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Plans (32) 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. -e- PROF"sS �5 GIN ' /0 89200PE L4OREGON to / Ali)- 14 `Z4 �-- ii/iFt c) 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 #19BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 58 6-7=(-224) 283 2-6=(-427) 223 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-32) 80 6-3=(-350) 150 WEBS: 204 KDDF STAND 3-4=(-84) 87 3-7=(-340) 211 LOADING 4-5=( -5) 2 7-4=(-150) 91 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BIG AREA OVERHANGS: 24,0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 POE Ground Snow (Pg) 0'- 0.0" -101/ 669V -63/ 133H 5.50" 1.07 KDDF ( 625) ** 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 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 = 0.033" @ -2'- 0.0" Allowed - 0.200" MAX TL DEFL - -0.038" @ -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" 9-05-08 4-01-12 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS f 1' 1' - MAX HORIZ. LL DEFL = -0,003" @ 8'- 5.5" 12 MAX HORIZ. TL DEFL = 0.003" @ 8'- 5.5" 3.00 '- Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 9 5 --� Wind: 140 mph, h-15ft, 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(s) are exposed to wind, M-3X9 Truss designed for wind loads in the plane of the truss only. 3 IIIIIIIIIIII III ccoM-1.5X3 1 � al0 i ,= MA rdIIIIIMIIIIIIIMIIIIIIIIII .SijliaiA -/ 6 ME 7 M-3x9 M-3x9 y > y 2-00 8-11 <R0 PRQFe.° � lyGiNE 9 ©2 , / `<- 89200PE r JOB NAME : POLYGON 8056-B - , 01 �*' � �� Scale: 0,5032 ,110111114.17 .lA WARNINGS. GENERAL NOTES, unlesso5rerwlse need: ! ,1 7 Builder and tion contract sho ld be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual �/ /f_OREGON A. Truss: 01 and Warning before construction commences. building component Applicability of design parameters and proper 4 f%�/ Ill A. 2.204 0 epresN b bradnv t be installed where shown+, Incorporation or component Is the reeponslMAN of the Mang designer. <) ;1.4' "7 y A 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �./ f W' h the reeponNWN or ire erectern Mditional permanent bmRp or r o.c.and at to'o.c.reepectively unless braced throughout their length by (_,R R 1 0- DATE: 8/22/2017 me overall structure Is me respo slim r the building designer. 10- continuous Impact sheathing such as Meme tired here s and/or dryw.n(Bc). ��III[` T ly o 9 9 3.2s Impact bridging or such bracing repaired where shown+• d SEQ.: K3 5 8 5 8 3 3 4.No road should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end at nd time should any loads greater than 5.Design assumes weeas are bnon-corrosivemim be used in a enmenL b any component. and are for condition.on•of use. TRANS I D: LINK design bees be applied8.Design assumes fall bearing at all supports shown.Shim or wedge If E CompuTmrs has no control over end assumes no responsibility for the nems am EXPIRES; 12/31/2017 fabrication.handling.shipment and installation of components. sn ass 7.Mates emu adequatedrainageface is provided.a August 22,2017 8.This design is famished subject b the limitations Eel forth by 8.Plates"hell be located on both faces of iNss,and placed so their center TPII TCA in SCSI,copies of which will be furnished upon request. lines coincide with fent center linea. g.Digits indicate eine of plate In inches. ME ek USA,Inc./ColnpuTrue Software 7.8.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 9'— 3.2" ICONS. 2: Design checked for net(-5 psf) uplift at 24 •'oc spacing. TC: 2x9 KDOF 41&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 190 mph, h=15ft, TCDL=9,2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PIE (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-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. 4-07-10 4-07-10 T T T 12 12 7.00 IIM-4x4 Q7,00 2 I I NOTE:DESIGN ASSUMES SHEATHING TO ONE FACE. r o r 0 P O P 0 ,ti 1 3 `-1 ///////////////////////////////////////////////////////////////////////// 4 5 b 3' 3' 3' 2-00 9-03-09 2-00 � �cp PR p fiFss Co N. NGINEF� /� �- :9200PE 444 �<- JOB NAME : POLYGON 8056-B - Al ,/� Scale: 0.5609 t i411P- SC WARNINGS: GENERAL NOTES, unless othenwleenoted: leOREGONA.�C/ Truss: A I 1.Builder and erection connector should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual "'7 flit Li 'V A- end Warnings before construction commences. building component Applicability of design parameters and proper R^ Incorporation of component H the responsibility of the buildingdesigner. / y AA 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the lop end bottom chords be laterally braced at O 1 44 3.Additional temporary bracing to insure"NNW during construction y o.c,and et 10'o.c,respectively unless braced throughout their length by Is the responsibility of the erector.Additlanel permanent bracing of continuous sheathing such as plywood sheathing(TC)and/on drywatl(BC). -41. {� .. DATE: 8/22/2017 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown+o I-1R 1 SEQ.: K3 5 8 5 8 3 4 4.No bed should be applied to any component until after ail bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners ere complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment. TRANS ID: LINK design loads be applied to any componolL end area'Irby condition.ofuse. 5.CampuTme has no control over and assumes no responsibility for the e.Design assumes lull bearing et all supports shown.Shim or wedge H August 12/31/2017 fabrication.handling,shipment and Installation of components. 7.necessary. esign assumes adequate drainage Is provided. August 22,2017 H.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPIIWTCA In BC-SI,copies of which will be furnished upon request lines coincide with joint center lines. uTms Software 7.8.8 1 L}E 9.Digits Indicate size of plate In inches. MiTek USA,Inc./Com P ( 10.For bask connector plate design values see ESR-1311,ESB-1988(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS ITRUSS SPAN 9°- 3.2" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 22,4 RODE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 -3) 141 6-7=(-104) 111 6-2=(-619) 254 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-345) 110 7-8=( -31) 38 2-7=1 -8) 223 WEBS: 2x4 KDDF STAND 3-4=(-345) 110 7-3=1 -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 PIE 4-8=(-619) 254 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG 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/ 1168 5.50" 1.05 KDDF ( 625) 9'- 3.2" -100/ 656V 0/ OH 5.50" 1.05 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 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" @ -2'- 0.0" Allowed- 0.200" MAX TL DEFL - -0.034" @ -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" T f f MAX TC PANEL TL DEFL = 0.061" @ 2'- 7.1" Allowed = 0.464" 12. 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 7.00 I M-4x4 ' :17.00 MAX HORIZ. LL DEFL = -0.001" @ 9'- 1.5" 3 4.0" MAX HORR. TL DEFL - 0.001".@ 9'- 1.5" Design conforms to main windfo rce-resisting 000000001111 1 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-3x9 4111111 M-3x4 2 4 f -/ : 11 0 0 1 I mi v 0 ofAIS I Z M-1.5x3 M-3x8 M-1.5x3 y b b 4-07-10 4-07-10 y 2-00 y 9-03-04 b 2-00 b ��' O PROF <c�\� N06, GI N 9 /e * �._..,89200PE <' JOB NAME : POLYGON 8056-B A2 Scale: 0.4854 ; 4,O!.. -- WARNINGS: GENERAL NOTES, unless otherwise noted: E' ....ON /t�. 1.Builder and erection contractor a be advised of all General Notes 1.DIN design is based only upon the parameters shown and is I«an Individual ��/,,_ ",'g✓ Truss: A2 and Warnings before constraclloh mencea building component Appllcabfey of design parameters and proper L� 7n ^� ` 2.204 cnmpresalon web bracing m st be metalled where shown a. Incorp«atlon of component a Me responsibility of Me buNtling designer. /'s 7 14 V 3.Additional temporary bracing to I sure stability during construction 2.Design assumes Um top and bottom chords to be laterally braced at �C./ by Is the responsibility of the°recto(.Additional permanent bracing of 2'continuous end et 10'hino.crespectivelyplywood unless braced(7C)a df r preeir length). A ^w R 11- DATE: 8/22/2017 the overall structure is the respo sibiA of Me busdi designer. continuous sheathing such as acing ns a i d where o n drywalgsc). H 4 responsibility ng 9 3.2z Impact bridging or lateral bracing requlratl where shown++ 4.No load should be applied to any component until after at bracing and 4.Installation of truss A the responsibility of the respective contractor. SEQ.: K3 5 8 5 8 3 5 fasteners are complete and at nd time shouts any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design Meda be applied to any component. e_Design and re f«'ary condition"of f use. supportsshown.shim or g 5.CompuTroa has no conlld over end assumes no responsibility for the necess,ryeueaaEXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is prodded. August 22,2017 6.This design is furnished subject to the limitations set font by e.Plates shall be located on both faces of truss,and placed so their center TPIMTCA in BGSI,copies of which will be furnished upon request. tines coincide with joint center lines. 9.Digits indicate ear of plate in inches. MiTek USA,Inc./CompuTru9 Software7.6.8(1L)-E 10.For basic connector pate design values see ESA-1311,ESR-1988(Mirk) 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 #1&BTR 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=) -434) 2088 6-3=( -172) 152 WEBS: 2x4 KDDF STAND; LOADING 5-2=1 -686) 3118 2x8 KDDF #2 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 <- 12.0C. UON. BC UNIF LL( 425.0)+DL( 309.0)= 734.0 PLF 0'- 0.0" TO 9'- 3.2" V LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. 5'- 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) J'- ( 2 ) complete trusses p required. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Attach 2 ply with 3"x.131 DIA GUN ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. nails staggered: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP \/1/ 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 /yv�'\ 6" oc in 2 row(s) throughout 2x8 bottom chords, MAX LL DEFL = -0.018" @ 4'- 7.6" Allowed- 0.418" 9" oc 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 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, 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End verticale s) a exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 z 0 0 m M-3x12 1 o r 'di .11111 c O :A® I 0 l f 4►7. 5 �.6 -f M-8x10 M-5x12 M-8x10 )' l y 4-05-14 4-09-06 y 9-03-04 y N. 1a.A ^?NE,C' °I. �d V\ 89200PE ter" JOB NAME : POLYGON 8056-B - AG � Scale: 0.3758 Q �I CC WARNINGS: O.This Lde NOign Is b, uny u otheeMu noted: O�y �y, A' Truss: AG Builder and erection contractor should be advised of ail General Notes This design Is based only upon the parameters shown and Is for an Individual OREGON G 'V h- and Warnings before construction commences building component.Applicability of design parameters and proper Y `4vA` f�.l 2.2x4 compression web bradng must be installed where shown r. incorporation d component la the responsibility d the building Oeslgner. �/� ,a 3.Additional temporary bradng to Insure inability during construction Z.Design assumes the top and bottom chords to be laterally braced al t.f Is the responsibility d the erector.Additional permanent bracing of 2'a.c,end et 10'o.c.respectively unless braced throughout their length by � � IO- DATE: 8/22/2017 the Owren structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(S0). T7 g 3.2x knead bridging or lateral bradng required where shown+• SEQ. : K3 5 8 5 8 3 6 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete ant at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorroshe environment, TRANS I D: LINK design roads be applied to any component. and are for`dry condition.of use. 85.Dam Tms has no control over and assumes no re �s gn°°• °ate°bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 W responsibility the necessary. um fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage Is prodded. August 22,20.I 1 7 8.This design is fumished subject to the tmtations est hath by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. uTrus Software 7.6.8 1L E 9.Digits Indicate size d piste I^inches. MiTek USA,Inc./Com P ( )- 10.For bask connector plata design values see ESR-1311,ESR-1888(MiTek) 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 dl&BTR I LOAD DURATION INCREASE = 1.15 1- 2=( O) 114 2- 8=(-120) 255 3- 8=(-416) 285 BC: 2x4 KDDF #16BTR 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. SON. 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 BAG 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 RODE ( 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. !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 - -0.036" @ -2'- 0.0" Allowed- 0,200" MAX TL DEFL = -0.041" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.029" @ 22'- 6.2" Allowed - 0.200" MAX TL DEFL - -0.034" @ 22'- 6.2" Allowed - 0.267" 11-01-08 9-04-12 MAX TC PANEL LL DEFL - -0.013" @ 18'- 6.5" Allowed - 0.314" MAX TC PANEL TL DEFL -SEASONED LUMBER IN3 DRY SERVICE dCONDITIONS 5-09-09 5-03-15 9-06-10 9-10-02 .1' 1' ' f f MAX HORIZ. LL DEFL- 0.004" @ 20'- 4.5" 12 12 MAX HORIZ. TL DEFL - 0.004" @ 20'- 4.5" IIM-4x97,00 7.00 ' Q Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. M-3x6 ,4„7,7( M-3x6 NN Wind: 140 mph, h=l5ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, I (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), M-1,5x9 load duration factor-1,6, I�-1.5X4 End vertical(s) are exposed to wind, M-3x6 �t Truss designed for wind loads M-3x6 �� M3x9 in the plane of the truss only, M-1.5x3 3.6 Truss Truss designed for 4x2 outlookers, 2x4 let-ins M-3x6 3 the same size and grade as structural top ".ljI Alhord. Insure tight fit at each end of let-in. 1111 M-1.5x4 Outlooks rs must be cut with care and are M-3x6 permissible at inlet board areas only. M-1.5x4 "M-1.5x4.: M-3x4 GABLE END TRUSS ON CONTINUOUS BEARING WALL UON. REFER TO STANDARD GABLE END DETAIL FOR COMPLETE M-3x6 ' �� o SPECIFICATIONS. 0 2 '',grA ww -1 mmmmommmmmaii7 0 I8 M-3 x8 M-3x6(S) M-3x9 M-1.5x3 1.5x3 M-3x4 I y ), b b 11-01-08 4-10-02 4-06-10 y - i k 4ED PROppss k ), 14-00 6-06-09 )' l �� tiJ �. ��*� 2-00 20-06-04 2-00 „,_."44 89200PE I JOB NAME : POLYGON 8056-B - B1W' . Scale: 0,2604 ' .�r. WARNINGS: GENERAL NOTES, unless othem se noted it OREGON /i� 1.Builder and erection contractor should be advised of all General Notes 1.This design N based only upon the parameters shown and is for an Individual //.. 4,y y `,{✓ Truss: B I and Warnings before consbuco,tn commences. building component Applicability of design parameters and proper / fy`_ �0` (� 2.204 compression web bracing n)usl be installed where shown.. incorporation of component is the responsibility of the building dedgner. �/ 14 af,�a �'!i� 3.Additional temporary bracing to sure stability during constmction 2.Design assumes the top end bottom chants la be laterally braced at { V� IO- W the responsibility of the a Additional permanent bracingf 2'continuous and s ea o.c.such a pN woods braced throughout r dryeir length al0B). MSR R I�� ° wn6nuowe aheaning such as pywaoe sheathing(TC)and/or drywaiHsc). DATE: 8/22/2017 the overall structure Is the re lily of the building designer. 3.2x Impact bridging or lateral bracing required where shown.• SEQ.: K3585837 4.No bad should be applied to any component until after all bracing and 4.5.InsInstalni assumesftruss isthee are sibulsydfnaity of enodoorrosespectNe cona ttwutet.enL fasteners are complete and at no time should any loads greater than g design loads be applied to any Component. and are for'dry condition.of use. TRANS I D: LINK s.compuTrus has no controloveran„ assumes no reeponalbiny for the e.Design assumes ran bearing at all supports mown.shim a waded it EXPIRES: 12131/2017 ssary. r� .t fabrication,handling,shipment d Installation of components. 7.Design assumes adequate drainage b provided. August♦22,2017 6.This design is furnished subject to Me limitations set fold by 8.Plates shell be located on both fats of truss,and placed so their center 9 TPb`MCA in SCSI,copies of w('l°6 will be furnished upon request lines coincide vdm joint center lines. 9.Digits Indicate size of plate in Inches. MTek USA,Inc./CompuTru!Software 7.8.8(1 L)-E to.For basic connector plate design values see ESR.131 t,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" ICONS. 2: Design checked for net(-5 psf) uplift at 24 '00 spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. ICOND. 3: 250.00 PLF SEISMIC LOAD. WEBS: 2x9 KDDF STAND - LOADING Note:Truss design requires continuous ii TC LATERAL SUPPORT <= 12"OC. UON. bearing wall for entire span UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 0= 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:l-b 1 2 the responsibility of the engineer of record. LL = 25 PSF Ground Snow (Pg) Designassumes shear 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 II o ti I I 6 I '-1 I I — .+ I I I I G e I I - -I I I 3 5 l b � oP ©Fes1-10-04 ' ' Gs gN � i rR3 89200PE �r JOB NAME : POLYGON 8056-B - BP1 �i Scale: 0.5535 am. . (y.. WARNINGS, OThis e NOTES, unlessy o Beper eels '9 �O R EG ON �`'(^'&'.. 7.Budder and a ters contractor on cos be advised of all General Notes 1.This design Is based only upon the parameters are shown and Is for an Individual / ("4 {y Truss: BPI and wamings before construction commences bulidblg component.Applicability of design parameters and 2 2x4 corn incorporation of can pons ry g erg 2,- P� compression web bredng mus be installed where shown+. 2.Design seumee the top is the res Ibgl of the building designer. /jy ,� 4 3 Additional temporary bracing to Insure stability during construction and bottom chords to be braces at W ��aaa Is the responsibility of the erector.Additional permanent bracing o! 2'o.c.and at 10 ad respectively unless braced throughout their length by /'�a.,,� O- DATE: 8/22/2017 the overall structure Is the responsibility of building desi continuous sheathing such as plywood sheathing(TC)and/or drywa8(Bc). 'r(11�. g gner. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K3 5 8 5 8 3 8 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the rsapecths contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. TRANS I D: LINK design bads be applied to any component end are car'dry condition.'of use. 5.Com uTrus hes no control over end assumes no res 6.Design assumes full beadng at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 p ponsibiliy for the _ssry fabrication,handling,shipment installation of components. ].Design assumes adequate drainage Is prodded. August 22,2017 8.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPINIICA in SCSI,copies of which will be furnished upon request lines coincide with joint center Tines. MiTek USA,Inc./Com uTrus Software 7.8.8 1 L E 5.Digits Indicate eke of plate In Inches. P ( j- 10.For bask connector plate design values sea ESR-1311,ESR-t988(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 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR ! SPACED 24.0" O.C. ICOND. 3: 250.00 PLP SEISMIC LOAD. WEBS: 2x4 KDDF STAND Note:Truss design requires continuous LOADING 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 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:l-6 the responsibility of the engineer of record. 1 2 -s' 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. 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 1 I' co I I 0 4 � II F ///////////// I 3 5 b 1-10-04 �J�-��G� �s`S�O 44, 17 C 89200PE r' JOB NAME : POLYGON 8056-B BP2 ,/� Scale: 0.5657 ''.lam � ' /'� WARNINGS: GENERAL NOTES, unless otherwise noted: • OREGON <U 1.Builder and erection cosnanbr Could be advised of all General Notes 1.This design Is based ody upon the parameters shown and Is for an IndNldual '�/� A Truss: B P 2 and Warnings before conenasoen Commences bulidhg component Applicability of design parameters and proper LSO fL7 ^,` A 2.284 compression web bracing dual be Installed where shown+. incorporation of component Is the responsibility of the bulblig tlesgner. -1) 14, l! v, 3.Additional temporary bracing to nnrre aebinty during construction Z.Design assumes the top end Bohan chords to be laterally braced al - vo is the responsibility of the erect r.Additional permanent bracing of 2'continuous ou at ea ctn.such as ply unless braced throughout they lengthby �FiR 1�A DATE: 8/22/2017 the overall structure Is the resp4netbq of the bundle designer. 20 Impact sheathing such all acing requirede a where)ovm•r drywan(Sc). hY g 9 3.h Impact bridging or lateral bracing where shown+• SEQ.: <D 5 8 5 8 3 9 4.No bad should be applied to ary component until aha all bracing and 4.Installation of buss la the respon4bHMy of the reepectNe contractor. fasteners are complete end at do tine should any loads greater than 5.Design assumes trusses are b be used b e non+mrrosNe environment design bade be applied to any Component. and are for'dry condition'of use. TRANS I D: LINK 5.CompuTms has no controloven and assumes no responsibility for the s.Design assumes u11 bearing al all supports snows.slam a wedge 8 EXPIRES: 12/31/2017 fabrication,handling,shipment`ed installation of components. 7.Design assumes adequate drainage Is provided. August 22,201 7 6.This design a furbished wb)ecilto be limllahons set forth by 8.Plates shell be boated on both faces of truss.and placed so their center TPIANTCA in SCSI,copies of cO Mil be furnished upon request. lines coincide with Joint center lines. �L 9.Digits Indicate aloe of plate In Inches. MiTek USA,Inc.ICOmpoT'vat Software 7.6.8(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-t988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1SBTR SPACED 24.0" O.C. 'COND. 3: 250.00 PLF SEISMIC LOAD. WEBS: 2x9 (DIE STAND Note:Truss design requires continuous LOADING 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 PSF All connections and attachments of components to form TOTAL LOAD = 42.0 PIE the structural system for imposed seismic loading is M-3x4 where shown; Jts:1-6 the responsibility of the engineer of record. 1 2 -/ 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. I I r 0 6 0 aa, m 0 N 4 0 I I — — ///////////// —/ 3 5 y y I D PROfiF`rS 1-10-04 �NGINEF19 /plc' ti•_. 89200PE JOB NAME : POLYGON 8056-B - BP3 Scale: 0.6413 eillw ct- WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON /v_ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �f_OREGON t.7 V,V N,� [r(✓ Truss: B P 3 and Warnings before construction commences. building component.Applicability of design parameters and proper ^ 4 2.204 compression web bracing must be Installed where shown 5. incorporation of component la the responsibility of the bulMing designer. //y y y u( tj 3.Additional temporary bracing to insure stability dudrg construction 2.Design assumes the lop and bottom chorda to be laterally braced at �f A y+., 1 V by Is the responsibility of the erector.Additional permanent bracing of T continuous and at 10'o.c.respectively anises braced throughout their length). /4 /in I L- DATE: 8/22/2017 the overall structure Is the responsibility of the building designer. ximpatbridgingsheathing er suer l t plywood requiredsheathens shown andf+drywell(BC). "T((( 3.in impactoftruss or Isere/bracing where ++ SEQ.: K 3 5 8 5 8 4 0 4.No load should be applied to any component until after all bracing and 4.Installation of trues Is the responsibility of the respective contractor. • fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used M e non-corrosive environment, design beds be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 8.Design assumes full bearing ea supports shown.Shim or wedge • 5.CompuTms has no control over and assumes no responsibility/or the EXPIRES:X ' 12/31/2017 fabdcason,handling,shipment necessary. + eothellmiatinsstby T.pietenDesighallasseeadedoneothfcesoffnnage Is seend. AU9USl ZZ,2017 8.This design is furnished subject to Me limitations set forth 8.Plates shell be located on both faces of Inns,end placed so their center TPIATCA In BCSI,copies of which will be furnished upon request, lines coindde with pint center lines. 9.Digits indicate size of plate Ininchee. MiTek USA,Inc./COmpuTNa Software 7.6.8(1L}E 10.For bask connector plate design values see ESR-1311,ESR-1988 Web) �i, 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. I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 RODE #1&BTR SPACED 24.0" O.C. [COND. 3: 250.00 PLF SEISMIC LOAD. WEBS: .2x4 KDDF STAND LOADING Note:bears 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 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 ujown; Jts:l-414-5 2 the responsibility of the engineer of record. LL = 25 PSF Ground Snow (Pg) 1 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 lOPSF LIVE LOAD. TOP for the component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • 0 c, 1 1 6 I upfl I co W • • • I II - • 3 5 i' I, <(51‘,,x �� o PR OF4•• 1-10-04 ��c`r� NGINFFR f((i, 89200PE - <' JOB NAME : POLYGON 8056-B - IBP4s ,��- • I Scale: 0.9651 �� IP 47C WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON /+_ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an IndNldud 4J Il Cl7 V'Y t7 �(,/ Truss: BP 4 and wamin a before construction commences. building component.Applicability of design parameters and proper ,[/ N 2.2s4 compression web bracing must be installed where shown a. incoryorelbn d component la the responsibility of the building designer. �� 7,"� 14 2,Q1.\ v., 3.Additional temporary bracing to Insure stability during construction T.DesiOn assumes the lop and bottom chords to be laterally braced al „s. b the responsibility of the areolar.Additional permanent bracing o! T o.c.and al 1G o.c.respectively unless braced throughout their length by41$ i¢ DATE: 8/22/2017 the overall structure Is the responsibility continuousimpactriginganathing suchl bracing re aired sheathing(TC) arywalHBC). ��t�� ty of the building designer. 3.2x impact bridging or lateral pacing required where shown++ SEQ. : WO 5 8 5 8 4 1 4.No road should be applied to any component until agar all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID• LINK design loads beapplied toany component andasfo dry condition"Druse. S. 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing al all supporta shown.Shim or wedge s EXPIRES: 12/31/2017 necessary. fabrication,handling,shipment and the of components. 7.Design assumes adequate drainage N provided. August 22,201 7 6.This design b hmished subject td ges e Notlimitations set forth by 8.plates shag be located on both faces of truss,and placed so their center TPIANTCA In SCSI,copies of whWI will be furnished upon request, line coincide with Joint center lines. 9.Digits indicate sloe of plate In Inches. MITek USA,Ino./CorepuTmsSoftware 7.6.8(IL)-E TO.For basic connector plate design values see ESR-1311,ESR-1965(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 204 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR 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. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 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, MFRS(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-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. 6-00 6-00 T T T 12 12 7.00 L IIM-4x4 Q 7.00 2 1= NOTE:DESIGN ASSUMES SHEATHING TO ONE FACE. 0 0 v a, 0 0 1 3 /////////////////////////////////////////////////////////////////////////////////////////////// 4 5 2-00 12-00 �� cPROFe �GIN��c 0.0. 17 Q :9200P <" • JOB NAME : POLYGON 8056—B — Cl Scale: 0.5116 47 /1 I I P ^ WARNINGS: GENERAL NOTES, unless oMemMu noted: OREGON ry E/+,y�is' /'" 1.Milder and erection conbulor should be advised of eg General Notes 1.This design is based only upon the parameters shown and is for an Individual fl L741'V y)- `s(./ Truss: Cl and Warnings before construction commences building component Applicebluty of design parameters end proper �j N Ak 2.2x4 compression web bracing must be Installed where shown r. Incorporation of component Is the responsibility of the building designer. /O •7 y A 21„)� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords b be laterally braced at _ 'Y bt Is the responsibility of the erector.Additional permanent bracing of 2'ex.and at 10'o.c.respectively unless braced throughout that.length by M�w DATE: 8/22/2017 the Owren structure Is the responsibility or the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). "'777 t'?A�L Po y 9 9 3.2x Impact badging or lateral bracing required where shown•t a• �'i SEQ.: K3585842 4.No bed should be applied b any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are b be used In a noncorrosive environment, TRANS I D• LINK design beds be applied to any component. and are for dry condition.of use. 5.CompuTnn he.no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports chows.Shim or wedge EXPIRES; 12/3112017 fabrication,handing,shipment and installation of components. ss assumesn ♦ .I isehi 7.Pates adequate bothl faces truss. August ZZ,Z�17 5.This design is rumishea subject to the limitations sal forth by 8.Plato shall be located an both feces of truss,and placed so their center TPbWTCA in SCSI,copies of which will be furnished upon request. Ines coincide with Joint center lines. 7.8.8 1 MITek USA,Inc/Com uTrus Software E E 9.Digits Indicate size of plate In Inches. P ( 10.For bask connector plata design values erre ESR-1311,ES114.1888(MITek). This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS i TRUSS SPAN 1'- 10.3" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 209 KDDF #16BTR I LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF $16BTR SPACED 24.0" O.C. ICOND. 3: 250.00 PLF SEISMIC LOAD. WEBS: 204 KDDF STAND Note:Truss design requires continuous LOADING 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. IDL ON BOTTOM CHORD = 10.0 POP All connections and attachments of components to form 1 TOTAL LOAD - 42.0 PSF the structural system for imposed seismic loading is =M-4x4 M-3x4 the responsibility of the engineer of record. LL = 25 PSF Ground Snow (Pg) f 1 2 -7 Design assumes shear panel to align with verticals -- i LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. __ 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 1 iIIM- 9x4 o ,y HM-4x4 I I ,-: ' I I .-I r r . iII - II/- ///////////// - 3 5 =M-4x4 M-3x4 ��D PRp. S b 1-10-04 b GINEE'C 1d 89200PE �r JOB NAME : POLYGON 8056—B BP5 -141P.40101!:•1110.7 Scale: 0.9778 O' WARNINGS: GENERAL NOTES, unless otherwteenoted �� OREGON �w 1.Builder and erection contract hodd be advised of aA General Notes 1.The design k based only upon the parameters shown and Is for an Individual �. Truss: BP5 and warnings before constructor commences. bulging component Applicability or design parameters and proper �/ 2.2x4 compression web bracing Ysl be Installed where Mown+. Incorporation of component la the responsibility of the bulling designer. /O 7 14 ��` `_',^ 3.Addttlonal temporary braci g to Mese stability during construction 2.Design assumes the lop and bottom chords m be laterally braced al //..., Y l0. by N the responsibility of the erasion ASditional permanent bracing of Y ogn and sheathing to o.c,such a ply unless braced throughout they length). �"*R R 1 U� DATE: 8/22/2017 tiro overall structure la the resposibA f the buidin designer. 20 Impat riingoetchasacing re required where responsibility o g 3.In Impact bridging or the lateral Mating yofthwhere shown r+ SEQ.: K3585843 I.No load should beapplied eleandotnywmponentuntil nodall homing and 5.Desigeeonomr8wl8�BelIsbeusedmeenrespective ve�nnment fasteners are complete and at no thee should any Nada greater than Design are for dry cmration^or use. TRANS I D: LINK design mass be applied to dry component s.comptr ua has no conga over end assumes no responsibility oar the e.Deign assumes full beadng.t.A supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling.shipment and Installation of components. necessary.am 7.Pesishall es adequate drainage Is pruss, August 22,2017 B.This design to furnished eubWct to the limitations set forth by B Plates anal)be laterad on both faces of was.and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. tines soindde with joint center lines. 9.Digits indicate sire of plate in Inches. MTek USA,Inc.ICompuTrus Software 7.8.8(1 L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 4-02-00 GIRDER SUPPORTING 15-03-00 ON TC IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x6 KDDF #16BTR 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 #163TR 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 KDDF STAND 5-2=( -86) 528 LOADING TC LATERAL SUPPORT <- 12"OC. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"OC. CON. 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 SNIP 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 KDDF ( 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/ OH 5.50" 2.22 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 9" oc 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 SOPSF LIVE LOAD. TOP MAX LL DEFL - -0.003" @ 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" @ 2'- 1.0" Allowed- 0.217" SEASONED LUMBER IN DRY SERVICE CONDITIONS 2-01 2-01 MAX HORIZ. LL DEFL - -0.000" @ 3'- 10.5" ' ' f MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.5" M-1.5x3 M-3x8 M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. 2 3 -a Wind: 140 mph, h=21.5ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, N1 - T 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), (L load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. co 0 0 1 0 0 0 1 N N 4* 5 6 M-3x4 M-1.5x3 M-3x4 b b 3. 2-01 2-01 1 b 4-02 SO ��EU PRQ, j.g '. N Lc'V i0 w 2 ` - 892001E - �r- ...p JOB NAME : POLYGON 8056-B - BX1 _ 0/s- Scale: 0.4600 i ....".. 011 WARNINGS: GENERAL NOTES. uNess othefwlse noted -7 OREGON .C/ 1 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual /m 4# sem_ Truss: BX I and Warnings before construction commences. building component Applicability of design parameters and proper /r✓ '#�j� a Y'P 2.244 compression web bracing must be installed where shown*. Incorporation of component Is the responsibility of the building designer. //1 J 3.Additional temporary bracing to insure stabNiy during construction 2.Design assumes the by and bottom chords to be laterally braced el (.II r Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and e110'o.c.respectively unleu braced throughout their length by IO- DATE: 8/22/2017 trre overall structure is the responsibility m the boom designer. continuous sheathing such as plywood sheathing(TC)andfor drywall(BC). """III '(71 "g g 3.2x Impact bridging or lateral bracing required where shown** SEQ. : K3 5 8 5 8 4 4 4.No load should be applied to any component until after at bracing and 4.installation of truss N the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc nonmorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for•dy condition`of use. 5.CompuTms hes no control over and assumes no responsibility for the 6e Design assumes full bearing at all supporta shown.Shim or wedge H EXPIRES; 12/31/2017 fabrication,handling,shipment and installation of components. spy rT T.Design assumes adequate drainage Is provided. August 22,201.t 7 S.This design Is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in SCSI,copies of which will ba furnished upon request lines coincide with joint center lines. Wok USA,Inc./Com uTn1s Software 7.8.8 1 L-E 9.Digits Indicate eke of plate In Inches. P ( ) 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0,0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -3) 141 6-7=(-118) 130 6-2=(-723) 277 BC: 2x9 KDDF 01&BTR SPACED 24.0" O.C. 2-3=(-479) 129 7-8=1 -31) 44 2-7=( -12) 311 WEBS: 2x4 ROOF STAND S3-4=(-479) 129 7-3=( 0) 198 LOADING 4-5-( -3) 141 7-4=( -12) 311 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP 9-8=(-723) 277 BC LATERAL SUPPORT <- 12"OC. UON. DI. ON BOTTOM CHORD = 10.0 PIP TOTAL LOAD = 92.0 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) Cr- 0.0" -110/ 770V -132/ 132H 5.50" 1.23 KDDF ( 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. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - -0.029" @ -2'- 0.0" Allowed= 0.200" MAX TL DEFL - -0.039" @ -2'- 0.0" Allowed- 0.267" MAX LL DEFL - -0.029" @ 19'- 0.0" Allowed= 0.200" MAX TL DEFL - -0.039" @ 14'- 0.0" Allowed= 0.267" MAX TC PANEL LL DEFL = -0,029" @ 3'- 1.3" Allowed - 0.914" MAX TC PANEL TL DEFL - 0.079" @ 3'- 1.3" Allowed - 0.621" .-00 6-00 SEASONED LUMBER IN DRY SERVICE CONDITIONS f f f 12 12 MAX HORIZ. LL DEFL= -0.001" @ 11'- 10.3" 7.00 ' 7.00 IM-9x9 MAX HORIZ. TL DEFL- 0.001" @ 11'- 10.3" 4,0" Design conforms to main windforce-resisting 3 72 system and components and cladding criteria. Wind: 190 mph, h-15ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, (All Heightsl, 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 M-3x4 2 9 I r-- ion is in........._ ___..........„i i i i iii ill 1 ,o 1 ase N 5►� 7 ��. -f 6 M-1.5x3 M-3x8 M-1.5x3 1 > y b )• 6-00 6-00 l y �ocO P R OFFS z-oo 12-00 2-00 � � tJGINE�. Sip�v ,..._--.../ 89200PE c"- JOB JOB NAME : POLYGON 8056-B - C2 .....41141,..4111°. Scale: 0.4116 - 40:01P * CC OREGON 14,/ WARNINGS: GENERAL NOTES, unless otherwise noted. 1.Budder and erection read should beadvised of all General Notes 1.This deacon is based only upon the parameters Shown and is for an Individual A- Truss: C 2 and Warnings before conaW 11 ences incorporation budding component component is of design parameters and proper 7 2.loo compression web bredng must be Installed where shown v. Incogwration of component la the responsibility of Me budding designer. LSO 74)- �a�¢4- 14 �` 3.Additional temporary bracing to Faure stability during conalmction 2.Design assumes the lop and bosom chords b be laterally braced at AAA.,� Is the responsibility of the ereclof.Additional permanent bracing of T continuous et 10'sheathing such as ply unless braced throughout their length by _J A s,,,R I L' DATE: 8/22/2017 the overall structure is the ren Iblll f the building designer. 5Impact ehgglor latebacing re uirshee sssrr S drywall(BC). ,41J �.+ pore y c 3.h Impad bridging or lateral bracing required where shown • S E K 3 5 8 5 8 4 5 4.No load should be applied to any component until after all bracing and 4.Installation ofss Is the responsibility of the respective contractor. Q'' fastener are complete and at no time should any loads greater than 5.Design assumes buena are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. 6. and assumes`dry beedng use. t ail suppose shown.Shim or If 8.CompuTrus has no control over and assumes no responsibility for theEXPIRES 12/31/2017 febdratlon,handling,shipment' installation of components. gnars T.necessary. eagnhallbesadadonbothfegaapruss,a. August 22,2017 8.Thin lesion is lurdahed subject ale limitations net forth by e.Plates shell be located on both faces of truss,end placed so their center TPIAVECA In SCSI,copies of lcft will be furnished upon request lines colndde with)olnt center lines. 9.Digits Indicate elea of plate In inches. MITek USA,Inc./CompwTru Stuflware 7.6.80 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 -3) 141 8- 9=(-148) 188 8- 2=1-899) 290 BC: 2x4 KDDF k1613TR SPACED 24.0" O.C. 2- 3=1-736) 181 9-10=( -85) 598 2- 9=( -74) 558 WEBS: 2x4 KDDF STAND 3- 9=1-440) 188 10-11=( -48) 97 9- 3=1 -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=1-117) 108 12- 6=( -58) 102 10- 9=( -51) 150 BC LATERAL SUPPORT <- 12"OC. LION. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 114 10- 5=1 -11) 349 TOTAL LOAD = 42.0 PSF 5-12=1-806) 279 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 (tors). 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/ 909V 0/ OH 134.50" 1.45 RODE ( 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 1 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.029" @ -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" @ 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" '1' 1' 1. 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" T f 'r f 1' MAX HORIZ. TL DEFL - 0.006" @ 22'- 6.2" 12 12 7.00 I .. M-4x9 Q 7.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. M-3146 �' M-3x6 Wind: 190 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, M-1.5x4 End vertical(s) are exposed to wind, M-3x6 M-1.5x4 Truss designed for wind loads M-3x4 i M-3x6 in the plane of the truss only. M-3x6 M-3x6 3 !+ Truss designed for 4x2 outlookers. 2x4 let-ins.� of the same size and grade as structural top f , M-3x6 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-1,5x4 M-3x4 2 lr o f M-3x6 1 N Nie 0 1 41 �' o 1 F ,o ,R. M-1.5x3 M-3x4 M-3x6(S) M-4x8 M-3x6 0 M-3x4 l i, l )' ). b 5-02-03 5-03-15 1-00-06 4-11-03 6-03-05 y 8-06-11 y 14-02-05 l �� NAGPNEF'R 0 �s`S/O y 2-00 y 22-09 y 2-00 b /..SP: R �'V 892000E r JOB NAME : POLYGON 8056-B - C3 ,,,----- Scale: 0.2314 WARNINGS: GENERAL NOTES, unless otherwise noted: • 1.Builder and erection contractor should be advised of all General Notes 1.Thle design Is based only upon the parameters shown and Is for an Individual -y A-0 R EG O N *- [ttr, Truss: C3 and Warnings before construction commences building component Applicability of design parameters and proper G � `L�NCK A• 2.2x9 oompnWon web bracing moat be Installed where shown+. Incorporation of component Is the nsponaib111ty of the building designer. </*, 1 3.Additional temporary bredng to insure stability during construction 2.Design assumes the top end bottom chorda to be teleran braced al V/AA'A_ 1 Y Is the responsibility of the erector.Additional permanent bracing of 2'o.s.end a110'es.respectively unless braced throughout their length by "r/ �, DATE: 8/22/2017 the overall structure la the re1011 of the building deal tier. continuous sheathing such as phwood sheathing(TC)and/or drywall(B0). «rill tf IR{ soon ray 9 9 3.2x Impact bridging or lateral bracing required where shown++ !"j Il I l•• SEQ. : K3 5 8 5 8 4 6 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is IM responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive enwronment, desl bads be applied to an t and are for"dry condition"of use. TRANS I D: LINK en 0 erendenen. 5.Dam uTns has no control over and assumes no res Design a..arnes full bearing at as.spoons shown.Shim or wedge n EXPIRES: 12/31/2017 p responsibility for the necessa, fabrication,handling,shipment and installation or components. 7.Design assumes adequate drainage is provided. 6.TPIPtsV CA innRIs ENt,coWd eoffwwhhichwnlimitations rrnihheedlorth uponequest. t'lilne coin id wamp�tcentteerrli eBaarwaa.and placed aatnabsamer August 22,2017 uTlus Software 7.6.8(114-E 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./Com P10.For bask connector plate design values see ESR-1311,ESR-1885(Wok) 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 KDDF #16BTR 111-06-08 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 #16BTR 11-06-08 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 KDDF STAND LOAD DURATION INCREASE = 1.15 (Non-Rep) 3- 4=(-2544) 632 8- 9=(-694) 2790 2- 7=( -754) 3326 4-10=1-5844) 1336 . 4- 5=( -104) 138 9-10-(-580) 2358 7- 3=(-2366) 584 10- 5=( -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 CNIF 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 CNIF 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 BC CNIF LL( 381.2)+DL( 259.2)= 640.5 PLF 7'- 0.0" TO 11'- 6.5" V 0'- 0.0" -949/ 4281V -184/ 184H 2.50" 6.85 RIDE ( 625) nails staggered: TC LNIF 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 EDDY ( 625) 9" oc in 2 rows) throughout 2x6 top chords, • 4" oc in 2 row(s) throughout 2x6 bottom chords, ADDL: BC CONC LL+DL- 1160.0 LBS @ 6'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc 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" @ 5'- 9.3" Allowed= 0.544" • MAX TL DEFL= -0.067" @ 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" @ 11'- 3.0" MAX HORIZ. TL DEFL - 0.011" @ 11'- 3.0" 2-09-12 2-11-08 2-11-08 2-09-12 4' 4' 4' 4' 4' 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, 2. 1 2 3 4 6 -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Iiir ar a �c1 1 11 iEnd verticals) are exposed to wind, co co Truss designed for wind loads in the plane of the truss only. +_Laterally brace to roof diaphragm. +-2x4 brace required 0 0 . tDoo m 7■ 7■ liramimmmoniENEI 6** 7 1 8 Q' 9 xr �7'10 =M-4x4 M-3x6 '.M-3x8 M-7x6 M-7x6 ; )' y y+1160# y y 0-03-08 2-09-12 2-08 2-08 3-01-04 {�Gp P8Opey y ,<', S 11-06-08 0,` \,GIN F , N. 19 L ek If. 89200PE < JOB NAME : POLYGON 8056-B - BX2 j/sr • • Scale: 0.3698 a� rr''y�IM /.�.. WARNINGS: GENERAL NOTES, unless athereise noted. 4/OREGON L`�(�/ 1.Builder and erection contact }yid be advised of all General Notes 1.This design Is based only upon the parameters Shown and is for an Individual /#- tx Truss: BX2 and Warnings before construction commences building component Applicability of design parameters end proper y�t� y �x �t'` 2.7x4 compression web bracing must be installed where shown*. Incorporation of component Is the responsibility of the building designer. <O / 1 ^ "'ih 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap end bones chords to be laterally braced et Y �,.5 is the responsibility of the erector.Additional permanent bracing of 2'as.end et 10'o.c.ouch a ply unless braced throughout their length by MErP R ILL 5� DATE: 8/22/2017 eV overall atna:mre a the responsibility of me bund) designer. 25 s ped ydg:ngsheathor lateral etch as plywood requsheired odor erywell(BC). {, port y ^g goer. 3.in Impact ofbug Alateralbracingrequired whereshown+« SEQ. : K3 5 8 5 8 4 7 4.No bad.ere c be applied b any component until after all bracing end 4.Installation truss Is the responsibility of the respective contractor. fasteners ere complete end el no time should any loads greater than 5.Design assumes trusses are to be used In a non-swroslve environment =sign bade be applied to any component. and are for'dry condition'of use. TRANS ID: LINK s,compurnnhas nocommiover ardassumes noresponsibiliyfor the 6.Design assumes ullbeadng.t.nwppoN.own.sMmarweagag EXPIRES: 12/31/2017 fabrbalion,handling,shipment ehd Installation of components. T.Design assumes adequate drainage is provided. August 22,20 17 6.This design is furnished subject o the nmiteibns set forth by 8.Plates shell be located on both feces of buss,and placed so their center ' TPIIWTCA in SCSI,copies of Mitch will be furnished upon request. lines coincide with joint center line. 9.Digits Indicate dee of plate in inches. MiTek USA,Inc.ICompuTrue Software 7.6.8(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 52'- 3.0" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR 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. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=29.6ft, TCDL=9.2,BCDL-6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD= 42.0 PSF load duration factor-1.6, considered for this design. Truss designed for wind loads in the plane of the truss only. LL = 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 lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 26-01-08 26-01-08 T T 1' 13-02-09 12-10-15 12-10-15 13-02-09 T T 1' 1 T 12 IIM-4x4 12 5.00 V 2 '7:15.00 M-3x6(5) M-3x6(5) Oo000 ♦. ti I , ti 4. ., ISI II o 0 0 I M-3x6(S) M-3x6(S) M-3x4 0 ,1 y i' , hr '7 � 17-07-02 17-00-13 17-07-02 S,? Qy �52-03 - 8920016E Yrs •"r JOB NAME : POLYGON 8056—B — D1jyr+, Scale: 0.1654 ii� /�� amwmw Z. WARNINGS: GENERAL NOTES, unless otherMu noted �� OREGON ry EGy>/a'10 /' I.SWMe,and erection contractor should be advised of ati General Notes 1.This design Is based only upon the parameters shown and Is for an IndNldual fl l�V'V r,,� (,( Truss: D 1 and Warnings before construction commences building component Applicability of design parameters and proper y N ` 2.2x4 compression web bracing must be Installed where shown.. incorporation of component is the responsibility of the bullying designer. �/� 14 Aa��i.. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced at V G 111 Is the reaponslbNly of the erector.Additional permanent bating of 2'o.0.and at 70'rte.respectively unless braced throughout their length by M�s., ` continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). """/// T..({:,�1 DATE: 8/22/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral breoing required where shown t i *1' t s SEQ. : K 3 5 8 5 8 4 8 4.No bad should be applied b any component until after all bracing and 4.Installation of Ines is the responsibility of the respectlu contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a nonconnsive environment, designloads be lied to an and are for'dry condition'of use. TRANS ID: LINKPP e,en assumes 5.Dam uTms has no control over and assumes no res B.Desitin assumes all bearing all supports mown.Shim o wedge H EXPIRES: 12/31/2017 lebncatbn,handling,shipment end installation of components 7for the Designnecessas . assumesadequatedrainage isprovided. August 22,2017 8.This design is furnished subject to the limitations set bin by 8.Plates shall be located on both feces of truss,end placed so their center TPI1WTCA In SCSI,codes of which will be furnished upon request lines coincide with joint center lines. uTrus Software 7.B.B 1 L E 5.Digits Indicate Nee of plate In inches. MiTek USA,Inc./Com P ( )' 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-00-00 GIRDER SUPPORTING 19-09-08 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF B1SBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2460) 510 5-6=(-438) 960 5-1=(-1740) 368 7-3=( -156) 406 BC: 2x6 KDDF 1j16BTR 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=1-2466) 522 LL = 25 PSF Ground Snow (Pg) 2-7=(-2234) 526 TC LATERAL SUPPORT <= 12"OC. UON. TC #F LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 12'- 0.0" V BC LATERAL SUPPORT <= 12"OC. VON. BC IF LL( 222.9)+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/ 235H 5.50" 4.39 .KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 12'- 0.0" -577/ 2746V 0/ OH 5.50" 4.39 KDDF ( 625) • nailsstaggered: s 9" c 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "00 spacing. 9" oc in 2 row(s) 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" @ 6'- 0.0" Allowed - 0.554" 10-06-02 1-05-14 MAX TL DEFL = -0.045" @ 6'- 0.0" Allowed = 0.739" .( .( -( SEASONED LUMBER IN DRY SERVICE CONDITIONS 6-01-12 • 4-04-06 1-05-19 MAX HORIZ. LL DEFL - -0.002" @ 11'- 10.3" .14 MAX HORIZ. TL DEFL = 0.004" @ 11'- 10.3" 12 12 7.00 F7, Q 7.00 Design conforms to main windforce-resisting system and components and cladding criteria. IIM-4x4 Wind: 140 mph, h-15ft, TCDL-9.2,BCDL-6.0, ASCE 7-10, 3 q D„ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, '.. ^`p'. End vertical(s) are exposed to wind, 4.� M-4X9 Truss designed for wind loads `4 in the plane of the truss only. 0:.1.0071 0-4 I4Lx6 2 • I o 0 to M-3x6 1 I o 0 a 6 0 5 6 7 �8 M-3x8 M-4x6 -M-8x8 M-1.5x3 n C y 5-10-04 y 4-07-14 y1-05-14y ��9' O PR©Fess y y NGINEz. > 12-00 9 " JOB NAME : POLYGON 8056-B - CG - �• 41411110 Scale: 0.3128 10 WARNINGS: GENERAL NOTES, uaese otherwise noted: OREGON C/'�.O t�I /s, 1.Builder and erection contractor should be advised of all General Notes 1.This design h based only upon the parameters shown and Is for an Individual 1-1 CLl V f V y. r(✓ Truss: CG and Warnings before construction commences. building component.Appllcabinty of design parameters and proper V 2.Ula compression web bredng must be Installed where shown s, Incorporation of component Is Me responsibility of the building designer. 72... 4,, �'y y A 0 �_'�"� 3.Additional temporary brachq to Ware stability during construction 2.Design assumes the by end bottom chorda b be laterally braced at V 1 V f is the responsibility of the erector.Additional permanent bracing of 2'q.c.and at ill'on.continuous sheathing such a valy anises braced throughout their length by NV DATE: 8/22/2017 the overall ebudure Is the responsibility of the building designer. 3.2s coped bridging or lateral bracing required ws plywood here shower*• aywen(ecl ^+f�R t L� S E K3585849 a.No bad should be applied to any component until after all bracing and ah th .Installation or truss e responsibility of the respedu a contractor. Q' fasteners are compkis and at no time should any loads greater than S.Design assumes trusses are to be used In a noncorrosive envimnmant. design loads be applied to any component. end are for'Wry condition'of use. TRANS I D: LINK s.c«npur ue has no control over and assumes o reepons bsty for the 6.Design assumes full bearing at all supports shown.Shim or edge if EXPIRES: 12/31/2017 mss . q fabrication,handling.shipment and installation d components. 7.Aaryssign assumes adequate drainage Is provided. August 22,2�q 1 7 6.This design is furnished subject b the limitations set forth by 8.Plates shag m U be located on both faces of truss,and placed their center g UPI WICA in SCSI,copies of wtl4ith will be furnished upon request. lines coincide with joint center lines. 9. MiTek USA,Inc./COmpoTN9 Software 7.8.8(1 L)E II.FFor basic connector plate design values see ESR-1311,ESR-1888(MRek) til 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 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -167) 151 1-12=( -247) 263 2-I2=( -365) 404 8-17=1-144) 545 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=( -110) 268 12-13=( -520) 320 12- 3=( -181) 473 17- 9=1-603) 327 WEBS: 2x4 KDDF STAND 3- 4=( -315) 1039 13-14=1 -822) 554 3-13=1 -671) 355 9-18=(-138) 394 LOADING 9- 5=( -310) 279 14-15=) -36) 295 13- 4=(-2156) 951 18-10=(-227) 347 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP 5- 6=( -784) 563 15-16=1 -242) 1118 4-14=( -657) 1692 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -771) 573 16-17-) -952) 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:1,5,7-8,12,16-18 8- 9=(-1849) 850 18-11=(-1026) 2421 15- 6=( -198) 348 LL = 25 PSF Ground Snow (Pg) 9-10=(-2502) 1084 15- 7=(-1069) 566 10-11=(-2739) 1208 7-16=( -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.IN. (SPECIES) 0'- 0.0" -40/ 279V -223/ 223H 5.50" 0.45 KDDF ( 625) 15'- 9.5" -413/ 2732V 0/ OH 3.50" 3.95 RODE ( 625) 52'- 3.0" -200/ 1379V 0/ OH 5.50" 2.21 KDDF ( 625) [PROVIDE FULL BEARING;Jts:1,13,11I 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 = 0.145" @ 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" MAX HORIZ. TL DEFL - 0.055" @ 51'- 9.5" 26-01-08 26-01-08 r 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 1' Design conforms to main windforce-resisting fsystem and components and cladding criteria. 12 12 Wind: 190 mph, h=24.6ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 5.00 D IIM-4x4 .. 5.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 4.0" Truss designed for wind loads 6 -64' in the plane of the truss only. 1.0' 5 7 M-5x6(5) M-9x6 M-5x6(5) 4 8 0.25" 0.25" M-1.5x3 iieN + + 2IN H 4A411k\ *M-1.5x3 ti 4o 1 12 13- ' 14 15 16 17 18 -11 ',1," I 7M-9x9 M-9x6 M-3x8 =M-4x4 M-3x6(5) M-3x6(S) ), b b b 1 b l b y ,o\to PR©Fess J‘ 8-02-12 7-06-12 5-01-02y 5-02-14 5-02-14 y-01-02 7-06-12 8-02-12 y .•-1"'.�`GI NEL- %,, 19-10-08 12-06 19-10-08 y 52-03 i, CC 89200PE ( JOB NAME : POLYGON 8056-B - D2 _,�/�+! Scale: 0.1325 - . illf/IIP ' le WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON /'V I.Sunder and wisdom contractor should be advleed of all General Notes 1.This design k based only upon the parameters shown and Is for an Individual 7J Il C V V I V ', Truss: D2 end ens.bets,.cenatransen nomrnenses. building component.Applicability at design parameters and proper // a��P+�. 2.204 compression web bracing must be Installed where shown*. i^corpwatbn of component is the responsibility of the building tlealgner. 0 A 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chorda to be laterally braced at �./ 'Y e the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,sash sly unless braced throughout their length by ��P �� continuous sheathing such as plywood ng(TC)and/or drywall(BC). """��, DATE 8/22/2017 the overall structure la the responsibility of the building designer. 3.gx Impact bridging or lateral bracing required where shown* SEQ.: K3 5 8 5 8 5 0 4.No bad should be applied to any component unci after all bracing end 4.Installation of truss b the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes wase"are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component end ere fo'dry condition.'bees of use. 5.CompuTres has no control over and assumes no responsibility for the 6.Design anece u es lull bearing at all euppaM shown.Shim or wedge H EXPIRES: 12/31/2017 fabrication,handling,shipment and Installation of components. 7. "nary.um 8.This design is furnished subject to the limitations set forth by S.Mates nshall bebcatedonassumes eboth lfaces nage les lbuuss,and placed soMeircenter August 22,20 7 TPINWTCA In BCS!,copes of which will be furnshed upon request lines coincide with joint center lines. MRek USA,Inc./Com uTlus Software 7.8.8 1 L E 9.Digits Indicate size of plate In Inches. P ( )- 10.For bask connector plate design values see ESR-1311,ESB-1888(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: 2x4 RODE #16BTR LOAD DURATION INCREASE - 1.15 1- 2"( -485) 366 1-12=) -318) 615 12- 2=( -66) 294 6-18-) -322) 931 BC: 2x4 KDDF #16BTR ',, SPACED 24.0" O.C. 2- 3-( -246) 540 12-13-) -270) 417 2-13-) -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 ALOADING 4- 5-) -391) 1185 15-16=) -9) 28 3-14=( -751) 379 8-19-) -182) 812 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 5- 6=( -281) 227 16-17=)-1081) 710 4-14-( -225) 191 19- 9=( -695) 390 TC LATERAL SUPPORT <= 12"OC. SON. '.. DL ON BOTTOM CHORD- 10.0 PSF 6- 7-1 -789) 524 17-18=) -41) 248 15-14=) -55) 14 9-20=( -234) 611 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD - 42.0 PSF 7- 8-( -791) 538 18-19-1 -282) 1308 19-16-1-1214) 778 20-10-( -338) 388 8- 9=(-1643) 752 19-20-) -574) 1885 14- 5-1 -68) 152 M-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-) -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 BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) '.. 0'- 0.0" -19/ 178V -224/ 224H 4.00" 0.28 KDDF ( 625) 15'- 7.7" -432/ 2863V 0/ OH 3.50" 4.14 KDDF ( 625) 52'- 3.0" -196/ 1375V 0/ OH 5.50" 2.20 KDDF ( 625) IPROVTOF FD1.1. RFARTNG•.Tta•1 1 6,111 a,r - •, •- .-• • , - •. • . • •..1.4 lI VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL= 0.043" @ 2'- 8.8" Allowed = 0.766" MAX TL DEFL- -0.047" @ 2'- 8.8" Allowed- 1.021" MAX LL DEFL= 0.140" @ 39'- 0.6" Allowed - 1.793" MAX TL DEFL - -0.221" @ 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" @ 51'- 9.5" 26-01-08 26-01-08 '( T 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. 1' T T T T 1 r T 1' T T 12 12 Wind: 140 mph, h-24.6ft, TCD,-4.2,BCDL=6.0, ASCE 7-10, 5.00i UM-4x44 5.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 4.0" Truss designed for wind loads 7 ''N in the plane of the truss only. ,\ %M-8x8(S) a'' 1.0" M-5x6(5) 0.25" M-1.5x34 M 0.25" D04-1.5x30-1.5x3 M-5x6 pl° p 1 0 15 16_ 17 1819 20 _ 01 p to M-3x8 M-1.5x9+ ; M-5x8 -M-4x4 M-4x6 M-3x8 0.25" -M-4x4 too a 3M 51.5x4+ M-1.5x3 M-5x6(S) ��'�p PROF k2 y ) J' J' k > y i' y .4943\ NG�N�F9 p y2-04 , 5-07 6-00-04 1,08-08 5-02 5-03-12 7-07-15 9-05-07 9-00-02 , � ,,Y Y 11-05-08 38-05-08 y :9E.O r 52-03 JOB NAME : POLYGON 8056-B = D2Ccc Scale: 0.7.200 • ��/�y OREGON <, WARNINGS: GENERAL NOTES, unless otherwise noted: �,..• % N /` 1.Builder and erection contract should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for en IndNlduel .' '.7 2,0\ . Truss: D2 C and Wenn ngs before cona5uctlall commences. balding component.ApplloablHly of design parameters end proper [J 1 4 2.254 compression web bradng must be installed where shown 0, Incorporation of component is the responsibility of the building designer. (19 tr� 3.Additional temporary bracing to blase stability during condrudion 2.Design assumes Co top and bodom chords to be laterally braced at ?R i is the responsibility of the erecter.Additional permanent bracing of 2'o.c.end et 10'o.c.respectively unless braced throughout their length by \\\!' DATE: 8/22/2017 the overall eWcture Is Ca responsibilityof the build) designer. Impact continuous sheathing such l b acingplwerre sheathing(TC)s and/+drywell(BCj. 'g 3.20 Impact bridging or labral bracing required where shown a as SEQ.: K3 5 8 5 8 51 4.No bad should be applied to any component Moll after all bracing and 4.Installation or trues is the responsibility of me respective contractor. fastened are complete and of no One should any loads greater than 5.Design assumes tresses ere to be used Ina non-corrosiveenvironment, and are EXPIRES 12/31/2017 TRANS ID• LINK design bads be applied to any component. 55 en condition.CompuTrou w s hno control over BM assumes no responsibility for the H.Design assumes full bearing et all supports shown.Seim or wedge l 5. eesry. August 22,2017 fabrication,handling,shipmentd installation of components. 7.Design assumes adequate drainage b prodded. 6.This design Is furnished subject o Me amilatlons set forth by 8.Plates shall he located on both faces of truss,and placed so their center TPSWTCA in SCSI,copies of which coil be furnished upon request. lines colndde with joint center lines. 9.Digits indicate sine of plate In inches. MiTek USA,IncfCompuTrus Software 7.6.8(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1888 Welt) 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: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2-) -553) 391 1-12=1 -346) 659 12- 2=( -77) 308 6-18=1 -316) 909 BC: 2x4 KDDF i1613TR SPACED 24.0" O.C. 2- 3-) -235) 505 12-13=1 -284) 946 2-13=( -708) 646 18- 7=( -157) 315 WEBS: 2x4 000E STAND; 3- 4=1 -462) 1191 13-14-1 -443) 356 13- 3-( 0) 325 18- 8-(-1132) 581 2x6 KDDF #2 A LOADING 4- 5-( -382) 1152 15-16=1 -9) 28 3-19=1 -759) 381 8-19=( -179) 788 LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=( -295) 230 16-17=)-1051) 697 9-14-1 -224) 190 19- 9-( -662) 380 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7-) -790) 523 17-18=1 -34) 291 15-14=1 -55) 14 9-20-) -210) 542 BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD = 42.0 PSF 7- 8=) -792) 538 18-19-) -282) 1296 14-16-1-1182) 764 20-10-) -276) 361 8- 9-1-1625) 795 19-20=1 -566) 1896 19- 5-1 -74) 162 M-3x4 where shown; Jts:2-3,6,8,13,20 LL = 25 PSF Ground Snow (Pg) 9-10-(-2449) 1041 20-11-) -908) 2317 16- 5-1-2282) 960 /-* For hanger specs. - See approved10-11-1-2639) 1101 5-17=) -723) 1829 plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 17- 6=(-1371) 649 LIVE LOAD AT LOCATIONIS) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX BORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -20/ 191V -222/ 22216 4.00" 0.31 KDDF 1 625) 15'- 7.7" -429/ 2833V 0/ DH 3.50" 4.09 KDDF ( 625) 51'- 11.0" -196/ 1366V 0/ OH 5.50" 2.19 KDDF ( 625) [PROVIDE FULLRFARING-,Itn•1.16 11 {romp 2: Design checked for net!-5 pall uplift at 24 "oc sparing VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.045" @ 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 Design conforms to main windforce-resisting 2-09-08 5-05 5-08-12 1-10-09 5-03-12 5-00-04 6-06-02 6-04-06 6-04-06 6-06-10 system and components and cladding criteria. T T T T T T T T T T T 12 12 Wind: 140 mph, h-24.6ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 5.00 11M-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 15( in the plane of the truss only. -3M-8x8(S) 1,0" M-5x6(5) 0.25" M-1.5x3 0.25" + A ''''''' 3 + M-1.5x3 + M-5x6 A 2 ti in I 1 0 15 16 17 18 20 *91 o 1 M-3x8 I M-5x8-M-9x4 M-9x6 M-3x8 0.2 ' -M-9x9 t M-1.5x4+ M-5x6(5) o 0pp oF[.a 3.75 M-1.5x4+ M-1.5x3 &\ An 12 5-07 6-00-09 1-08-08 5-02 5-03-12 7-07-15 9-05-07 8-08-02 y �./ "6'" y2-o9 11-05-08 38-01-08 y 89200PECC � 2-04 � 51-11 1j/' JOB NAME : POLYGON 8056-B - D2CS 4. '� ry. Scale: 0.1212 „y OREGON 44/ WARNINGS: GENERAL NOTES, unless otherwise noted: ) /t/OREGON I V � �"V Truss: D2 C S 1.Builder and erection oonbector should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an indNidual ." 'y, 14 p �-__ and Warnings before conawdwn commences. building component.Applicability of design parameters and proper (.✓ 2.204 compression web bradng must be installed where shhown t. Incaporalbn d component le the reapansldyty d Me building designer. /.., 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et /..[`s A �l is the reapmelblllty of the erector.Additional permanent bracing of 2'o.c.and al 10'o.c.respectively unless braced throughout Meir length). \.!'1 I ,+ DATE: 8/22/2017 the overall structure Is the responsibility of the building designer. continuous sheathing or meh bs ptyweoe required whresh)own Orywell(BC). p 9 8 4.2s Impact bodging orN lateral preckg ity of the whpe shewn,t SEQ.: K3585852 4.No loadshouldcompletebe eapplbnmanywmpanenlonlyloadalleaterhand 5.Designassuof meer lirearetebedthereepedosi environ design lo eree and n c time should any loads greater than 5.Design dor"dry trusses are u be used in a non-corrosive environment, EXPIRES:' 12/31/2017 TRANS I D' LINK design loads be applied bane component. and are some full bearing.of use. .1 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full beaonp el all supporta shown.Shim or wedge y August 22,20 1 7 fabrication,handling,shipment and Installation of components. necessary. 7.Platen assumes ed on drainage Is inns, S.This design b furnished subject to the limitations lei forth by 8.Plates shell be located on both feces of Was,end placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center linea. 9.Digits Indicate size of plate in inches. MITek USA,Inc./CompuTms Software 7.6.5(1 L)-E 10,For beak connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 51'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -222) 169 1-12=(-222) 276 2-12=( -362) 403 8-17=(-134) 518 BC: 2x4 KDDF #1&BTR 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) 288 14-15=( -39) 317 13- 4=(-2111) 936 18-10=(-144) 313 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -796) 566 15-16=(-248) 1120 4-14=( -642) 1650 TC LATERAL SUPPORT <= 12"0C. UON. I DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -783) 578 16-17=1-451) 1592 14- 5=(-1252) 583 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-1334( 719 17-18=(-691) 2030 5-15=( -263) 823 8- 9=(-1832) 844 18-11=1-980) 2278 15- 6=( -202) 357 M-3x4 where shown; Jts:l,5,7-8,12-13,16-18 LL = 25 PSF Ground Snow (Pg) 9-10=(-2414) 1055 15- 7=(-1049) 559 '.. 10-11=(-2608) 1171 7-16=( -246) 799 " For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE 16- 8=( -776) 375 ' LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF SO 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 RODE ( 625) 15'- 9.5" -408/ 2686V 0/ OH 3.50" 3.88 KDDF ( 625) I 51'- 11.0" -201/ 1373V 0/ OH 5.50" 2.20 RODE ( 625) III (PROVIDE FULL BEARING;Jts:1,13,11_I ICONS, 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing, I 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" @ 51'- 5.5" 26-01-08 25-09-08 T - i 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' - - f - 1' ' 1' f 1 f Wind: 140 mph, h=24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5.00 D H M-4x4 -' 15.00 load duration factor-1.6, • 4.0" Truss designed for wind loads 6 'IXin the plane of the truss only. • A\ 1.0" 7 • M-5x6(S) M-4x6 M-5x6(S) 4 8 0.25" I 0.25" 3 +I + +,. tie M-1.5x3 +I + + z*r_i.5x32 ,/ M-9x6 ,y, . 1 12 13 14 15 16 w 17 18 aR1 M-4x6 M-3x8 1 pp M-3x6(S) M-3x6(S) ��o Pf1�F'h b b J, ). )' ), b ), b ((.. ` Css y 8-02-12 7-06-12 5-01-02y 5-02-14 5-02-14 5-01-02 7-06-12 7-10-12 y �`�G� i�. /OA-. 19-10-08 12-06 19-06-08 .E-�"y b si 11 )' :9200PE r'' JOB NAME : POLYGON 8056-B - D2S Scale: 0.1287 MI (AP. WARNINGS: GENERAL NOTES, unlessothenesenoed • I.Builder and erection contractor should be advised or ail General Notes 1.This design is based only upon lire parameters shown and Is for an IndNldual �/ OREGON Truss: D2S and Warnings before construction commences building component.Applicability of design parameters end proper L/ �J (�1� ,\ 2.Ix4 compression web bredng must be installed where shown c. incorporation of component la IM responsibility of the building deal9ner. �/'\ 7 y A 20��"'� 3.Additional temporary bracing to Insure sfabili5 during construction 2.Design avumas the lap end bosom chords to be laterally braced at �./ f Y Is the responsibility of the erector.Additional permanent bracing of 2'o c.andel 10'o c respectively unless braced throughout their lengthby Ei"rR I O- cco sheathing such asplywood el and/ordrywaiNBC). DATE: 8/22/2017 the overall structure Is the responsibility of the bdiding des 9rrer. 3. impact bridging orlateral lug required where shown t• SEQ.: K3 5 8 5 8 5 3 4.No load should be applied to any component until after all bracing and 4.installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. and are ttlon.of use. TRANS I D: LINK design bads be applied W any component. B Design am rimae fury ll bearing al all supports shown.Shim w wedge 8 5.CompuTms has no control over and assumes no responsibility for Be necessary. EXPIRES: 12/31/2017 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is prodded. August 22,2017 8.This design Is furnished subject p the hmiletions set forth by 8.Plates shell be located on both faces of truss.end placed so their center g TPI/TCA M SCSI,copies of 1eificlf will be furnished upon request. lines coincide with Joint center line. JI 8.Dlg6s indicate sl:s of plate In Inches. MTek USA,Inc./CompuTru9 SIRware 7.6.8(1L).E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 52'- 0.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 87 2-13=(-216) 262 3-13=( -365) 299 18-10=(-559) 314 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -227) 115 13-14=(-467) 282 13- 4=( -101) 475 10-19=(-116) 349 WEBS: 2x4 RODE STAND; 3- 4=( -88) 231 14-15=(-773) 492 4-14=( -672) 333 19-11=(-144) 313 2x4 DF STAND A LOADING 4- 5=( -297) 984 15-16=1 -39) 318 14- 5=(-2113) 937 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -339) 321 16-17=(-268) 1132 5-15=( -643) 1652 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -796) 588 17-18=(-471) 1604 15- 6=(-1253) 584 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PIF 7- 8=( -783) 576 18-19=(-694) 2041 6-16=( -243) 824 8- 9=(-1334) 718 19-12=(-979) 2288 16- 7=( -211) 357 OVERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) 9-10=(-1832) 843 16- 8=(-1049) 558 10-11=(-2425) 1054 8-17=( -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=(-2619) 1170 17- 9=( -776) 375 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 9-18-( -134) 518 ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BEG 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 ( 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 "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 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" i 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 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 T T T T T T T T T T 12 12 Wind: 140 mph, h-24.6ft, TCDL=4.2,BCDL-6.O, ASCE 7-10, 5.00 a 1)M-4x4 -' 5 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 4.0" Truss designed for wind loads 7 fif in the plane of the truss only. 6 1.0' M-5x6(S) M-4x65 M-5x6(S) 0.25" 0.25" 4 + + 0 M-1.5x3 +t + + M-1.5x3 3 1 M-4x6 In m 1 5 ]y.. • -.o A I 0 2 13 14 M-19x6 M-3X8 17 11f 18 19 *52 0 o M-3x6(S) 0 p p M-3x6(S) ��d PRpc y y y b b ), y i ), ��`' Ccsc� y 8-04-04 7-06-12 5-01-02 5-02-14 5-02-14 y 01-02 7-06-12 7-10-12 y �5 �NC?IN � /O"V y y 20-00 12-06 19-06-08 y �<C,r 2-00 52-00-08 c:9200PE mac-- JOB NAME : POLYGON 8056-B - D3 Scale: 0.1094 �.' WARNINGS: GENERAL NOTES, unless otherwise nded "37 OREGON 10 ii .Z" Bulkier and erection contractor should be advised d all General Notes 1.This design H based only upon the parameters shown and Is for an Individual // �f� s., As Truss: D3 and Warnings before conabudlen commences. building component.Applicability of design parameters and proper G/ "vJ� �6A.,, 2.204 compression web bredng must be Metalled where shown+. Inwrporelbn d component is me responsibility d the bulking designer. �O y 14 3.Additional temporary booing to Insure stability during construction 2.Design assumes me tap end bottom chorda to be laterally braced et L./ ) _ �7 Is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'0.0.respectively unless braced throughout their length by /I..'4')'. ii R l�� DATE: 8/22/2017 the overall structure la the responsibility of the building designer. compacta sheathing each ore acinplywg re aired n ere s antro drywall(00). �I 3.In Impact bodging or lateral bracing Oy of required where shown++ SEQ. : K3585859 4.No bed should be rnseptantoonocamphoulduntillore ellerednhand 4. esuMu.trlathe aretobeofthe onborrkewenWror. fasteners are complete and at no time should any loess greater than 5.Design assumes wawa are to be used to a namnnrmawe erwironment, deli n loads be applied to an and are for•e condition.of use. TRANS ID: LINK eNe ycompo em. 'Wry 5.Comport.has no control over and assumes no responsibility for the 8.Design assumes fug beaMg at all supports shown.shim or wedge If EXPIRES: 12/31/2017 necefabrication,handling,shipment and Installation of components. en assumes ss 2 .1 8.Plates hall beaadeduoneothlfage is 0us$, . August 22r20I7 6.This design is famished subject to the limitations set forth by S.Plates shall be located on both faces d truss,and placed so their center g TP9WTCA in SCSI,copies of which will be furnished upon request. lines coindde with)olnt center lines. 9.Digits Indicate she of plate in inches. MiTek USA,InwiCompaTNB Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONSTRUSS SPAN 32'- 6.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 87 2- 9=1-387) 708 3- 9=1 -339) 203 12- 8=1-110) 346 ' BC: 2x4 ROOF #1&BTR SPACED 24.0" O.C. 2- 3=1-837) 191 9-10=1-222) 263 9- 9=1 -29) 456 8-13=(-547) 228 WEBS: 2x4 KDDF STAND; 3- 9=1-558) 109 10-11=1-282) 164 4-10=1 -660) 193 2x4 KDDF #1&BTR A LOADING 4- 5=1-213) 356 11-12=(-171) 225 10- 5=(-1009) 310 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-317) 199 12-13=1-135) 155 5-11=1 -134) 625 TC LATERAL SUPPORT <= 12"OC. UON. IL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-337) 247 11- 6=( -423) 164 BC LATERAL SUPPORT 0= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=1-324) 219 6-12=1 -12) 79 12- 7=1 -166) 134 OVERHANGS: 24.0" 0.0" LL = 25 POE Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-3x4 where shown; Jts:2,5-6.8-11 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2015. 0'- 0.0" -165/ 829V -158/ 3838 5.50" 1.33 KDDF 1 625) ** For hanger specs. - See approved plans 1 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 ( 625) (PROVIDE FULL BEARING;Jts:2,10,13I 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - 0.040" @ -2'- 0.0" Allowed - 0.200" MAX TL DEFL = -0.041" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.020" @ 5'- 8.2" Allowed = 0.773" MAX BC PANEL TL 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 f ' 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 1' f 1 1 1 1 1 MAX HORIZ. LL DEFL = -0.010" @ 32'- 4.3" 12 M-9X9 12 MAX HORIZ. TL DEFL = 0.010" @ 32'- 4.3" 5.00 Q 5.00 4.0" Design conforms to main windforce-resisting 7 /-( system and components and cladding criteria. g#1\ Wind: 140 mph, 1,29.6ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, l (All Heights), Enclosed, Cat.2, Exp.B, MWFRS IDi r), 6 load duration factor-1.6, • g End vertical(s) are exposed to wind, Truss designed for wind loads '.. in the plane of the truss only. 5 M-5x6(5) 0.25" q .a QQo A 1 0 M-1.5x3 l ro 3 o -' 1/14411A611Lik,..A. NNp1 - 9 10'- 11 12 *43 I M-3x8 M-1.5x3 o M-3x6(5) i' )' y )' y i' �: ;o PRoFFss y 8-04-04 7-06-12 5-01-02 y 5-02-14 6-03 y • C;(\ !w`C?IN fi / 20-00 12-06 �}•" V"' FR O�j y 2-00 y 32-06 y 89200PE �<'. JOB NAME : POLYGON 8056-B D4 -�---�- Scale: 0.1774 • WARNINGS: GENERAL NOTES, unless otherwise noted: �� 0 C/•b i'1 A 1 * �/z 1.Buller and erection contract should beadvised of ell General Notes 1.This design Is based only upon the parameters shown end is for an IndNidual EG�.l l V 1^ �V Truss: D4 and Wamings before coostructkn encee building component.Applicability of design parameters and proper ,q � 0 4 2.7x4 compression web bracing must be installed where shown 0. Incorporation of component la the responsibility of the building designer. /1 1 zt S.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bosom chorda to be laterally braced el Y „s. Is the responsibility of the erector.Additional permanent bracing of c'ntin and a110'shec.cathing such as ply unless braced Throughout r dryelr length by $-' 1 RIO- DATE: I O- {�, continuo.c t shging or ouch as plywood aired re a and/or drywell(BC). (� R DATE: 8/22/2Q17 the overall slrucluro le the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown*• SEQ.:. 3505855 4.No bed should be applied to any component until after ail bracing and 5.4.Design truss R the rteresponsibility f thhe respective contractor. ive fasteners are complete and a1 no time should any loads greater thanand are assumess udry condition.re to be TRANS I D: LINK assign loads be applied to any component. S.Design aeeumee full bearing at all supporta shown.Shim or wedge e EXPIRES: 12/31/2017 S.compurnre has no coned oyer and assumes no responsibility for the fabrication.handling,shipment and installation of components. I.Design assumes adequate drainage is provided. August 22,2017 8.This design u furnished subject 10 the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In SCSI.copies of which will be furnished upon request, lines coincide with'pint center Inc., 9.Dlgfts indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(10-E 10.For bask connector plate design values sea ESR-1311.ESR-1988(MITee) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS. TRUSS SPAN 96'- 7.5" ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1SBTR SPACED 24.0" 0.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <- 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=15.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads considered for this design. in the plane of the truss only. LL = 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 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 12 5.00i/ 2 4 5.00 M-3x6(S) M-3x6(S) 0 d' f: –QJ LLT _ + C I 9 0 o M-3x6(S) M-3x6(S) o M-3x4 l b b L G.VG1-NE, Ci y 18-02-12 10-00-08 18-04-04 !4 L co. �, .. _ 46-07-08 ' 892.001.-- JOB NAME : POLYGON 8056—B — El Sale, 0.1811 Ali �le cy, WARNINGS; GENERAL NOTES, unless otherwise noted: OREGON (r'-^ 1.Builder and erection contractor should be advised of all General Notes 1.Thla design is based only upon the parameters shown and Is for an Individual /1-11 CCG 44JJ�I VV r(✓ Truss: E l and Warnings before constrodlon smmence. building component.Applicability of design parameters and proper ,[} +\ 2.204 compression web bracing must be Installed where shown 0. Incorporation of component Is the responsibility of the building designer. L'0 "T y 14 A 2.0 l'i �4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced at w_/.w W ds by la the responalblRy of the erector.Additional permanent bracing or r continuous ou at 10 his.such a ply unless braced throughout their IarpB). 411 i R 1 0- DATE: 8/22/2017 the overall shocture Is the responsibility of the builds designer. 2x Impact aona ridging og.ach a.plywood re airedsheathing(TC)eres own•drywan(Bc). T,[' n9 9 3.2x Imped bridging or lateral bradng required where shown�• SEQ.: K3 5 8 5 8 5 6 4.No bed should be applied to any component until after all bradng and 4.Installation or ruse is the responsibility of the reepedlve contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used b e non-corrosive enuronment, TRANS I D' LINK design bads be applied to any component. and ere for'dry condition•or use. 6.Deign assumes NII bearing at all aupparb shovel.Shim or cadge if E CompuTrus has no control over and assumes no responsibility for the EXPIRES: 12/31/2017 fabrication,handling.shipment and Installation of components. nary u 6.This designIs furnished subject to the limitations set forth by8.Plates hallassbe sated on drainagete Is truss,end. August 22,GQ 1 7 , r8.Platadroolewihjineel(saes tm,a,andmetedsotheircenser g TPIIWfCA in SCSI,copies of which will be furnished upon request. lines colrndtle with joint center lines. 9.Digits indicate size of plate In inches. Mrrek USA,Inc./CGmpuTms Software 7.6.8(10}E 10.For basic connector dale design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 7.5" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -489) 219 1-11=(-127) 495 2-11=( -387) 368 15- 8=(-347) 307 BC: 204 KDDF k16BTR SPACED 29.0" 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- 4=(-1850) 835 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -60) 272 14-15=(-275) 1091 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) 793 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 POE. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (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 KDDF ( 625) 46'- 7.5" -165/ 1225V 0/ OH 5.50" 1.96 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= -0.026" @ 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= 0.095" @ 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 = 0.465" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL= 0.018" @ 46'- 2.0" MAX HORIZ. TL DEFL = 0.028" @ 46'- 2.0" 23-03 23-04-08 Design conforms to main windforce-resisting 6-05-02 5-10-13 6-02-05 4-08-12 4-08-12 6-02-05 5-10-13 6-06-10 system and components and cladding criteria. T 1' ' I' 1' T 1' 1 T 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, MWFR5(Dir), IIM-4x4load duration factor-1.6, 5.00 Q 5,00 9 0" Truss designed for wind loads 5 .0 in the plane of the truss only. LRt` -":".,M-14x41.0' M-3x9 M-5x6(5) 9 M-5x6(S) 0.25" ISI 0.25„ 3 7 At +A oa M-1.5x3 +1 ,+ +. M-1.5x3 2 / .-1 NM - .. i 11 12 13 T 14 15 �'9 0 Cr. of M-3x4 M-3x4 n.25" M-4x8 0.25" _cQ PROp, o M-3x4 M-3x4 of M-5x6(S) M-5x6(S) , S k .> y y ), y J• `�� G I N EF9 �'/w.r�yy. 8-06-05 9-08-07 5-00-04 5-00-04 9-08-07 8-07-13 4�'' -Y 17 y 46-07-08 3, 2-00 y 4.C" 89200PE <'' JOB NAME : POLYGON 8056-B - , E2 Scale: 0.1456 -cm / ' • WARNINGS: GENERAL NOTES, unless otherwise noted: REGON /'`- 1.Builder and erection contrail should be advised of all General Notes 1.Thio design ie based only upon the parameters shown and Is for an Individual -74. A_0 R �+0,v L"�t.( Truss: E 2 and Warnings before conatructioh commences. building component Applicability of design parameters and proper -+•'/� �1N �4A 2 1x4 compression web brsdns moat be Installed where shown+. incorporation of component is the ria ponelbelly of the building designer. /0 1 A 3.Additional temporary bracing to insure stabtly during construction 2.Design assumes me top and bosom chords to be laterally braced al I Y ? b the responsibility of the erector.Additional permanent bracing of 2'o.c.and a110'o.c,respectively unless braced throughout their length by � 'R R L�•-{Vh DATE: 8/22/2017 the overall structure Is the responsibility or the building designer, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ilY n9 3.2x Impact bridging or lateral bracing required where shown+ SEQ. : K 3 5 8 5 8 5 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive enwmnment, TRANS ID• LINK design loads be applied to any componenand are o•dryconanon of use. 5.canpuTms has no coned over end assumes no responsibility for the e.nasals..assumes a91 bearing at an supports shown.shim or wedge n EXPIRES;' 12/31/2017 fabrication,handling.shipment and Instaflatbn d components. 7.Design sumea adequate drainage is provided. August 22,2017 6.This design is furnished subject tp ties limitations set forth by e.Plates shall be located on both faces&truss,and placed so their center TPI/WTCA In SCSI,copis of whicheill be furnished upon request lines coincide with Joint center lines. 9.Digits Indicate nd cofeelcadfp In Inches.USA,Inc./Com uTmsiSoftware 7.8.8(1L E 1 For basic connector lain design values see ESR-1311,ESR-19118(MITok) 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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 87 2-12=(-123) 485 3-12=1 -392) 329 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -466) 185 12-13=(-370) 230 12- 4=( -160) 651 WEBS: 2x4 KDDF STAND 3- 4=( -208) 122 13-14=(-762) 485 4-13=1 -756) -379 LOADING 4- 5=( -179) 959 14-15-) -58) 467 13- 5=(-1859) 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=1 -57) 270 16-10-(-570) 1587 14- 6=( -268) 101 • TOTAL LOAD= 42.0 PSF 7- 8=( -649) 377 14- 7=(-1036) 997 OVERHANGS: 24.0" 24.0" 8- 9=(-1605) 628 7-15=1 -193) 743 LL = 25 PSF Ground Snow (Pg) 9-10=(-1814) 686 15- 8=( -732) 364 10-11=1 0) 87 8-16=1 -143) 606 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9=( -347) 307 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.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/ OH 5.50" 1.97 KDDF ( 625) 'PROVIDE FULL BEARING;Jts:2,13,101 'COND, 2: Design checked for net(-5 poll 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 = 0.093" @ -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 = 0.095" @ 48'- 9.0" Allowed= 0.200" MAX TL DEFL = 0.043" @ 48'- 9.0" Allowed= 0.267" MAX BC PANEL LL DEFL - -0.103" @ 13'- 1.9" 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 HORIZ. TL DEFL = 0.028" @ 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 T T T T system and components and cladding criteria. 12 12 . 5.00 p IIM-4x4 ',7 5.00 Wind: 140 mph, h-15.1ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor-1.6, 6 ,/;( Truss designed for wind loads '444 in the plane of the truss only. M-5x6(5) %M-9x95 1.0" 7M-3x9 M-5x6(5) 0.25" 0.25" 4 8 \44 411, M-1.5x3 +l +. 7-1.5x3 3 • q o \ w o '4' 1 12 13M 14 �15 161E 11.� I M-3x4 M-3x4 �.25" 0.25" M-3x9 M-3x4 �1 n p p C M-5x6(5) M-5x6(5) ��,V PR�r-`CAn�y M-4x8 Cj G,N 6> J, b y y y b l ,.N.1 !f'N ,? al. y y 8-07-13 9-08-07 5-00-04 5-00-04 9-08-07 8-07-13 y y 2-00 96-09 �° 89200PE �< JOB NAME : POLYGON 8056-B - E34441111P/.' . Scale: 0.1252le a WARNINGS: GENERAL NOTES, unless otherwise y'rerwisenoted: OREGON 4(. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is basad only upon the parameters shown and Is for an IndNldual / Truss: E 3and Warnings before construction commences, bulldIng component Applicability of design parameters and proper � 0� ��r 2 2x4 compression web bracing must be Installed where shown+. Incorporation of component top la the responsibility of Me building tleslgner. :0 1A la, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chants to be laterally braced at V Y Is gra responsibility o!the erector.Additional permanent bracing o! 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � continuous sheathing such as plywood sheathbp(TC)and/or drywall(BC). ��"""{{f IO- DATE: 8/22/2017 the overall structure la the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown+v R SEQ. : K 3 5 8 5 8 5 8 4.No load should be applied to any component until after all bracing and d.Installation of truss is the responsibility of the reapectNe contractor. fasteners are complete end at no time should any loads greater then 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design roads be applied to any component. and are for'dry condition•of use. 5.compuTrus hes no control over and assumes no responsibility for the 6.Design assumes 641 beerhrg at all supporta shown.Shim or wedge 6 EXPIRES: r)/r3 /r)01 7 fabrication,handling,shipment end installation of components. 7.Designnecessessumee adequate drainage is provided. August 22,2017 Lia] L l! 6.-Ms design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center G TPI/YVICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate aide of plate In Inches. MiTek USA,Inc./CompuTms Software 7.6.8(10-E 10.For basic connector plate design values see EBR-1311,E519-1988(MITok) 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 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 87 2-13=(-359) 1304 3-13=( -363) 313 18-10=(-375) 315 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1334) 504 13-14=( -96) 736 13- 4=( -150) 622 WEBS: 2x4 KDDF STAND 3- 4=(-1115) 444 14-15=(-158) 238 4-14=1 -739) 367 LOADING 4- 5=( -142) 174 15-16=(-693) 527 14- 5-) -149) 762 TC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 -87) 600 16-17=(-395) 400 5-15=(-1054) 503 BC LATERAL SUPPORT <= 12"OC. U014. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=1 -70) 551 17-18=( -51) 218 15- 6=( -522) 111 TOTAL LOAD = 42.0 PSF 7- 8=1 -105) 827 18-11=(-224) 804 15- 7=( -427) 1327 OVERHANGS: 24.0" 24.0" B- 9=( -96) 482 7-16=(-1559) 568 LL = 25 PSF Ground Snow (Pg) 9-10=1 -737) 254 16- 8=1 -911) 405 M-3x4 where shown; Jts:2,5,8,11,13,16,18 10-11=( -953) 307 8-17=1 -194) 682 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=1 0) 87 17- 9=( -759) 390 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2015. 9-18=) -154) 691 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/ 1092V -211/ 211H 5.50" 1.67 ROOF ( 625) 24'- 10.7" -300/ 2526V 0/ OH 5.50" 3.78 ROOF ( 625) 96'- 9.0" -133/ 879V 0/ 00 5.50" 1.41 ROOF ( 625) [PROVIDE FULL BEARING;Jts:2,16,111 [COND. 2: Design checked for net1-5 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" @ 8'- 7.8" Allowed - 1.199" MAX TL DEFL = -0.098" @ 8'- 7.8" Allowed= 1.599" MAX LL DEFL = -0.039" @ 38'- 1.2" Allowed= 1.070" MAX TL DEFL = -0.056" @ 38'- 1.2" Allowed= 1.426" MAX LL DEFL- 0.095" @ 48'- 9.0" Allowed- 0.200" MAX TL DEFL= 0.043" @ 48'- 9.0" Allowed= 0.267" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.019" @ 46'- 3.5" MAX HORIZ. TL DEFL = 0.029" @ 46'- 3.5" 23-04-08 23-09-08 T '( T Design conforms to main windforce-resisting 6-06-10 5-10-13 6-02-0.5 9-08-121-02-T32-07-12 6-00-09 5-10-13 6-06-10 system and components and cladding criteria. T T T 'T T T T T T T 12 12 Wind: 140 mph, h-15.1ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 5.00 I/ IIM-4x4 Q 5.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 9.0" Truss designed for wind loads 6 -fn'174 x4 in the plane of the truss only. M-5x6(5) 5 �t M-5x6(5) 0.25" 0.25" 4 9 M-1.5x3 11.z\opp,, M-1.5x3 3 0 o o 4. 1 s �113 4 18 `1 2.25 4860.25" of `S6o o M-5x6(S) M-5x6(S) CGJNE /0/ b b b b b / b . / 1, 8-07-13 9-08-07 5-00-041-06-043-06 9-08-07 8-07-13 L4.4 II 2-00 96-09 z- aa� ' 892.00PE r'' JOB NAME : POLYGON 8056-B - E4 „..../".....o! . r Scale: 0.1252 womm • '�..• Be WARNINGS: GENERAL NOTES, unless otherwise noted �Y'11"'lEG OREGON �J a� 1.Builder and erection contractor Mould be advised of an General Notes 1.This design is based only upon the parameters shown and Is for an IndNidual O 1I"ll Cly V �V Truss: E4 and Warnings before consbudton antes building component Applicability of design parameters and proper A �� 2.2z4 compression web bradng musl be installed where shown�. Incorporation of component Is the responsibility of the building designer. <0 7), 14 0 3.Additional temporary bracing to hum stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of r nend at 10'hin.caul,as respectively wood s braced(TC)an i ntdryeir length by � �`I L.� DATE: 8/22/2017 the overall etrodure is me res rlsibnl of me baldingdesigner. continuous0inpatbridging sheathing each)bacinreuireustroe sows.tlrywsll(BC). t� H Po y3.Ya Impact brldging or lateral bracing required where shown«• SEQ.: K3 5 8 5 8 5 9 4.No bad should be applied to any component until after all bracing end 4.Installation off truss the are responsibility buyd f the n respective coactor.environment, fasteners are complete and at tq time should any loads greater than g TRANS I D: LINK design loads be applied to any component. B.Designareand for dry uldbearingtoeduce. shown.shim or if 5.CampuTrushas nocontrol over and assumes noresponsibiitytor the °•°m°° s ppore "g° EXPIRES:' 12/31/2017 necessary. fabrication,handling.shipment end Installation of components. 7.Design assumes adequate drainage Is provided. August 22 r 2�1 7 8.This design is furnished subject'0 tie limitations set forth by 8.Elates shall be located on both faces of truss,end pissed so their center TPIMTCA In SCSI,copes of whloh will be furnished upon request. lines coindde with joint center lines. 9.Digits Indicate size of plate M Inches. MITek USA,Inc./CompuTruf Software 7.8.8(1L)-E 10,For base connector plate design vetoes see ESR.1311,ESR-1988(Mild,) 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 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-858) 136 5-6=(-478) 426 5-1=(-890) 152 7-3=) -30) 376 BC: 2x9 KDDF M1613TR 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=(-210) 126 LOADING 2-7=(-324) 142 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x9 where shown; Jts:l-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 LL= 25 PSF Ground Snow (Pg) 15'- 3.0" -168/ 901V 0/ OH 5.50" 1.49 KDDF ( 625) 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. 9" oc in 1 row(s) throughout 2x4 top chords, REQUIREMENTS OF IBC 2015 AND IAC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 9" oc in 1 rows) throughout 2x9 bottom chords, MAX LL DEFL = -0.006" @ 5'- 3.2" Allowed 0.717" 9" oc in 1 row(s) throughout 2x9 webs. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.015" @ 13'- 1.9" Allowed - 0.999" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL= -0.004" @ 14'- 11.5" MAX HORIZ. TL DEFL - 0.004" @ 14'- 11.5" 5-03-15 4-10-11 5-00-07 T T -- -_-- l' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 5.00 D 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(Our), i load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 13°'2 0 O .i o 1111 i co 1 111111111111111111111111111111.- ti 0 o : oN i NM WA I 5='' 6 "] ,....8 8 -/ M-1.5x3 b 1 )' y 5-00-07 4-10-11 5-03-15 �E9 PROpyss y 15-03 y �c\�• `vG'N �'T /0..�',. 89200PE 9r- JOB NAME : POLYGON 8056-B - G1jV Scale: 0.2999 ✓ WARNINGS GENERAL NOTES, unless otherwise noted 7! OREGON ON �Ja-.. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual 4' V fl GL7 V I`! h , Truss: G1 and Warnings before construction commences building component Applkablllty of design parameters and proper A (�}s 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 's:) '(/ 14 i,! �"�"' 3.Additional temporary bracing to Insure stability during conatmction 2.Design assumes the top and bottom chortle W be laterally braced at ��/ Is IM responsibility of the erector.Additional permanent bracing of 2'o.c.end et 10 o.c.respectively unless braced throughout their lengthDIS by 414i"�` L DATE: 8/22/2017 the overall structure Is the ro Ibll of the bunds Gest 2i,Impact ridging or such as acing rplthvooe urr a wthere)shoandver drywall(BC). R aeons sty ng goer. 3.2z Impact bneging or bteral bracing recurred where shown++ SEQ. : K3 5 8 5 8 6 0 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete arid at no time should any loads greater than 5.Design assumes nieces are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for'dry condition'of use. 5.CompuTrus has no Control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. necessary. `` .t 7.Ptsatel adequate thdrainagecIs provided.a August 2212017 6.This design Is furnished subject to Me limitations eel forth by 8.Plates anon be located on both faces Mimes,ane placed so their tamer 9 TPIANCA in SCSI,copies of which will be furnished upon request. lines coincide with point center fines. 9.Digits Indicate size of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 23'- 4.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 DF 2400F ',i LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( -88) 122 6-7=(-450) 750 1-6=( -136) 74 4-8=1 -98) 144 BC: 204 DF 2400F SPACED 24.0" O.C. 2-3=(-1120) 236 7-8=(-358) 932 6-2=(-1370) 220 8-5=( -230) 942 WEBS: 2x4 DF 2400E 1 3-4-( -708) 254 8-9=(-156) 188 2-7=( 0) 354 5-9=(-1124) 336 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"OC. UON. 1 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. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3•'x.131 DIA GUN LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -215/ 1347V -222/ 3688 5.50" 2.01 DF ( 670) ails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, ADaLf TC ONIF LL+DL= 33.0 PLF 0'- 0.0'• TO 16'- 10.5" V 23'- 4.5" -214/ 1202V 0/ OH 5.50" 1.79 DF ( 670) n 9" oc in 1 row(s) throughout 2x4 bottom chords, "i BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGECONS. 2: Design checked for net(-5 psf) uplift at 24 "00 spacing. 9" oc in 1 row(s) throughout 2x4 webs. LIVE LOAD AT LOCATION(S) SPECIFIED 8Y IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PDF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - -0.010" @ 10'- 5.0" Allowed- 1.123" MAX TL DEFL - -0.020" @ 10'- 5.0" Allowed- 1.497" SEASONED LUMBER IN DRY SERVICE CONDITIONS 16-10 -08 6-06 T f ,( MAX HORIZ. LL DEFL - -0.006" @ 23'- 2.8" 4-00-14 6-04-13 6-04-13 6-06 MAX HORIZ. TL DEFL = 0.008" @ 23'- 2.8" T T T T T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 5.00 p v 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, 0 End vertical(s) are exposed to wind, Truss designed for wind loads M-3x4 in the plane of the truss only. 5 M-3x4 3 0 M-3x4 2 y ra M-1.5x3ier A .+ l\i\k1 o 1 1 N O V' M-3x4 M-3x4 M-3x8 M-1.5x3 y y y 4.' P9�8-04-02 8-08-02 6-04-04 s *`G NEL- � y y S? \ L: O/�. . 23-04-08 � K- NO . 89200PE 1r' JOB NAME : POLYGON 8056-B - G2 Scale: 0.2292 APIs 400 WBonder GENERAL NOTES, any upotherwise the ,emete: 7/ 4/OREGON 4 I end w and s before contractshould be advised deli General Notes 1.This design is based only upon parameters prs shown and Is for an Individual �^ fl L7 'V 40, Truss: G2 and Warnings before construction mantes building component Applicability of design parameters and proper A ` 2.244 compression web bredng must be Installed where shown.. Incorporation of component Is the reaponsiblPoy of the beading designer. �0 1 A f1�` 0-{.. 3.Additional temporary bracing t Insure stability during construction 2.Design assumes the by and bottom chords ter to be laterally braced al V 'Y L+ 11 w the responsibility of the erector.Additional permanent bracing of O^.e.and at 10 o.e.respectively unless braced throughout their length by MFR �� DATE: 8/22/2017 the overall structure Is the responsibility of the balding dasignec dnuoue sheathing each as plywood sheathing(TC)and/or drywall(BC). IR 1 3.2s Impact bridging or lateral bracing required where shown 4 4 SEQ.: K3585861 4.Noload should be applied toany component until after all bracing and 4.Installation of truss esleisthe areobeuseofthe respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncortosive environment, design bads be applied to any n�mponenl. end ere for'dry condition.of use. TRANS ID: LINKS.Design assumes full bee at all supports 5.CompuTrus hes no control over}rd assumes no responsibility our the • am pporte aMwn.Shim a wedge g EXPIRES: 12/31/2017 necessary. fabs n,handling,shipment ar'd installation oa components. T.Design haeamea eaegaet.arewag.is Buss,a. August 22,2 7 8.This design is famished subject Me limae5ons set forth by 8.Pien shell a located on both feces of Wea,anti placed so their center s TPI/WTCA in BCSI,copies of ctgwill be furnished upon request. lines coincide with Joint canter lines. 9.Digits Indicate size of plate In Inches. MRek USA,InoiConnpuTru Software 7.8.8(1 L}E 10.For basic connecter plate beetsn values see ESR-1311,ESR-1888(MiTek) 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 RODE #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-858) 136 5-6=(-478) 426 5-1=(-840) 152 7-3=( -30) 376 BC: 2x4 KDDF #1&BTR 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=(-210) 126 LOADING 2-7=(-324) 142 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x4 where shown; Jts:1-3,6-8 0'- 0.0" -127/ 883V -145/ 3140 5.50" 1.41 KDDF ( 625) ( 2 ) complete trusses required. LL - 25 PSF Ground Snow (Pg) 15'- 3.0" -168/ 901V 0/ OH 5.50" 1.44 KDDF ( 625) At 2a 2 ply with 3"x.131 DIA d. 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. 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 rows) throughout 2x4 bottom chords, MAX LL DEFL = -0.006" @ 5'- 3.2" Allowed = 0.717" 9" oc in 1 row(s) throughout 2x4 webs. 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" @ 14'- 11.5" MAX HORIZ. TL DEFL = 0.004" @ 14'- 11.5" 5-03-15 4-10-11 5-00-07 'r '' '( T Design conforms to main windforce-resisting 12 system and components and cladding criteria. 5.00 D M-1.5x3 y Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 3 �O 2 N O „Iiiiiii �OlliN 0, O I W 1 �OIi11 . 1. 1.. ... .. .. .. .. 5=_ 6 7 m 8 -, M-1.5x3 y 5-00-07 y 4-10-11 y 5-03-15 y ,cs<% Q P QP i, 15-03 J. NGINE�c� /0 `t" 89200PE 44 �<' JOB NAME : POLYGON 8056-8 - G3 4////,,,V. „.,,,,.Z- Scale: 0.2994 i:< GB Ct. WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 4/ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an IndMdual VV lilt LL77 VV�'VY "'4/ Truss: G3build t.Applicability of designparameters and N end Warnings before canabuGlan commences. Ing componen App ty perame proper 2.2x4 compression web bracing must be Metalled where shown«. Incorporation of component is the responsibility of the building designer. '2' 711 `9 14 � `� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at by Is the responsibility of the erector.Additional permanent bracing of T continuous end et e o c.respectively a ply unless braced(TC)and/or Meir all(B). 4/7$'21 ` I 0-'rel‘'..* DATE: 8/22/2017 me wren en,,cf la the reaporerou of the building designer. continuous ahaeming such as plywood sheamltg(TC)end/or drywall(E). R tiY 9 9 3.2x Impact bridging or lateral braGng 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 of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes hoses are to be used in a nonconosive environment, TRANS I D•• LINK .1..19nn nada be applied to any component and are for'dry condition•of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes fun bearing et se supports shown.Shim or wedge e EXPIRES:- 12/31/2017 fabrication,handling,shipment necessary. r� .1 to t installation of components.forth ys. T.Design assumes oeduon bdrainagetto truss, August 22120 1 7 8.This design is furnished subject to the limitations set forth by e.plates shell be located on both feces of hoe,and placed no their center 9 TPIAhTCA in BCSI,copies olwhich will be famished upon request lines coincide with joint center lines. MITek USA,Inc./Com uTrus Software 7.6.81L E D Digits Indicate cocoplate Inign values P ( } 1.For bask connectore plate design values eee EBR-1311,ESR-1888(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( -98) 140 6-7=(-384) 876 1-6=( -224) 108 8-4=( -24) 152 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-1100) 254 7-8=(-310) 866 6-2=(-1362) 196 8-5=( -194) 876 WEBS: 2x4 KDDF STAND 3-4=( -656) 256 8-9=(-142) 172 2-7=( -36) 206 5-9=(-1112) 310 LOADING 4-5=( -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 i- ( 2 ) complete trusses required. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3"x.131 DIA GUN LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -214/ 1323V -224/ 351H 5.50" 2.12 KDDF ( 625) nails staggered: 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 RODE ( 625) `/�� 9" oc in 1 row(s) throughout 204 top chords, /x\/x\ 9" oc in 1 row(s) throughout 2x4 bottom chords, BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE COND. 2: Design checked for net(-5 psf) uplift at 24 "mc spacing. ) 9" oc in 1 row(s) throughout 2x4 webs. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL - -0.012" @ 8'- 6.1" Allowed= 1.098" MAX TL DEFL = -0.026" @ 8'- 6.1" Allowed- 1.464" 16-10-08 6-00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1' 5-09-04 5-05-12 5-07-08 6-00 MAX HORIZ. LL DEFL = -0.006" @ 22'- 8.8" T f f 1' ' MAX HORIZ. TL DEFL - 0.009" @ 22'- 8.8" 12 1 IIM-4x4 12 Design conforms to main windforce-resisting 5.00 D D 5.00 system and components and cladding criteria. 4.0" 4 ,p-,' Wind: 140 mph, h=24.6ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, NM` (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, 1.0" Truss designed for wind loads M-3x9 in the plane of the truss only. M-3x4 3 M-3x4 z <01111101.11111111110lAki M-1.5x3 o 1 A i i a, 0 I I co N re .-1 I C4 0 C 6 7 8 **9 M-3x4 M-3x4 0.25" M-1.5x3 M-5x8(5) y 8-06-02 y 8-04-06 y 6-00 y \�'‹C�N PN F`9t9 y 22-10-08 y W 9 2, . 'x" $9200PE fir" JOB NAME : POLYGON 8056-B - G4 ,a .-or. Scale: 0.2368 Q [4'' WARNINO3: OENEIUL NOTES, unless omelwiae noted: ')" OREGON R C"i N "II 1.Builder and erection contract would be advised of all General Notes 1.This design le based only upon the parameters shown and is for an individual fl CLI,V'Y t4 Truss: G4 and Wamings before conabucile)nem building component Applicability of design parameters and proper A N 2 204 compression web bradng must b Installed where shown.. Incorporation of component is the responsibility of the building designs. IO �,/ 1A �` �� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chorda b be laterally braced at Y 111 is the responsibility of the erector.Additional permanent bracing of 2'oo.continuous and M 10'o.c.respectively unless braced throughout chair length by (I A"ii�l l-� Naii DATE: 8/22/2017 tie overall structure le me r. IMli of the beadIn designer. 0impabu bridging or such as acing required e Mael when OBesea drywall(SC1- ��777 apom ty 9 8 3.in Impact bridging or lateral bracing ro of me where shown 5• 0 SEQ. : K 3 5 8 5 8 6 3 4.No load should be i.leWiledn to t ny ooreponent until after all bracing and 4.Installation of was is the responsibility of the respective contractor. fasteners are complete and at no0i a should any loads areata than 5.Design assumes waves are to be used In a nomcomoshre en ironmenl, and are for•dry condition.of use. TRANS ID: LINK design loads be applied to any neni. 8.Design a.e es full at all supports shown.shim a wedge S.CompuTrushas noconbolwer ndeasumeanoresponsibilitybrtheneceEXPIRES:' 12/3112017 fabrication,handling,chi ssa!slim q talism a r elagetbn of components. 7.Design limes adequate drainage la sues, . August 22,2017 e.This design u furnished subject I the limitations set forth by 8.Plates shell be located on both faces or was,and placed so their center g TPIMTCA In SCSI,copies of wh Tinel be fumiehed upon request. lines coincide with Joint senior linos. 9.Digits indicate size of plate In Inches. MITek USA,Ino./CompuTrus Software 7.8.8(10-E 10.For basic connector plate design values see ESR-1311,ESR-1983(MITeN) 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 1-2=( 0) 58 2-7=(-323) 1004 2-3=(-1481) 319 BC; 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=( -185) 411 7-8=(-217) 745 4-7=1 -105) 149 WEBS: 2x4 KDDF STAND; 3-4=(-1095) 172 7-5=( 0) 380 2x6 KDDF #2 A LOADING 4-5=1 -973) 96 5-8=( -881) 197 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSE 5-6=( -93) 90 8-6=( -148) 100 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 45.0 PSF BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA LETINS: 2-00-00 0-00-00 LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -160/ 958V -57/ 171H 5.50" 1.53 RODE ( 625) OVERHANGS: 24.0" 0.0" 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 10 PSF LIVE LOAD. TOP ICONS. 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, T 'r '( l' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 12 End vertical(s) are exposed to wind, 3.00 I- M-1.5x3 Truss designed for wind loads 6 in the plane of the truss only. F M-3x4 5 OA M-1.5x3 4 ro 0 M-3x4 `• cr 3 OA N f00 II 1 i ,-1 � m m I p 2 L� 7 .; M-8x9 M-3x4 M-3x4 k l b 7-07-08 7-07-08 Is\, t3 P R QJ y y y NGINEE7S> , 2-00 15-03 LSI `r• 89200PE gra JOB NAME : POLYGON 8056-B - K1 �,/'! • i�°11 4 t • Scale: 0.3507 WARNINGS: GENERAL NOTES, unless othenvlsethePw noted: 7 OREGON �`../ 1 SWider and erection contractor should be commences. of as General Notes 1.building design Is based only upon parameters shown and Is for an IndNlduel Il CLQ I V }*�� "{,/ Truss: K1 and Warnings before contraction commences building component Applkablllty of design parameters and proper N 2.2x4 compression web bracing must be Installed where shown c. Incorporation of component la the responsibility of the building designer. �/5 q y 4 2,°€3.‘,..-1- 2, �'�. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �,/ � is me responalblllty of the erector.Additional panananl bracing of 2'o.o.and at 10'o.n.respectively unless braced throughout their length by ( DATE: 8/22/2017 rile overall structure Is the responsibility M the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). E'R R 1`- Ir 3.2x Impact bridging or lateral bracing required where shown•SEQ.: K 3 5 II 5 8 6 4 4.No bad should be applied toany component until after all bracing and 4.Installation of buss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes muses are to be used In a non-corrosive enWronment TRANS ID' LINK design loads be applied to any component. end are o dry conditionDress. 6.Dom uTrea has no control over and assumes no res 6 Design assumes NII bearing a0 supporta shown.Sh m m wedge g EXPIRES:' 12131/2017 p responsibility for nacoasery. i fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. placedAugust 22,2017 6.TWO design Is furnished subject to the limitations set forth by e.plates shell be leveled on both faces of twos,end so their canter IPOWICA In SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. uTrus Software 7.6.8 1 L E 9.Digits Indicate else of plate In inches. MiTek USA,Inc./Com P ( )- 10.For basic connector plate design values see ESR-1311,ESR-15186(Wok) 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 #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -471) 260 1-11=(-184) 455 2-11=( -475) 474 15- 8=(-404) 359 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=( -96) 148 11-12=(-458) 305 11- 3=( -199) 613 WEBS: 2x4 KDDF STAND 3- 4=( -266) 1099 12-13=(-875) 600 3-12=( -838) 426 LOADING 4- 5=( -225) 303 13-14=( -85) 733 12- 4=(-2127) 969 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.01 ON TOP CHORD = 32.0 PSF 5- 6=( -208) 333 14-15=(-357) 1370 4-13=( -558) 1550 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -946) 492 15- 9=(-681) 1930 13- 5=( -269) 138 TOTAL LOAD = 42.0 PSF 7- 8=(-1898) 702 13- 6=(-1178) 587 OVERHANGS: 0.0" 24.0" 8- 9=(-2194) 815 6-14=( -155) 804 LL= 25 PSF Ground Snow (Pg) 9-10=( 0) 87 14- 7=( -813) 379 M-1.5x4 or equal at non-structural 7-15=( -114) 593 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/ 230H 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 ( 625) (PROVIDE FULL BEARING;Jts:1,12,9( '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 = 0.019" @ 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" @ 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. T T T 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 f f f f f f f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 12 12 Truss designed for wind loads 5.00 D IIM-9x9 .C15.00 in the plane of the truss only. M-1.5x4 M-1.5x4 4.0" M-3x6 M-3x56 ,f,,, M-3x6 M-2.5x4 or equal at non-structural diagonal inlets. M-1.5x4 M-3x '11 M-3x6 Truss designed for 4x2 outlookers. 2x4 let-ins M-3x6 M-4 X6 1•o M-3x4 of the same size and grade as structural top M-1.5X4 M-3x6 4 6 chord. Insure tight fit at each end of let-in. M-5x6(5) /✓Ja1 M-5x6(5) Outlookers must be cut with care and are A permissible at inlet board areas only. 0.25" 0.25" M-3x6 `' I i +flit 7 M-3x6 M-1.5x3 / � + +. 8-1.5x3 2 ,M 1.5x4 / I ,-, M-3x6 w cv ,erg I 0 1 11 12 13 14 15 . 9 0 0 `6?' PR0 4 1 M-3x4 M-3x4 •25„ M-4x8 0.25" M-3x4 -M-4x4 1 v/-C[�C� M-5x6(S) M-5x6(S) �\ C?rN 61 y l l b y b [S\ CGS F,9 0 y 10-02-08 9-06-08 6-04-09 6-04-09 9-06-08 10-03-14 b 1 .9 :9200PE r" 52-04-08 2-00 JOB NAME : POLYGON 8056-B - Fl Scale: 0.1224 �� ' Cr /t / WARNINGS:Builder D.This de ignM NOTES, unyus pon sen«ed "�"� ,_OREGON �`+(,/ 1.Butitlar ane erection contractorMoyle be advised of all General Nates I.Thte deNgn le based only upon the parameters shown and Is f«an hldNlduN Truss: Fl and wamin before construction ces building component Applicability of design parameters and proper �/ (� 2.2a4 compression web bradng mesrpe Installed where shown+. incorporation of component Is the responsibility of me building dealgner. <0 7 fr 14 2P �-',•• 3.Additional temporary bracing to Cede stability during construction 2.Design assumes the by and bottom chards b be laterally braced at Is the responsibility of the oraclor.Additional permanent bracing of T continuous and M 10'hin respectively unless braced throughout they all(B). 6(:,ri` RA- DATE: 8/22/2017 tiro overall structure is the reaporsibtilty of the building designer. continuous edging or such as plywood aired here s oes•drywall(BC). [� R 9 3.t s Impact bridging or lateral bradng required where shown++ SEQ. : K 3 5 8 5 8 6 5 4.No bad should be applied to ant/mnponent unto after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at time should am loads greater poen 5.Design assumes trusses are tos he be used in a nontortasive environment, TRANS I D• LINK design loads be applied to any component. dna are r«'dry candllkn•or use. 5.CompuTms hes no canted over nd assumes no responsibility for the 5.°e�sn.e,nroe fist bearing at ap eupp«b a^°w^.9hkn«wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment a Installation of components. necessary.T.Design assumes edequete drainage b preeshon August 22,20 7 8.This design u furnished subject '1'"limitations set fold by 8.Plates shell be located on both feces of Was,and placetl so Ihdr center TPI/MCA In SCSI,copies of dy will ba furnished upon request. Ilnee colndde svhh joint cant«Imes. - 9.Digits Indicate she of plate In Inches. MITak USA,Inc./CompuTru SLRwera 7.6.8(114-E 10.For bask cormector plate design values see ESR-1311,ESR-1988(MITak) 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 #1SHTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 58 2-11=(-461) 3658 2- 3=1-3978) 643 7-15=( -811) 206 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -233) 264 11-12=(-449) 3766 3-11=1 0) 310 15- 8=( -59) 399 WEBS: 2x4 KDDF STAND; 3- 4=(-3977) 562 12-13=(-599) 4631 11- 4=) O) 235 8-16=( 0) 180 2x6 KDDF #2 A; LOADING 4- 5=(-3340) 525 14-15=) -12) 93 4-12=1 -680) 180 8- 9=(-3940) 598 2x4 KDDF 416BTR B LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-3346) 523 15-16=(-484) 3566 12- 5=) -107) 1241 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4800) 727 16- 9=(-480) 3570 12- 6=(-1615) 305 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PIF 7- 8=(-4014) 575 6-13=( -7) 609 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=( -184) 302 14-13=( 0) 83 LL = 25 PIF Ground Snow (Pg) 9-10=( 0) 58 13- 7=( -120) 795 OVERHANGS: 24.0" 24.0" 13-15=( -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/ 588 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 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL- -0.353" @ 23'- 5.8" Allowed= 1.860" MAX TL DEFL= -0.634" @ 23'- 5.8" Allowed - 2.481" MAX LL DEFL= 0.040" @ 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, MWFRS(Dir), 16-10-08 21-03 load duration factor=1.6, ,. ' 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 i' T T .f T T 12 12 3.00 - M-4x6 a 3.00 4.0" Par M-5x6(5) M-3x4 ;M-4x9 4 M-4x6 ili - .25" 3 //u 7 • M-1.5x3 M-5x12 ' M 8 I 1 .'� M-1.5x3 j .+ /- 1 - .. 2 - 1 12 '� 13 -/o ed ,-I to M-8x10 b.25" M-4x8 s A o ( ) 15 16 M-5x8 S M- x9 M-5x16 M-1.5x3 M-8x9 0 M-1.5x3 J, / / / / / / ?,co PR ()Fe 8-04-06 8-06-02 6-07-04 5-01-04 4-09-04 4-09-04 ss yy y CrN, 2-00 23-04 14-09-08 2-00 �� p 09 � yy �' 38-01-08 � 9200PE < JOB NAME : POLYGON 8056-B - K2 • • Scale: 0.1620 Q WARNINGS: GENERAL NOTES, unlace othenstee noted: +� N 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for en IndNldual 7 AA"_O �' "'V • Truss: K2 and Warnings before construction commences. building component.Applicability of design parameters end proper " • 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the reaponalbNly d the building designer. y Q.. "'k'�' 2.Design assumes the top and bottom chords to be laterally braced at O t 4 Q) • 3.I the responsibility temporary bracing to insure stability during construction bracing 2'o.c.and at 10'o.c.respe05vely unless braced throughout thea length by (/�.-.. Is the respo of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �"R R I L� • DATE: 8/22/2017 Ne overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • SEQ.: K3 5 8 5 8 6 6 4.No road ahold be applied to any component well after all bracing and 4.Installation of truss 8 the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses re to be used in a non-corrosive environment. design loads be applied to any component. and are for"dry condltloneof use. TRANS I D: LINK . ames an bearing at all supports shown.smut or wedge rc 5.CompuTmshasnoconWloverandassumesnoresponsibiliyforthe en,,,Design ses,ry. fabrication,handling,shipment and installation + EXPIRES: 12/31120installation of components. 7.Design assumes adequate drainage Is prodded. August 22,2017 8.This design is furnished subject to the limitations sat forth by 8.Plates shell be located on both faces of truss,end placed so their center TPIIWICA In BCSI,copba of which will be fumished upon request. lines coincide with joint center lines. 8.1191W Indicate size d plate br inches. MiTek USA,Inc./Com uTrus Software 7.8.8 1LbE 10. For basic connector pte design val a incval oes see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS I TRUSS SPAN 52'- 4.5" IBC 2015 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -471) 260 1-11=(-184) 498 2-11=1 -475) 474 15- 8=1-404) 359 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=( -96) 100 11-12=(-445) 305 11- 3=( -199) 659 WEBS: 2x4 KDDF STAND 3- 4=( -266) 1099 12-13=1-892) 600 3-12=1 -852) 426 LOADING 4- 5=( -204) 303 13-14=1 -85) 716 12- 4=(-2127) 969 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -187) 333 14-15=)-357) 1353 4-13=1 -558) 1550 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 -927) 492 15- 9=1-681) 1913 13- 5=1 -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=1 -155) 808 LL - 25 PSF Ground Snow (Pg) 9-10=1 0) 87 14- 7=( -813) 379 7-15=1 -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/ 1381V 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. f T T 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 -1 - '1 -1 -( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 5.00 IIM-4x4 .' 1 5.00 Truss designed for wind loads in the plane of the truss only. 4.0" s .f,' M-4x6 1.0h, M-3x4 M-5x6(S) 4 6 M-5x6(5) 0.25" 0.25" 3 7 +N tee M-1.5x3 }1 + + 2 /*M-1.5x3 C N XM P CNO 1 11 12 T 13 l'i 15 '\tl o �yy`a RO IM-3x4 M-3x9 #•25" M-4x8 0.25" M-3x9 =M-9x9 l c..�(,,`" P FSS M-5x6(5) M-5x6(5) � ,,.,GINE,6,- V/ y 10-02-08 y 9-06-08 y 6-09-09 y 6-09-09 y 9-06-08 y 10-03-14 y �I�,� Ne 4'T �� b i' b �` 892OOPE �V 52-09-08 2-00 JOB NAME : POLYGON 8056-B - F2jV Scale: 0.1256 a AZ WARNINGS: • GENERAL NOTES, unlessoerereisenoted 10 OREGON <C/ 1.Builder and erection contractor ould be advised of all General Notes 1.This design is based only upon the parameters shown and is for en IndWlduel A- �. Truss: F 2 and Warnings before constr commences building component Appllc°bNity of design parameters and proper "� 2.2x1 compression web bracingmust be Installed where shown+. incorporation of component Is the responsibility of the building designer. ��/"s A/Y y^ 2,Ll.` �"',+ 3.Additional temporary bracing toInsure stability during construction 2.Design assumes the lop and bosom chords to be laterally braced at 1 Y UA- W the responsibility of the erector.Additional permanent bracing of 2'o c.and at 10 o e.respectively unless braced throughout their length by /1/46F. ri R U� NJ DATE: 8/22/2017 lire overall structure Is tta,reepelrolbni f the building designer. continuous sheathing each as ptywaod aheaming(TC)arM/o drywall(BC) ty o g 9 3.2s Impact bridging or lateral bracing required where drown++ SEQ. : 1<3 5 8 5 8 6 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc noncortoshe environment TRANS I D: LINK design loads be applied to any component. and are ton condition"of use. 5.DornpuTms has no control over end assumes no responsibility for the 8.Dnecessary. ign°°° es full bearing at°°supports shown.Shim or wedge° EXPIRES: 12/3112017 fabrication,handling,shipment eeryum {r�r� pment installation of components. 7.Designassumesadeonborainageis tmeo,e. August 22,2017 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of imea,and pieced so their center 9 TPIIWTCA in SCSI,copies of et)lm will be furnished upon request. Imes coincide with)dnt center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrub Software 7.8.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1888(Musk) 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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 55 2- 7=(-490) 1871 2- 3=(-2138) 499 6- 9=(-908) 274 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=1 -172) 296 7- 8=(-409) 1592 3- 7=1 -103) 164 WEBS: 2x4 KDDF STAND; 3- 4=(-1881) 365 8- 9=1 -35) 48 7- 4=1 0) 383 2x6 KDDF #2 A LOADING 4- 5=1 -983) 250 4- 8=1 -812) 240 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1044) 239 8- 5=1 0) 328 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 8- 6=( -182) 920 BC LATERAL SUPPORT <- 12"OC. UON. 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) 0'- 0.0" -231/ 1227V -46/ 131H 5.50" 1.96 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 23'- 1.5" -114/ 958V 0/ OH 5.50" 1.53 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 a -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 HORIZ. TL DEFL = 0.036" @ 22'- 11.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.6ft, 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, 16-10-08 6-03 Truss designed for wind loads T '' T in the plane of the truss only. 5-05-02 5-09-14 5-07-08 6-03 T T T T T 12 12 3.00 " 4 5.00 M-5x6 5 -3x9 ,loillioi 00000 INoilliol.re 4 M-3x4 .M-4x4 • 3 4'4M-1.5x3 d m S 0 5o A oof I I _ 8 N I 2 a 7 4 8 a9 M-8x10 0.25" M-3x8 M-1.5x3 M-5x6(5) y y y y �5 © PaFsB-OS-04 8-03-08 6-04-12 �� Gs/y y y LS? Np 2-00 23-01-08 1 7 � 89200PE JOB NAME : POLYGON 8056-B - K3 ,/' _,. Scale: 0.2560 -Oa IP C. WARNINGS GENERAL NOTES, unless otherwise nmed: OREGON ` Truss: K 3 1..Builder and erection contractor should be advled of all General Notes 1.Thls design is based only upon the parameters shown and le for an IndMdual G �"'(t (� and Warnings before construwbo commences building component Applicability of design parameters and proper 2.2r4 compression web bracing must be installed where shown a. incorporation of component Is the responsibility of me building designer. //y�0 14 A � �^"i� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chorda b be laterally braced et [,/ ,a Y+ i Is the reaponsibitity of the erector.Additional permanent bracing of 2'0.0.and et 10'a n.respectively unless braced throughout melt length by [fife 0- DATE: 8/22/2017 ere overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheaming(TC)and/or drywall(BC). .ii i .• 2z Impact bridging or lateral bracing required where shown SEQ.: 1<3585868 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the maponsibllity of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. end ere for•dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beefing al all supports shaven.Shim or wedge 6 EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. 0.Design esign ass sumes adequate drainage Is prodded. August 22,2017 S.This design is furnished subject Is the limitations set form by e.Plates shell be boated on both faces of truss,and placed so Meir center TPIA TCA In SCSI,moles o1 wh1ch will be fumlehed upon request lines coincide with pint center line. MiTek USA,Inc./Com uTrus Software 7.8.8(iL S.Digits Indicate size of plate In inches. p )-E 10.For bash connector plata design values see ESR-1311,ESR-1933(MITek) 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/DDE/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=(-1558) 953 BC: 2x4 DF 2400F SPACED 24.0" O.C. 2- 3=(-6127) 6401 11-12=(-4283) 4189 11- 2=(-1424) 1395 7-16=1 -308) 711 WEBS: 2x4 RODE STAND; 3- 4=(-4625) 5120 12-13=(-4967) 4713 2-12=1-1201) 1029 16- 8=1-1314) 851 2x4 KDDF #1&BTR A; LOADING 4- 5=(-2839) 2680 13-14=1-4781) 4365 12- 3=1 -313) 436 8-17=1 0) 286 2x4 KDDF STUD B LL( 25.0)+1)L( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2894) 2736 14-15=1-5294) 5829 3-13=1-1214) 951 8- 9=1-6215) 4740 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-4007) 3405 15-16=1-6019) 6961 13- 4=1-3705) 2308 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 7- 8=1-5095) 4048 16-17-1-6797) 8133 4-14=1-2849) 3784 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=1-6215) 4740 17- 9=(-6794) 8136 14- 5=(-1497) 1503 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 87 14- 6=1-1921) 1094 OVERHANGS: 0.0" 24.0" 6-15=1 -558) 1170 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA I 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) I 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 1 670) 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 I 1C OBD 2 Design checked for net( 5 osfl uollft at 29 oc pacing VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.201" @ 45'- 1.3" Allowed = 1.590" MAX TL DEFL = -0.262" @ 38'- 11.3" Allowed = 2.119" MAX LL DEFL = 0.041" @ 54'- 3.0" Allowed = 0.200" MAX TL DEFL = 0.039" @ 54'- 3.0" Allowed = 0.267" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.244" @ 0'- 2.4" MAX HORIZ. TL DEFL = -0.259" @ 0'- 2.4" ICOND. 3: 250.00 PLF SEISMIC LOAD. 26-00-01 26-02-15 Design conforms to main windforce-resisting '( 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 T 'I 1 f . - f . f 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 M-5x6 4 5.00 Trusslad ddesigned uration ffor o6 wind loads 5.0" in the plane of the truss only. 5 .,(-n M18HS-8x10(S) M-7x6e�•x! ?-4x4 / M-5x6(S) 0.251"0000000°...... .251Q✓/ 0.25,r 7 16\k M-8x9 / M-5x12 2 4/101 N M-1.5x3 ^Sr M-1.5x3 N 11% vo 13 " 54 . ...9 0 D DFeSf M-1x4 8.25" 0.25M-3x4 0.25x3 M-3x4 oMSHS 7x16 M-4x6 O �4� r. ' G INC9 � 0M18HS-8x10(5) M18HS-8x10(5) MSHS-8x10(5) MSHS-7x16 y ), ), y )' I b ). ,1 c, _ 6-09-11 6-03-02 6-06-10 6-04-09 6-04-09 6-06-10 6-03-02 7-00-09 .11 y y 89200PE <' 52-03 2-00 r JOB NAME : POLYGON 8056-B F2DRAG �'� Scale: 0.1249 eS ' - WARNINGS: GENERAL NOTES, unless otherwise noted: le (r 1.Sunder and erection contractor should be advised or all General Notes 1.This design is based only upon the parameters shown and Is for an individual /��.O R EG O N 1ti Truss: F2 DRAG and Warnings before cenetrucibn commences, building component.Applicability of design parameters end proper �1/ pr ,� fx �� 2,2x1 compression web bracing must be installed where shown+. incorpdatlon d component is the responsibility d the building designer. /1 "1/". 7 y 14 P 3.Additional temporary bracing to Imre stability during construction 2.Design assumes the top end bottom chords to be laterally braced et C/ f by is the responsibility of the erector.Additonal permanent bracing of 2' end at ea hin.such as ply woods braced(TC)throughout and/or dryeir ei6B). MEFs R r LL p DATE: 8/22/2017 the overall structure a the responsibility of deal continuouslopedridgingorlaterlbacwgeweresown+dryw.n(Ec). IMn ty o building designer. 3.20 Impact bridging or lateral bracing required where shown++ SEQ.: K3585869 4.No bad should be applied to any component until alter all bracing and 4. les of assumestruss Is the he are to responsibility ay of ethe rs respective c enatorr. 5.Design fasteners are complete and at no lane should any loads greater than design loads be applied la any component. onmenL and are for'dry condition'of use. TRANS ID: LINK 5.CompuTmshas nocontrol over and assumes nonepoosibility for the 8.Design aaeumeeWlbearing elall supports Wow.Shim orwedge if EXPIRES: 12/31/2017 na:lgn ee fabs desin.handling,shipment sod Installation of components. 7.Design assumes adequate drainage Is provided. August 22,2017 S.This design a famished 00000 the anitations set forth by a.Plates shell be located on both laces of Wes,and placed so their tenor g TPINOTCA In SCSI,copies of w(ar1,will be furnished upon request. lines coincide with joint center lines. B.Diggs Indicate Noe of plate in Inches. MITek USA,Inc.IQompuTrue Software 7.6.8(1L).E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mild,) 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; 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -703) 295 8- 9=1-241) 375 8- 1=(-1290) 404 ii- 5=(-384) 241 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 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 KDDF #16BTR A LOADING 4- 5=(-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=(-2689) 496 3-10=( -52) 778 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 87 10- 4=( -794) 220 BC LATERAL SUPPORT <= 12"OC. 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 SQ.IN. (SPECIES) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PIF 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/ OH 5.50" 2.57 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL- -0.114" @ 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 f 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 T 1' ' T 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 IIM-4x4 Q 5.00 load duration factor-1.6, D„ End vertical(s) are exposed to wind, 4.0 2 Truss designed for wind loads 0044% in the plane of the truss only. 1.0" M-3x4 M-3x4 3 /- M, -5x6(S) al0 1 A Allk21111111111*5" � M-1.5x3 s II;: N O 111111111111111116.6.► 8** 9 10 11 -6 7 0 M-1.5x3 M-3x8 0.25" M-3x4 .M-4x4 1 M-5x6(S) ��,EO PR OF utt y b b b b r -v- N �'9 /d'Pi 6-00-01 6-04-09 9-06-08 10-03-14 y b y 32-03 2-00 Q 89200PE �r-. JOB NAME : POLYGON 8056-B - F3 Scale: 0.1850 -41111P - -10 a` WARNINGS: GENERAL NOTES, unless amerwiae noted: OREGON 4/ 1.Builder and erection contactor should be advised of all General Notes 1.This design O based ory upon the parameters shown and la for an Individual l OREGON L.77 4J'V tK �"`(f Truss: F3 and Warnings before construction commences building component Applicability of design parameters and proper /+" 4 V` 2.2x4 compression web bracing must be Metalled where shown*. Incorporation of component la the responsibility of the bulMlrg designer. �O '9 y 1 4Q'` P"j.� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bosom chorda b be laterally braced al A- „s is the responsibility of the erector.Additional permanent bracing of 2'n.c.end at 10'o.c.respectively unless braced throughout their length by � �I�I O continuous sheathing r such as plywood aired here sand/or drywell(BC). """777{y DATE: 8/22/2017 me overall structure u the responsibility m me banding designer. 3.23 Impact bridging or lateral bracing required where shown.. SEQ.: K3 5 8 5 8 7 0 4.No bad should be applied to any component until after all bracing and 4.Installation of Was is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D' LINK design loads be applied to any component. end are fo'dry condition"of use. 5.CompuTrue has no control over and assumes no responsibility for the 8.Design assumes toon ll bearing at all supports shown.Shim wedge If EXPIRES: 12/31/7017 fabrication,handling,shipment and instelleton of components. a ,.oaten assumes adequateenignelocated laces of Wes,and placed so their center 9 TPIN TCA In SCSI,copies of which will be furnished upon request. lines coindde with joint center lines. 9.Digits indicate size of plate In Inches. MTek USA,Inc./CompuTrus Software 7.8.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS i TRUSS SPAN 19'- 9.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k16BTRLOAD DURATION INCREASE = 1.15 1-2=(-1435) 297 1-6=(-433) 1234 6-2=( 0) 262 BC: 2x4 KDDF #1&BTR I SPACED 24.0" O.C. 2-3=1 -821) 232 6-7=(-436) 1230 2-7=(-603) 189 WEBS: 2x4 KDDF STAND; • 3-4=) -177) 166 7-8=(-280) 671 7-3=( 0) 454 2x4 KDDF N16BTR 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 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT 0= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG 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/ 290H 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 SBC 2015 AND IRC 2015 NOT BEING MET. ICOND, 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 - -0.039" @ 6'- 6.9" Allowed- 0.952" MAX TL DEFL - -0.067" @ 6'- 5.8" Allowed- 1.269" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.015" @ 19'- 4.0" MAX BORIS. TL DEFL - 0.025".@ 19'- 4.0" 6-07-08 • 6-03-08 6-06-12 0-03-12 T ' T T T Design conforms to main windforce-resisting system and components and cladding criteria. • 12 M-1.5x3 5.00 4 s 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- M-Sx6(S) N0 m0.25" :111°11°11°1111111°11.IIIIIIIIIIIIIIIIIII°ll‘I o 01Oco uo A- to IV' ' w 1 -f I 1* 6 *8 o M-3x9 M-1.5x3 M-3x4 M-3x4 t2 I 6-05-12 l 6-01-12 y 7-02 ',0)'' PI�DpCCOn y 19-09-08 l wr~� NGINF� ip2� Ct" 89200PE JOB NAME : POLYGON 8056-B -I F4 scale: 0.2905 -...410.00e40'.. -- � -` as WARNINGS:: I U.This design NOTES, unless o the aramete 7,, A_OREGON * �4, 1.Builder and erection ontlader a otNtl be advised of ail General Notes 1.Thle daeign Is based only upon the paramelere shown and Is for an individual ! N Truss: F4 and Warnings before orrinmilo commences. building component.Applicabiltyof design parameters and proper A (� 2.2x4 compression web bracing e8st be Installed where shown+. Demon ation of component is the responsibility of the building designer. '0 7), 14 20 �4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chorda w be laterally braced at �./ „S Is the responsibility of the erecart Additional permanent bracing of 2'continuous and a 110'o.o.respectivelysucasply unless braces throughout they length by E' ` ILA- DATE: LA 1Q DATE: 8/22/2017 the wrcren elft 1uro le ma mpoMiMllofax buildingdesigner. 2n lap o,.neelnwr such as plywood.neetnag;.s oneror dryw,n(ec). R N 3.2s Impact bridging or lateral bracing required where shown++ SEQ. : K3 c o c o 7 1 4.No load should be applied to any component until after all bracing and 4.Installation of truss a the responsibility of the respective contractor.J O J O fasteners are complete and at no time should any loads greater then 5.Design assumes busses are to be used in a non-corrosive environment, TRANS I D• LINK design wads be applied to any campormnt. and are for'dry kill be a of use. 5.CompuTnn has no control over and assumes no responsibility for the 6.Design seumee all bearing al all supports shown.Shim o,wedge d EXPIRES: 12/31/2017 tebrioilon,handling,shipment and retaliation of components. ry 1. anhaaumessaedon drainage aprodded. WAugust 22,2017 6.This design is amished subject ip the limitations set forth by 8.Mates shell be located on both/aces of buss,and aced so their canter TPIANTCA in SCSI.ogles of which will be furnished upon request. lines coincide with joint center lines. Digits9. MiTek USA,IncdCompuTrus Software 7.6.8(1L)-E 10.Frindicate connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 4.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 58 2-6=(-287) 563 3-6=(-604) 277 BC: 2x4 KDDF #1&BTR 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. UON. LL( 25.0)+01( 10.0) ON TOP CHORD - 35.0 PSF BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 POE BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 24.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF 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 lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.040" @ -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 T T T . system and components and cladding criteria. 12 Wind: 140 mph, h=20.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3.00 (All Heights), Enclosed, Cat.2, Exp.B, MWERS(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. m M-1.5x3 3 co Aw o 2 � C I t'1 I 1 S 4 6 O M-3x4 M-3x9 k i, I. 8-11 0-05-08 t� p y 2-00 y 9-04-08 �y o PROp�ss r›g "-yGINF9 Wo 89200PE r JOB NAME : POLYGON 8056-B - H1 ....4,41,411001.:40.: Scale: 0.5019 ,'102't� ' = WARNINGS. GENERAL NOTES, unless otherwise noted: • OREGON w� `.(f 1.Builder and erection contractor should be advised of aH General Notes 1.This design Is based only upon the parameters shown and is for an Individual N Truss: H1 and Warnings before construction commence, building component Applicability of design parameters end proper �,�J 14 2-C)40,0- A/2.204 compression web bracing must be Installed where shown 0. Incorporation of component b the responsibility of the building designer. at rO -7 Y "'1Fr 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom asschob b be laterally braced se is the responsibility of the erector.Additional permanent bracing of T o.c.continuous at 10'o.e.respectively unless braced throughout their large by r l R10- DATE: �� DATE: 8 22 2017 the overall structure is Meme responsibility of the building deal 2n Impact sheathing or ouch as plywood eheamirh where sho)ts/or drywall(BC). 4„ spona ty ng gner. 3.2a Impact bridging lateral bracing required shown*0 SEQ.: K3 5 8 5 8 7 2 4.No bed should be applied to any component until after all baling end 1.Installation of buss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater her 5.Design assumes busses are to be used in a nen-corrosive environment. TRANS I D• LINK design bads be applied to any component. end are for Airy condlibn'of use. 5.CompuTms hes no control over and assumes no responsibility for the 6.Design assumes hat bearing at all supports elnown.Shim or wedge N EXPIRES: 12/31/2017 neceesary. fabrication,handling,shipment and Installation of components. ].Pshallassum caadeduoneothilaceIsgrossed. Augur 22,2017 6.This design la tarnished object to me limitations set forth by B.Plates shell be located on both laces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be IarMshed upon request, tees coincide MO joint center lines. 9.Digits Indicate size of plata in Inches. MITek USA,Inc./CempwTras Software 7.615(114-E 1G For basic 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 15'- 0.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x4 DF 2400F LOAD DURATION INCREASE = 1.15 BC: 2x4 OF 2400E 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. UON. - LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h-21.40t, TCDL=9.2,BCDLm6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(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 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 10PSF LIVE LOAD. TOP complete specifications. • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. . 7-06 7-06 • 'f T T 12 12 7.00 H M-4x4 Q 7.00 3 dill > iiiIIh .! -/o 0 1 M-3x4 M-3x4 • • pt y 2-00 l 15-00 X54 i AGAE ,,S�,�p 44, 89200PE �r • JOB NAME : POLYGON 8056—B —� Ll __ � Scale: 0.4536 ryt;��EG//''.. WARNINGS: • GENERAL NOTES, unless otherwise noted OREGON �44 t Builder and erectioncontractor should bedviesd of as General Nobs 1.This design Is based only upon the parameters drown and is for an Individual A. Truss: Ll and Warning before construction commences. building componentmApplicability of design parameters end proper V z 2x4 compreIon web bracing st be i talled where shown« npaatlofon component le the reepons bIIHy W t e butidi q designer �� q y 14 olO 3.Additional temporary bradng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al ,s Is the responsibility of the erector,Additional permanent bracing of 2cg.c.and et 1(1.on.such as ply wood s sheathing(TC) (TC)c 41 their length by R 11-A.-- DAT ��VVI DATE: 8/22/2017 me overall structure is the reaps ldti of Me building designer. loped sheathing Or such l b ci plywood aired where and/o drywall(BC). ��r777 H ^tai ty 9 3.2z bridging or lateral bracing required where shown+ SEQ. : K3 5 8 5 8 7 3 4.No bed should be applied to any"component un5 after all bracing end 4.Installation of boss b the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS I D• LINK design boas be applied to any cajnpoesnt dosser«dry conditionor use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing at all supporta shown.Shim a wedge H EXPIRES: 12/31/2017 nemsfabrication,handling, ury ieed sm)ed I We of components. 7.Design assumes adequate drainage is provided. placedAugust 22,201 7 8.This designIa furnished aubled Ir(F, limitations famished set forth by 8.Plates shall be located on both faces of hose,and so their center /1 l 22 TPINfTCA b BCSI,copies of whi wet be famished upon request. lines colndtle wls)slot canter Ilnea. 8.Digits Indlcon eine of tette I^i^hes. MiTek USA,Inc/CompuTrus Spftware 7.8.8(1 L}E 10.For basic connector pleb design values see ESR-1311,ESR-1888(MITek) 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 87 2-6=(-247) 308 3-6=(-353) 229 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-388) 182 6-4=(-138) 111 WEBS: 2x4 KDDF STAND 3-4=(-102) 96 LOADING 4-5=( -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 TOTAL LOAD- 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 24.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -133/ 645V -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, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX 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 f f f 1 MAX HORIZ. LL DEFL - -0.003" @ 8'- 5.5" 12 MAX HORIZ. TL DEFL = 0.003" @ 8'- 5.5" 5.00 M-1.5x3 5 9 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-21ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, M-1.5x3 Truss designed for wind loads in the plane of the truss only. 3 0 P« o 0 MI c o /- o f 2 -6 -/ o 1 M-3x4 M-3x4 b ) J, 8-05-08 0-05-08 y y y 4,��Eo PROF, sc2-00 8-11 r›,� <, - „,..,....,, GI N Fh' X02 c :9200P <' JOB NAME : POLYGON 8056-B - Ni �� - Scale: 0.5032 �� /� [�'`' WARNINGS, GENERAL NOTES, unless otherwlee noted' 0 OREGON y1 A' �" Truss: N 1 1.Builder and erection contractor should be advleed of al General Notes 1.This design Is based only upon the parameters shown and b for an IndNldual "1// fl CL7 V'V h and Warnings before construction commences. building component Applicability d design parameters and properAt L+� s+l 2.2x4 compresAon web bradng must be Installed where shown+ Incorporetlan al component la the reepenelblliry oi Me beedbg designer. . J (10� �y� 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me lop end bottom chorda to be laterally braced al �.f r L+ i Is the responsibility of Me erector.Additional permanent bracing of 2'or.and at 10'o e respectively unless braced throughout their length by �� continuous sheathing such as plywood sheathing(TC)and/or drywai(BC) ��"""��' Ft DATE: 8/22/2017^ the overall structure Is the responsibility of Me building designer. 3.2s Impact bddgi g or lateral bracing required where shown++ SEQ.: K3 5 8 5 8 14 4.No bed should be applied to any component until after all bracing end 4.Instellabon of truss Is Me responsibility of the respedNe contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component end are far'dry condition'of use. 5.CanpuTme has no control over and assumes no responsibility Mr the 8.Design assumes NII bearing at all supports shown.Shim or wedge if EXPiRES 12/31/2017 fabrication,handling,shipment end installation of components. T.Design assumes adequate drainage is provided. AA } 6.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,end placed as their center ug US`��r 2� 7 TPIWTCA In SCSI,copies of which will be furnished upon request, lines coincide with joint center Ines. MiTek USA,Inc./Com UTNE Software iE 7.8.8 L 9.Digits indicate size of plate M inches, ( 10.For basic connector plate design values see ESR-1311,ESR-1968(MITek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 3j" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 (Drawings not to scale) offsets are indicated. I Damage or Personal Injury r��= Dimensions are in ft-in-sixteenths. li4 Apply plates to both sides of truss 1 2 3 1. Ad itional stability bracing for truss system,e.g. and fully embed teeth. di onal or X-bracing,Is always required. See BCSI. TOP CHORDS 0'/ rr 2. ss bracing must be designed by an engineer.For 16 4 i e truss spacing,individual lateral braces themselves p y require bracing,or alternative Tor I tY 116k11110,2011 Ocing should be considered. O■ O d 3. Ne kr exceed the design loading shown and never o V stick materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-8 C.- cs-s I— designer,erection supervisor,property owner and plates 0- ',a from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE jqi t and embed fully.Knots and wane at joint — required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO Ip tions are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. D Ign assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT til environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. tp ass otherwise noted,moisture content of lumber sh II not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 re ponsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 ca berfor 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.I{u bar used shall be of the species and size,and Southern Pine lumber designations are as follows: ifi :II respects,equal to or better than that itIndicated by symbol shown and/or SYP represents values as published ap.cifled. ♦ by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13. o•chords must be sheathed or purlins provided at 1 output. Use T or I bracing with effective date of June 1,2013 .cing indicated on design. If indicated. 14.B. om chords require lateral bracing at 10 ft.spacing, BEARING Or ess,if no ceiling is installed,unless otherwise noted. 15.9•nnections not shown are the responsibility of others. I Indicates location where bearings 16.d•not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved ap.roval of an engineer. ■=10 reaction section indicates joint 1116 number where bearings occur. 17.In-tall and load vertically unless indicated otherwise. �_� Min size shown is for crushing only. lo 18.U -of green or treated lumber may pose unacceptable _m en ironmental,health or performance risks.Consult with Industry Standards: pr•ject engineer before use. ANSIITPI1: National Design Specification for Metal WI19.i# iew all portions of this design(front,back,words Plate Connected Wood Truss Construction. an pictures)before use.Reviewing pictures alone ii of sufficient. DSB-89: Design Standard for Bracing. miTeko BCSI: Building Component Safety Information, 20.D sign assumes manufacture in accordance with Guide to Good Practice for Handling, ANS RPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013