control o and assumes no responsibility for the EXPIRES: 12/31/2017 n. r. tabeoallon,handling.shipment and Retaliation of components. cesna ss T.Detest umascaedon othfegete 00.., August 22,2017 6.TMs tlaslgn Is furnished wblsct to M WMtelions set fain by B.Plates Mall M located an both teres of awe,and placed w Mir canter TPIAYTCA In BCSI,coulee of which will be furnished upon request Ones oolndde with Joint canter Ones. 9.Digits Indicate alga of pleb In inches. Mask USA,IncJConlpuTrus SoflWere 7.6.8(7 L)-E 10.For awls connector plate design veluas ase E5R-1311,ESR-1955(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) TC: 2x4 KDDF A16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 616BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=15ft, TCDL-4.2,BCDL..6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, M7-10(Dir), DL ON BOTTOM CHORD= 10.0 PSF load duration fanclose 6, Unbalanced live loads have been TOTAL LOAD - 42.0 PSF Truss designed for wind loads considered for this design, in the plane of the truss only. LI = 25 PSF Ground Snow (Pg) 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. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-00 6-00 1 1 1 12 12 7.00 IIM-4x4 47.00 2 Ail NOTE:DESIGN ASSUMES SHEATHING TO ONE FACE. A-- -/ I- r- 0 0 I I v en 0 0 .I-1 1_. 3i ,` //////////////////////////////////////////////////////////////////////////////////////////////I 4 5 I 2-00 b b 12-00 <��cjcPRQFe,„ 0.0 �� \� �NGI N�F9 /02 `r :9200PE 9r aer JOB NAME : POLYGON 8056-B - Cl Bale: 5.5116 � • j� WARNINGS: GENERAL NOTES, unless otherwise noted: • OREGON <C/Cr 1.Builder and eroation canbactar Mould be advised of all General Wes 1.This design Is based only upon the perimeters shown and le for an Individual Truss: Cl and Warnings before conslrectldn commences. building component.Applicability of design parameters end proper 2.204 compression web bracing must be Installed where shown a. Incorporation of component Is the responeBAlty of the building designer. <O "7 y^ 2Q �4 3.Additional Amperes'bracing la Insure atablAly during conabuod 2.Design aseuor.the lap and bottom chords to be laterally braced at 1'f ^/� Is tin responsibility of the erector.Additional permanent bracing of 2 en and e11m on.reapectivelY unless Drecetl Ihrouphoul Usk length by 4/ •-,-,R'�� {y DATE: 8/22/2017 the overall structure l the re.ponsiWl of the bidding designer. condnuaus sheathing each vie plywood sheathing(TC)entice,drywel4Bcj. ((��rt N g 9 3.2‘Impact bridging or lateral brechq required where shown♦+ SEQ. : K3 5 8 5 8 4 2 4.Na bed should be applied to any component until eCer ell bracing and 4.Installation of truss Is the responsibility of Sr.respective contractor. Now..ere complete end at no time ahocld any loads greater then s.Design assumes nsesee era to be used In a nmv<arosNe environment design loads b.no can la any component and ens assumes MIor iroy bearing of et e. EXPIRES: 17/31/2017 TRANS I D: LINK e.andDesign auames full)tion•f use.supports shown.Shim a wedge n S.CompuTrus has no conkd over and MEMOS no responsibility for the necessary. fabrication,handihrg.shipment and installation of components. 7.Design assumes adequate drainage N provided. August{22,20.f 1 7 8.TN,design Is furnished subject to are Ilmllalons set fold by 8,Plates shall be located on both feces or buss,and placed se their canter TPIIWTCA U SCSI,copies of which will be furnished upon request. lines coincide with)elm center Anes. 9MITek USA,Inc./Com uTrus Software 7.6.13(11.)-E n Fm b eta a site connector plata in In hes. P1.For bash fesitef plate design values we ESR-131 f,EBR•i SBS(MRekj 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE - 1.15 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. ICOND, 3; 250,00 PLO' SEISMIC LOAD. I WEBS: 2x4 KDDF STAND LOADING Note:Truss design requires continuous bearing wall for entire span UON. TC LATERAL SUPPORT <- 12"OC. UON. ', LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSE All connections and attachments of components to form TOTAL LOAD - 42.0 PSF the structural system for imposed seismic loading is :"_81-42(4 M-3x4 the responsibility of the engineer of record. 1 2 LL - 25 PSF Ground Snow (Pg) -- .,I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Design assumes shear panel to align with verticals in adjacent trusses. - I I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note: Attachments as stated above must account BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP for the component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. o I IIM-4x4 0 ,-i I I M-4x4 r 1 I IIH I I r r I I -- 3 5 -71t4-4x4 M-3x4 y y �Ca'. NGP E tS> 1-10-04 <cr� ?/P r 89200PE r JOB NAME : POLYGON 8056-B - ',BP5 _`�/��Cg-.! Scale: 0.4778 - `II ' •WARNINGS: GENERAL NOTES, unless otherwise noted: y'� �� 1.Bulkier and erection contractor ehoul4 be advised sed of.General Notes 1.This dedgn 5 based only upon the parameter shown end Is for an Individual OR EG 1O'OREGON Y Truss: BP 5 and Warnings before sunW004nn x001111 cocoa. buIWhg component.Applksbsy or dealer parameters and proper 2 3x4 compression web bracing must b!installed where shown e. incorporation d component k the nepne0000y of the tiotidine aNgner. <O'4'7'1)/ '14 `Z°� Q`E� 3.Additional bmverory bracing W Inns.stability during construction 2.Deaton spumes the lap end bolero choice b be l.lanlly Wooed al b the responsibility of the erector.Ad Itlonal permanent brecirto of r�a.o.end n 1y a.a repsotivNy unless braced throughout their length by MSR R'Lk- DATE: (Vin 8/22/2017 the ovsnA.hnnhtre b the napotwlbM�of the building designer. continuous sheathing pooh as plywood shepthing(TC).rtdfor dryweB(BC). ng 3.In Impact bridging or labral liming required when shown•l• SEQ.: K3 5 8 5 8 4 3 4.Noised should be applied b any conponenl ams aver all bracing and 4.Installation of Wu N the nepaneml55 of the respective contractor. fasteners are complete and at no limo should any Toads greeter than 5.Design assumes busses aro to be used In a non-oormsM environment, TRANS ID: LINK design bade be applied to any compdnent and an to dry con inn dap. 5.CompuTnn hes no ean10 over end plumes no reepon.lbSly ler the S.Deaton spumes AM beefing d.I supports Pleven.Shim or wedge if EXPIRES: 12/31/2017 ary. fabrication,handling,shipment and InpUSatkDesign n or components. ,.Damn assumes adequate h e b provided. August 22,20176.This design b furnished subject b the pMbtiens set forth by 8.Plates palbe located ofboth faces of truss,and placed w IhNr center TPBWTCA In SCSI,copies of which wit be furnished upon request Ines coincide with joint moor Anes. MITek USA,InoiCom Trus Software 7.8.8 1t,E B.ForDIgb Indicate etre of Plata b Trachea. PD ( � 10.For basic connector plats dealers values.p ESR-1311,E8R•19SS(MITeN) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 4-02-00 GIRDER SUPPORTING 15-03-00 ON TC IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF 816BTR 4-02-00 GIRDER SUPPORTING 16-06-00 1-2=(-94) 106 4-5=(-140) 236 1-4=(-340) 124 2-6=(-680) 300 BC: 2x6 KDDF B16BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 2-3=(-94) 106 5-6-(-140) 236 4-2=(-680) 300 6-3=(-340) 124 WEBS: 2x4 ROOF STAND 5-2=( -86) 528 LOADING TC LATERAL SUPPORT H- 12"OC. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT H- 12"OC. UON. TC UNIF LL( 215.6)+DL( 126.6)- 342.2 PLF 0'- 0.0" TO 4'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 20.0)- 20.0 PLF 0'- 0.0" TO 4'- 2.0" V 0'- 0.0" -479/ 1389V -159/ 159H 5.50" 2.22 ROOF ( 625) '- ( 2 ) complete trusses required. BC UNIF LL( 181.2)+DL( 123.2)- 304.5 PLF 0'- 0.0" TO 4'- 2.0" V 4'- 2.0" -479/ 1389V 0/ 0H 5.50" 2.22 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN nailsstaggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. s 9" c in 2 row(s) throughout 2x6 top chords, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9" 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 2x4 webs. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL- -0,003" 9 2'- 1.0" Allowed - 0.163" ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL - -0.005" 8 2'- 1.0" Allowed - 0.217" SEASONED LUMBER IN DRY SERVICE CONDITIONS 2-01 2-01 MAX HORIZ. LL DEFL- -0.000" 9 3'- 10.5" T T T MAX HORIZ. TL DEFL- 0.000" 8 3'- 10.5" M-1,5x3 M-3X8 M-1.5x3 Design conforms to main windforce-resisting 1 2 3 system and components and cladding criteria. /- -/ Wind: 140 mph, h-21.5ft, 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. m co 0 0 h 0 0 0 0 h N f © -f 4.. 5 6 M-3x4 M-1.5x3 M-3x4 J'' l y 2-01 2-01 ), 4-02 )- ��F,�,p PROFk.ss ��Ca �NGI N k... /, �' 89200PE 444 vr- JOB NAME : POLYGON 8056-B - BX1 Scale: 0.4600 At lir ill I.Builder BINS deign.NOTES, unless nth!p,se.Ie "y OREGON �� Truss: BX 1 1.Gunder an0 erection canb•da should so be advisetl of aft General Notes 1.056 design le based any upon the p en shown and Is for an Individual / w and warnings before conabudlon commences. bullring component.Applicability of design parameters and proper // �/ Vs 2.2x4 compression web bredsg must be'rented where!Mown+. incorporation of component Is low responsibility of Ms buntline d.elpner. "a> -7 y J 4OO �� 3.Additional temporary bracing to Insure stability dudng construction 2.Design assumes the lop end bottom chase In be laterally Mead at t/ A r 4 Is IM responsibility of the erector.Additional permanent bracing of T o.c.and et 10'o.s rop•ctivay unlace braced throughout their length by �E 0- wren slnx.Ms I•ma responsibility W building designer. continuous sheathing such a•plywood ane•ming(TC)and/or dryweg(BC). DATE: 8/22/2017 ihs O 7.Is Imp•d bridging or lateral briningpsn&t4 required where shown++ SEQ.: K3 5 8 5 8 4 4 4.No load should be applied to any component until after all bracing end 4.Installation of buss a the respooalbiny of m•respMM contractor. Winners en complete and at no Ihns should any loads greater than 5.Design a mes busses are to be used In e noncorrosive environment, TRANS ID: LINK design loads be applied to anyaanpoenL and ars for'dry condign'of use. 5.CompuTnn has no caned over and 0a.uese no responsibility for the 8.Design assumes full bearing at ell supped.shown.8Mm a wedge if EXPIRES: 12/31/2017 fabrication,handling.shipment and installation of components. T.Design ssum•s adequate drepn•g•N provided. August 22,2017 8.This design h furnished subject to the ilmnatiena set forth by 8.Plates shell be keeled en both faces of buss,and placed so their canter TPIIWTCA in SCSI,copies of which will he furnished upon request. Innes nendde with Joint canter nes. Wee USA,IncfCompuTrua Software 7.6.8(1LYE a.Digits Indicate size o,piste In inches. 10.For bilk connector pate design values see ESR-1311,ESR-7988(MITek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 RODE #16BTR LOAD DURATION INCREASE - 1.15 1-2-) -3) 141 6-7-(-118) 130 6-2-(-723) 277 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3-)-479) 129 7-8-) -31) 44 2-7-) -12) 311 WEBS: 284 ROOF STAND 3-4-)-479) 129 7-34.) 0) 198 LOADING 4-5-) -3) 141 7-4-( -12) 311 TC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 4-8-(-723) 277 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD - 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0" 24.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -110/ 770V -132/ 132H 5.50" 1.23 RODE ( 625) 12'- 0.0" -110/ 770V 0/ OH 5.50" 1.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. POND. 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 LL DEFL - -0.029" 9 -2'- 0.0" Allowed- 0.200" MAX TL DEFL - -0.034" 8 -2'- 0.0" Allowed- 0.267" MAX LL DEFL - -0.029" 9 14'- 0.0" Allowed - 0.200" MAX TL DEFL - -0.034" 9 14'- 0.0" Allowed- 0.267" MAX TC PANEL LL DEFL - -0.029" 9 3'- 1.3" Allowed - 0.414" MAX TC PANEL TL DEFL - 0.079" 8 3'- 1.3" Allowed - 0.621" 6-00 6-00 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL- -0.001" 8 11'- 10.3" 12 12 7.00 I1M-4X47.00 MAX HORIZ. TL DEFL.40.001" 9 11'- 10.3" 4.0" Design conforms to main windforce-resisting 3 t.....7‘ system and components and cladding criteria. Wind: 140 mph, h-15ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 7111 M-3x4 2 9 go ryi f -/ 0 0 I 1 a v o 1 1 i - ��il i 6 til l M-1.5x3 M-3x8 M-1.5x3 J, 1 b l ), > 600 6-00 ), ), ��to PR OFFS, 2-00 12-00 2-00 eco. 'V IN��'4?ql, ct` 89200PE yr JOB NAME : POLYGON 8056-B - C2 _4411,/......:; Scale: 0.4116 WARNINGS: GENERAL NOTES, unlessotemdsenoted: OREGON 1.Sander end erection contractor be advised of ell Genre Notes 1.This design Is based only upon Ilse parameters shown end Is for an IndMduel /_ Truss: C2 and Warnings beteg sonsuueaan commences, boding os,nponent.ApWlpabley N design parameter end proper ��0. tI �� 2.2x4 companion web bring""rad be Imaged when shown+. incorporation N so pon.m is In responsibility N the 609485 designer. '0 '9) 14• 2. `3' 3.Additional temporary Peeing to Insure stability during construction 2.Design tisanes the 100 and bosom anode to be laterally head al (1� is the responsibility of the erector.g�dddltlonal permanent Pacing of 2•o.0.end H iP o,o.respectively unless braced throughout Nair hover by �,,!! DATE: 8/22/2017 the overall structure h to mpon6b8y of the Wilding dui 2x Impact sheathing or Sud,t as ereIsewheresown•drywan(eq. e�RprL� designer. 3.2a Impad brldpinp or tetenl brecIng required where shown++ SEQ. : K3585045 4.Noload should beapplied toany argonenluntil anti anbradngand 4.installation on ofbu�wasthe theres olo bausedIna of the re environment, contractor. t, fasteners are complete end sl no nu should any bads greater m 6.Design 1g design bads be aR1Asd to any corr4onenL end are for'dry condition'of use. TRANS ID: LINK 6.Deno assume.fuitaarigetansupportashown.ammmwedgeif EXPIRES: 12/31/2017 6.CompuTnn has no noir&over and assumes no responeibNty for the necessary. fabrication,handling,shipment end.Inaletlatbn of components. T.Design assumes adequate drainage is prodded. August 22,201/ (I.Mils design Is furnished subject to the Imitations set forth by 6.Piens ern be located on both leas of sues,and paced so err venter TPIWICA M SCSI,soles N which win be furnished open request Innes coincide with)ctrl anter Innes. B.Diva Indicate Noe N plate In Inches. MITak USA,Inc/CompuTrus Software 7.8.8(11)-E 10.For basic connector plate design value.ase ESR-1311,ESR-1988 GAGA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1- 2=( -3) 141 8- 9=(-148) 188 8- 2=(-899) 290 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2- 3-(-736) 181 9-10-) -85) 598 2- 9=( -74) 558 WEBS: 2x4 KDDF STAND 3- 4=(-440) 18B 10-11=) -48) 97 9- 3=( -2) 162 LOADING 4- 5-(-457) 200 11-12-( -48) 97 3-10-(-373) 181 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=(-117) 108 12- 6=( -58) 102 10- 4=( -51) 150 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7-1 0) 114 10- 5-( -11) 349 TOTAL LOAD = 42.0 PSF 5-12-(-806) 279 OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -133/ 939V -185/ 165H 5.50" 1.50 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 11'- 6.5" 0/ 116V 0/ OH 134.50" 0.19 KDDF ( 625) Unbalanced live loads have been 16'- 5.7" -127/ 904V 0/ OH 134.50" 1,45 KDDF ( 625) considered for this design. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 22'- 9.0" -114/ 521V 0/ OH 134.50" 0.83 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc BPacine, VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL- -0.029" @ -2'- 0.0" Allowed - 0.200" MAX TL DEFL - -0.034" @ -2'- 0.0" Allowed - 0.267" • MAX LL DEFL= -0.012" @ 5'- 4.8" Allowed - 0.554" MAX TL DEFL - -0.021" 8 5'- 4.8" Allowed - 0.739" MAX LL DEFL - -0.036" @ 24'- 9.0" Allowed - 0.200" 10-06-02 12-02-14 MAX TL DEFL = -0.041" @ 24'- 9.0" Allowed- 0.267" T 1' T SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-05-11 5-00-07 5-09-13 8-05-01 MAX HORIZ. LL DEFL- 0.004" @ 22'- 6.2" MAX HORIZ. TL DEFL= 0.006" @ 22'- 6.2" 12 12 IIM-4x4 7.00 Q 7.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. M-3X% l'-_-‘ M-3x6 Wind: 140 mph, h-15ft, TCD/-4.2,BCDL=6.0, ASCE 7-10, '.•, " (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5X4 load duration £actor=1.6, M-1.5X4 End vertical(s) are exposed to wind, M-3x6 Truss designed for wind loads M-3X4 M-3x6 in the plane of the trues only. M-3x6 3 / M-3X6 Truss designed for 4x2 outlookers. 2x4 let-ins ff M-3x6 of the same size and grade as structural top �'� chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are M-1.5x4 M-3x6 permissible at inlet board areas only. M-3x4 N. ,M-1.5x4 2 ✓ o y.� M-3x6 1 N fe m 1 IA_ In O o F 8 9 Ftp 10 -....�.._..........�..........Tmas. r:": o M-1.5x3 M-3x4 M-3x6(S) M-4x8 11 M-3x6 cn M-3x4 l . ). ). b 5-02-03 5-03-15 1-00-06 • 4-11-03 6-03-05 y y y �E0 PR O,t: l y y Y 8-06-11 14-02-05 ��•NGINE - v/O 2-00 22-09 2-00 2'9 89200PE v JOB NAME : POLYGON 8056-B - C3 Scale: 0.2314 0.2314 IVO cr WARNINGS: GENERAL NOTES, unlsuolheraW noted: 7OREGON 4,1Builder end erection contractor should be advised read Geral Notes 1.This design Is based only upon the parameters sham and Is far an Individual A" T ru S s: C3 end warnings before construction commences. building component.Applicability of design parameters and proper ../. y9 �0N� �� . 2.204 aompreealon web bradnp roue)be Walled where shown.. Incorporation of component b ms neepoee0fly of me building designer. O y 1 3.Additional temporary brmbg to Insure stability during construction 2.Dselpn assumes IM lop and bottom chords b be latently braced el Y Is the responsibility of the erector.AddBbnal permanent bredng of 2'o.a and at 10.o,o,respectively braced throughout mak length H M8 a3 RIOr IO- DATE: sheathing such.14 plywood sheaming(TC)and/or drywall/BC).). 4` l DATE: 8/22/2017 Mre owroA structure Is the responsibility of the building dsaigmr. 3.2r Impact bridging or talerel bradrg required where shown•• SEQ.: K3 5 8 5 8 4 6 4.No bed should be applied to any component unlit after all bradng end 4.Installation of Wee is the responsibility of the respective oontrenar. fasteners are complete and el no Mme should any loads greater than 5.Design au mss trusses are to be used In s nonconasle environment, TRANS I D: LINK design beds be applied to any component. end ere for.dry condition'of use. 5.CoapuTrus has no ombd over end assumes no rosponamAly for the A.Design spumes MI bowing al ash supports shown.SMm a wades M EXPIRES: 12/31/2017 necessary. r� '7 fabrication,handling,shipment and.fniltion of components. 7.Design assumes adequate drainage Is provided. August 22,201/ M.This design Is furnished subject b ms limitations gel forth by e.Plates shall be located on both laces of truss,and plated so their center TPIMTCA In SCSI.copies of wNsh Mil be fumished upon request lines coincide with pint center lines. Wee USA,Inc/Com Trus Software 7.6.8(1LH g.ForDigb Indluleectqe orpastaeign in vat PG )- 1.For bask connector plate design values see E811-1311,ESR-19118 Welt) 1 , This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 11-06-08 GIRDER SUPPORTING 19-09-08 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x6 RODE 916BTR 11-06-08 GIRDER SUPPORTING 32-06-00 FROM 7-00-00 TO 11-06-08 1- 2-( -106) 136 6- 7-(-456) 1612 1- 6-( -56) 48 3- 9 ( -578) 166 BC: 2x6 KDDF 416BTR 11-O0-08 GIRDER SUPPORTING 23-01-08 ON TC FROM 6-00-00 TO 11-06-08 2- 3-(-1782) 454 7- 8-(-694) 2790 6- 2-(-3970) 898 9- 4-( -820) 3608 WEBS: 2x4 RODE STAND LOAD DURATION INCREASE - 1.15 (Non-Rep) 3- 4-(-2544) 632 8- 9-(-694) 2790 2- 7 ( -754) 3326 4-10-(-5844) 1336 4- 5-) -104) 138 9-10-(-580) 2358 7- 3-(-2366) 584 10- 5-1 -614) 150 TC LATERAL SUPPORT <- 12"OC. UON. LOADING 8- 3-( -468) 2178 BC LATERAL SUPPORT <- 12"OC. UON. LL - 25 PSF Ground Snow (Pg) TC UNI" LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 11'- 6.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ( 2 ) complete trusses required. BC UNI? LL( 222.4)+DL( 171.2)- 393.6 PLF 0'- 0.0" TO 11'- 6.5" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3"x.131 DIA GUN nails staggered: BC UNIT LL( 381.2)+DL( 259.2)- 640.5 PLF 7'- 0.0" TO 11'- 6.5" V 0'- 0.0" -949/ 4281V -184/ 184N 2.50" 6.85 KDDF 1 625) TC UNIT LL( 264.1)+DL( 179.6)- 443.6 PLF 6'- 0.0" TO 11'- 6.5" V 11'- 6.5" -1708/ 7528V 0/ OH 5.50" 12.04 KDDF ( 625) 9" oc in 2 row(s) throughout 2x6 top chords, '.. 4" oc in 2 rows) throughout 2x6 bottom chords, ADDL: BC CONC LL+pL- 1160.0 LBS 9 6'- 0.0" 1COND. 2: Design checked for set)-5 psf) uplift at 24 "oc spacing. 9" ac in 1 row(s) throughout 2x4 webs. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 "" For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. MAX LL DEFL - 0.031" 8 5'- 9.3" Allowed - 0.544" MAX TL DEFL - -0.067" 9 5'- 9.3" Allowed- 0.725" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP SEASONED LUMBER IN DRY SERVICE CONDITIONS AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL - 0.005" 8 11'- 3.0" MAX HORIZ. TL DEFL - 0.011" 9 11'- 3.0" 2-09-12 2-11-08 2-11-08 2-09-12 T T T T f Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 M-3x6 M-3x8 M-5x6 M-1.5x3 Wind: 140 mph, h-15ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 1 2 3 9 5 -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), load duration factor-1.6, j �,.Je a �_ Mil i End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. +-Laterally brace to roof diaphragm. +-2x4 brace required co o o r o t iy n, 1 0 0 00 oc m I 7C 6" 7 8 yr 9 d' ° l0 =M-4x4 M-3x6 -3x8 M-7x6 M-7x6 11 J, y+1160# b i 0-03-08 2-09-12 2-08 2-08 3-01-04 i��N„ P R Q �y y s11-06-08 � GINEF /0 `t` 89200PE r" JOB NAME : POLYGON 8056-B BX2 ,/lOsc Scale: 0.3698 Ala WARNING&: GENERAL NOTES, a,)...oMsmrro beled: 00REGON 1.Builder and erection contracts who be advised of ae General Nate. 1.This design le based only upon Me pxemelere shown and b M an hdbeduel �J 19_ L Truss: BX2 and w.,, before construction as. building component.Applicability or design aerometers end proper 6/ l� • 2.era compression web bndng must Installed where shown. Incorporation o component h the napon6h9h a Ms buAdlnp daHpner. /O 7 4 2�� P�' 3.Additional temporary bracing to In debility dump construction 2.Design mums Ms role and broom shard.to be laterally braced al (� is the responsibility of the erector.Ad)IRonel permanent bracing d r o.a.and e110'o.0.respectively unlace braced throughout Mak length by f� ` `,J DATE: - 8/22/2017 Ma avert structure b the nsponsIb tp of Ms bund assigner. cpnti •sheathing such as*wood.hsaminp(TC)roller drywep(BCF 4/$* r�R t V y Me 3.2a Impact bridging or latent Mocha required where sham•• SE K3585847 4.No Iwoshould be angled to until after en bracing end 4.Inslallationdroes h the n.panelblllly el Ms nM .pwe contractor. 4'' fasteners, 4,..6 an complete and et no should any loads greater than 5.Design sevums.Muses•pro to be used In a non-corrosive environment design loads be spppsd to�ry wmpon.M and an ssumeor%try conn u,of 0.5. TRANS I D: LINK ds 6.CgmpuTos has no control over and mum.no nspeneibilly for the 6.Design•.. as hon bearing.1.n supports.name.seam or wedge o EXPIRES: 12/31/2017 necessary. febmutwn,handling.shipment and kpdallagw of coMPmwnls. 7.(eslgn assume.adequate Meinegs Is provided. August 22,2017 6.This design I furnished sealed to M}Nelaton set form by s.mates shell be boded on both faces of buss,and plsaad so their center TPIN TCA M 8081,copies of which will be furnished upon request. Mae coincide with)Dint anter lines. 9.Digits Indicate she of plata In Inches. M)Tek USA,Inc.ICompuTrus Sohware 7.6.8(114-E 10.For bask connector plate design value.see E8R.1311,ESR•19e1)(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 52'- 3.0" !COND. 2: Design checked for net(-5 psf) uli pft at 24 "cc s acin . TC: 2x4 OF 41&BTR LOAD DURATION INCREASE - 1.15 BC: 2x4 OF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting TC LATERAL SUPPORT <- 12"OC. UON. LOADING system and components and cladding criteria. Wind: 190 mph, h-24.6ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF DL ON BOTTOM CHORD - 10.0 PIP (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD - 42.0 PSF load duration factor-1.6, considered for this design. 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. M-102 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 26-01-08 26-01-08 ( 1' 13-02-09 12-10-15 12-10-15 13-02-09 1' 1' 1' T T 12 IIM-4x4 12 5.00 , 2 4 5.00 M-3x6(5) M-3x6(5) ell •A 1 ,D M-3x6(5) M-3x6(S) p� o M-3x4 �'.Q PR1O 1- y 1, IN 'S0 b 17-07-02 17-00-13 17-07-02 ,c? - . -r 52-03 2' 89200IPE �r JOB NAME : POLYGON 8056—B — D1 Scale: 0.1654 ems / a..= r WARNINGS; GENERAL NOTES, unless otherwise noted: "T7� , OREGON w �� 1.Builder end erection contractor should be advised of en General Notes 1.lids design Is bend only upon the paremeten shown and W for an Individual Truss: D I end Warnings before consWctlon commences. building component.Applicability of design opo co ppnslPey thnnMpreper 2.Q��4 2.291 compression web liming moat be Installed when shown.. Design assumes of component nl b me m chords o of the building designer. fO 3.Additional temporary bracing to Insure stability during construction 2.Daslpn assumes the lop and bottom chortle to be laterally brined at 4.4 -P? ., b the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length by 41R 1 0 r DATE: 8/22/2017 the overall slnttlure is 0n responsibility of the building designer. continuous ah•emlng such as plywood shesming(TC)and/or drywen(Bc). I' 9 3. n Impact bridging or INerel bredng required where shown,. SEQ. : K3 5 8 5 8 4 8 4.No load to ad should be appliedany component until i after all bracing and 4. nslallagon&inns N the responsibility of the respective contractor. fasteners ere complete and at no tone should any loads greater than 5.Design assumes trusses ere b 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.CompuTrus hes no control over and assumes no responsibility for the 5.Deign see&m„fun bearing.t ail supports shown.Shim Of sedge if EXPIRES: 12/31 Q Qj7 fabrication,handling,shipment end Installation of components. necessary. 7.Desin assumes8.TMs design is furnished subject to to limitation set forth by B.Plates shall be loc•tedduoneboth leee shof s Puss ,and placed so their canter August 22,2017 TPWVTCA In SCSI,copies of whbh will be furnished upon request. Ines oolndde with Joint center lines, 9.Digits Indicate she of plate In inches. MITek USA,Inc/CompuTrus Software 7.6.80 L)-E 10.For basic connector piste design values see ESR-1311,ESR-1958(MDek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-00-00 GIRDER SUPPORTING 19-09-08 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2-(-2460) 510 5-6-(-438) 460 5-1-1-1740) 368 7-3..( -156) 406 BC: 2x6 KDDF 415BTR 2-3-( -622) 186 6-7-(-488) 2024 1-6-) -358) 1978 7-4=( -488) 2188 WEBS: 2x4 KDDF STAND LOADING 3-4 ( -548) 198 7-8..(-110) 156 6-2-( -428) 2128 4-8-(-2466) 522 LL - 25 PSF Ground Snow (Pg) 2-7-(-2234) 526 TC LATERAL SUPPORT <- 12"OC. UON. TC UNIT LL( 50.11)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 0.0" V BC LATERAL SUPPORT <- 12"OC. DON. BC UNIT' LL( 222.4)+DL( 171.2)- 393.6 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) ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -560/ 2746V -143/ 2358 5.50" 4.39 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING MET. 12'- 0.0" -577/ 2746V 0/ OH 5.50" 4.39 KDDF ( 625) nails staggered: 9" oc in 1 rows) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOPCONS. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. 9" oc in 2 rows) throughout 2x6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - -0.026" 8 6'- 0.0" Allowed- 0.554" 10-06-02 1-05-19 MAX TL DEFL - -0.045" 9 6'- 0.0" Allowed- 0.739" f T T SEASONED LUMBER IN DRY SERVICE CONDITIONS 6-01-12 4-09-06 1-05-19 MAX HORIZ. LL DEFL- -0.002" 8 11'- 10.3". MAX HORIZ. TL DEFL- 0.004" 8 11'- 10.3" 12 12 7.00 177 ''' ,17.00 Design conforms to main windforce-resisting system and components and cladding criteria. IIM-4x9 Wind: 140 mph, h-15ft, TCOL-4.2,BCDL-6.0, ASCE 7-10, 9 0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 .-rf load duration factor-1.6, End vertical(s) are exposed to wind, All111111111111114N M-9x4 Truss designed for wind loads in the plane of the truss only. -/Ali 0r0 M-3xo 1 m _ en Cil It �' 5 6 7 -.B M-3x8 M-4x6 .M-8x8 M-1.5x3 J. 5-10-04 9-07-19 y1-05-191 't*). PROFee b l N5 GNGINE� / C',<� , 12-001 R2/ :9200P r' JOB NAME : POLYGON 8056-B - CG sale: 0.3128 OMle'� • WARNINGS: GENERAL NOTES, unless sorwhss noted: ��" 1.Builder and erection contrecter should be adeeed of W General Notes 1.Tile design 8 based only upon me perameten shown end Ie b an Individual OREGON rc,y� Truss: CG and warnings before construction commences. building component.ApplIcabRty of deelgn parameters and proper �f� �„9 Z0� �� 2.204 oornpresdon web bracing must I e reaped where sown•. boepnsalron d component le Ine resuenerotily d the building designer. O y 14 3.Addleonal temporary bredng to m stability during construction 2.Design assumes the lop and bottom dards to be ataredy bread al -�� Is the respenelbSt d me erector. dIIseA permanent bracing of 2'ndno.h and a(10 0.0.suchrespees plywood uood s braced(TC)anthroughout th E)engin b/' VS'B'S 10-•condnuou.ddoinging such ss plywood.oamlrl4Re)and/or aywan(Bc). A�H DATE: 8/22/2017 the overall structure N the novena,Mot the building designer. 3.Zs Impost bdaglrp or Morel bracing required where sown•• SEQ. : K3 5 8 5 8 4 9 4.No ped ahadd be applWd to any ombponenl until after ell bracing and 4.Installation of bun Is the mponelblllty of me reapscgve contractor. (utensil are complete and at no 5mb Mould any loads greater men 5.Design assumes trusses are to be used In a non-conodva environment. TRANS I D: LINK design loads be applied to any aonyionent. 8.oe Igre..ud�.iw of un,..uvpoda shown.see m o wedge If 5.Cornpulrus has no control over and assumes no responsibility for thenemeeary. EXPIRES: 12/31/2017 fabrication,handling,shipment and b.adstlon of components. T.Design mums adequate aaaage Is provided. August 22,2017 6.This design is furnished subject to i e 9mladons eel forth by 8.Plates shall be located on both faces of truss,and placed so IMIr center TPIATCA In SCSI,copies of which MI be fumlehed upon request. Ines coincide with joint center lines. 8.Digits Indlcele else of pate F Inch.. MITek USA,InolCumpuTNa Software 7.6.8014-6 10.For beets connector pale deign values see ESR-1311,ESR-1988(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 52'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 RODE 416BTR LOAD DURATION INCREASE - 1,15 1- 2a( -167) 151 1-12-( -247) 263 2-12-1 -365) 404 8-17=1-144) 545 BC: 2x4 RODE 616BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3-1 -110) 268 12-13=( -520) 320 12- 3=( -181) 473 17- 9=(-603) 327 3- 4=( -315) 1039 13-14-1 -822) 554 3-13=1 -671) 355 9-18=(-138).394 LOADING 4- 5-1 -310) 279 14-15-( -36) 295 13- 4-(-2156) 951 18-10-(-227) 347 TC LATERAL SUPPORT <= 12"OC. U061. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=1 -784) 563 15-16-( -242) 1118 4-14-1 -657) 1692 BC LATERAL SUPPORT <- 12"OC. DON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-1 -771) 573 16-17-1 -452) 1607 14- 5-1-1286) 595 TOTAL LOAD - 42.0 PSF 7- 8-(-1334) 719 17-18-1 -702) 2078 5-15-1 -273) 854 M-3x4 where shown; Jts:l,5,7-8,12,16-18 8- 9-1-1849) 850 18-11-1-1026) 2421 15- 6-1 -198) 348 LL= 25 PIE Ground Snow (Pg) 9-10=(-2502) 1084 15- 7-(-1069) 566 10-11-(-2734) 1208 7-16-1 -254) 821 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 8=( -802) 385 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IL (SPECIES) 0'- 0.0" -40/ 279V -223/ 22341 5.50" 0.45 (DIP ( 625) 15'- 9.5" -413/ 2732V 0/ OH 3.50" 3.95 RIDE 1 625) 52'- 3.0" -200/ 1379V 0/ OH 5.50" 2.21 KDDF ( 625) 'PROVIDE FULL BEARING;Jts:1,13,111 '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- 0.145" @ 36'- 5.5" Allowed - 1.785" MAX TL DEFL= -0.219" @ 36'- 5.5" Allowed= 2.381" MAX TC PANEL LL DEFL - 0.012" @ 2'- 7.4" Allowed- 0.356" MAX BC PANEL TL DEFL - -0.063" @ 3'- 8.9" Allowed - 0.498" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.034" @ 51'- 9.5" r MAX HORI2. TL DEFL= 0.055" @ 51'- 9.5" 26-01-08 26-01-08 f 5-07-06 5-01-01 5-04-09 5-01-02 4-11-06 4-11-06 5-01-02 5-04-09 5-01-01 5-07-06 T Design conforms to main windforce-resisting T T f T f T T T T f system and components and cladding criteria. 12 5.00 p IIM-9x9 12 wind: 140 mph, h-24.6ft, TCDL-4,2,BCDL=6.0, ASCE 7-10, -`, 15.00 (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir). 4.0" load duration factor=1.6, 6 Truss designed for wind loads 7' in the plane of the truss only. 5 1.0' M-5x6(5) M-4x6 4 M-5x6(5) 0 ' .25" 3 0,25" 43 M-1.5x3 +1NI + 2 M-1.5x3 0 1 12 13': 14 15 16 i�� 17 18 II 1JM-4x4 M-4x6 M-3x8 =M-4x4 11 T o 0 M-3x6(5) M-3x6(S) o y i, ), J, y i, J, y y <<• P R pFFss 8-02-12 7-06-12 5-01-02y 5-02-14 5-02-14 -ol-oz 7-06-12 8-02-12 ,, ..N. NGIIN /�. y b 19-10-08 12-06 19-10-08 ($' 2 52-03 C"` 89200PE -r JOB NAME : POLYGON 8056-B - D2 _14 „� Scale: 0.1325 WI'; _ WARNINGS: O. hRAe NOTES, unless o(he par mete: �OREGON �� Truss: D2 1.Runde and erection contractor nn Be advised of all General Nates This design Is based only upon If.parameters aro shown and Is for an Individual 1;2w and Warnings before construction commences. hinging compenenl.ApplicaNgly of design parameters end proper ♦N 2.2x4 oonpnrsslon web bracing must be Installed where shown,. Incorporation of component is the responsibility of the bulding designer. / q y ` 3.Addllbnel temporary bndng to Insure stability during construction 2.Design ensue..the lop end bottom chords to be laterally braced at O 14 2,0� '�" N the responsib@ty of me erector.Additional permanent bracing of T o.e and e110'c.c.nspectivety unleas braced throughout their length by (/� ``4 DATE: 8/22/2017 the overall structure is t s responsibility of 0u bu841 g designer, continuous sheet/ring such as plywood sheaming(TC)endfor drywall(BC). R R l s+� 3.2x Impact bridging or labral bracing required where shown•4 SEQ. : K3 5 8 5 8 5 0 4.No Used should be applied to any component and akar all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and el no time should any loads greater then 5.Design assumes trusses are to be used M a noncorrosive environment, TRANS I D: LINK design loads be applied to any component end ere for'dry condition'of use. 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design e.unZ full beatlrlg at all cupped.shown.Shlm or wedge tt EXPIRES: 12/31/201Z neces fabrication,handling,shipment and Installation of components. Nry' 5.This design I.furnished subject to the nnllaf6one set form by i.Design assumes aced one drainage b provided. August 22,2017 TPIMTCA m SCSI,conks of which will be furnished upon request, 13.1%m.windaavlMsjolm do perh O e..of hu..,end placed.o melr comer Watt USA,IcEJCompuTNB Software 7.8.8(1 L)-E s.Digits Indicate slag of plate In Inches. 10.For bade connector plate design values see ESR-1311,ESR-19138(PATO) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 52'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg-1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1- 2-) -485) 366 1-12-) -318) 615 12- 2-( -66) 294 6-18-) -322) 931 BC: 2x4 KDDF #1aBTR SPACED 24.0" O.C. 2- 3-) -246) 540 12-13-) -270) 417 2-13-1 -699) 639 18- 7-( -157) 314 WEBS: 2x4 KDDF STAND; ., 3- 4-) -472) 1224 13-14-) -481) 372 13- 3-) 0) 325 18- 8-)-1155) 589 2x6 KDDF #2 A LOADING 4- 5-) -391) 1185 15-16-) -9) 28 3-14-) -751) 379 8-19-) -182) 812 LI) 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-) -281) 227 16-17-)-1081) 710 4-14-) -225) 191 19- 9-) -695) 390 TC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-1 -789) 524 17-18-) -41) 248 15-14-) -55) 14 9-20-1 -234) 611 BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD - 42.0 PSF 7- 8-) -791) 538 18-19-) -282) 1308 14-16-1-1214) 778 20-10-1 -338) 388 8- 9-(-1643) 752 19-20-) -574) 1885 14- 51-( -68) 152 14-3x4 where shown; Jts:2-3,6,8,13,20 LL- 25 PSF Ground Snow (Pg) 9-10-1-2538) 1072 20-11-) -946) 2435 16- 5-)-2302) 964 10-11-1-2745) 1137 5-17-1 -731) 1857 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 17- 6-(-1394) 650 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -19/ 178V -224/ 224H 4.00" 0.28 KDDF 1 625) 15'- 7.7" -432/ 2863V 0/ OH 3.50" 4.14 KDDF 1 625) 52'- 3.0" -196/ 1375V 0/ OH 5.50" 2.20 KDDF ( 625) Rm TfP ml FARTNG•TT '1 16 111 611Nn J n tgr. 4 ' f t(_5 psft•:plifh t Jd " 1 VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL- 0.043" 8 2'- 8.8" Allowed- 0.766" MAX TL DEFL- -0.047" 8 2'- 8.8" Allowed- 1.021" MAX LL DEFL- 0.140" 9 39'- 0.6" Allowed - 1.793" MAX TL DEFL- -0.221" 8 39'- 0.6" Allowed- 2.390" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL- 0.042" @ 51'- 9.5" MAX HORIZ. TL DEFL- 0.068" 8 51'- 9.5" 26-01-08 26-01-08 1' 1' 1' Design conforms to main windforce-resisting 2-09-08 5-05 5-08-12 1-10-045-03-12 5-00-04 6-06-02 6-04-06 6-04-06 6-10-11 system and components and cladding criteria. T T T T T T T T T T T Wind: 140 mph, 1,24.6ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5.0017' ��M-4x4 4 5.00 load duration factor..1.6, 4.0" Truss designed for wind loads in the plane of the truss only. .00......;°;4170" %M-8x8(S) ` ; M-5x6(5) 0.25"✓ M-1.5x3 w, 0.25" 4C-1.5x3 i + M-5x6 a� sI13 4.16 z;//11017:\V0 c tt' 1 0 15 16_ 17 18 19 20 - 1 0 �i M-3x8 M-1.5x9+ o M-5x8 -M-4x4 M-4x6 M-3x8 0.25" -M-4x4 1 � p Mr1.5x4+5x4+ M-1.5x3 M-5x6(S) o f Ftp. a 3. 5 C 12 ,N.,,4 "t? (c„ � wp29 1 ), 1 l J. l y b l l �� y2-04y 5-07 6-00-04 1y08-08 5-02 5-03-12 7-07-15 9-05-07 9-00-02 y ,2-04 11-05-08 38-05-08 , :9200P r 1111."1.11#11!41111.1. JOB NAME : POLYGON 8056-B D2C ltz- scale: 0.1200 -yam- 2!OREGON�� l, WARNINGS: GENERAL NOTES, ideae otherwise noted: 1.Builder and erection contractor Mould be advised of ail General Notes 1.This design is based only upon the parameters shown and Is for an IndNMuN ✓/1 '9 y^ 14 (40.��-�- Truss: D2C and Warnings before construction summonses. building component.Applicability of design parameter,and proper 2.2x4 compression web bredng mud be Installed where.frown t. Incorporation of component b n6 raeponalbNy of the building danger. J.Adtlhbnal temporary Madre b insure stability during construction 2.Gesture suumee the lop and bosom chorda b be IalereAy breced el �Fi R 11-�,". I the responsibility of the erector.Addltlonal permanent bracing of Y e...00.hes sin.such se plywoody wos braced(TC)and/or Mab.I60 by continuous sheathing each ere ehsathing(TC)arWer dywall(BC). DATE: 8/22/2017 the wenn structure N the resporw(Mky of the building designer. 0.2.impact bridging or lateral bracing rewired where shown f SEQ. : K3585851 4.No bed shaudbeapplied nanycomponent unWsferail bracing and 4.Installstlenofsussbthe responsbyothens responsibility contractor. fasteners are complete end at no dine should any beds greater than 5.Design Resumes bues.s are to be used n a non-oerrael.e environment, EXPIRES: 12/31/2017 TRANS ID: LINK design toads be applied nany uwdpone"L sederesscn tor uoetbearNala. 5.CompuTrus hes no control over and assumes no responsibelty for the 8.Oesipn assumes h41 beaMg al ail supporta shown.SMm err wedge 8 August 22,201 7 ...ee, febrtoagon,handling,shipment and Installation of component.. 7.Design assume adequate drainage N provided. 6.TN.design Is Swished subject to Ore limitations set forth by 8.Metes shall be located on both faces of w.,end paced so their center TPOWTCA In SCSI,copies of which w41 bs fumlehed upon request. Inas cdrwde with pint oder line.. 0.Digits Indicate size cd plate In inches. M)Tnk USA,Inc/CompuTrua Software 7.6.6(1L}E 10.For bask connector plata design vanes ase ENR-1511.ESR-1885(Malek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 51'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 916BTR LOAD DURATION INCREASE - 1.15 1- 2-1 -553) 391 1-12=1 -346) 654 12- 2=1 -77) 3013 6-18=1 -316) 909 BC: 2x9 KDDF k16BTR SPACED 24.0" 0.C. 2- 3-1 -235) 505 12-13-1 -284) 996 2-13-1 -708) 646 18- 7-1 -157) 315 WEBS: 204 KDDF STAND; 3- 4-1 -962) 1191 13-14-1 -443) 356 13- 3-1 0) 325 18- 8-1-1132) 581 2x6 KDDF #2 A LOADING 4- 5-1 -382) 1152 15-16-1 -9) 28 3-14-1 -754) 381 8-19-1 -174) 788 LL) 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-1 -295) 230 16-17-1-1051) 697 4-14-1 -224) 190 19- 9-1 -662) 380 TC LATERAL SUPPORT C- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-I -790) 523 17-18-1 -34) 241 15-14-1 -55) 14 9-20-1 -210) 542 BC LATERAL SUPPORT K- 12"OC. UON. TOTAL LOAD - 42.0 PSF 7- 8-( -792) 538 18-19-1 -282) 1296 14-16-1-1182) 764 20-10-( -276) 361 8- 9-1-1625) 795 19-20-1 -566) 1846 14- 5-1 -74) 162 M-3x4 where shown; Jts:2-3,6,8,13,20 LL - 25 POE Ground Snow (Pg) 9-10-1-2449) 1091 20-11-1 -908) 2317 16- 5-1-2282) 960 "' For hanger specs. - See 10-11-1-2639) 1101 5-17-( -723) 1829 g p approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 17- 6-1-1371) 644 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX BORZ ERG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -20/ 19IV -222/ 222H 4.00" 0.31 KDDF ( 625) 15'- 7.7" -429/ 2833V 0/ OH 3.50" 4.09 KDDF ( 625) 51'- 11.0" -196/ 1366V 0/ OH 5.50" 2.19 KDDF ( 625) I 1000078E Flit.?.REARIN...Tter1 16,111 CDNn. 2. n-eign rl.arhed for n tl-S pgf)y lift t 2d 9p -1 VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - 0.045" 8 2'- 8.8" Allowed- 0.766" MAX TL DEFL- -0.050" @ 2'- 8.8" Allowed - 1.021" MAX LL DEFL - 0.130" @ 39'- 0.6" Allowed - 1.776" MAX TL DEFL - -0.206" @ 39'- 0.6" Allowed- 2.368" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.042" @ 51'- 5.5" MAX HORIZ. TL DEFL- 0.068" @ 51'- 5.5" 26-01-08 25-09-08 .f Design conforms to main windforce-resisting 2-09-081 5-05 5-08-12 1-10-04 5-03-12 5-00-04 6-06-02 6-04-06 6-04-06 6-06-10 f f f f f f f f f f f system and components and cladding criteria. 12 12 Wind: 140 mph, h-24.6ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 5.00 ) IIM-4x4 ' 5.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 9'0 Truss designed for wind loads 7 'fri in the plane of the truss only. %M-8x8(5) 1.0" M-5x6(5) 0.25" M-1.5x3 0.25" +I + +, + /41111\14opM-1.5x3 M-5x6 2 to0 as 2. 1 O 1 0 15 16 17 1820 •11 O to M-3x8 M-1.5x4+ I M-5x8- -4x4 M-4x6 M-3x8 0.2P -M-9x4 I o a 3.75 M-1.5x4+ M-1.5x3 M-5x6(S) .S�_co PROF4"0 12y 1 l l 1 ) 1 l' 061 l y �g 040,1 NEE- /Q 5-07 6-00-04 1-08-08 5-02 5-03-12 7-07-15 9-05-07 8-08-02 b 'SO' ?/ J'2-04),2-0J'2-04), y y2-09 11-05-08 38-01-08 y 'r" 892 00 P E r 51-11 . / JOB NAME : POLYGON 8056-B - D2CS Scale: 0.1212 y OREGON W WARNINGS: GENERAL NOTES, unless otherdse noted: G 'N� 4 1.Guider and erection canoanter should be advised of an General Notes 1.This design Is based only upon the parameters shown and Is for an IndNidual q Y 2-° O �, Truss: D2CS end Warnings before construction commences. building component Applicability of design parameters and proper /Q r 1 t 6� 2.2x9 compression web bradng must be Installed where shown t. Incorporation o/component la the neponslbs y of me building 4estgne,. a 3.Additional temporary bracing to Insure etabnity during construction 2.Design saeumee me lop and bottom chorda b be laterally braced at 41/ ../:11R 1 v/ le the reapondbay of In.Grader.Addmenei permanent bracing or c o.o.ane.t lo'o.a.respectively lig unl..e braced throughout th.b length by l+ DATE: 8/22/2017 the were structure la the recondnuo,s adgIng en such as plywood sheathing(TC)and/or drywalllSC). responsibility of the budding designer. 3.2x Impact bridging or lateral bracing required where shown t t SEQ. : K3 5 8 5 8 5 2 4.No load should be applied to any component until Metall bradng end 4.Installation of truss Is the responsibility of the respec:Ne contractor. lestenere are complete end at no lime should any bads greeter man 5.Dedgn assumes trusses Sr.to be used In.non-corrosive environment. EXPIRES: 12/31/2017 TRANS I D. LINK design roads be applied to any component end en for'dry condition'of use. 1 esin 5.CompuTrus has no control over and assumes no responsibility for the B nacesea assumes MI bearing el all support shown.Shim or wedge n August 22,20 1 7 ry fabrication,handling,shipment and Installation of components. 5.TMs design la furnished subject to the limitations eel form by T.Design assumes adequate Oralnage h provided. B.Plates shall be located on both laces of truss,and placed so their center TPdWTCA in SCSI,copies ofwhich will be furnished upon request Innes coincide with fdnl center Ines. MTek USA,Inc/Com uTrus Software 7.8.8 1L E 9.Diggs Indicate she of plata In Inches. P ( )' 10.For basic compactor pled Melon values see ESR-1311.ESR-19813(MRe6) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 51'- 11,0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41613TR LOAD DURATION INCREASE = 1.15 1- 2=( -222) 169 1-12=(-222) 276 2-12-( -362) 403 8-17=(-134) 518 BC: 2x4 RODE 416BTR SPACED 24.0" O.C. 2- 3=( -90) 213 12-13=(-467) 297 12- 3=( -181) 471 17- 9-(-559) 314 WEBS: 2x4 KDDF STAND; 3- 4=( -294) 980 13-14-(-769) 531 3-13=( -669) 355 9-18-(-116) 349 2x4 DF STAND A LOADING 4- 5-( -340) 208 14-15-1 -39) 317 13- 4-(-2111) 936 18-10-7-144) 313 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -796) 566 15-16=1-248) 1120 4-14-( -642) 1650 TC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7-( -783) 578 16-17-(-451) 1592 14- 5-(-1252) 583 BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD - 42.0 PSF 7- 8-(-1334) 719 17-18-7-691) 2030 5-15-( -263) 823 8- 9-(-1832) 844 18-11=1-980) 2278 15- 6-( -202) 357 M-3x4 where shown; Jts:1,5,7-8,12-13,16-18 LL - 25 PSP Ground Snow (Pg) 9-10-(-2414) 1055 15- 7-(-1049) 559 10-11-(-2608) 1171 7-16=1 -246) 799 "" For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 8-( -776) 375 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -43/ 302V -221/ 222H 5.50" 0.48 KDDF ( 625) 15'- 9.5" -408/ 2686V 0/ 0H 3.50" 3.88 KDDF ( 625) 51'- 11.0" -201/ 1373V 0/ OH 5.50" 2.20 KDDF ( 625) 'PROVIDE FULL BEARING;Jts:1,13,111 ONn + 4 f net(-5 sf) uolift at 24 "mc soacin VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL- 0.136" @ 36'- 5.5" Allowed - 1.769" MAX TL DEFL - -0.205" @ 36'- 5.5" Allowed= 2.358" MAX TC PANEL LL DEFL= 0.012" @ 2'- 7.4" Allowed= 0.356" MAX BC PANEL TL DEFL- -0.035" @ 3'- 8.9" Allowed- 0.498" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL= 0.033" @ 51'- 5.5" MAX HORIZ. TL DEFL - 0.054" 0 51'- 5.5" 26-01-08 25-09-08 T T Design conforms to main windforce-resisting 5-07-06 5-01-01 5-04-09 5-01-02 4-11-06 4-11-06 5-01-02 5-04-09 5-01-01 5-03-06 system and components and cladding criteria. 1 '' 1' T 1' 1' f 1' T ' f Wind: 140 mph, h=24.6ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 12 IIM-4x4 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5.00 " 5.00 load duration factor-1.6, 4.0" Truss designed for wind loads 6 in the plane of the truss only. 00:.5.400/........ 1.0' �D M-4x6 M-5x6(S) M-5x6(S) 4 8 0.25" 0.25" 3 9 + + M-1.5x3 +l + / l7 M-15x314 15 16 18 "41 0 I0 M-4x6 M-3x8 R /1 M-3x6,(5) M-3x6(5) °C1PROFts 1 Y l b y 1 l )' �� ss 8-02-12 7-06-12 5-01-02 5-02-14 5-02-14 5-01-02 7-06-12 7-10-12 y 5 eNGINEF9 �0 y19-10-08 12-06 y 19-06-08 y •cc. :9200PE X17 51-11 ,iiir JOB NAME : POLYGON 8056-B - D2S • Scale: 0.1287 ' /� WARNINGS: GENERAL NOTES, unless omanNunoted: * OREGON <(// 1.Builder end merlon contractor should be advleed ot all General Notes 1.Thls design le based only upon Ho parameters shorn and*for en Mdnldue D1 Truss: D2S and Warnings before crosllucibn¢amn n,cea. building Component.AppinabBy of design Ammeters and proper �� rQ NN A., x.204 compression web Marine mus`be Mailed when shown.. Incomorelon of component M the nsfhnnd. y of the bullring designer. /O 1 r}' 14 O 3.Additional temporary bracing to Install stability during construction 2.Design assumes the top and bosom Chorda b a laterally Mad at Is no responsibility of to eraator.Additional permeant bracing of 2'n.a and a es Clog such a ply unless braced throughout Meir t. D) W$1.6 ��R l 0-. continuos stiaagling such as plywood ensamg(iC)eM/or drywsli(BC). 4� DATE: 8/22/2017 Ihe overall structure Is the re.ponsbtlRy of the buedwg designer, 3.2s Inped bridging or Wend Wetting required when shorn+. SEQ. : K3585853 4.No load should be applied to any component unlit after ailbredng and 4.o.gneennftmssumes i...We.responsibility of the respective ventractor.n.m, fastener.are complete and et en little should any loads greeter than and are fpr'dry trusser.'a use. TRANS I D: LINK design beds he applied M any component 8.!Reign assumes full bearing a stl enPPOH..hown.Slum or wedge If EXPIRES: 12/31/2017 6,CampaTns has no corneal weer and assumes no nepeaibMy for the nemsary. r�r� febdcalkan n,hdling,enipnunt antM bubatbn of components. 7.Coign assumes adequate drainage M provided. August`22 t 201 7 6.This design is furnished subject M lou tlmeatlons net forth by 8.Pietro shell be located on both faces of bees,end plead.o their center TPVWTCA in BCS',end..of which Wel be furnished upon request lines coindde with Joint anter lin.. O.Digits Indicate stn of plate In Inches. Wee USA,Ina./CompuTms Software 7.6.8(1 L)-E 10.For basic connector piste deep"values see ESR-1311,ESR-1988(MITOO This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 52'- 0.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #160TR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 87 2-13=(-216) 262 3-13=1 -365) 299 18-10=1-559) 314 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=1 -227) 115 13-14=(-467) 282 13- 4=1 -101) 475 10-19=1-116) 349 WEBS: 2x4 KDDF STAND; 3- 4=1 -88) 231 14-15=(-773) 492 4-14=1 -672) 333 19-11=1-144) 313 2x4 DF STAND A LOADING 4- 5-1 -297) 984 15-16=1 -39) 318 14- 5-1-2113) 937 LL( 25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 -339) 321 16-17=1-268) 1132 5-15=1 -643) 1652 TC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7=1 -796) 588 17-18=1-471) 1604 15- 6-1-1253) 584 BC LATERAL SUPPORT 0- 12"OC. UON. TOTAL LOAD- 42.0 PSF 7- 8=1 -783) 576 18-19-1-694) 2041 6-16-1 -243) 824 • 8- 9-1-1334) 718 19-12=(-979) 2288 16- 7=1 -211) 357 OVERHANGS: 24.0" 0.0" LL - 25 PSF Ground Snow (Pg) 9-10=(-1832) 843 16- 8=(-1049) 558 10-11-1-2425) 1054 8-17=1 -246) 799 M-3x4 where shown; Jts:2,6,8-9,13-14,17-19 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12-1-2619) 1170 17- 9=1 -776) 375 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 9-18-1 -134) 518 .. For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX NORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -135/ 573V -225/ 237H 5.50" 0.92 KDDF ( 625) 15'- 11.0" -391/ 2689V 0/ OH 3.50" 3.89 KDDF 1 625) 52'- 0.5" -203/ 1378V 0/ OH 5.50" 2.21 KDDF ( 625) • 'PROVIDE FULL BEARING;Jts:2,14,121 'COND. 2: Design checked for net(-5 psf) uplift at 24 "ow spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL= 0.045" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL - 0.043" @ -2'- 0.0" Allowed - 0.267" MAX LL DEFL - 0.136" @ 36'- 7.0" Allowed - 1.769" MAX TL DEFL= -0.206" @ 36'- 7.0" Allowed= 2.358" MAX TC PANEL LL DEFL- -0.014" @ 2'- 3.3" Allowed- 0.356" MAX BC PANEL TL DEFL= -0.038" @ 3'- 9.5" Allowed= 0.498" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.033" @ 51'- 7.0" MAX HORIZ. TL DEFL - 0.053" @ 51'- 7.0" 26-03 25-09-08 1' T T Design conforms to main windforce-resisting 5-08-14 5-01-01 5-04-09 5-01-02 4-11-06 4-11-06 5-01-02 5-04-09 5-01-01 5-03-06 system and components and cladding criteria. T 1' T T 1' 4 T T 1' T T Wind: 140 mph, h=24.6ft, TCDL-4.2,BCDL-6.I, ASCE 7-10, 12 12 5.00 D IIM-9x9 4 5.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 4.0" Truss designed for wind loads 7 'G( in the plane of the truss only. 6 l.0' M-5x6(S) M-4x65 M-5x6(S) 0.25" 0.25" M-1.5x3 +f + / / 4X6 31 /*M-1.5x3 Lo f77 5 y6 13 14 1M- XB 17 18 19 `Y2 0 o M-3x6(S) M-3x6(5) o �CQGD ❑p°Fe:0 1 1 1 l b b y b �NGI NEED V/C� 8-04-04 7-06-12 5-01-02 5-02-14 5-02-14 5-01-02 7-06-12 7-10-12 y 2 20-00 12-06 19-06-08 J. 52-00-08 y Q� :9200P 9r JOB NAME : POLYGON 8056-B - D30"� Scale: 0.1094 ' 11.410 WARNINGS: OENERAeleb, ,nlyupoparmete: ,2,OREGON �C/�' Truss: D 3 1.Builder and erection contractor ooshould ,or be advised of a8 General Notes 1.This design Is based only upon the parameters p re should and h for an Individual / w and Warnings before construction commences, binding component.Appilubilly of design parameters and proper !/ ♦Vl `As 2.2x4 compression web bradng mull be Installed where shown 4. Incorporation at component la the responsibility of the building designer. IO 1 r 14 n a` 3.Additional temporary bracing to Insure slebNly during construction g.Design assumes the tap and bosom chorda In be laterally baud at ,a 4 Is Ihs responsibility of Ms erector,Additional permanent bracing of Y c.c.and ally ex.respectively unless braced throughout melt length by 'Lit'..Pi 1 v..\-- DATE: 8/22/2017 Ore overall slrudure Is the responsibility of the building designer. continuous sheathing ea plywood and/or drywsn(eC). . bridging lateral g required where shown.* SEQ. : K3 5 8 5 8 5 4 4.No load should be applied to any component until after all bracing and 4.Inelallanon of truss Is the responsibility of the respedhe conked°, fasteners are complete end et no Olde should any loads greater than 5.Design assumes queues are to be used Ina non-corrosive environment, TRANS I D: LINK design loads be applied to any component and are for'dry condition•or use. 5.CompuTras hes no control Wer end assumes no respon.Ibllily Ion inc 8.Deal see assumes kdl beertog at ail support.shown.Shin or wedge H EXPIRES: 12/31/2017 fabrication,handling,shipment and insteliolion of components. eco ry. } r� .I T.DeFlares slug beassumes.ted on drainage h provided. August 22,2017 6.This design is furnished es nlnl to Sr. ha furnished set IoM by S.Plates ehatl a sin on both laces of Inns,end placed so their unlet TPIIWTCA In SCSI,copies of which sill be fumished upon request line coincide with Nine center line. MRek USA,InclCompuTrua Software 7.8.8(11)-Es.Digit.Indicate size of plata in Indies. 10.For basic connector plate design values see ESR-1317,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 32'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DIF/Cq-1.00 TC: 2x9 KDDF N16BTR LOAD DURATION INCREASE 1.15 1- 2-( 0) 87 2- 9-(-387) 708 3- 9-( -339) 203 12- 8-1-110) 346 BC: 2u4 KDDF g16BTR SPACED 24.0" O.C. 2- 3-(-837) 191 9-10-1-222) 263 9- 4-) -29) 456 8-13-(-547) 228 WEBS: 2x4 KDDF STAND; 3- 4-(-558) 109 10-11-(-282) 164 4-10-( -660) 193 2x4 KDDF 41(BTR A LOADING 4- 5-(-213) 356 11-12-(-171) 225 10- 5-(-1009) 310 LL( 25.01+DL( 7.0) ON TOP CHORD - 32,0 PSF 5- 6-1-317) 199 12-13-(-135) 155 5-11-( -134) 625 TC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7-(-337) 247 11- 6-( -423) 164 BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD - 42.0 PSF 7- 8-(-324) 219 6-12-( -12) 79 12- 7-( -166) 134 OVERHANGS: 24.0" 0.0" LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA M-3x4 where shown; Jts:2,5-6,B-11 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -165/ 829V -158/ 38311 5.50" 1.33 KDDF ( 625) •" For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 15'- 11.0" -228/ 1576V 0/ OH 3.50" 2.28 KDDF ( 625) 32'- 6.0" -92/ 633V 0/ OH 5.50" 1.01 KDDF 1 625) IyRDVIDE FULL BEARIHG:Jts:2.10.131 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "nc spacing. ) VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - 0.040" @ -2'- 0.0" Allowed- 0.200" MAX TL DEFL - -0.041" 0 -2'- 0.0" Allowed- 0.267" MAX LL DEFL - -0.020" @ 5'- 8.2" Allowed- 0.773" MAX BC PANEL Ti DEFL- -0.039" @ 3'- 9.5" Allowed - 0.498" 26-03 6-03 MAX TC PANEL LL DEFL- 0.035" @ 29'- 3.1" Allowed- 0.410" T . MAX TC PANEL TL DEFL- 0.050" @ 29'- 3.1" Allowed- 0.615" 5-08-14 5-01-01 5-04-09 5-01-02 4-11-06 6-03 SEASONED LUMBER IN DRY SERVICE CONDITIONS T 1' 'r ' MAX HORIZ. LL DEFL- -0.010" @ 32'- 4.3" 12 IM-9X9 12 MAX HORIZ. TL DEFL - 0.010" @ 32'- 4.3" 5.00 � 4 5.00 4.0" Design conforms to main windforce-resisting 7 ,yam system and components and cladding criteria. 4slg` Wind: 140 mph, h-24.6ft, TCDL-9.2,BCDL-6.0, ASCE 7-10, . 1•D, (Ali Heights), Enclosed, Ca[.2, Exp.e, MNFRS(Dir), 6 load duration factor-1.6, g End vertical(s) are exposed to wind, -d Truss designed for wind loads in the plane of the truss only. M-5x6(S) 5 0.25" A .-I 0 A i W 0 > A11A ' 19 10' MM I1 M-3x8 M-1.5x3 0d9" o 8-04-095_01::x; M-36(S) ;6-12 5-01-02 5-02-19 6-03 20-00 7-0 12-06 y2-00 y 32-06 89200PE 9r JOB NAME : POLYGON 8056-B D4 ,_ � ---� Scale: 0.1774 GENERAL NOTES, unless omeredss noted: WARNINGS; 4JREGVN `r(/. 1.Budd.,antl anelm conUsd.,.6504860 sdvbed sled Gen.,e Holes I.This design is besetl ady upon me peremelen.boon sM le yar an IndMduN /♦ �r//' A Truss: D4 end w.mng0 berore o.,nbpdron omm.noe.. Holding component.ApplkabIRy of deskn p.,ameters and pope, '^`/ �] p 2.2x4 on, es.ion web brsdng mu b.HslnOed where.hown+: Inoorpwatlon d osmponerd 1.18,.rs.pondbgliy of the Holding designer. y % p -7 y 14 202 -�- Nmp 3.AddiS2.Deelgn s.sumee 0000508 Hotam e1pNs la ba lelerslly broad msl wary bndng to mtpn esbGly A,dnp om.lrudlm 2'0,.e.eM el 10'0.0.reepepuveN unless Hrated mrmphml meb lergm by LJ b 8,a ro.ponNHllly of Iha eraeW.Addltlone ps,menanl bredng of tentlnume eheemlrp h as plywood Maalhing(TC)aM/.,drywall(BC). E R'LL DATE: 8/22/2017 ttro owlet.Irlydun h lM mpwnlDlq of ms Huldlnp dsslpnar. 3.2x Impsd brldglnp.,Ielenl b0,dng raqulrod where.Mwn� SEQ. K3585855 4.Nobsd.hmldbeepp0sdbany gxnpoe.ntunRMerlbrednoend s,0,..m.e0numeo..NIh.rs.sn .t5e58tth,eeepp.olloo.0,0ios int feslsners an comphb sod el no NM should any load.grsel.,Then TRANS ID: LINK a.yn oeaeHanopoeda.mseompawUL 8.Dsd.pn....n,..�lb..d,y.1.5supporh.hnne.shim.,wedges 6.ComppToe„ssnatenbwlpwr.nd.ewmeemr..ponslmlyfo,U,e ° EXPIRES: 17/31/2017 Nbdte850,handles..h00.01 end kelsiedon of oompnn.nh. 7.Design assume.edsquets d,elnage h proed.d. AU9USt 22 2� 7 8.Tide design h 0mieh.4 uA)ed b sl.In O.tlone eel dorm by 8.Oates shed be Woofed on both assplated.576.7, m Iso.. buss,end plad )her nes, r TPIMTCA In BCSI,oophs oinNch WIl M famhhed upon 0,000.1 Nets telndde wlm)ool tent.,line. g.Fs,HMlosn.he mHele h in 0.1 MITak USA,InclCompUTNe$O(twBrB 7.8.8(1L}E 70.For Daeb tennacbr plate design wlue..ae ESR-1311,E5R•1 g88(Musk) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 96'- 7.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE - 1.15 BC: 2x4 KDDF 416BTR SPACED 24.0" 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. 1305. LL( 25.0)+DL( 7.0) ON TOP CHORD .• 32.0 PSF Wind: 190 mph, h-15.1f t, TCDL-9.2,BCDL-6.0, ASCE 7-10, DL ON BOTTOM CHORD - 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD= 92.0 PSF load duration factor-1.6, considered for this design. 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. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 23-03 23-04-08 T T T 12-02-09 11-00-07 11-00-07 12-04-01 T T T T T 12 IIM-4x4 L4 5.00 ( 2 4 5.00 siii M-3x6(5) M-3x6(8) M� r4 1 1lIll 4.O4 " MN MN +' 4 O O M-3x6(S) M-3x6(S) of M-3x4 �.y� Q-, CI ��v0 1I41 V Ft o y 18-02-12 y 10-00-08 y 18-04-04 �� 'Y 9 SOA 1 l� 46-07-08 $9200 91.-- JOB NAME : POLYGON 8056-B - El / 4 �. Scale: 0.1811 L� • WARNINGS: GENERAL NOTES, unless omerise noted: ' OREGON /� Truss: E l 1.Builder end erection punted°,should be advised oven General Nom. 1.This design I.based only upon the pe,emelere shown end Is for an Individual /74. A_ ( V and Warnings before combuGlon commences. building comconent.Applicability of deign parameters and proper -a%(I `e\ 2.2x4 compression web bradng must be Installed where shown•. Incorporelbn m component Is the napenalbnlry of the building designer. IO "7 y A A Q� �-6� 3.Additional temporary bracing to Incur,stability during construction 2.Design assumes the top end bosom chords to be steady broad at Y L 111 Is the reeponsibay of the erector.Additional permanent bracing of 2'o.a and at 10'o.e.respectively unless braced throughout(heir length by MFR R 10- DATE: 8/22/2017 me overen structure is go responsibility f me building assignee conn^onus sheathing such ss pywo°d sheathing(TC)sytnr, homer drywan(Bc). (, ry° 3.In Impact bridging or lateral booing required where shewn•• SEQ. : K3 5 8 5 8 5 6 4.No load should be applied to any component unsl aad an loading end 4.Installation dimes Is the responsibilityace of the respective centred°, Bolen,ere complete and al no Sine should any loads greater than 5.Design assumes Inoses ere to be used In a non-corrosive endowment, TRANS ID: LINK design toads be applied to eny component. and are for'dry condition• e. of use. 5.CanpuTrus has no control over and assumes no respensibnily for the H.Design assumes fun bearing.t en supports,hewn.Balm m wedge n EXPIRES' 12/31/2017 fabrication,handling,shipment and Installation of components. 7.Design esnecessasumea adequate drainage I.provides. August 22,2017 a.This design is furnished aulect to We bn,ltanons set forth by 8.Plates shall be located on both faces of buss,end planed so their center TPIM?CA In SCSI,copies of which W51 be furnished upon request Ilnas coindda with Joint center line. MlTek USA,Inc./Cam Trus Software 7118(114-E 9.Digits Indicate size of plate In Inches. pu10.For base connector plats design values see ESR-1317,ESR-1988(Welt) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 96'- 7.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KOOF #16BTR LOAD DURATION INCREASE = 1.15 1- 2-( -484) 214 1-11-(-127) 495 2-11-) -387) 368 15- 8-(-347) 307 BC: 2x9 KDDF 416BTR SPACED 24.0" O.C. 2- 3-( -229) 142 11-12-(-368) 238 11- 3-( -203) 657 WEBS: 2x9 KDDF STAND 3- 4-( -209) 953 12-13=1-758) 515 3-12-) -754) 401 LOADING 4- 5-) -72) 248 13-14-) -58) 469 12- 9-(-1650) 835 TC LATERAL SUPPORT <= 12"OC. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-( -60) 272 19-15-(-275) 1041 4-13-( -479) 1335 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7-( -651) 379 15- 9-(-550) 1589 13- 5-( -265) 101 TOTAL LOAD - 42.0 PSF 7- 8-)-1607) 606 13- 6-(-1035) 497 OVERHANGS: 0.0" 24.0" 8- 9-(-1816) 665 6-14-) -143) 743 LL = 25 PSF Ground Snow (Pg) 9-10-( 0) 87 14- 7-( -731) 365 7-15-( -144) 606 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 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./N. (SPECIES) 0'- 0.0" -57/ 428V -206/ 198H 5.50" 0.68 KDDF ( 625) 18'- 2.8" -288/ 2519V 0/ OH 5.50" 4.03 ROOF ( 625) 46'- 7.5" -165/ 1225V 0/ OH 5.50" 1.96 KDDF ( 625) 1PROVIDE FULL BEARING;Jts:1,12,91 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX TL DEFL- -0.026" @ 8'- 6.3" Allowed - 1.179" MAX LL DEFL- -0.075" @ 37'- 11.7" Allowed- 1.378" MAX TL DEFL- -0.123" @ 37'- 11.7" Allowed - 1.837" MAX LL DEFL - 0.045" @ 48'- 7.5" Allowed- 0.200" MAX TL DEFL - 0.043" @ 48'- 7.5" Allowed - 0.267" MAX BC PANEL LL DEFL - -0.103" @ 12'- 11.9" Allowed- 0.965" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.018" 9 46'- 2.0" MAX HORIZ. TL DEFL - 0.028" @ 96'-. 2.0" 23-03 23-04-08 Design conforms to main windforce-resisting T 1' 1' system and components and cladding criteria. 6-05-02 5-10-13 6-02-05 4-08-12 4-08-12 6-02-05 5-10-13 6-06-10 f 1 '( 1' 1' T 1 1' 1' Wind: 140 mph, h-15.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 5.00 D IIM-9X9 4 5.00 load duration factor-1.6, '.. Truss designed for wind loads 4.0" in the plane of the truss only. 5 .hi . '\ 2-14-4x4 1,0' M-3x9 M-5x6(5) 4 • M-5x6(S) 0.25" 0.25" 3 7 r 0 +I p 19-1.5x3 ille +t + + M-1.5x3 2 / •-: o 1 I1 12 13 19 15 9 0 0 II M-3x4 M-3x4 s.25" M-4x8 0.25" M-3x4 M-3x4 7 ��, .D PR OpSS 0 M-5x6(5) M-5x6(S) y J• y y y y y L� NG I N EFS s'c 8-06-05 9-08-07 5-00-04 5-00-04 9-08-07 8-07-13 y y y 89200PE V 46-07-08 2-00 JOB NAME : POLYGON 8056-B - E2 Scale: 0.1456 ,--1014 1 t -`• WARNINGS: GENERAL NOTES, ur9ew athamles noted: - OREGON `.(/ 1,Builder and erection contractor - ba Wined of es General Notes 1.Thte design h based only upon the p.rameten shown end M for an Individual ter Truss: E2 and warnings beforeconsist/Mon•. menrea. bulldo g component Applicability of design parameters and proper 0 2.Tx4 compression cow Maim ma.be installed Yellers snows.. incorporation o component I.A.responsibility m.balding designer. LSO "9 y 2. 14 � 3.Additional temporary bluing to b, stability during construction 2.Design assumes the top and ballon chords toba teleranteleranhbraced at 10..i..‘" is the n.pon.IbmV of the eoolon. ,#tlenei permanent bracing a 2'ob.and al 1G ob.respectWely unless braced Ihroughoul their length by �j V DATE: 8/22/2017 the small alnrau,e b the moons: M of gm building desl br hoped sucheaacinreood required where a dryw.n(ecl. Fl RIL`• designer. 3.2.Imp."bddplrng o luteal bracing reqored where.Iwrm,, SE K3 5 8 5 8 5 7 4.No load should be applied to any. ung after all bracing and 4.Inslelleaon of Trus Is the responsibility of the reepcannot*,Ncannot*,4' ' fasteners era complete end N no -should any bads greater than 6.Design assume"busses are to be used in a non-canoaiva enWronment design bads ba applied to any and an ton Ory lbw'of use. TRANS ID: LINK 6.Onion kalbearing.lalsuppousho.n.Shimorwedgen EXPIRES: 12/3112017 6.CampuTma has no coM4ol over"net assumes no responslbay for the coaaary u tab,kstion,handlkq,ehipmeM.nd'Inalsletion of components. 7.Design assumes adequate drainage is provided. August 22,2017 6.This design Is furnished sub)sa to ria Imitations sat forth by B.Plates shall be;meted on bah feces at truss,and pissed so their carder TPMATCA m SCSI,wpbs of which will be fum5hed upon request. lines coincide nth MIM confer Ines. g.Digits Indlule size of plate In Inches. MITak USA,Inc./CompuTrus Software 7.8.8(1 L)-E 10.For bask connector piste design values see EBR-1311,EBR-1865(MNek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=7 0) 87 2-12=(-123) 465 3-12=7 -392) 324 BC: 2x4 KDDF k16BTR SPACED 24.0" O.C. 2- 3=( -466) 185 12-13=(-370) 230 12- 4=( -160) 651 WEBS: 2x4 KDDF STAND 3- 4=7 -208) 122 13-14=(-762) 485 4-13=( -756) 374 LOADING 4- 5=7 -179) 959 14-15-( -58) 467 13- 5-(-1854) 808 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF 5- 6=( -70) 267 15-16=(-296) 1039 5-14=( -460) 1339 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7=7 -57) 270 16-10-(-570) 1587 14- 6=7 -268) 101 TOTAL LOAD = 42.0 PSF 7- 8=7 -649) 377 14- 7=(-1036) 497 OVERHANGS: 24.0" 24.0" 8- 9-(-1605) 628 7-15-1 -143) 743 LL = 25 PSF Ground Snow (Pg) 9-10=(-1814) 686 15- 8=( -732) 364 10-11=( 0) 87 8-16=) -143) 606 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9-) -347) 307 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -124/ 692V -211/ 211H 5.50" 1.11 KDDF ( 625) 18'- 4.3" -289/ 2525V 0/ OH 5.50" 4.04 KDDF ( 625) 46'- 9.0" -167/ 1231V 0/ 0H 5.50" 1.97 KDDF ( 625) PROVIDE FULL BEARING:Jts:2,13,10I 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 - 0.045" @ -2'- 0.0" Allowed- 0.200" MAX TL DEFL - 0.043" @ -2'- 0.0" Allowed= 0.267" MAX TL DEFL - -0.026" @ 6'- 5.9" Allowed - 1.188" MAX LL DEFL- 0.076" @ 38'- 1.2" Allowed= 1.378" MAX TL DEFL = -0.123" @ 38'- 1.2" Allowed = 1.837" MAX LL DEFL - 0.045" @ 48'- 9.0" Allowed = 0.200" MAX TL DEFL - 0.043" @ 40'- 9.0" Allowed = 0.267" MAX BC PANEL LL DEFL = -0.103" @ 13'- 1.4" Allowed= 0.465" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.018" @ 46'- 3.5" 23-04-08 23-04-08 MAX HOAR. TL DEFL= 0.028" 8 46'- 3.5" 6-06-10 5-10-13 6-02-05 4-08-12 4-08-12 6-02-05 5-10-13 6-06-10 Design conforms to main windforce-resisting 1' -( T '( T .( T f f system and components and cladding criteria. 12 12 5.00 (7 IIM-4x4 4 5.00 Wind: 140 mph, ht, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights)ts),, Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4,0" load duration factor-1.6, 6 4.,( Truss designed for wind loads "\ in the plane of the truss only. "."-M-4x41 M-3x4 M-5x6(5) 5 0„ 7 M-5x6(5) 0.25" 0.25" Z\4000„,m-1.5x3 }1M-1.5x33 +1 + }. O o , \ 0 1 12 13 14 �IS 16 IOO 1 M-3x4 M- x4 M- x4 M-3x4 90807 11 89200PE r' JOB NAME : POLYGON 8056-B - E3 4 41111P"..1151..": . Scale: 0.125210 1.BuilWARMNder GENERAL NOTEb, unp open re ee noted: '�7� s OREGON �� Truss: E 3 1.Builder end erection mnbador should be advised of NI General Notes 1.This dealgn Is based only upon the paremeters shown end b for en Individual w_ and Warnings before construction commences. Wilding component.Applkabtlity of design parameters end proper V` 2.244 compression web bracing must be installed where Mown.. Incorporsgon of component Is lire responsibility of the betiding deegner. /O '9 y 14 2.0 p`E- 3.Additional temporary bracing to Insure stability during construction 2.Design puumes the top end bottom chords to be laterally braced el v is the responsibility of the erector.Additional permanent bracing of T o.e.end et tm o.a respectively unless braced throughout their length by M4``R 1 0- DATE: 8/22/2017 tie overall structure 1s the responsibility of the build) deet nor, continuous sheathing such et plywood Meething(TC)endfor drywall(BC). C s(?1 "g 8 3.24 Impact bridging or lelerel bracing required where shown•. SEQ. : K3 5 8 5 8 5 8 4.No bed should be appled to any component until after all bracing end 4.Intlabellon of hues N the reepaeutiy of the respective contractor. fasteners en complete end at no time should any leads greater than 5.Design assumes trusses Sr.robe used b e non-corrosive environment, TRANS ID: LINK design loads beapplied to any component. end ars for'dry osndlnan'ofuse. 5.Compalna has no conbd avec and assumes no responsibility for the 8.Design assumes MI bearing at.1 support.shown.Shim or wedge If EXPIRES: 12/31/2Q17 necessary. fabrication,handling,shipment and installation of components. 7.Design assume.adequate drainage is pnovlded. August 22,2017 B.This design is furnished*Mad to the limitations set fold by 8.Plates shell be located on both feces of truss,end plead so their center TPINrTCA In 1181.caplet of which will be furnished upon request. lines alndde wllh)dnt anter line. MRek USA,InEicnm uTrue Software7.6.8(11.)-E 9.Digits Indicate size of plate 1n inches. pto.For basic connector plate design values see EBR-1311,ESR-1888(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE - 1.15 1- 2-( 0) 87 2-13-1-359) 1304 3-13-( -363) 313 18-10-(-375) 315 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2- 3-(-1334) 504 13-14-) -96) 736 13- 4-( -150) 622 WEBS: 2x4 KDDF STAND 3- 4-1-1115) 444 14-15-1-158) 238 4-14-) -739) 367 LOADING 4- 5-1 -142) 174 15-16-1-693) 527 14- 5-( -149) 762 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-( -87) 600 16-17-1-395) 400 5-15-(-1054) 503 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-) -70) 551 17-18-1 -51) 218 15- 6-( -522) 111 TOTAL LOAD - 42.0 PSF 7- 8-( -105) 827 18-11-1-224) 804 15- 7-( -427) 1327 OVERHANGS: 24.0" 24.0" 8- 9-( -96) 482 7-16-(-1559) 568 LL - 25 PSF Ground Snow (P9) 9-10-( -737) 254 16- 8-( -911) 405 10-11-( -953) 307 8-17-( -144) 682 M-3x4 where shown; Jts:2,5,8,11,13,16,18 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12-( 0) 87 17- 9-( -759) 390 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 9-18-( -154) 641 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -147/ 1042V -211/ 211H 5.50" 1.67 RODE ( 625) 24'- 10.7" -300/ 2526V 0/ OH 5.50" 3.78 KDDF ( 625) 46'- 9.0" -133/ 879V 0/ OH 5.50" 1.41 RODE ( 625) (PROVIDE FULL BEARING;Jts:2,16,111 'COND. 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- 0.045" @ -2'- 0.0" Allowed- 0.200" MAX TL DEFL- 0.043" @ -2'- 0.0" Allowed - 0.267" MAX LL DEFL- -0.060" 6 8'- 7.8" Allowed - 1.199" MAX TL DEFL - -0.098" @ 8'- 7.8" Allowed - 1.599" MAX LL DEFL- -0.034" @ 38'- 1.2" Allowed- 1.070" MAX TL DEFL- -0.056" @ 38'- 1.2" Allowed- 1.426" MAX LL DEFL- 0.045" 9 48'- 9.0" Allowed - 0.200" MAX TL DEFL- 0.043" 9 48'- 9.0" Allowed- 0.267" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX BORIZ. LL DEFL- 0.019" 8 46'- 3.5" MAX HORIZ. TL DEFL- 0.029" 9 46'- 3.5" 23-04-08 23-04-08 f T 1' Design conforms to main windforce-resisting 6-06-10 5-10-13 6-02-05'. 4-08-121-02-Ii2-07-12 6-00-09 5-10-13 6-06-10 system and components and cladding criteria. f T T 1 T T T T 'f T 12 12 Wind: 140 mph, h•15.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 5.00 17 IIM-4x4 4 5.00 (All All duration) factor-1.6, Cat.2, Exp.B, MWFRS(Dir), 4.0" Truss designed for wind loads 6 dN.M-4x4 in the plane of the truss only. a� M-5x6(5) 5 1 :/; „ M-5x6(5) 0.25" 0.25" 4 fl_r M-1.5x3 + M-1.5x3 31K //r0 o / o 1 - 13 14 � 15 16 (17 44 18 11 X-il20 QED PRPFF- . 0.25" M-9x8 0.25" II V kt ss o M-5xE(S) M-5x6(S) . �5 :.�NAGtIN4. /d. 8-07-13 y 9-08-07 y 5-00-041 06-043-06 y 9-08-07 ) 8-07-13 y l 44t. gg 00 P E 2/I k 1 2-00 46-09 2-00 JOB NAME : POLYGON 8056-B - E4 -'15'."- ' Scale: 0.1252 . •�••' WARNINGS: GENERAL NOTES, arises nth.ralse noted: •.•4� OREGON A.1.Builder end erection contreder shduld be advised of all Goners Notes 1.Thk design le based only upon the parameters shown and le loran Individual Truss: E4 and Warnings before conetrudbn banmencea. banana component.Applicability or design parameters end prop., "' P. 2.2x4 compression web Mooing mu l be Installed when shown n. Incorporation et oompoMnl Is M responsibility d the building designer. L/O •9 y 14 3.Additional temporary bracing to In sbbaly during conelrucbon 2.Design assumes aro lop ens bottom chords n he Ialsrally braced al f]. Is the neponebEly of IM erector.IWallonA permanent bracing or T ntin and at 0.n.sash as plywoodunless braced mrauphoul Mylangm b. 1 R 1�+ V 2'o.c.continuous 10'o.sheathing such ti plywood Msaced throu bout eirMl(B b �+ DATE: 8/22/2017 M overall structure is me re billy dM building designer, 3.24 inpadbridging on Morel bracing required when shorn♦• 4.No bed Mould be applied to any ens aver NI bndng and 4.Installation of buts h M responsibility of the respedM cadreator. SEQ. : K35858595.Design assumes bussesare bheueelnanomorrosivsenNnnment. fasteners d.complete end et no Mould any bade grassier than end are for'dry condition'of use. TRANS I D. LINK design bads be applied to my portent. 5 Design assume be bearing al ail supporta shown.Shim or wedge if EXPIRES: 12/31/2017 6.CernpuTna has m conessi our arje saunas no nwonsibary for the nemmiy. q Iebrkaban,handling.Mnt ip,eand ratanatlon el components. 7.Design assume Mamie drainage Is provided. August 22,2017 5.TMs design h furnished suged RIM imitation set Ism by B.Mates shell be located on both laces of trues,end plated so their center TPIWTCA In SCSI,apples of whl4ll w4I be lurdshed upon ngosl, lines coincide with(oIM center line. 9.Digits Indicate size of plata In Indus. MITBk USA,Inc./CompuTrue Software 7.8.811 L}E 10.For bob connector plate design values see ESR-1311,5913.1958(MITeb) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF 116BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-858) 136 5-6-(-478) 426 5-1-(-840) 152 7-3=( -30) 376 BC: Sad KDDF S16BTR SPACED 24.0" O.C. 2-3=(-628) 170 6-7=(-312) 734 1-6=( -82) 758 3-8=(-804) 192 WEBS: 2x4 KDDF STAND 3-4=(-170) 186 7-8=(-204) 482 6-2=(-212) 132 8-4=1-210) 126 LOADING 2-7-(-324) 142 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+D1,I 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD- 10.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD- 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x4 where shown; Jts:1-3,6-8 0'- 0.0" -127/ 883V -195/ 314H 5.50" 1.41 KDDF ( 625) ( 2 ) complete trusses required.II /111 LL- 25 PSF Ground Snow (Pg) IS'- 3.0" -168/ 901V 0/ lB 5.50" 1.49 ROOF ( 625) Attach 2 ply with 3"x.131 DIA GUN ADDL: TC UNIF LL+DL- 33.0 PLF 0'- 0.0" TO 15'- 3.0" V nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.j 9" oc in 1 row(s) throughout 2x4 top chords, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 9" oc in 1 row(s) throughout 204 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL - -0.006" @ 5'- 3.2" Allowed = 0.717" BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.015" @ 13'- 1.9" Allowed - 0,499" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL- -0.004" 8 14'- 11.5" MAX HORIZ. TL DEFL - 0.009" @ 14'- 11.5" 5-03-15 4-10-11 5-00-07 i' T Design conforms to main windforce-resisting 12 system and components and cladding criteria. 5.00 M-1.5x3 4 .-,, Wind: 140 mph, h-23.4ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor1-6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 3 2 ul O .444011 I 1 O co 1 f 11 .-1 O 1 to I N 11111111111IIIIIIIIIIIIIIII., OW lila f _� tee r>e 0 5• 6 7 =,g M-1.5x3 y 5-00-07 4-10-11 y 5-03-15 l• ��`FD PROF4,„ J, 15-03 � NGINF9 CD2 Q� 89200PE 9r" JOB NAME : POLYGON 8056-B - G1 le-r Scale: 0.2994 , 4' WARNINGS: Oml,Ld.NOTES, unless otherwisehpar noted: 17L ,4,OREGON * A. Truss: G 1 1.Builder and erection contractor Mould be addend of ed General Notes 1.This dsalgn b based only upon the parameters shown and is for an IndMtluei Vf and Warnings before conaWcibn commences, building component.Applbebney of deelgn parameters and proper 2.254 compreaalon web bracing true be InNtlled where shown a. Incorporation of component 41M responsibility d the building designer. <O n 0 3.Additional temporary bracing to insure stability during construction 2.Design Bssumu the lap and bottom shade b be laterally braced et 14 L �fy le the responsibility of the erector.Additional pennanenl bracing of T c.a 004 el iM o,0.respectively unless braced throughout thea length by `_ DATE: 8/22/2017 0e overlie sbudure is the responsibility of the bidding designee 2,4 impact edging or such lb brad nood aired were shown h and/or drywal)BCI. f�[]f 1 4.No bad should bsa applied b any4.In Imlelboif k or Pllateralbraangty oft he where eve contractor. fasteners `!'i I7 4. SEQ, : K3585860oleli component Ice,greater and 4.DesNtetianummuIsms are to b usedtherupeeroseconvinan design nero a e complete applied and at no lime should any loads granter then 5. an assumes onus are b be used In anon-cormelve environment. TRANS ID: LINK lesion bads be appgad to any component and aro for"dry condition.duse. 6.CenpuTrus has no canal over and assumes no response:Pity for the 8.Design assumes full bearing el eA supports shown.Shim or wedge d EXPIRES: 12/31/2017 fabrication,handling,shipment and installation d components. Design necessary. `r� rr�� .l 6.This dsalgn is hedshed eubjea to the limitations eel forth by 7.Dates suumelo adequate othlfage/sensed. August 22rG017 8.Males shall be located on bah hese of buss,and pieced w their center TFIAV7CA b aC5l,copies of with MN be furnished upon request line coincide with joint center lines, Wee USA,Inc./CempUTNe Software 7.6.8(10-E 9.Digits Indicate abs of plate In Inches, 10.For bub:connector plate laden.bee see ESR-1317,ESR-1066(WM) / This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 23'- 4.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 LUMBER SPECIFICATIONS 1-2-( -88) 122 6-7-(-450) 750 1-6-( -136) 74 4-8-) -98) 144 WE: 2x4 OF 2400E SPACED 24.0" O.C.. DC: 2x4 DF 2400F LOAD DURATION INCREASE - 1.15 (Non-Rep) 2-3-(-1120) 236 7-8-1-358) 932 6-2-(-1370) 220 8-5-( -230) 942 3-9-( -708) 254 8-9-(-156) 188 2-7-( 0) 354 5-9-(-1124) 336 WEBS: 2x4 DF 2400F LOADING 4-5-( -582) 236 7-3-( -34) 148 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF 3-8-( -662) 218 BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD - 42.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -215/ 1347V -222/ 368H 5.50" 2.01 DF ( 670) nails staggered: ADDL: TC UNIF LL+DL- 33.0 PLF 0'- 0.0" TO 16'- 10.5" V 23'- 4.5" -214/ 1202V 0/ OH 5.50" 1.79 OF ( 670) 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR oc in 1 row(s) throughout 2x4 bottom chords, A 20 PSF LIMITED STORAGE KOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 webs. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. MAX LL DEFL .. CT.ON 0" 9 S: L 5.24 AllowedL-L/1 - 1.123" MAX TL DEFL - -0.020" 8 10'- 5.0" Allowed- 1.497" SEASONED LUMBER IN DRY SERVICE CONDITIONS 16-10-08 6-06 1' MAX HORIZ. LL DEFL- -0.006" 9 23'- 2.8" MAX HORIZ. TL DEFL- 0.008" 9 23'- 2.8" 9-00-14 6-04-13 6-04-13 6-06 '( ' '( 'f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 5.00 1 '" a 3.00 Wind: 140 mph, h-24.6ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, M-5x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor-1.6, End vertical(s) are exposed to wind, en Trues designed for wind loads -3x4 in the plane of the truss only. 5 M-3x9 3 M-3x4 ill 2 17. r1M-1.5x3 r1rill/ -1-;: 0 H I N O I C / 6.T 7 8 M-3x4 M-3x4 M-3x8 M-1.5x3 y y • ��tO PR/1 y 8-09-02 8 08 02 6-04-09 y � e, G,.% F9 s/�-v- 23-09-08 y z3 04-08 1. •89200PE �<- JOB NAME : POLYGON 8056-B G2 �l Scale: 0.2292 I� dol. WARNINGS: GENERAL NOTES, unl.ssonands"coed: "T7�. OREGON �40 1.Balder end ere Sen conbMar • be advised of Wt General Notes 1.This design is Weed only upon the peramelaro snow and k for an individual A, Truss: G2 end warning.before construct• commences. building component.Appllcabdlly of design parameters and proper A ��tlli � 2.2z4 compression web bredrg ata installed when shown.. Incorporatfon of component le the roaponeiblllly of the building designer. /L/ �. 14 4O 3.Additional temporary booing to we stability during construction 2.Design assume.the lop and bonen chords b be l.teraholly dated al - 1 the ro•ponelbl d the e •.Additional permanent bracing of T o.a and.hoe cess much as ply unless broad throupharl nab length by ME•, 1 n`�` ry conlnuou•sheeting such as plywood silaanegRc).narm drywall(Sc). F-(1 4' DATE: 8/22/2017 the overall structure is the .• bity of the building designer. 3.2a impact bddgmg or Wend braemg required where shown+• SEQ.: K3 5 8 5 8 61 4.No bad.heat be applied te component ung atter all bracing and 4.Installation of buse Is the responsibility of Ew respective contractor. fasteners aro complete and et n6 Bra should any load.greater Ilan 8.Design assumes trusses are H be used in a nmwmreeive environment, design bads be applied to any dwrponMt and aro u•adaaMlo of use. TRANS ID: LINK 6.Co,puTMhasnocontroloverOldassumesnoro.ponsibilyforthe 8.Designu hAb.erwegStalwpfxats.hown.Shb or wedge n EXPIRES: 12/31/2017 eceasery. + fabrication,handisg.shipment end Installation d components. 7.Design anes adequate drainage is provided. August 22,2017 6.This design N furnished subject to n.1541.0ons sal forth by 8.plates shot be located on both faces of suss,and placed w their center TPIWECA in SCSI,coples of which will be furnished upon request. I.Mee coincide Digits indicate efts plate tunt rd es. MITek USA,InniCompuTrus Software 7.6.8(11)-E 10.Fm bask connector plats design value..ee ESR-1311,ESR-1888(Malek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-858) 136 5-6=(-478) 426 5-1=1-840) 152 7-3=( -30) 376 BC: 2x4 KDDF #16BTR SPACED 24.0" 0.C. WEBS: 2x4 KDDF STAND 2-3=(-628) 170 6-7=(-312) 734 1-6=( -82) 758 3-8=(-804) 192 3-9=(-170) 186 7-8=(-204) 482 6-2=(-212)) 132 8-4=(-210) 126 LOADING 2-7-(-324) 142 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+51.( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT G- 12.0C. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x9 where shown; Jts:1-3,6-8 0'- 0.0" -127/ 883V -145/ 314H 5.50" 1.41 KDDF ( 625) ( 2 ) complete trusses required.'-/] Attach 2 ply with 3"x.131 DIA GUN nails staggered: LL 25 PSF Ground Snow (Pg) 15'- 3.0" -168/ 901V 0/ OH 5.50" 1.44 KDDF ( 625) ADDL: TC UNIF LL+OL= 33.0 PLF 0'- 0.0" TO 15'- 3.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 top chords, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = -0.006" @ 5'- 3.2" Allowed- 0.717" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL - 0.015" @ 13'- 1.9" Allowed= 0.499" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - -0.004" 8 14'- 11.5" MAX HORIZ. TL DEFL = 0.004" @ 14'- 11.5" 5-03-15 4-10-11 5-00-07 ' I' 1' f Design conforms to main windforce-resisting 12 system and components and cladding criteria. 5.00 I7 M-1.5x3 q Wind: 140 mph, h-23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (: ::lw1cd: ll Heights), Encosed, a .2, Exp.B, MWFRS(Dir), lad duration to wind,e truss only. :1111 IIIIIIIIIIIIIII 2 0 0 co 1 • IFI 1 ut 0 1 N f rz 5 e_ 6 7 m..5 --/ M-1.5x3 y 5-00-07 y 4-10-11 5-03-15 y ��Q,E,D PROF 15-03 ��5 �N ��GINE /0442 `z 89200PE yr JOB NAME : POLYGON 8056-B - G3 `r. , Scale: 0.2994 - Lm WARNINGS: GENERAL NOTES, adess olhe,Msa noted: 1.BUNder and erection contractor should be advised of BI General Notes 1.Title design Is based only upon the perimeters Minim and Is for an Individual �j ,�OREGON CK A44, , Truss: G3 and Wamings before construction commences. building component.Applicability of design parameters and proper L' A 1 2.2s4 compression web bracing moor be installed where shown�. Incorporation of component Is the responslbBly of the bonding deslgnar. /. 1`y 24` �4 B.Additional temporary breclrg to Insure stability during construction 2.Deelpn oosomes ms tap and bosom ehor46 lo be laterally braced at O 4 4 1 RIO- le gra responeteAlty of the erector.Additional permanent bracing of T me.and at 10'o.0.respectively unless braced throughout meth length by DATE: 8/22/2017 theoverall stn lure b ma responN6Nlty of Ura OutltlNp ass/ continuous*teething such es plywood aheathbg(Tc)and/or drywagBc). R R I L`' goer. B.&Impact brldging or lateral bracing required where shown++ SEQ.: K3 5 8 5 8 6 2 4.No load should be applied to any component until after all bracing and 4.Installation N Truss le the responsibility of the respective contractor. fasteners ere oomphte and at no time should any loads greater than 5.Design assumes busses are to be used In e norcorroelve environment. TRANS ID: LINK deelgn loads be applied to any comlionent. and are for•dry condition•of use. 5.CompuTnn has no rmrlbol over and assumes no responsibility for the 5.Deelgn assumes full bearing at all supports shown.Shim or wedge N EXPIRES:- 12/31/2017 IabrkclIon,handling.shipment and IneteAation doom/owls./onenls. neoenary. 7.Design assumes adeq5.This design Is furnished subject to the gmforth itallone set foby B.Plates shall be locatedduon both ate faces or trussed, placed so their center August 22,2017 TM/MCA In SCSI,copies of which will be furnished upon request. lines colndde with joint canto lines. Wok USA,IncicompUTNs Software 7.0.8(1 L}E 9.Digits Indkate 51x5 of plata h Inches. 70.For bolo connector pleb design values see ESR-tett,ESR-1008(MGM) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 10.5" IBC 2015 MAX MEMBER FORCES 4HR/DDF/Cq-1.00 TC: 2x9 KDDF 81&BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1-2-( -98) 140 6-7-(-384) 876 1-6-( -224) 108 8-4-1 -24) 152 BC: 2x4 KDDF IliBTR SPACED 24.0" O.C. 2-3-1-1100) 254 7-8-(-310) 866 6-2-(-1362) 196 8-5-1 -194) 876 3-4-) -656) 256 8-9-(-142) 172 2-7-( -36) 206 5-9-(-1112) 310 WEBS: 2x4 KDDF STAND LOADING 4-5-1 -600) 228 7-3-( -32) 252 TC LATERAL SUPPORT < 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 3-8-( -664) 214 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD- 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ( 2 ) complete trusses required. Attach 2 plyywith 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL ., 25 PSF Ground Snow (Pg) 0'- 0.0" -214/ 1323V -224/ 351H 5.50" 2.12 ROOF ( 62 1 ADDL: TC UNIF LL+DL- 33.0 PLF 0'- 0.0" TO 17'- 0.0" V 22'- 10.5" -198/ 1192V 0/ OH 5.50" 1.91 ROOF ( 625) throughout 2x4 top chords, 9" oc in 1 rows( throughout 2x4 bottom chords, BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 'COND. 2: Design checked for net(-5 psf) uplift at 24 "Sc spacing. 9" oc in 1 row(s) throughout 2x4 webs. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2115. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 "" For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. MAX LL DEFL - -0.012" 9 8'- 6.1" Allowed- 1.098" MAX TL DEFL - -0.026" 8 8'- 6.1" Allowed- 1.464" 16-10-08 6-00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-09-04 5-05-12 5-07-08 6-00 MAX HORIZ. LL DEFL- -0.006" 8 22'- 8.8" f f ' T ' MAX HORIZ. TL DEFL - '0.009" 8 22'- 8.8" 12 12 Design conforms to main aindforce-resisting 5.00 II M-4x9 d 5.00 system and components and cladding criteria. 4.0" 4 .f-e Wind: 140 mph, h-24.6ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 0\ (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), load duration factor-1.6, End vertical(s) are exposed to wind, 1.0" Truss designed for wind loads in the plane of the truss only. ilIA' M-3x4 0111r/A M15x3 of 1 G' o t co to I N o I w f -• iniiMEMUMMEMEMEMEMOMMMENN6 -/ 9 ""9 M-3x4 M-3x4 0.25" M-1.5x3 M-5x8(5) b Y y y <.:i\ED P R QFFs 8-06-02 80906 6-00 y W�\�� tiN��NFF'9s/O2y l 22-10-08 't 89200PE -1):.- JOB ' JOB NAME : POLYGON 8 0 5 6-B G4 - • i .' • • Sale, 0.236E WARNINGS: GENERAL NOTES, ode..otherwlu noted: 'S7 '74,1".1.:R OREGON�� `�(/� 1.Sunder and erection contractor should be advlsed of all General Notes 1.This design Is based ontr upon the parameters shown end Is for an bdMduS Truss: G4 arm Warnings before construction commences. building component.Apollo.9y of asagn parameters and proper ' ��4 :.254 compression web bracing mini be installed whom shown Incorporation of component is the responsibility of the building designer. '/Q '9 14 3.Additional t.mporsry bracing to are NabRly during construction 2.Design assumes the top and bosom digins b ba lalenlly braced et Is the r.apenebeay of the ern .AddaonS permanent bracing of • Y continuous xs at sheathing nit rsuch as ply unless tressed(TG) d mak Ian)M) � � �� weex.anand ta..3.such l ply unless s b aced throu hoot t drywe9(th b DATE: 8/22/2017 the wereebudurabthe r. albaayofI.ba8darodeeigw.r. 3.2zimpaamMgmgorlateral bracing required where shown•• 4.No bed should be applied to an component and eller a8 bredng and 4.Inatell.aon of buss Is the responsibility m She roapacdve contractor. SEQ. : K3 5 8 5 8 6 3faeienere ars complete and ei W.should any bad.greeter than 5.Design assume.busses are b be seed b a non-corrosive environment. esegn bade be wiled to any ohmponenl and are for Wry 0054800'of use. TRANS ID: LINK s cwpuloadsbes has control any ver ..oum.sm.epen.bmrrarb. 8.Design auume.Ndbeadrw.1.lsupports shown.Shim or wedge if EXPIRES: 12/31/2017 f.bdmtbndl n,h. bg,ehipmenl and lnstagegon of components. 7.De.necesassume..dequate dr.bage Is provided. August 22,201 7 I.This design is furnished subject to She limitations set forth by S.Plates shell be located on both faces micas,and placed u Meir canter TPIMTCA In SCSI,wpbs of which will be furnished upon request tins wlndde with joint center lines. 9.Digits Indicate size of plate In Inches. Wok USA,Inc/CompuTrus Software 7.8.8(114-E 10.For bask connector plate design values see ESR-1311,ESR-1888(MITA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2,u4 KDDF #160TH LOAD DURATION INCREASE = 1.15 BC: 294 KDDF #16BTR SPACED 24.0" O.C. 1-2-1 0) 58 2-7=(-323) 1004 2-3=(-1481) 319 WEBS: 2x4 KDDF STAND; 2-3=1 -185) 411 7-8=(-217) 795 9-7=1 -105) 149 2x6 KDDF #2 A 3-9-1-1095) 172 LOADING 7-5=( 0) 380 LI( 25.0)+DL( 10.0) ON TOP CHORD.. 35.0 PSF 4-5-( -973) 96 5-8-( -881) 197 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF 5-6=1 -93) 90 8-6=1 -198) 100 BC LATERAL SUPPORT 0= 12"OC. UON. TOTAL LOAD = 45.0 PSF LETINS: 2-00-00 0-00-00 BEARING MAX VERT MAX HORZ BRG REQUIRED RRG AREA LL - 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" 0'- 0.0" -160/ 958V -57/ 171H 5.50" 1.53 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 3.0" -85/ 678V 0/ OH 5.50" 1.09 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 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 - 0.040" @ -2'- 0.0" Allowed - 0.200" MAX TL DEFL - -0.043" @ -2'- 0.0" Allowed- 0.267" MAX LL DEFL - -0.087" @ 4'- 11.4" Allowed- 0.717" MAX TL DEFL - -0.145" @ 4'- 11.4" Allowed - 0.956" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL- 0.009" @ 14'- 11.5" MAX HORIZ. TL DEFL - 0.016" @ 14'- 11.5" Design conforms to main windforce-resisting system and components and cladding criteria. 1-11 3-00-13 4-11-13 5-03-05 Wind: 140 mph, h-21.4ft, TCDL-6.0,BCDL-6.0, ASCE 7-10, 4 T '( T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor-1.6, End vertical(s) are exposed to wind, 3.00 v M-1.5X3 Truss designed for wind loads 6 in the plane of the truss only. t M-3x4 R M-1.5x3 a 9 .-I co M-3x4 o 3 411111111C 11 C,1 10111111 Mr .-I 1 ow 0VIII 2 - Almm 7 M-8x9 -tee M-3x4 M-3x4 l ), 1 7-07-08 7-07-08EO PROF (� y 2-00 y 15-03 y �\Co GIN4•., %)iO. cc, ` `.T 2 ¢" ti_.,.89200PE mc-' JOB NAME : POLYGON 8056-B - K1 WARNINGS: Scale: 0.3507 ;� �, ' G.ml,e NOTEBb, unlessotherwisehe parameters yG , OREGON Truss: K 1 I.Builder and erection contractor should be advised of NI Oenarsi Notes 1.This design N basso only upon the p an shown and Is for an Individual (� and Warnings before construction commences. building component.Applicability of design parameters and proper v I.244 compression web bredng must be Instilled where shown+. Insomomgon of component Is the reeponalbmly of the building designer. i0 11' 1 4 20Ts 3.Additional temporary bracing to Insure etabBly during construction2.Design assumes the top and bottom chords to be laterally brand al / la the responsibility of the erector.Additional permanent bracing of 2'e.c.and al 10'cc.respectNely unless braced throughout their Nngm by /) (1 structure Is the responsibAAy of building designer. continuous sheathing such as plywood sheathing(TC)andfor drywall(BC). 'tom/L�.y�,L� DATE: 8/22/2017 tin overall st v SEQ. : K3585864 4.No badshould be eppitsdto any component 3.2x impact br1dging or lateral braying required where shown++ �y i rnponent until after all bracing and 4.Installation of truss Is the responsibility of the respective conlredor. fasteners are complete end at no One should any loads greater men S.Design assumes busses are to be used In a non-corrosive environment TRANS I D: LINK design beds be apps ed to any component and are for"dry condition'of use. 5.Command hes no control over end assumes no responsibility for the 8.Design assumes NII bearing at ail supports shown.Shim or wedge H EXPIRES: 12/31/2017 febrbaubn,handling.shipment end metailtio an of components. wasery. r��a rT .I S.This design is furnished subject to the Andlalions set font by 8.MeleeDesigassumessloadequate bdoth N provided. August 2G s2�1 7 TPII'MCAhr SCSI,=Nee of which will be lumlehetl uponB.Mates shall be located on bdh laces of truss.end placed so their center request lines coincide with Joint center Mss. MtTek USA,InniCompUTNt Software 7.8.8(11)-E 9.Digits indicate size d plate m Inches. 10.For basic connector plate design vetoes sea ESR-1311,ESR-1988(MITA) f This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 52'- 4,5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 916BTR LOAD DURATION INCREASE - 1.15 1- 2-1 -471) 260 1-11-1-184) 455 2-11-1 -475) 474 15- 8-(-404) 359 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2- 3-( -96) 148 11-12-1-458) 305 11- 3-1 -199) 613 3- 4-( -266) 1099 12-13-(-875) 600 3-12-( -638) 426 WEBS: 2x9 KDDF STAND LOADING 4- 5-( -225) 303 13=14-1 -85) 733 12- 4-(-2127) 969 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-1 -208) 333 14-15-1-357) 1370 4-13-( -558) 1550 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7-1 -946) 492 15- 9-(-681) 1930 13- 5-1 -269) 138 TOTAL LOAD - 42.0 PSF 7- 8-(-1898) 702 13- 6-(-1178) 587 8- 9-(-2194) 815 6-14-1 -155) 809 OVERHANGS: 0.0" 24.0" LL 25 PSF Ground Snow (Pg) 9-10-( 0) 87 14- 7-( -813) 379 7-15-( -114) 593 M-1.504 or equal at non-structural vertical members (uon). BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 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" -54/ 431V -238/ 2300 2.50" 0.69 KDDF ( 625) 19'- 9.0" -333/ 2840V 0/ OH 5.50" 4.54 KDDF ( 625) 52'- 4.5" -181/ 1381V 0/ OH 5.50" 2.21 KDDF 1 625) (PROVIDE FULL BEARING;Jta:1,12,91 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- 0.019" @ 6'- 10.4" Allowed- 0.973" MAX TL DEFL - -0.026" @ 6'- 10.4" Allowed - 1.297" MAX LL DEFL- -0.104" @ 38'- 11.9" Allowed- 1.590" MAX TL DEFL- -0.168" @ 42'- 0.6" Allowed- 2.119" MAX LL DEFL- 0.045" 0 54'- 4.5" Allowed - 0.200" MAX TL DEFL - 0.043" @ 54'- 4.5" Allowed- 0.267" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL- 0.024" @ 51'- 11.0" MAX HORIZ. TL DEFL- 0.039" @ 51'- 11.0" Design conforms to main windforce-resisting 26-01-09 26-02-15 system and components and cladding criteria. 6-11-02 6-04-13 6-08-09 6-01-01 6-01-01 6-08-09 6-04-13 7-00-08 Wind: 140 mph, h-15.7ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, T T ' f f f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 12 12 Trues designed for wind loads 5.00 C7' 11M-4x4 Q 5.00 in the plane of the truss only. M-1.5x9 M-1.5x4 M-:x6 M-3x04 "M-3x6 M-2.5x4 or equal at non-structural diagonal inlets. M-1.5x4M-3X6 Truss designed for 4x2 outlookers. 2x4 let-ins M-3X: of the same size and grade as structural top M-3x6 '.M-9 1...... 6M-3x4 M-1.5x9 M-3x6 chord. Insure tight fit at each end of let-in. 4 - Outlookecs must be cut with care and are M-5x6(S) io• 1'• M-SX6(S) permissible at inlet board areas only. 0253, 0.25"M-3x6 3. +IM-3x6 + +. M-1.5x3 M-1.5x3 ;+I 2 , + + M-1.5x4 �� / M 3x6 / // o a . /I ❑n 0 1� 1 II 12 7' 13 .(14 15 0 0 tip PROFh' : M-3x4 M-3x4 C.25" M-4x8 0.25" M-3x4 -M-4x4- to N S o M-5x6(51 M-5x6(S) y �Co\A '�N.Ek. O. Y l b )' C? 2 y 10-02-08 y 9-06-08 6-09-09 6-04-09. 9-06-08 10-03-14 y y - �g2 00 P E -�r, y , 52-09-08 2-00 JOB NAME : POLYGON 8056-B - Fl ..,....1011 0" Scale: 0.1224 VP WARNINGS: GENERAL NOTES, unleesomerMse noted: '•�� OREGON �o� �� 1.Builder and erection oosbadar sha8d be edrlsed of all General Notes 1.This design la based only upon the parameters shown end Is for en Individual r 4. Truss: F I and Warnings before construction commences. bulling component.Applicability of design parameters and proper I/ n 2.204 compression web brsdng must be headed where shown.. incorporation of conlponeM Nin.responsibility of the building designer. / 1 4 . 4 b corn 2.Design assumes the top and bottom chords b be laterally braced al C•1 C_ 3,Additional temporary bracing to insure stabil) dud construction 2'o.0.end at 10 o.c.respectively unless braced throughout thele length by \ Is the responsibility the a .AdAdditionalpsnnpermanent bracing ofIll i�`conlnuoua sheagdng such as plywood eheaming(TC)endler drywall(BC). �1[7'1--14� DATE: 8/22/2017 me overall stardom le the rsepsnAbtltty of the bridling designer... 3.2s Imped bridging or lateral bracing required where shown.. SEQ. : K3 5 8 5 8 6 5 4.No bad should be applied to arty component until after all bracing and 4.Installation of truss Naw responsibility of the respective contractor. /seamen m complete end el rig Sme should any loads grseler than 5.Design assumes Busses are to be used In a non-corrosive erwlmnment end ars for'dry condition.of um design bads be tippled to erry tompsnenl. TRANS ID: LINK3.Designassumeshdlbeedpatalo supports shown. EXPIRES: 12/31/2017 5.ConpuTmes e hno conbd ow(and assumes no responsibility ler line necessary.na as fabrication,handling.shipment ares hetaletion of components. T.Design assumes adequate dr.lnege Is provided. August 22,2017 8.This design Is fumlehed Subject to the limitations set forth by 5.Males shell be located on both feces of trues,and placed so their corder TPi hTCA In SCSI,copies of which will be furnished upon request g Ip�ess einddds sits ofith nt center In(Iches nes. Wok USA,Inc./CompuTrss Software 1.8.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1883(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 38'- 1.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18810 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 58 2-11-(-461) 3658 2- 3=1-3978) 693 7-15=1 -811) 206 BC: 2x9 KDDF 11161310 SPACED 24.0" 0.1. 2- 3=) -233) 264 11-12-(-449) 3766 3-11=( 0) 310 15- 8=1 -59) 399 WEBS: 2x4 KDDF STAND; 3- 4=(-3977) 562 12-13=(-599) 4631 11- 4=( 0) 235 8-16=1 0) 180 2x6 KDDF 112 A; LOADING 4- 5-(-3390) 525 14-15=1 -12) 93 4-12-( -680) 180 8- 9=(-3940) 598 2x9 KDDF 916BTR B LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF 5- 6=(-3346) 523 15-16=1-484) 3566 12- 5=1 -107) 1241 DL ON BOTTOM CHORD- 10.0 PSF 6- 7-1-4800) 727 16- 9-1-480) 3570 12- 6-1-1615) 305 TC LATERAL SUPPORT <= 12"01. UON. TOTAL LOAD - 45.0 PIF 7- 8-(-4014) 575 6-13=1 -7) 609 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9-1 -184) 302 19-13=1 0) 83 LL = 25 PSF Ground Snow (Pg) 9-10-1 0) 58 13- 7-1 -120) 795 OVERHANGS: 24.0" 24.0" 13-15=1 -491) 3877 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -196/ 1956V -70/ 58H 5.50" 3.13 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 38'- 1.5" -197/ 1956V 0/ OH 5.50" 3.13 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL- 0.040" @ -2'- 0.0" Allowed - 0.200" MAX TL DEFL- -0.043" @ -2'- 0.0" Allowed= 0.267" MAX LL DEFL- -0.353" @ 23'- 5.8" Allowed - 1.860" MAX TL DEFL- -0.634" 0 23'- 5.8" Allowed - 2.481" MAX LL DEFL - 0.090" @ 40'- 1.5" Allowed - 0.200" MAX TL DEFL - -0.043" @ 40'- 1.5" Allowed - 0.267" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.118" @ 37'- 8.0" MAX HORIZ. TL DEFL - 0.212" @ 37'- 8.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-21.6ft, TCDL-6.0,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MFRS(art, 16-10-08 21-03 load duration factor-1.6, T ' f Truss designed for wind loads 5-07-08 5-07-08 5-07-08 6-05-08 5-01-04 4-09-04 4-11 in the plane of the truss only. T T T T T T T 1' 12 12 3.00 I==-. M-4x6 -==1 3.00 4.0" 5 hi M-3x4 enema M-5x6(5) y ...-74-4x46M-4x9 M-4x6 0.25" 3 7 M-1.5x3 �` M-5x12 m g 1 •��7 �. M 1.5x3 t o M-8x10 1b.25" M-4x8 12 0 f13g�_� A � M-5x8(S) .a M-41x9 15 16 M-5x16 M-1.5x3 M-8x9 0 M-1.5x3 p P R p y 1 y 1 l 1 l ��.�� FFss 1 b 8-04-06 8-06-02 6-07-04 y 5-01-04 4-09-04 4-09-04 b b Co GIN E k.2-00 b 23-04 14-09-08 y2-00 D' ° �2� 38-01-08 �' 89200PE• • Y' JOB NAME : POLYGON 8056-B - K2 Scale: 0.1620 Q •81111""°7;-' Cr WARNINGS: GENERAL NOTES, unlace°Mad ler.noted: O A I ['I 1.GWlder and erection contractor should be advised of an General Notes 1.This design Is based only upon Ins parameters shown and Is for Cr hdMdual 4,0- �1 VV 44 Truss: K2 and Wamlrgs before construction commences. beading component.Applkabinty of design parameters end proper 2.2x4 compreaslon web bredng meal be,.lased where shown.. Incorporation of component Is the responsibility of the banding designer. <O " " 14 20 Q�` 3.Addltlonal temporary bracing to bean stability during canetnMlon Z.Design assume.the asp end bottom chords to be lel.,.ly braced at la the responsibility of the erector.Additional permanent bracing of T coo.end at 1P o.o.respectively unlace braced Throughout melt length by 4��R I rv. DATE: 8/22/2017 the owrell strodure Is the responsibilityof the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 9 3.2x Impact bridging or labral bradig required where shown.. SEQ. : K3 5 8 5 8 6 6 4.No load should be applied to any component until after all bracing and 4.Installation of ee H le the responsibility beused of the respective contractor. fasteners are complete and at no doe should any loads greeter than 5.Design assumes trusses ore to be uIn a noncorrosive environment. design beds be applied to a L and are for Ory condition.of use. TRANS I D: LINK m nc ^,end assumes 8.Design..acmes full bearing el all supports shown.Shbn or wedge d 5.Gammen.has no control over and assumes no responsibility for the necessary. ♦ EXPIRES:. 12/31/2017 fabrkation.handling,shipment and Installation of components. T.Design assumes adequate dralnege Is provided. August 22,20 1 H.This design is furnished cabled to the limitations eel foal by S.Plebs shall be located on both faces of truss,and placed so their canter TPliITCA In SCSI.costes of which wtl be furnished upon request. Anes coincide with joint canter lines. Welk USA,Inc dCom uTrue Software 7.8.0 1 L E e.Digits indicate con site of vide a ign a values P ( 1' A For bask cote size pleat deelgnes. see ESR-1311,ESR-11388(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONSTRUSS SPAN 52'- 4.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg-1.00 TC: 2x4 KDDF 41413TR LOAD DURATION INCREASE - 1.15 1- 2-( -471) 260 1-11-(-184) 498 2-11-) -475) 474 15- 8-(-404) 359 BC: 2x4 KDDF O16BTR SPACED 24.0" O.C. 2- 3-( -96) 100 11-12-)-445) 305 11- 3-( -199) 659 WEBS: 2x9 KDDF STAND 3- 4-( -266) 1099 12-13-)-892) 600 3-12-( -852) 426 LOADING 4- 5-( -204) 303 13-14-) -85) 716 12- 4-(-2127) 969 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-( -187) 333 14-15-(-357) 1353 4-13-( -558) 1550 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7-( -927) 492 15- 9-(-681) 1913 13- 5-( -269) 138 TOTAL LOAD- 42.0 PSF 7- 8-(-1879) 702 13- 6-(-1181) 587 OVERHANGS: 0.0" 24.0" 8- 9-(-2175) 815 6-14-( -155) 808 LL- 25 PSF Ground Snow (Pg) 9-10-( 0) 87 14- 7-( -813) 379 7-15-( -114) 593 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 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" -54/ 431V -238/ 230H 2.50" 0.69 KDDF ( 625) 19'- 9.0" -333/ 2840V 0/ OH 5.50" 4.54 KDDF ( 625) 52'- 4.5" -181/ 1361V 0/ OH 5.50" 2.21 KDDF ( 625) !PROVIDE FULL BEARING:Jts:1,12,9I ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX TL DEFL- -0.029" @ 6'- 10.4" Allowed- 1.297" MAX LL DEFL- -0.103" @ 38'- 11.9" Allowed- 1.590" MAX TL DEFL- -0.167" @ 42'- 0.6" Allowed= 2.119" MAX LL DEFL- 0.045" @ 54'- 4.5" Allowed- 0.200" MAX TL DEFL- 0.043" @ 54'- 4.5" Allowed- 0.267" MAX BC PANEL LL DEFL- -0.109" @ 14'- 2.7" Allowed- 0.457" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL- 0.024" @ 51'- 11.0" MAX HORIZ. TL DEFL- 0.039" @ 51'- 11.0" Design conforms to main windforce-resisting 26-01-09 26-02-15 system and components and cladding criteria. 6-11-02 6-09-13 6-08-09 6-01-01 6-01-01 6-08-09 6-04-13 7-00-08 Wind: 140 mph, h-15.7ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, T T T f '( .f T f ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 12 12 5.00 p HM-4x4 4 5.00 Truss designed for wind loads in the plane of the truss only. 4.0" 5 4s/ //\ M-4x64 / 1.0' M-3x4 M-5x6(S) NiNx+ M-5x6(5) 0.25"� 0.25" 7 01 +I M-1.5x3 +I + + M-1.5x3 //* `n 1 11 12 ( 13 (14 15 9 0 p `O PR O�:rrA 1 M-3x4 M-3x4 4 25" M-4x8 0.25" M-3x9 ::14-4x4 10 0 ��. L us -5x6(S) M-5x6(S) GJ GINE /A.. J• 10-02-08 y 9-06-08 y '6-04-09 y 6-04-09 y 9-06-08 y 10-03-14 y v` �� al. ), J, J, 89200PE 9r 52-04-08 2-00 JOB NAME : POLYGON 8056-B -, F2V Scale: 0.1256 r * Cr OREGON • ltr WARNINGS: • GENERAL NOTES, unless olharwlsa rmled: 1.Builder and erection contractor haute be advised Wap General Notes 1.This design le based ody upon the parameters shoat,end Is for en IndMduel /,� p,,� Truss: F2 end Warnings before construction commences building component.Appliceb0y of de.lgn parameters and proper L/ %,A 1., psi A 2.254 compreealon web bracing man be Installed where shown.. lncarporean a component le the reaponsloppy W the building designer. O -"7 r 1 4 20. +. 3.Additional temporary breclog to Insure nebNly during anetnidla 2,Oe.lgn assumes me lap and spam chords to los laterally braced et /.., l the responslbNly W the erector.Addidnnel permanent bracing of 2'o.c.and al 10'o.0 respectively unless braced throughout mak length by M` �'L\. annnucus sheathing such as plywood sheeminp(TC)and/or drywall(0C). DATE: 8/22/2017 the overall structure I.the responpbNty Wine building designer. 3.Tx Impact bridging or lateral bracing required where sham,.. SEQ. : K3585867 4.No load should be applied to any Component until after NIbracing end 4.tn tallallonofIn trusses are sMtesedMeereeno respective contractor. fastener.are complete and at no Ime should any loads greeter men ion assumes end ere for`dry condition.of use. TRANS I D: LINK 9.crnnpurrueabe epplNd Ss any has no ssnlde over and names no rseponemSy tor IM O.Desgnmeeysumee full ng al ail suppors shown.Shim o wedge 6 7 EX Pl R ES: 12/31/2017 • fabrication,handling,Mlp ant and Installation of components. 7.Design mistimes adequate*sle is provided. August{22,2017 9.This design k furnished subject to.the Pmitapone set forth by 9.Plates shall be located on both feces of hues,and placed so their center TPINITCA In 9091,coulee W wild,will be furnished upon request. Ines coincide Wim{ant anter line. 9.0190s Indata size W plate In Indies. MITek USA,InciCompuTrus Software 7.9.8(1 L)-E 10.For basic connector plate design value.see ESR-1311,E9R-1990(Welt) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 23'- 1.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF A16BTR LOAD DURATION INCREASE = 1.15 1- 2-( 0) 55 2- 7=(-490) 1871 2- 3=1-2138) 499 6- 9=1-908) 274 BC: 2x9 KDDF 116BTR SPACED 24.0" O.C. 2- 3=( -172) 296 7- 8=(-409) 1592 3- 7=1 -103) 164 WEBS: 2x4 KDDF STAND; 3- 4=(-1881) 365 8- 9=( -35) 48 7- 4=( 0) 383 2x6 KDDF 62 A LOADING 4- 5=) -983) 250 4- 8-) -812) 240 LL( 25.01.11( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=1-1044) 239 8- 5-) 0) 328 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF 8- 6=( -182) 920 BC LATERAL SUPPORT <- 12"OC. SON. TOTAL LOAD- 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) I'- 0.0" -231/ 1227V -46/ 131H 5.50" 1.96 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 23'- 1.5" -119/ 958V 0/ OH 5.50" 1.53 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 pat) 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 - 0.040" @ -2'- 0.0" Allowed - 0.200" MAX TL DEFL- -0.041" @ -2'- 0.0" Allowed- 0.267" MAX LL DEFL- -0.070" @ 8'- 5.2" Allowed- 1.110" MAX TL DEFL- -0.117" @ 8'- 5.2" Allowed- 1.481" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.022" @ 22'- 11.8" MAX HORI2. TL DEFL- 0.036" @ 22'- 11.6" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h-21.6ft, TCDL-4.2,BCDL-6.1), ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 16-10-08 End vertical(s) are exposed to wind, 6-03 ads T T inTruthe ss dplane eofd fthe or wtruss ind oonly. 5-05-02 5-09-14 5-07-08 6-03 T 1' T T T 12 3.00 ,==- 12 M-5x6 a 5.00 5 M-3x9 y r =M-9x9 M-3x9 n: v M-1.5x3 ON o, e o0 1 1 A o ti ' ini e �`'g M-8x10 70.25" M-3x8 M-1.5x31 y M-5x6(S) l y 1 b 'fir' P R OFFSS 8-05-04 8-03-08 6-09-12 b 2 00 1, 23 of-oe y w�� tGNGINFE9 /0 2 �' 89200PE �r" JOB NAME : POLYGON 805 6-B - K3 Scale: 0.2560 r Lw WARNINGS: GENERAL NOTES, unleaal otherlise noted: IPSr Truss: K 3 1.Builder and erection nenbado should be edvieed or en General Notes This design le based only upon Uro parameters shown end Is to an mdMduel -FL OREGON �!✓ and Warnings before construction commences. building component Applicability of design parameters end proper ♦ r[� 2.204 compression web bradng must be installed where shown.. Incaporatton of component Is the responsibility of the building designer. /O 9 y 14 '2 \ -1 3.Additional lemporery bracing to Insure stability during construction 2.Design assumes gra lop and bottom chords to be laterally braced at !: P N the respon#6:111y of the erector.Additional permenenl bracing of 2'o.e.and el 70'o.e.raspectivety unless braced throughout melt length by A� (Zs DATE: 8/22/2017 the overall structure le the responsIbH continuous eheelhing such as plywood hone)endbr drywall(BC). "-f�n[] �\ v dY of the building designer.brsdr. 3.2s Impact bdtlgmg or laleral bracing required where shown++ \\\!i R 0- DATE: . : K3 5 8 5 8 6 8 4.No load should be applied to any component ung)after all bvedng and 4.Installation of Puss Is the responelbinty of respective contractor. fasteners are complete end el no lime should any loads"rester than 5.Design assumes trusses are to be used In a non+mrrosIve environment, TRANS I D: LINK design bads be applied to any component and are for condlion'of use.over end assumes no responsIbillty for the CC�/ p rva has no COMMe Design assumes lull bearing al ell supports shown.Salm or wedge If L/h P I R EO. 12/31/2017 5.CompuT fabrication.handling.shipment and installation of components. necessary. { .7 6.-Nsdesign is haMahed subject to to limitations sot forth by I.Plates shall huumel adequateted onbothlfege is 20.,,e. August ZZr2017 TPOWTCA In SCSI,copies of which wig be furnished upon request S lines scoincdeewlihajolnt center lines.h feces of Was.end placed so their center Wok USA,IncjCornpUTNe Software 7.6.8)1L)•E 9.DI91b Indicate else of plea m Indo.. ill.For basic connector plate design values see ESR-1371,ESR.19811(Mick) I _ This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 52'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 DF 2400F LOAD DURATION INCREASE - 1.15 1- 2-(-8701) 8818 1-11-(-4242) 4147 1- 2(-8701) 8818 15- 7=1-1558) 953 BC: 2x4 DF 2400F SPACED 24.0" O.C. 2- 3-(-6127) 6401 11-12-1-4283) 4189 11- 2-(-1424) 1395 7-16-) -308) 711 3- 4-(-4625) 5120 12-13-(-4967) 4713 2-12-1-1201) 1029 16- 8=(-1314) 851 WEBS: 2x4 RODE STAND; LOADING 4- 5-(-2839) 2680 13-14-(-4781) 4365 12- 3-( -313) 436 8-17-) 0) 286 2x4 RODF STUDTR A; 2x4 RODE STUD B LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF 5- 6=(-2899) 2736 14-15=(-5294) 5829 3-13=(-1214) 951 8- 9=(-6215) 4740 DL ON BOTTOM CHORD - 10.0 PSF 6- 7-(-4007) 3405 15-16-(-6019) 6961 13- 4-(-3705) 2308 TC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD - 42.0 PSF 7- 8-)-5095) 4048 16-17-(-6797) 8133 4-14-(-2849) 3784 BC LATERAL SUPPORT <- 12"OC. UON. 1 8- 9-(-6215) 4740 17- 9-(-6794) 8136 14- 5-(-1497) 1503 LL -.25 PSF Ground Snow (Pg) 9-10-( 0) 87 14- 6-(-1921) 1094 6-15-( -558) 1170 OVERHANGS: 0.0" 24.0" BOTTOM CHORD CHECKED FOR A 20 FIE LIMIIBC STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 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" -3429/ 3562V -13062/ 13062H 240.00" 5.32 DF ( 670) 6'- 9.7" -1277/ 1517V 0/ OH 240.00" 2.26 DF ) 670) 13'- 0.8" -72/ 271V 0/ OH 240.00" 0.40 DF ( 670) 19'- 7.5" -1468/ 3562V 0/ OH 240.00" 5.32 DF ( 670) 52'- 3.0" -1867/ 2648V -13063/ 13063H 5.50" 3.95 DF ( 670) Full height blocking is required at left bearing VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - -0.201" 9 45'- 1.3" Allowed- 1.590" MAX TL DEFL - -0.262" 9 38'- 11.3" Allowed - 2.119" MAX LL DEFL- 0.041" 8 54'- 3.0" Allowed - 0.200" MAX TL DEFL- 0.039" 8 54'- 3.0" Allowed- 0.267" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.244. 9 0'- 2.4" MAX HORIZ. TL DEFL- -0.259" 8 0'- 2.4" ICONS. 3: 250.00 PLF SEISMIC LOAD. 26-00-01 26-02-15 Design conforms to main windforce-resisting T system and components and cladding criteria. 6-11-07 6-04-14 6-06-10 6-01-01 6-01-01 6-06-10 6-06-10 7-00-09 f f Wind: 140(Allmph,Heights),7ft,Enclosed,9Cat 2, Exp.B,ASCE 12 12 FRS(Dir), load duration factor-1.6, 7 5.00 ( M-5x6 a 5.0D Truss designed for wind loads 5.0" in the plane of the truss only. 5 W-4' " M-7x6 ! .:.-.11-4x4.:.-.11-4x42" -4x4 M18HS-8x10(5) 4�/ 6 M-5x6(5) 0.23" / y 0.25" ‘.11, +1 + }I M-8x9 / ads 55x12 0 M-1.5x3 +N } } �x3 0 u't /5 \ N 0 ,`/�B 6 1,3.25". ._ 13� v4 T 15 17• �, 0 0 ED P R D o _ 0.25 M-1.5x3 M-3x4 I C1 lix10.25" M-3x9 �(,�` ess 1 MSHS-7x16 M y 4 M18HS-8x10(S) 1x6 M18HS-8x10(S) MSHS-8x10(5) MSHS-7x16 y 0 �. NGINEF, /p2 l b y y b Y y 6-09-11 6-03-02 6-06-10 6-04-09 6-04-09 6-06-10 6-03-02 7-00-09 y 1 . 89200 P E 9<' y 52-03 2-00 JOB NAME : POLYGON 8056-B - F2 DRAG Scale: 0I .1249 4: �� WARNINGS: GENERAL NOTES, unless otherwise noted: -7 OREGON L`K,/� 1.NaldM entl erection aonir.clor be advised N a8 General Notes 1.This design h based only upon the parameters Mown.rid le for an Individual Truss: F2 DRAG and Warnings before construct commences. building component.Applicability of design parameters end proper �/ 2.1x1 ownpne.Non web bracing must be Metalled when shown�. Incarponibn of component b me responsibility N the building designer. /p M/- 14 P' �y� 3.Additional temporary bOdng to Ihsue debility during construction 2.Design assumes the lop end Dollard chords b ba hteral9 bread at ff�� l `- Is the responsteatly of the Meda.Addidonel pitmen.'bredng of 2 oadshe aMlnp such plywood unlessectively bes.dg(TO hsul l dryweheir ll(GCth� y-i R 10- continuous V DATE: 8/22/2017 ms on structure h Me reapolrslGI6y N me budding designer. 3. 5 mpact bridging or Tatem bracing required when shown 44 SEQ.: K3585869 4.Noload should be applied to any component until oplfte all brecmgand 4.5.0.eipn..so nof truss ushees nr.se.usede,eerron pectivecontractor. fasteners ere complete 5.and el rq time should any loads greater man and are for^dry condition.of use. TRANS ID' LINK design loads beeppMdto any cpnporw"t. 6.Design"sum.MIbearing ateN lsupposhown.ShlmorwedgeI EXPIRES 12/31/2017 5.Comma,.hes no control over and assumes no responsibility for the necessary. labdcelkn,handling,shlpn.N end I"alalls05c of components. 7.Design swum.edequele drainage Is provided. August 22,2017 8.This design Is furnished subject to lire Imitation.eel forth by 8.Plates shall be located on both laces of Imes,and placed so Meir tenter TPVW70A in SCSI,copies ofwllidl vAl be furnished upon request. Tins colnd4.with Joint center Tins. 9.5190.Indicate else of plate M Inches. Welt USA,InciCompuTlus Software 7.8.8(IL).E 10.For beak connector plate design values see EO11-1311,ESR-1888 Welt) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 32'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x9 KDDF 9160TR LOAD DURATION INCREASE - 1.15 1- 2=( -703) 295 8- 9-1-241) 375 8- 1=(-1290) 404 11- 5=(-384) 241 BC: 2x4 KDDF 1)16BTR SPACED 24.0" 0.0. 2- 3-( -725) 315 9-10=1-145) 1227 1- 9-( -280) 1071 WEBS: 2x4 KDDF STAND; 3- 4=)-1419) 375 10-11-(-235) 1838 9- 2=( -56) 246 2x4 ROOF #5&BTR A LOADING 4- 5=1-2355) 436 11- 6-1-345) 2386 9- 3-(-1136) 298 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-1-2689) 496 3-10=( -52) 778 TC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7-( 0) 87 10- 4-( -794) 220 BC LATERAL SUPPORT <- 12"00. UON. TOTAL LOAD = 42.0 PSF 4-11-( -26) 569 OVERHANGS: 0.0" 24.0" LL- 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -159/ 1376V -356/ 176H 5.50" 2.20 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 32'- 3.0" -195/ 1607V 0/ DH 5.50" 2.57 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 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 - -0.114" @ 21'- 11.1" Allowed - 1.567" MAX TL DEFL- -0.192" @ 21'- 11.1" Allowed- 2.089" MAX LL DEFL- 0.040" @ 34'- 3.0" Allowed - 0.200" MAX TL DEFL- -0.041".@ 34'- 3.0" Allowed- 0.267" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL- 0.038" @ 31'- 9.5" MAX HORIZ. TL DEFL- 0.062" @ 31'- 9.5" 6-00-01 26-02-15 T T T Design conforms to main windforce-resisting 6-00-01 6-01-01 6-08-09 6-04-13 7-00-08 system and components and cladding criteria. T 1' f T 1' T Wind: 140 mph, h-15.7ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5.00 u- IIM-9X4 4 5.00 load duration factor-1.6, 40" End vertical(s) are exposed to wind, 2 Truss designed for wind loads 41%, in the plane of the truss only. 1.0' 3 M-3x4 M-3x4 f 1000, M-Sx6(S) 0.25" 4 N 0 t Allik +:: 0 1 \'')1111100 -1.5x3 co s N O Ys. 'e 8** 9 10 11 -6 7 O M-1.5x3 M-3x8 0.25" M-3x4 :=M-4x4 I p p f� M-5x6(S) o �(< 1O PROpL-[lt) y y y b y �NGINEfi"9 /� y 6-00-01 6-04-09 9-06-08 10-03-14 1 1 32-03 2-00 �1 2 89200PE vv JOB NAME : POLYGON 8056-B - F3 Scale: 0.1850 Il'tf� WARNINGS: GENERAL NOTES, unless ethenviae noted: OREGON <(/ • 1.Builder and erection contractor should be advised of all General Notes 1.Thad design Is bend only upon he parameters shown and Is for an Individual A_ Truss: F 3 and Warnings before construction commences. budding component.ApplleablAty of design parameters and proper a�/�I 2.2x4 compression web bndnp meal be Installed where shown�. incorporation of component la the responsibility of the building designer. L<O 'I 7 y 14 `4Q� -',+� 3.Additional temporary bracing In hours stability dudng construction 2.Sign assumes he lop and bottom Groton to be laterally braced at /r.� �� Is the responsibility of the erector.Additional permanent brxing of 2'en end al 10'on.respectively unless braced throughout malt terpin by 4/ R I�� DATE: 8/22/2017 hs overall structure la the responsibility of he building designer. contlnucoe sheathing such as plywood eheehinp(TC)and/or drywell(BC). pone ty ng 9 3.2x Impact bridging or lateral bredng required where shown•6• SEQ. : K3 5 8 5 8 7 0 4.No load should Be applied to any component until after all bracing and 4.Installation of truss is the eponoiblllty of the Ne contractor. fastened are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive rosive environment, TRANS I D: LINK design loads be applied to any component and are for.thy condition'.of use. 5.Computing,has no control over and assumes no responsibility for the ° Design assumes kd:bearing atall supportsshown.DbIon orwedge A EXPIRES: 12/31/2017 nomfabrication.handling,shipment and installation of components. 7.Design:,aures adequate drainage Is provided. August 22,2017 5.Thad design Ie furnished subject to the limitations set IoM by 8.Plates shall be located on both laces of truss,and pieced so their center TPIMTCA In 8031,codes of which w*be tomished upon request. lines coincide with joint center Anes. uTrua Software 7.8.8 it, E 9.Digits Indlode she of plata In Inches. MITek USA,Inc.ICom P ( 10.For basic connector Ole design values sea ESR-7311,ESR-tpee(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 19.- 9.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cil-1.00 TC: 2x4 RODE #16810 LOAD DURATION INCREASE - 1.15 1-2.)-1435) 297 1-6-(-433) 1234 6-2-( 0) 262 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3-( -821) 232 6-7-(-436) 1230 2-7 (-603) 189 3-4.1 -177) 166 7-e-(-280) 671 7-3-( 0) 459 2x4 KDDF #SLB WEBS: 2x4 KDDF 51601A A LOADING 4-5-( -9) 4 3-8-(-889) 250 LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 8-4-(-194) 176 TC LATERAL SUPPORT 5- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BC LATERAL SUPPORT 5- 12"OC. UON. TOTAL LOAD - 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -98/ 824V -108/ 2908 3.50" 1.32 KDDF ( 625) 19'- 9.5" -100/ 839V 0/ OH 5.50" 1.34 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.i 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 LL DEFL - -0.039" 8 6'- 6.9" Allowed- 0.952" MAX TL DEFL - -0.067" 8 6'- 5.8" Allowed - 1.269" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - -0.015" 8 19'- 4.0" MAX HORIZ. TL DEFL - 0.025" @ 19'- 4.0" 6-07-08 6-03-08 6-06-12 0-03-12 I , f f' Design conforms to main windforce-resisting system and components and cladding criteria. 12 5.00 D M-1,5x3 5 Wind: 140 mph, h-15ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, + -7 (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. M-3x4 3 yr M-5x6(S) mil 2 A m 0 0.25 1 14011m N eilledillidll 111111111111111111111111111111rs o I. n/�'8 -! I 1* 6 7 O M-3x4 M-1.5x3 M-3x4 M-3x4 y 6-05-12 ), 6-01-12 ), 7-02 b ED P R()F y y �� GIN�� s/p 19-09-08 4C! �„r 89200PE '.�+.: JOB NAME : POLYGON 8056-B - F4 ,._ . �� • Scale: 0.2905 • WARNINGS: GENERAL NOTES, unless°thers's*noted: © OREGON �� 1.Builder and erao9on contractor.hsuId be adNeed of all General Notes 1.MN deolgn le based only upon As parameters sham and Is for an individual Truss: F 4 end Warnings before construction mmmencee. building component.Applicability of design parameters end proper 2,254 compression web bracing muat be installed where Mom.. Inmrporatkm or component Is the reepmNblkty of the building designer. � 1 r 14 2,'-' �`�� 3.Additional temporary bracing to Insure.1.6519 during construction 2.Design spume.Ore tap and bottom chords b be laleraly bread at le the responsibility of the erector.Additional pennenwn bracing of S ns end at 10'oia ro.pectiwviyunless braced(TC)and/or cal their Ierpth), MSR R 1 l-4 20no ped shgethbg suer ae Arwood Mee where shown•drywall(BC). �+ DATE: 8/22/2017 Ore wend structure Is H.nsparlstbtigy of the building designer. 3.20 hoped bridging Or lateral bracing required where strewn�* SEQ. : K3 5 8 5 8 71 4.No bad ahold be applied to any gomponent until after Al bracing and 4.Inetelttion of tau..N the nspanslblllly of the respective contractor. fasteners end ednpte%and at no dere should any loads greeter Oran.. 8.Design mums busses ere to be used Ina non-corrosive endronmenl TRANS I D: LINK desigceep bath lis no liedose to any CO,14 assumes L 8. and Design assumes full bearing slfor'dry condition.of ag supports shown.Shin a wedgy C S,campaTroe hes no mmrai over end assumes no responsibility for the immensity. EXPIRES: 12/31/2017 fabrwtion,handling,shipment and installation of components. 7.Design sssume..dequate drainage Is provided. August 22,2017 8,This design is furnished subject iodide limitations set forth by 8.Plate.Mall be bated on both faces of trues,end pieced so their center TPIPNTCA In SCSI.copies of which will be Nmished upon request, lines eolndde with jdnt anter lines. 9.Diggs indicate Are of Gale M inches. M)Tek USA,Inc.ICornpUTnls Software 7.8.6(7 L)E 10.For basic connector plata design AIN.see E8R-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 4,5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 616BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 58 2-6=(-287) 563 3-6=(-604) 277 BC: 2x4 KDDF M16BTR SPACED 24.0" O.C. 2-3=(-622) 266 6-4=(-147) 80 WEBS: 2x4 KDDF STAND 3-4=( -64) 60 LOADING 4-5=( -5) 2 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PIE BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD- 10.0 PIE TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BOG AREA OVERHANGS: 24.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) LL = 25 PIF Ground Snow (Pg) 0'- 0.0" -136/ 704V -29/ 95H 5.50" 1.13 KDDF ( 625) "" For hanger specs. - See approved plans 9'- 4.5" -47/ 421V 0/ OH 5.50" 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.040" @ -2'- 0.0" Allowed - 0.200" MAX TL DEFL - -0.043" @ -2'- 0.0" Allowed- 0.267" MAX BC PANEL LL DEFL = -0.191" @ 4'- 8.3" Allowed= 0.365" MAX BC PANEL TL DEFL- -0.115" @ 4'- 8.3" Allowed- 0.486" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.004" @ 8'- 11.0" MAX HORIZ. TL DEFL - 0.006" @ 8'- 11.0" 5-02-12 3-10 0-03-12 Design conforms to main windforce-resisting f T T T system and components and cladding criteria. 12 Wind: 140 mph, 1-20.3ft, TCDL-6.0,BCDL-6.0, ASCE 7-10, 3.00 a (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, M-1.5x3 End vertical(s) are exposed to wind, 5 Truss designed for wind loads 4 ' in the plane of the truss only. X M-1.5x3 3 o I 2 N wr d) 0 1 6 -/ O M-3x4 M-3x4 I b ). )' 8-11 0-05-08 y y .1.,?� p P R Op 2-00 9-04-08 �� NGINF�4 /02 �` 89200PE yr JOB NAME : POLYGON 8056-B - H1 _; /-� Scale: 0.5019 - . O' ' • er WARNINGS: GENERAL NOTES, anises otheonse noted: 7 OREGON "C/ 1.Builder and erection contractor should be advised of ell General Notes 1.This design le based only upon the perimeters shown and le for en Individual y* Truss: HI and W �� eming&before construction commence. building component.Applicability of design parameter.and proper N 2.2a4 compression web bredng must be installed where shown.. Incorporation of component Is the responsibility of the building designer, G/6 ue y 14 2,Q �4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chanes to be laterally braced at Is the responsibility of the erector.Additional pewnanenl bracing of 2'n n.and at 18'cu.nspecgwly unless braced throughout their length by M, R I�� continuous sheethir p meth plywood sheathing(7C)ends«drywell(BC). A,� DATE: 8/22/2017 Me overall elrudure Is the nesponsibIlity of the building designer. 3.2a Impact bridging or lateral bracing required where shown+• . SEQ. : K3 5 8 5 8 7 2 4.No bad should be applied to any component until after ell bracing and 4.Installation of bun 0 the responsibiety of Me respecters contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trues..are M be used Ina noncorrosive environ snL design bads be and are for condition•of use. TRANS ID: LINK 5,Com uTNshasnopcn oeoverend aeameanores 8.Design..wmesfullbearingelatisuppoMMown.ShimorwedgeIf EXPIRES: 12/31/2017 p responsibility for the necessary. r�r� fabrication,handling,shipment and Mataf.Hon of components. 7.Design assumes adequate drelnege b provided. August 22,2017 S.This design la furnished subject to the Imitations eat forth by 8.Pielee shell be located on both feces of truss,end placed so(heir canter TPIMTCA M SCSI,codas of which vAl be fundehed upon request. Inas coindde with Joint center line.. MITek USA,InclCom uTrvs Software 7.6.8(114-E 9.Digits Indicate abs of plate In Inches. P10.For basic connector plate design values see EBR.1311,ESR-19118(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 DF 2400F LOAD DURATION INCREASE - 1.15 BC: 2x4 DF 2400F SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <- 12"OC. VON. LOADING Wind: 140 mph, h-21.4ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, BC LATERAL SUPPORT <- 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF • DL ON BOTTOM CHORD - 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD - 42.0 PSF load duration factor-1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the trues 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. 4-1x2 or equal typical at stud verticals. Refer to CompuTrua gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-06 7-06 4 T f 12 12 RIM-4x4 7.00 177Q 7.00 3 0 2 '111‘11 IILmmu ` In o 1 ac Oo 1 M-3x4 M-3x4 y 2-00 y 15-00 `�.` - P� �ss/O • 444 17 89200PE r JOB NAME : POLYGON 8056-B - Ll Scale, 0.4536 ': WARNINGS: Oft*. Cr GENERAL NOTES, unl..s enoted: OREGON lv 1.Bulkier and erection eontredor atjmM be advised of el General Notes 1.Des design I based only upon Be parameters shown and Is t«en individual Truss: Ll and Warnings before misbuction COMMONCOMMON. bulling component Applicability of design parameter.end proper L 7� �O, As 2.2x4 oenpnsdon web brewing mugl be Installed where shown 0. incorporation d component is ms responsibility d the building dsalpner. ��1 1 A . 3.Additional lenpsrery bracing to horn stability awing construction 2.Design assumes the tap end bottom chords b los laterally braced el �/ 1 Y Is the responsibility of IM crests Additional permanent bracing of 2'o.0.and at 10'o.0.respectively unless braced throughout Bak length by c Tx sheatlnlon each as plywood.deg re ahsa5d )enter«drywaI11BC). G�I R I L`. DATE: 8/22/2017 We averse structure I.Ore reaponeibeey of the building designer. 3.2x Imp.d bridging or latent brining required where shown•• SEQ. : K35 8 5 8 7 3 4.No bad should be applied to any component until eller ell bracing and 5.4.Dation ere st hiss H the ars to responsibility usyd In aerro pn•�wNs mston. fasteners are complete end at no lime should any Weds greeter than design beds be eppS.d b any oolnponent end are for`dry condition'of use. TRANS ID: LINKDolmans soon b E.Design mimeo tugbaamget.5supports anawe.Shim or wedge s EXPIRES: 12/31/2017 6.C Tns has no coned over NW assumes no elbH for recess a fabrication,handing,Wiwnel and inelaeaed on components. T.Design assumes adequate drainage Is provided. August 22,20 e 1 7 5.This design N furnished subject M We limitations set forth by S.Plate.shell be located on both feces or piss,and pieced so their center TPIMTCA In BOW,coplra ofwildn will be furnished upon request Knee coincide with Wet center Rhee. 9.Digits Indiesle alta of plate In Ind.,. MITek USA,InclCompuTrus Software 7.8.8(1 L)-E 10.For bob connector plate design values see ESR-1311,ESR-1958 WOW) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 ROOF #16BTR LOAD DURATION INCREASE - 1.15 1-2=1 0) 87 2-6=1-247) 308 3-6=(-353) 229 BC: 204 KDDF 016BTR SPACED 24.0" O.C. WEBS: 2x4 ROOF STAND 2-3=(-388) 182 6-4=(-138) 111 3-4=(-102) 96 LOADING 9-5-( -9) 4 TC LATERAL SUPPORT <= 12"OC, UON, LL( 25,0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF OVERHANGS: 24.0" 0.0" TOTAL LOAD vi42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -133/ 695V -45/ 150H 5.50" 1.03 KDDF ( 625) " For hanger specs. - See approved plans 8'- 11.0" -44/ 374V 0/ OH 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.040" @ -2'- 0,0" Allowed - 0.200" MAX TL DEFL = -0.041" @ -2'- 0.0" Allowed - 0.267" MAX BC PANEL LL DEFL - -0.151" @ 4'- 5.5" Allowed - 0.373" MAX BC PANEL TL DEFL - -0.151" @ 4'- 5.5" Allowed - 0.498" 4-09-06 3-09-14 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS T 12 MAX HOAR. LL DEFL - -0.003" @ 8'- 5.5" 5.00 1-77- M-1.5x3 MAX HOAR. TL DEFL - 0.003" @ B'- 5.5" 5 4 Design conforms to main windforce-resisting I system and components and cladding criteria. 1 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, End vertical(s) are exposed to wind, 14-1.5X3 Truss designed for wind loads in the plane of the truss only, 3 0 w« 0 c 0 v ANIMOMMOMMOMMOMMOIMMOMOMMMOMMOMMOMMOMMLW onill 2 o 6 1 M-3x4 M-3x4 * l b 8-05-08 0-05-08 y y 2-00 8-11 y w `"c :9200P �v JOB NAME : POLYGON 8056-B - N1 / ''� �Scale: 0.5032 a.... WARNINGS: GENERAL NOTES, unleee ofhnelce noted: 11. - �' Truss: NI 1.Bulkier and erection contactor ehould be edNsed of at General Notes 1.This design Is based omy upon the parameters shown and Is for an Individual -y OREGON lt, and Warnings before construction commences. ding component.ApplkablIly of deelgn parameters and proper 2.204 connpresCon web bredng must be Metalled where shown Y. Incorporation of component N the responsibility of the building designer. c:) q y 14 20`� .,��` 3.Additional temporary bracing to hare stebllty during construction 2.Design assumes the lap and bottom chards b be Wordy braced sl 4 e)(� le me responsibility of the erector.Addltionel permanent Miming of g'o.e.and et 10'o.e.reepeeWNy unless braced throughout Bleb length by 4/47 `_ DATE: 8/22/2017 the overall slnMure is Bra responsibility of the building designer. continuous sheathing or aueh es plywood aired lne re s own v drygll(BC). R I 1 ` 4.No load should be applied to any3.3a Imped bridging or lateral bnoMg required where shown+ ` f-7 l+- SEQ, : K3585879pw component unto ager all bracing and 4.Installation of bunle the reepo sof thenspedoe contractor. fastener.are complete end at no time should any loads greater mtobe en 5.Design assume.home arsbe 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,Command has no contras over and assumes no responsibility forme 8.Design 0 uumee NII bearing et ati supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handlblg,shipment and Installation of components. 7.Design.uumee adequate drainage Is prodded. 8.Thio design Ie banished subject to me limitations eel forth by 8.Plates shell be located on both faces of trues,and pieced so their center August 22,2017 TPII TCA In SCSI,coplee of which will be furnished upon request. lines coincide with Joint center lines. MITE*USA,Inc./COmpUTNe Software 7.8.8(11}E 8.Digits Indata sirs of plate In Inches. 10.For bask connector plate design value.see E5 4.1311,E86.fg88(Mffet) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION r late on 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. 3/4"4' Conte p Joint unless x y ( I (Drawings not to scale) Darr age or Personal Injury MAEDimensions are in ft-in-sixteenths. ■■ Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See SCSI. � TOP CHORDS 2. Truss bracing must be designed by an engineer.For O'116 4 wide truss spacing,individual lateral braces themselves o may require bracing,or alternative Tor I a bracing should be considered. 3. 0_ 0 _ 02O Never exceed the design loading shown and never OMAN, a hl o st ck materials on inadequately braced trusses. O .4. Pr vide copies of this truss design to the building For 4 x 2 orientation,locate 111iii5 c5 s de igner,erection supervisor,property owner and plates 0- 'hd'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. Piece plates on each face of truss at each ONIMI 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. U less otherwise noted,moisture content of lumber ah II not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. U less expressly noted,this design Is not applicable for ICC-ES Reports: u with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.c mbelr is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 re ponBibility of truss fabricator.General practice is to to slots.Second dimension Is ER 3907,ESR-2362,ESR-1397,ESR-3282 mbar for dead load deflection. the length parallel to slots. 11.PI to type,size,orientation and location dimensions in icated 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 respects,equal to or better than that i. Indicated b symbol shown and/or SYP represents values as published specified.Y Y by AWC in the 2005/2012 NDS by text in the bracing section of the 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, or less,if no ceiling Is Installed,unless otherwise noted. BEARING 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. IMM� reaction section Indicates joint 111=11 II number where bearings occur. 17.I tall and load vertically unless indicated otherwise. Min size shown is for crushing only. iiiiill ONO .. q18.U e of green or treated lumber may pose unacceptable � e vironmental,health or performance risks.Consult with pthiect engineer before use. Industry Standards: Mil ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. "( BCSI: Building Component Safety Information, 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