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Plans (23) MiTek° MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 5019-B POLYGON 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: K1580947 thru K1581025 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. D PROF �CS� GI NEk- /� 2oP `t` 89782PE yvf 9OREGON,� �, ` 15, fgRY (4,4 MAUL " j33 December 8,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 1.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 RIDE 91&BTR LOAD DURATION INCREASE = 1.15 BC: 209 KDDF 91&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. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on ontinuous bearing wall UON. M-102 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 7-06-12 7-06-12 T T T 12 12 IIM-4x4 7.50 Q 7.50 3 l0 o0 1 [ 74-4 I 14' 10- ri M-3x4 M-3x4 y y y <as. Oxct9 1-00 15-01-08 1��:5 NG1N� R /0 '." 89782PE ' JOB NAME : 5019—B POLYGON — Al • ,� ' - Scale: 0.9916 ,/ f \ _—., WARNINGS: GENERAL NOTES, unless otherwise noted C/' / /^r/1•'y(�� 40 1.Builder and erection oontrador should be advised of al General Notes 1.This design le based only upon the parameters shown and le loran individual �x.Of jEGONI e'�•r' �,y„ Truss: Al and Warnings before construction commences. building component Applicability of design parameters and proper G� (1, S 2 244 compression web bracing must be Installed where shown v incorporation of component Is the responsibility of the building designer. 11/5), 1 fi,4 RY A6 ,- • 3.Additional temporary bracing to Insure stability during oonstrud4un Ai'2 Design assumes the lop and bottom chords to be laterally braced at 7 is the responsibility of the erector.Additional permanent bracing of 2 o.c.and et 10 o.c.respectively unless braced throughout their length by r DATE: 12/8/2015 the a resp structure lathe responsibility nthe building continuous sheathing such as plywood sheath iters)and/or drywall(BC). PIA 1)i epon ty o g designer. 3.Sd Impact bridging or lateral bracing required Ahem Mown v+ r'{ L. SEQ.: El 5 8 0 9 4 7 4.Ne load should be applied to any component unll alter el bradng and 5.4.DesiInstallation truss iisthhee respo al iltyy of d In sue respective connv tonmanl, r. fasteners ate complete and at no time should any bads greater thang design pada be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTrus has no control over and assumes noreeponeibiliiyfor the 6.Desgnassumes ullbearingatalsupportaewwn.Sh:earwetlgeif EXPIRES' 12131/2016 eery. p EXPIRES:t3 C / V fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage Is provided. December$,2015 S.This design Is furnished subject to the Ilmballuns set fodh by 8.Plates shall be located an both feces of truss,and placed so their center TPIANICA In BCSI,copies of which will be furnished upon request. lines coincide 04th Joint center lines. 9.Digits Indicate size of plats In Inches. MITek USA,Int./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1958(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-01-08 GIRDER SUPPORTING 6-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #148TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1668) 297 1- 6=(-209) 1326 6- 2=( -26) 371 BC: 2x6 KDDF #168TR WEBS: 2x4 KDDF STAND 2- 3=(-1161) 253 6- 7=(-208) 1316 2- 7=(-992) 142 LOADING 3- 4=(-1161) 253 7- 8=(-208) 1316 7- 3=(-208) 989 LL = 25 PSF Ground Snow (Pg) 4- 5=1-1668) 297 8- 5=(-209) 1326 7- 4=(-492) 142 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)- 04.0 PLF 0'- 0.0" TO 15'- 1.5" V 4- 8-) -25) 371 BC LATERAL SUPPORT 0= 12"0C. CON. BC UNIF LL( 50.0)+DL( 54.0)= 104.0 PLF 0'- 0.0" TO 15'- 1.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -229/ 1271V -100/ 100H 5.50" 2.03 KDDF ( 625) 15'- 1.5" -229/ 1270V 0/ OH 5.50" 2.03 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 = -0.026" @ 7'- 6.8" Allowed = 0.710" MAX TL CREEP DEFL = -0.053" @ 7'- 6.8" Allowed = 0.947" MAX HORIZ. LL DEFL = 0.009" @ 14'- 8.0" 7-06-12 MAX HORIZ. TL DEFL = 0.015" @ 14'- 8.0" 7-06-12 T 4-03-05 3-03-07 3-03-07 4-03-05 Design conforms to main windforce-resisting T f fsystem and components and cladding criteria. 12 12 Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 M-4x6 Q 7.50 (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), 4.0" load duration factor=1.6, 3 47.,....( Truss designed for wind loads INin the plane of the truss only. M-3x4 M-3x9 2 4 1111 ko co O T G� *mmimimi ).o mimimuimimimimitmimimimi Tir CD I 6 7 9 5 0 1 M-3x4 M-1.5x3 M-3x8 M-1.5x3 M-3x4 0 1 1 ,I, 1 1 4-01-09 3-05-03 3-05-03 4-01-09 P 1 15-01-08 1 �` c N OFFS/ cc' :9782PE JOB NAME : 5019-B POLYGON - A2 Scale: 0.3648 Ilir WARNINGS: GENERAL NOTES, unImm otherwise noM /„• Truss A2 1.Builder and erection contractor should be advised of al General Notes 1.7his design is based only upon the parameters Mown end le for an individual •i' OREGON ^T��_II and Warnings before construction commence. balding component.Applicability of design parameters and proper /� V Q- 2.204 compression web bracing must be Installed where shown e, incorporation of component is the responsibility of the banding designer. I °" 4v . � �` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 7 Is the responsibility of the erector.Additional permanent bredng of 2 me.end et 10 c.c,rospectivety unless bncad throughout their length by DATE: 12/8/2015 the overall structure la the responsibility of the banding designer. 20 Imp,ue sheathing such lateral b ptywgod t it here)o.•drywen(BCJ. fti (3. 4.No teed ahoWtl be a lied io 3.In2Impact bntlglnp or its bracing required where shown•♦ /•" L, SEQ.: K 15 8 0 9 4 8 PP any component until after al bradng and 4.Installation of trues la the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trussing ere to be used Ina noncorrosive environment TRANS ID: LINK design leads be applied teany component. end are for"dry condition"of use. 5.CompuTrva hes no control over and assumes no responsibility for the 6.necessary. full bearing at all supports sheen.Shim or wedge it EXPIRES: '12/31/2016. fabrication,hentlllnB,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 6.Plates shalt be located en beth faces of truss,and placed so their cents, December 8,2015 TPUWI"CA In SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 1 Wise USA,Inc./Com Trus Software 7.6.6(11_)-E 9.Digits Indicate ams of plate in inches. ( )-E 10.For basic connector plate design values see ES18-7377.ESR-1666(Weft) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 20-05-08 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR; 20-05-08 GIRDER SUPPORTING 35-09-00 FROM 7-00-00 TO 20-00-00 1- 2=( 0) 60 2-10=(-1590) 6376 10- 3=( -478) 200 19- 8=( -816) 142 2x6 KDDF #16BTR T2, T9 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=( -7792) 1960 10-11=(-1598) 6394 3-11=( -360) 1150 8-15=)-4999) 1334 BC: 2x8 KDDF #160TR 3- 9=) -8308) 2188 11-12=(-2650) 10190 11- 9=( -794) 3952 15- 9=(-2662) 10809 WEBS: 2x9 KDDF STAND; LOADING 4- 5=) -7088) 1896 12-13=(-2884) 11174 11- 5=(-9559) 1232 9-16=(-6658) 1659 2x9 KDDF #1&BTR A; LL = 25 PSF Ground Snow (Pg) 5- 6=(-10950) 2790 13-19=(-2889) 11179 5-12=( -586) 2898 2x9 KDDF STUD B; TC UNIF LL( 50.0)+DL( 19.0)= 69.0 PLF 0'- 0.0" TO 6'- 0.0" H- 7=( -9390) 2992 14-15=(-2506) 10196 12- 6=(-1066) 278 2x6 KDDF #2 C; TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 14'- 5.5" 'F- 8=(-11096) 2840 15-16=( -198) 774 13- 6=( -422) 2299 228 OF SS D TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 19'- 5.5" TO 20'- 5.5" a'- 9=) -9980) 2360 6-14=(-2548) 758 BC UNIF LL( 0.0)+DL( 90.0)= 40.0 PLF 0'- 0.0" TO 20'- 5.5" V 7-14=(-1119) 9802 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 421.9)+DL( 286.9)= 708.8 PLF 7'- 0.0" TO 20'- 0.0" V BC LATERAL SUPPORT <= 12"OC. ICON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 14'- 5.5" 0'- 0.0" -1219/ 4930V -69/ 114H 5.50" 7.89 ROOF ( 625) NOTE: 2x9 BRACING AT 29"0C UON. FOR 20'- 5.5" -1852/ 7713V 0/ OH 5.50" 12.34 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" ( 2 ) complete trusses required. MAX LL DEFL = -0.125" @ 11'- 9.7" Allowed = 0.977" Join together 2 ply with 3"x.131 DIA GUN MAX TL CREEP DEFL = -0.252" @ 11'- 9.7" Allowed = 1.303" nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, MAX HORI Z. LL DEFL = 0.030" @ 20'- 2.8" 9" oc in 2 row(s) throughout 2r.6 top chords, MAX HORIZ. TL DEFL = 0.049" @ 20'- 2.8" 6" oc in 2 row(s) throughout 288 bottom chords, 9" oc in 1 row(s) throughout 2x9 webs, 9" oc in 2 row(s) throughout 2x6 webs. Designconforms to main windforce=resisting system and components and cladding criteria. ** For hanger specs. - See epproMgd11114/$ 8-06-02 2-06-12 3-04-15 Wind: 140 mph, h=21ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, T 1 1' 1' 1 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), 3-03-10 2-08-01 2-06-06 3-03-11 3-00-03 ,,/I 2-02-10 3-04-15 load duration factor=l.6, d ads 3208 1320# 12 inuss thedplaneeoffor thewind trussoonly. 12 7.50 F.77 '' 7.50 M-4x8 M-5x10 M-3x8 M-3x8 9 5 NO10...4 T2 OEN M-3x5 M-6x8 M-5x12 9 -, B k� T4 41 / \\, M-5x16 k.0 2Ale D r o N 0 1 10 11 12 13 19 15 **16 o M-1.5x3 M-4x10 0.25" M-3x8 ::M-8x8 M-8x10 M-3x8 =M-10x10(3) l l l l l l l l • cQ PRQt 3-01-14 2-04 3-03-11 3-00-03 3-01-15 2-04-06 3-01-07 l �.,C6 NGIN E fi`SLP/ 11-00 20-05-08 .- . 89782PE v ...•0, JOB NAME : 5019-B POLYGON - B1 Scale: 0.2597 .. . 4:77 NW WARNINGS: GENERAL NOTES, unless olhervise noted. OREGON -7,Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters Mown and is for an Individual -.9 UVJ 1REGO Nh . Truss: B1 end Wemings before construction commences, building component.Applicability of desks parameters and proper 2, j. . 2 2r4 compression web bracing must be installed where shown A. incorporation of of component la theresponsibility �R of the building destgner. • YAt / 3,Additional temporary bracing to Insure stabllky during construction 2 Design assumes the lap end bottom chords to be laterally braced at _4 IS Me responsibility f the erector.Additional permanent bracing of 2 o,c,and at id o c respectively unless braced throughout their length by /+� {�V epon ity o continuous sheathing such as plywood sheathing(TC)andfor drywall(BC) Pq,1 11 C•� DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2t Impact bridging or lateral bredng required where shown,, Li i SEQ. : K 15 8 0 9 4 9 4.No load should be applied to any component until after an bracing and 4.Installation of truss I.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 design bads be applied to any component. end are for"dry condition"Muse. TRANS I D' LINK 6.Design assumes full bearing at ail supports shown.Shim or wedge if EXPIRES: 12/31/2016 2/]�Ih/1 6 5.CompuTrus has no control over and assumes no responsibility for the wary. G7 w7 164?1 lJ fabrication,handling,shipment and installation of components.• 7.Design assumes adequate drainage is provided. December 8,2015 9.This design Is furnished subject to the gmnations set forth by 8.Plates shall ba located on both faces of truss,and plavad so their center TPW,TCA in BCSI,copies of which will be furnished upon request. PoneS.Digitscoincide tOB:I polefr Ininchlines. MiTek USA,Ina./CornpuTrus Software 7.6.6(IL)-E 10.For basic connector plate design value.see ESR-1311,ESR•19a8(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 15'— 10.5" 1COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF #16010 LOAD DURATION INCREASE = 1.15 BC: 204 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON., M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCIRRENTLY. complete specifications. 7-11-09 7-11-04 f '1 ' f 12 7.50 IIM-/x4 1z Q 7.50 3 / 111s 11111111166.. / fr mr usoal oo 0 M-3x4 M-3x9 y 1-0o y 15-10-08 1 • 0 PRO S c,, NC IN 0 ` :9782PB �r JOB NAME : 5019-B POLYGON - Cl • r Scale: 0.9395 • WARNINGS: GENERAL NOTES, unless othenvlse noted. lir Cr' Truss: C 1 1.Bolder end erection wmreaor should be advised of all General Notes 1.This design b based only upon the parameters shown and la for an individual 114,OREGON N, and Warnings before construction commences building component.Applicability of design parameters end proper ��[yyyQ 2.2x4 compression web bracing must be Metalled where shown.. Incorporation of component ams responsibility ohne adding designer. (/� r � �� • 3.Add8lonal temporary bracing to Insure stability during construction 2 Design theloo and bottom chorda to be laterally braced el J Is the responsibility of the eroctor.Additional permanent bracing of 2'o.c,and at l0 etpeaNely unless braced throughout their length by �` continuoussheathing such as plywood sheathing(TC)and/or drywall(BC). P,A U L 1 '- DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.2x impact bridging nr lateral bracing required where Mown.. SEQ.: K 15 8 0 9 5 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss mine responstblgty of the respective contractor. fasteners are complete and at no time should any pada greater than 5.Design assumes trusses are to be used Ina noncorroNve environment TRANS I D: LINK design loads be applied to any component. and are for"dry condicon'of use. 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes tali baannp at all supporta Mown.Shim or wedge If 1, .EXPIRES. 12/31/2016. necessary st fabrication,handling.shipment and installation of components. 7.Designassumes adaque drainage is provided. December 8,2015 8.This design is furnished subject to the limitations set forth by 8.Plates Mall be toceteo on both feces dimes,and placed no their center TPW/TCA in BCSI.copies of which MMA be furnished upon request. Ares coincide with fain center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.Far basic connector plate dealgn values see ESR-1311,ESR-1958(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-879) 256 1-7=(-158) 673 2-7=(-221) 196 BC: 2x4 moor #16600 SPACED 24.0" O.C. 2-3=(-662) 202 7-5=(-166) 669 7-3=( -98) 417 WEBS: 2x4 KDDF STAND 3-4=(-661) 184 7-4=(-211) 196 LOADING 4-5=(-877) 243 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 5-6=( 0) 60 BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 POE OVERHANGS: 0.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -83/ 666V -117/ 110H 5.50" 1.07 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 10.5" -129/ 789V 0/ OH 5.50" 1.26 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 2: Design checked for net(-5 pef) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.015" @ 7'- 11.3" Allowed = 0.748" MAX LL DEFL = -0.002" @ 16'- 10.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 16'- 10.5" Allowed = 0.133" MAX BC PANEL TL DEFL = -0.040" @ 12'- 3.1" Allowed = 0.471" 7-11-04 7-11-04 f f f MAX HORIZ. LL DEFL = 0.008" @ 15'- 5.0" MAX HORIZ. TL DEFL = 0.013" @ 15'- 5.0" 4-01-06 3-09-14 3-09-14 4-01-06 T T T T T 12 12 Design conforms to main windforce-resisting 7.50 IIM-4x4 system and components and cladding criteria. 7.50 4.0" Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 '1'�-74' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), 10 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 411111 M-1.5x3 2 4 ,dii _,.. to m 7,, 1:1,_ k cal 0 1.* 7 . • I I o M-3x4 M-3x8 M-3x4 0 y ), ). 7-11-04 7-11-04 y V PFl0Fe y 619 15-10-08 1-00 e::.. ESR /0 .� 89782PE c" w JOB NAME : 5019-B POLYGON - C2 . Scale: 0.3985 � WARNINGS: GENERAL NOTES, unless otherwlse noted (..., OREGON (1) 1.Bulkier and erection contractor should be advised of ag General Notes 1.This design is based only upon the parameters Mown and Is for an Individual 7 .V 11EGON��' Truss: C2 and Warnings bekro oensi uctbn commences building component.Applicability of design parameters and proper C+ �Q` 2.204 compression web bradng must be installed where shown*. wwmersti m component is me responsibility of building destgnen. `� '4 R y 1 CJ 3.Addigonal temporary bracing to Insure stability during cunsituctien 2.Design assumes the tap and bottom chants to be laterally t their et _ Is the responsibility f Me erector.Atltlgbnal i bred f T o c and at 12 o.c.respectwek untesa braced throughout their length by `\I ty a e building en ng o continuous sheathing such as plywood sheathing(TC)and/or tlrywsN(BC). PA U L DATE: 12/8/2015 the overall structure Is the responsibility of the buNtling designer. 3.2x Impact bridging or lateral bracing required where Mown** t^1 1+. SEQ.: K1580951 4.No load should be applied to any component until after ag bracing and 5.Installation ea of truss k tthe ero�be nyNett the enespective contractor. fasteners are complete and at no time should any loads greeter thanDeansign gra for"drycusses re to be TRANS I D: LINK design loads be applied to eny component s.Design assumes MI bearing at all supports ahawn.Shim or weep.II 5.CompuTrua has no control over and assumes no responsibility for the nec e,.a,y. December Q 8EXPIRES: 12/31/2016 fabncatlan,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. ,ZO15 8.This design is furnished subject to the limitations set forth by B.Plates shag be located on both faces of(ruse,and placed so their center TPIMTCA in BCSI,copies of which will be furnished upon request. Ines coincide with joint center linea. 9.Digits indicate size of pkte in inches. MITek USA,Inc./CompuTtuS Software 7.6.6)1L(-E 10.For basic oonnedor plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 15-10-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x9 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1121) 221 1-5=(-213) 869 5-2=(-107) 591 9-7=(-799) 176 BC: 2r6 KDDF 81&BTR 2-3=( -553) 134 5-6=(-209) 892 2-6=(-500) 133 WEBS: 2x9 KDDF STAND LOADING 3-9=( -951) 126 6-7=( -42) 73 6-3=1 -90) 165 - LL = 25 PSF Ground Snow (Pg) 6-4=(-181) 837 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 19.0)= 69.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 173.9)+DL( 137.9)= 311.9 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -299/ 1185V -98/ 96H 5.50" 1.90 KDDF ( 625) NOTE: 2x4 BRACING AT 24"0C UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 0.0" -225/ 1067V 0/ OH 5.50" 1.71 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED - - - - - - - - - - - - - - - - BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. Single member as shown. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Hangers attached to the bottom chord MAX LL DEFL = -0.007" @ 2'- 5.1" Allowed = 0.259" will have 1.5" max. nail penetration. MAX TL CREEP DEFL = -0.015" @ 2'- 5.1" Allowed = 0.339" 4-07-11 1-04-05 0* For hanger specs. - Se approved plans f 1 MAX HO RI Z. LL DEFL = 0.002" @ 5'- 10.3" 2-06-13 1-10-06 1-06-13 MAX HO RIZ. TL DEFL = 0.003" @ 5'- 10.3" T 4 '1 4 12 Design conforms to main windforce-resisting 7.50 system and components and cladding criteria. M-4x6 Wind: 140 mph, h=20.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3 M-3X6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads q 4 -/ in the plane of the truss only. M-34dii o "+ 1 N LIMI ®ill o 1 1�� 5 i 6 0 M-5x10 M-1.5x3 M-6x8 M-1.5x3 y l y l 2-05-01 1-10-06 1-08-09 y y 6-00 �E9 PR axfiss c.c3<<-�NGINEE"4 1p� 89782PE �1` JOB NAME : 5019-B POLYGON - CGIRD • • Scale: 0.5100 4-0 WARNINGS:: GENERAL.The NOTES, any upotherwisenteparameters -7 OR EG©N Truss• CGIRD Budder and a better contractor Mould be advised of all General Notes bale design Isoebased. ppl upon the p ealge parameters Mown and Is for an individual c:) and Warnings before construction commences. balding component Appllability of design parameters and proper 615, 2 2a4 compreaslon web bracing must be Installed where shown+. Incorporation of component la the responsibility of the building designer. �) ..GA (n� 3 Addlbnal temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced et T �7 N lame responsibility of the erector.Additional permanent bracing of 2oc and at 10.aaoc respectively unless braced throughout their length by UL �� continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). �' q DATE: 12/8/2015 the over.structure is the responsibility of the balding designer. 3.2s Impact bridging or lateral bracing required where Mown++ /F'j SEQ.: K 15 8 0 9 5 2 4.Na load Mould be applied to any component until ager al bracing end 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and at no time should any beds greater than B.Design assumes hisses are to be used Ina non-corrosive environment TRANS I D: LINK design bads be applled to any component. and are for'dry condition.of use. 5.Company.hes no control over end assumes no responsibility for the 6.Design assumes full bearing at WI supports Mown.Shim or wedge If necessary. fabrication,handling.shipment and Installation of components. 7. EXPIRES: 12/31/2016 gnnassumes adequate drainage Is provided. December 8,201 5 8.This design Is furnished alibied to the limlatlone set forth by 8.Plates shall be baled on both feces of buss,and placed so their center TPWOTCA In BC51,copies of which ebbe furnished upon request. linea coincide with jolts center line. Mu ck USA.Inc./Com uTrus Software 7.6.6 1L E 9.Digits indkale size of plate In Inches. P ( F 10.For basic connector plate deelgn values see ESR-1371,ESR4988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-08-00 GIRDER SUPPORTING 42-00-00 FROM 0-00-00 TO 13-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&13TR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1-12644) 2882 11-12=1 -212) 1026 11- 1=1-8839) 2019 7-16=1-1384) 6212 2x6 KDDF #168TR Ti, T3 2- 3=1-19722) 3366 12-13=(-3012) 13592 1-12=1-3256) 19410 16- 8=( -510) 2158 BC: 208 KDDF #1&BTR LOADING 3- 9=(-12998) 2880 13-19=1-3309) 14900 12- 2=1-6592) 1502 8-17=1-1034) 270 WEBS: 2x9 KDDF STAND; LL = 25 PSF Ground Snow (Pq) 4- 5=1-15116) 3990 14-15=1-3298) 14734 2-13=1-1082) 264 2x4 KDDF #1&BTR A; TC UNIF LL( 50.0)+DL( 19.0)= 69.0 PLF 0'- 0.0" TO 20'- 8.0" 1- 7=1-11482) 2668 15-16=(-3298) 14734 13- 3=1-1570) 6938 2x6 KDDF #2 B; BC UNIF LL( 500.0)+DL( 360.0)= 860.0 PLF 0'- 0.0" TO 13'- 8.0" 1- 7=( 0) 0 16-17=1-2232) 10190 13- 4=(-3476) 800 2x6 KDDF STAND C BC SNIP LL( 0.0)+01.( 20.01= 20.0 PLF 13'- 8.0" TO 20'- 8.0" O- 8=1-13464) 3100 17- 9=1-2222) 10102 4-14=1 -532) 2396 ADDL: BC UNIF LL+DL= 40.0 PLF 0'- 0.0" TO 4'- 0.0" V 8- 9=1-12318) 2782 14- 5=1 -904) 558 TC LATERAL SUPPORT <= 12"OC. UON. 9-10=( 0) 60 15- 5=1 -620) 2750 BC LATERAL SUPPORT <= 12"OC. UON. ADDL: BC CONC LL+01.= 1067.0 LBS @ 9'- 9.0" 5-16=1-9606) 1074 ADDL: BC CONC LL+DL= 3533.0 LBS @ 14'- 8.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 29"OC VON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -2373/ 10993V -119/ 70H 5.50" 16.79 KDDF ( 625) 20'- 8.0" -1732/ 7603V 0/ OH 5.50" 12.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OVERHANGS: 0.0" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. **HANGER BY OTHERS TO APPLY ICOND. 2: Design checked for net(-5 pat) uplift at 24 "oc spacing. ( 2 ) complete trusses required. CONC.LOAD(S)EQUALLY TO ALL MEMBERS. Caution: Note bearing area requirements. Join together 2 ply with 3"0.131 DIA GUN VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 nails staggered at: 9" oc in 2 row(s) throughout 2x6 top chords, MAX LL DEFL = 0.133" @ 8'- 10.9" Allowed = 0.987" 9" oc in 1 row(s) throughout 2x4 top chords,['li MAX TL CREEP DEFL = -0.361" @ 8'- 10.4" Allowed = 1.317" 5" ocin 2 row(s) throughout 208 bottom chords, MAX LL DEFL = -0.001" @ 21'- 8.0" Allowed = 0.100" 9" oc in 2 cowls) throughout 2x6 webs, MAX TL CREEP DEFL = -0.001" @ 21'- 8.0" Allowed= 0.133" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.033" @ 20'- 2.5" 0-09-06 MAX HORIZ. TL DEFL = 0.070" @ 20'- 2.5" / / /3-05 2-06-11 6-09-01 7-11-04 1 'l' 'I Design conforms to main windforce-resisting 3-05 2-02-09 2-11-04 3-04-08 2-03-10 2-04 3-03-10 system and components and cladding criteria. T T 4 4 'f 4 4 1 4 12 M-3x4 12 Wind: 190 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Q 7.50 M-4x106 (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), 7.50 load duration factor=l.6, 0°1M Truss designed for wind loads M18HS-7x14 M18HS-5x16 in the plane of the truss only. 14-3x5M-3x4 •* For hanger specs. - See approved plans 4 5MC 7 T _ _ M-2.509 or equal at non-structural diagonal inlets. -...--14-10111:00000:004.1M 18HS-7x19 M-3x5 2 : T10A NA.% i io B M-5x16 0 i -I C N D 11** 'n i- 12 13 14 15 16 17 0 M-3x10 M-8x10 0.25" M-3x10 M-8x10 M-1.5x3 0 MSHS-9x18 M-12x14(0) �if� y , it 10�7# 1 l ,�fT" l y f"n �+ .1, ,3-01-08 2-04-05 3-04-08 3-01 3-02-12 Y 2-04 3-01-14 „ � . 0961 J. 20-08 y1-00 J. ZC~r4‘J�C(7(pNEp�Cr6> /2 4 :9782PE JOB NAME : 5019-B POLYGON - Dl 'F Scale: 0.2669 ' WARNINGS: GENERAL NOTES, unlessotherwlse noted Cr* t (t/h^�,R, lJ 1.Bulkier and erecllon contractor should be advised of a8 General Notes 1.Title design Is based only upon the parameters Mown and is for an IndiWdual ©P GOI`1 h� Truss: D 1 and Warnings before construction commences. building component Applicability of design parameter and proper / 2 2.2a4 compression web brodng must M metalled where shown« Incorporation of component Is the responsibility of Me'adding designer, 04[y '� , 3.Additional temporary bracing to insure stability during construction Z Design esames the top and bottom hooks to be laterally braced at -e al _4 Is Me responsibility o/IM erector.Additions(permanent bracing of 2'o.c.and al 10 o c respeclNely unless braced throughout their length by V continuous sheathing such as plywood aheathing(TC)and/or drywall(BC). PAUL ./1.i 1 L � DATE: 12/8/2015 the averaA structure Is the responaibAtty of the building designer. 3.2s.Impact bridging or lateral bracing required where shown.. r"1 IkJ{.. SEQ.: K1580953 4.No load should be applied toany component uMAafter all bracing and 4.InNlntwmftrnos15litthnesspoontibill1�dihmonortivveconnvhormant, fasteners are complete and et no time should any pads greater than e design mala be applied to any component. and are for'dry condition"of use. 1/ .A�{I� /Yy��3/'�.4 p TRANS ID: LINK 5.CompuTum hes no control over and assumes no responsibility for the fi.Design assumes mil bearing at all supportshown.Shim or wedge 11 EXPIRES. 12/31/2016 go, fabrication,handling.shipment and installation of components. 7.Design assumes adequate oth face is provided. December 8,2015 8.This design Is furnished subject to the limitations set forth by S.Plates shall be roosted an both faces of truss,and plead so their center TP W4TCA In BCBI,copies of which will be furnished upon request. Ines coincide with joint center Imes. 9.Digits Indicate size of plate in Inches. MITek USA.Ino./CompuTrus Software 7.6.6(1L)-E II.For basic connector plate design values sea ESR-1371,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 35-09-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #15BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-10=(-1395) 3725 3-10=( -199) 491 8-14=1-5112) 2146 2x4 KDDF #16BTR TI 2- 3=(-4654) 1667 10-11=1-2808) 6926 10- 4=) -466) 1604 14- 9=( -346) 253 BC: 2x6 KDDF SS LOADING 3- 4=(-4727) 1739 11-12=(-3219) 7831 10- 5=(-3316) 1508 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=1-4016) 1515 12-13=(-2895) 6988 5-11=( -104) 797 2x6 REEF 82 A TC UNIF LL( 50.0)+DL( '14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-7252) 2881 13-14=(-1852) 4414 11- 6=( -725) 484 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PIP 6'- 0.0" TO 35'- 9.0" V 6- 7=(-7539) 3023 6-12=( -436) 358 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 90.0 PLF 0'- 0.0" TO 35'- 9.0" V 7- 8=1-5167) 2081 12- 7=( -126) 824 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=( -54) 55 7-13=1-2265) 1066 TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 13- 8=( -473) 1834 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1020/ 3034V -69/ 135H 5.50" 4.85 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 35'- 9.0" -1239/ 3025V 0/ OH 5.50" 4.84 KDDF ( 625) OVERHANGS: 12.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. JT 2: Heel to plate corner = 1.50" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.401" @ 17'- 6.8" Allowed = 1.742" MAX TL CREEP DEFL= -0.746" @ 17'- 6.8" Allowed = 2.322" MAX HORIE. LL DEFL = -0.106" @ 35'- 3.5" MAX HORIZ. TL DEFL = 0.164" @ 35'- 3.5" 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, Truss designed for wind loads in the plane of the truss only. 5-11-11 29-09-05 1' 1' 1' 3-00-04 2-11-07 5-07-08 5-11-09 5-11-09 5-11-09 6-03-01 T T 4320# 1' T 1 f '1 12 7.50 M-7x8(5) M-4x10 M-4x8 .25" M-3x8 M-5x10 M-3x6 4 5 6- T e 9 M-1.5x3 3 + N/ s4 / pIt.. / A ron fi�19MIA o k 10 11 I M-3x10 M-4x12 0.25" 0.25" 12 M-5x6 M-9x12 13 ""14 M18HS-7814(S) M18HS-7x14(S) y y y y S5-05-14 7-07-04 7-05-08 7-05-08 7-09 ' ' y y 4'1-00 35-09 � ' 2'� `� :9782PE � JOB NAME : 5019-B POLYGON - El ,,, .401, Scale: 0.2026 ,� • _ 1.BuWARNilder GENERAL NOTES, unless on the ee noted: IJR GC)N Truss: E 1 1.Builder and erection contractor sno od be advised of al General Notes Thle designs based only upon the parameters shown and is for an individual ar and Warnings before construction commences. building componentAppliebllliy of design parameters and proper I(} 2.2x4 compression web bracing must be Installed where shown incorporation of component la the responsibility of the building designer. '941 ^R Y 1 r v<,,,..C. � 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom es braced to be laterally braced et 77 u4 J Is the responsibility o/the erector.Additional permanent bracing of T a c and a110 o c.respectively unless throughout melt length byitr DATE: 12/8/2015 the overall structure is the reaponsibaity of the building designer. continuous bridging inglor such i b oinuotl requisheatred In ere shown and/or tlrywail(BC). �`Ia � �� 3 2x impact boftru g or lateral bracing required where shown t♦ A SEQ.: K 15 8 0 9 5 4 4.No load should be applied to any component any after all bracing and 4.Installation of truss Is the tee onsibiAe of the respectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assume trusses are to be used Ina noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrve has no control over and assumes no responsibility Mr the 6.Design assumes full bearing et all supports shown.Shim or wedge it EXPIRES; 12/31/2016 fabrication,handling,shipment and installation of components. necessary. 7.8.This design isfumiehedsubject tothe limitations set forth by 8.Plates shall belocattedassumestonebath fadrainacesels otrusis,eand placed sotheir center December 8,2015 TPIMy1CA in BC51,copies of which coil be furnished upon request. Anes coincide with joint ceder lines. 9.Digits Indicate see of plate In inches. MIT&USA,Ino./CompuTNS Software 7.6.6(1L)-E 10.For basic connector plate design values see EBR-7371,ESR-1986(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-11=(-657) 1836 3-11=( -116) 139 9-15=( -21) 141 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2319) 568 11-12=(-716) 2555 11- 4=( -137) 819 15-10=( -384) 1313 WEBS: 2x9 KDDF STAND 3- 4=(-2185) 535 12-13=(-755) 2758 11- 5=(-1003) 269 10-16=(-1508) 950 LOADING 4- 5=(-1802) 996 13-14=(-681) 2981 5-12=( 0) 313 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2633) 670 14-15=(-513) 1721 12- 6=( -199) 78 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2656( 659 15-16=( -52) 67 6-13=( -208) 121 TOTAL LOAD = 92.0 POE 7- 8=1-1940) 509 13- 7=( -29) 359 8- 9=( -382) 175 7-14=( -890) 223 NOTE: 2x4 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=) -445) 179 19- 8=( -93) 813 ALL FLAT TOP CHORD AREAS NOT SHEATHED 8-15=(-1773) 473 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -226/ 1632V -100/ 181H 5.50" 2.61 RODE ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 9.0" -179/ 1488V 0/ OH 5.50" 2.38 KDDF ( 625) ** For hanger specs. - See approved plans /COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.159" @ 18'- 4.2" Allowed = 1.742" MAX TL CREEP DEFL = -0.321" @ 18'- 4.2" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.059" @ 35'- 7.3" MAX HORIZ. TL DEFL = 0.097" @ 35'- 7.3" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 7-11-11 26-00-10 1-08-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 1 ,f .( load duration factor=1.6, 3-11-07 4-00-04 5-01-01 5-03-08 5-03-08 5-03-08 5-01-01 1-08-11 Truss designed for wind loads T 1 1 1 1 1 1 , 1 in the plane of the truss only. 12 12 7.50 17 '7.50 M-5x6(5) M-4x6 M-4x6 M-3x4 0.25" M-3x4 M-3x5 4 5 y 6 7 B \/ �, YIM o-9x9 M-1.5x3 3 + / 7 4/,/ , rn o Lo wr0 "' I + w rsa )1 11 12 13 14 15 **16 I M-3x5 M-3x8 M-3x4 M-3x4 M-3x4 M-4x8 0 Ml8HS-3x18(5) M-1.5x3 l l y l l y 1 ���0fl P R Q f[��45' 7-07-07 6-09-02 6-07-06 y 6-07-06 6-09-02 1-04-07 i-oo 20-00 35-09 15-09 •I' ,......, N 4c"9 .�� �" 89782PE r` JOB NAME : 5019-B POLYGON - E2 • ,.,y Scale: 0.1745 / WARNINGS: GENERAL NOTES, unless otherwise noted 4'/" 1.Builder and erection contractor ehadd be advised of all General Notes 1.This designs based only open the parameters shown and is for an lndNldual -9, OREGON dam_ �,.. Truss: E2 and Waming.before construction commences. building component.Apoloabiityofdesignparametersandpraper rZ 2 2a4 compre.Mon web bracing must be Inetalbd where shown*. Incorparatlan of companenl is the responsibility of the building designer. +�f q[� ` 8 Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chortle to be laterally braced at I al Is the responsibility of the erodor.Additional permanent bracing of T o c end et 10 o c raepeclNety unless bread throughout their length by V DATE: 12/8/2015 the overall structure is me reeponalbIlity of the building designer. 3. continuous impact bdddgmgoorr latentas br cingreq ired wherreeGshowdn/ov aryw.g(Bc). �'A U L. 4.Na bad should be applied to any component unit ager ail bradng and 4.Installation of truss la the responsibility of the respectNe contractor. SEQ.: K1580955 fasteners are compete and atnatimeshouldanyloadsgreaterthan 5.Design assumes truss..ere to be used m.non-cormalveenvironment, S assign leads bee plied to any component. end Sr.far'dry condition"o!U.S. V TRANS I D: LINK 5.CampuTms hes no control over and assumes no responsibility for the 8.Desitin names MI bearing at all supports shown.Shim or wedge i! L,, r�EXPIRES: 12/31/2016. fabrication,handling,shipment and inetalhlbn of components. 7.Designecesn assumes adequate drainage Is prodded. DQCGt11I., S,ZO 1 5 6.The dselgn is furnished subject to the limitation set forth by S.Plates shall be touted an both faces of truss,and placed so their center TPIM?CA in ECM,copies of which PPI be furnished upon request. Knee coincide with joint center lines. 9.Digit.indicate size of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L(-E 10.For basic connector plate design values see ENR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-11=(-657) 1836 3-11=( -116) 139 9-15=( -21) 141 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2319) 568 11-12=(-716) 2555 11- 4=( -137) 819 15-10=( -384) 1313 WEBS: 2x4 KDDF STAND 3- 4=(-2185) 535 12-13=(-755) 2758 11- 5=(-1003) 269 10-16=(-1508) 450 LOADING 4- 5=(-1802) 496 13-14=(-681) 2481 5-12=( 0) 313 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2633) 670 14-15-(-513) 1721 12- 6=( -199) 78 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2656) 659 15-16=( -52) 67 6-13=( -208) 121 TOTAL LOAD = 42.0 PSF 7- 8=(-1940) 509 13- 7=( -29) 359 8- 9=( -382) 175 7-14=( -840) 223 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -445) 179 14- 8=( -93) 813 ALL FLAT TOP CHORD AREAS NOT SHEATHED 8-15=(-1773) 473 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BEG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -226/ 1632V -100/ 181H 5.50" 2.61 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 9.0" -179/ 1488V 0/ OH 5.50" 2.38 KDDF ( 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.159" @ 18'- 4.2" Allowed = 1.742" MAX TL CREEP DEFL = -0.321" @ 18'- 4.2" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.059" @ 35'- 7.3" MAX HORIZ. TL DEFL = 0.097" @ 35'- 7.3" Design conforms to main windforce-resisting 9-11-11 22-00-10 3-08-11 system and components and cladding criteria. 3-11-07 3-09-12 5-03-08 5-03-08 5-03-08 5-03-08 5-03-08 1-06-03 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 f I ,. ,' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 8-00 1-09 Truss designed for wind loads T '( , f in the plane of the truss only. 12 12 7.50 Q 7.50 M-4x6 M-5x6(5) 4 M-3x4 0.25" M-3x4 M-3x5 M-4x6 5 ,1• 6 7 8 ,..:14-4x4 M-1.5x3 3 ol o er \/ /\/N ,6 '� I M-3x5 M-3x8 M-3x4 M-3x4 M-3x4 M-4x8 0 M18HS-3x18(5) M-1.5x3 l l l )' 1 i )' PR 7-07-07 6-09-02 6-07-06 6-07-06 6-09-02 1-04-07 (��+ � ��[;s y y 20-00 y 15-09 C�C�..:,rN,��p�r e� SI°�:. PE 1-00 35-09 JOB NAME : 5019-B POLYGON - E3 ,,. .✓ Scale: 0.1745 ,I� - WARNINGS: GENERAL NOTES, unless otherwise noted: OR/ Truss: E 3 1.Budder and erection contractor Mould be advised of all General Notes 1.This design A based only upon the parameters shown and A for an Individual / 'q OREGON "s and Warnings before construction commences. building component Applicability of design parameters and proper ` I) "' 2.Di4 compression web bracing must be Installed where shown.. Incorporation of component is the responsibility of the building designer. '1-6). ,�} ��} V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap end bottom charts to be laterally braced et 7 ^} �t•,, Is the responsibility of the erector.Additional permanent bracing of 7 o c,and al iP o.c.respectively unless braced throughout their length by V D):'1'1 12/8/2015 the overall structure Is the re siblll r the building designer. continuous sheathing such as pRwood sheathing(TC)and/or drywa8(BC). /t, i 1 1 spun ty o ng 9 3.2.v Impact bridging or lateral bracing required where shown.. �"'1 f„/L. SEQ. : K 15 8 0 9 5 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any baits greater than 5.Design assumes busses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrushasnocontroloverendassumesnoresponsibilitylerthe 6.Design assumes mil bearing at ailsupponashown.Shim orwedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. neceawry. 7.Design assumes adequate drainage is provided. December 8,2015 IL This design is mmished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPWJICA In SCSI,copies of which MN be furnished upon request. lines coincide with joint center Ines. uTrus Software 7.6.6(1L)-2 9.Diglls indicate sRe of plate In inches. MiTek USA,Inc./Com P10.For basic connector plate design values see ESR-1311,ESR-1988(Mask) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1413TR LOAD DURATION INCREASE = 1.15 1- 2=(-2399) 517 1- 9=(-506) 1918 9- 2=( 0) 226 12- 7=( -8) 513 BC: 2x9 KDDF #1SBTR SPACED 29.0" S.C. 2- 3=(-1999) 517 9-10=(-507) 1916 2-10=(-361) 184 7-13=(-1629) 905 HESS: 2x9 KDDF STAND 3- 4=(-1561) 991 10-11=(-919) 1831 10- 3=(-131) 679 13- 8=( -109) 82 LOADING 9- 5=(-1766) 526 11-12=(-387) 1683 10- 4=(-450) 136 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.1 PSF 5- 6=(-1169) 906 12-13=(-248) 903 4-11=( -90) 116 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1433) 428 11- 5=( 0) 383 TOTAL LOAD = 42.0 POP 7- 8=( -83) 93 5-12=(-852) 236 6-12=( -91) 469 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -196/ 1508V -159/ 210H 5.50" 2.41 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 9.0" -190/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.091" @ 17'- 3.1" Allowed = 1.792" MAX TL CREEP DEFL = -0.183" @ 17'- 3.1" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.044" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.072" @ 35'- 5.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 11-11-11 16-00-10 7-08-11 T 1 T T 6-02-15 5-08-12 5-03-06 5-05-14 5-03-06 3-11-09 3-09-02 T T T T T T T 1 7.50 M-4x6 M-3x4 M-3x4 M-4x6 ' 7.50 3 4 5 M-3x5 23X4 + +. M-1.5x3 8 d c 0 I 0 lD o o I o 1** 9 10 � rn 1 12 '*13 oI M-3x5 M-1.5x3 M-3x8 0.25 M-3x8 M-3x5 M-5x6(S) .i\ , PR l l l l l l <<- 61.9 6-01-03 5-06-09 8-04-09 8-09-09 7-04-07 , ' _ 6 ) e y y 35-09 �' 89 2 E JOB NAME : 5019-B POLYGON - E 46cale: 0.1778Allir mi, WARNINGS: GENERAL NOTES, unless otherwise noted C/' 41) 1.Bolder and erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown and is for an individual ��_ 9 O FIE{,.GOl 4 ' Truss: E4 and Warnings before construction commences. bolding component Applicability of design parameters and proper ''."J Q 447. - Incorporation 2x4 compression web bracing must be Installed where shown+ Incorporetlan or component is the responsibility of the bolding designer. ..,E}� /f tiy A li ( 3.Additional temporary bracing to Insure 560914 during construction 2.Design aewmee the top sip sly onm chords to he throughout braced al . 'l J Is the responsibility of the erector.Additionalpermanent bracing of T o.c.end at 10 c c raapectsely unless braced throughout their length by DATE: 12/8/2015 the ovens assure Is the responsibility f the boldin d. continuous sheathing such lb plywood sheething(eC)and/or drywel(SC) 1' +1 '�' + apon N o g signer. 3.2,Impact bridging or lateral bracing required where shown++ r{14J 1.. SEQ.: K 15 8 0 9 5 7 4.No bed should be applied to any component unto ass,all bracing and 4.Installation n anoof Imes imes s the responsibility be e�eroo<o�bo contractor..nem, fasteners are complete and at no time should any bads greeter than and gre for"dry misses re use. TRANS I D: LINK design bads be applied to any component. 6.Design as, NII bearing al ail supports shown.Shim or wedge if 5.CompuTrus hes no control over and assumes no responsibility for the elfin as, EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is punished subject to the Amlations set forth by 8.Plates shall be located on both faces of truss,end placed w their center December 8,20.I15 TPIAATCA in SCSI,copies of which will be furnished upon request. Ones coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA.Inc./CompuTrus Software 7.6.6(1L)-E no.For basic connector plate design values see ESR-1371,ESR-1988(MITek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x9 KIDE #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2399) 625 1-11=(-580) 1930 11- 2=( 0) 226 15-10=(-109) 85 BC: 2x9 KDDF #1sBTR SPACED 24.0" O.C. 2- 3=(-1999) 632 11-12= 581 1928 2-12= -361) 175 WEBS: 2x9 KDDF STAND (- ) ( 3- 4=( 0) 0 12-13=(-524) 1890 12- 3=( -135) 673 LOADING 3- 5=1-1572) 581 13-14=(-984) 1682 12- 5=1 -958) 148 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1770) 626 14-15=1-300) 903 5-13=1 -90) 116 BC LATERAL SUPPORT <= 12"OC. 0061. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1177) 976 13- 6-) 0) 397 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 6-14=( -860) 269 8- 9=1-1933) 518 8-19=1 -83) 478 NOTE: 2x9 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1 -83) 94 19- 9=1 -33) 510 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-15=(-1624) 499 BOTTOM CHORD CHECKED FOR A 20 POP LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. - BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs- - See approved plans 0'- 0.0" -261/ 1508V -160/ 211H 5.50" 2.91 KDDF ( 625) 35'- 9.0" -270/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) 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 = -0.091" @ 17'- 3.1" Allowed = 1.742" MAX TL CREEP DEFL = -0.183" @ 17'- 3.1" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.049" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" Design conforms to main windforce-resisting system and components and cladding criteria. 13-11-11 12-00-10 9-08-11 Wind: 140 mph, h=23.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4 f f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-02-15 5-06-09 2-02-OB 3-03-06 5-05-19 3-03-06 2-02-08 3-09-02 3-09-02 load duration factor=l.6, I ,2 f fTruss designed for wind loads T in the plane of the truss only. 12-00 9 7-09 T 4 12 M-4x6 12 7.50 17 3 M-3x4 M-3x4 M-4x6 5 6 • Q 7.50 M-3x5 M-3x4 ^ +, \/ . + M-1.5x3 0 0• 0 0 0 0 rn1 & as 0 1** 11 12 'f .. 4*15 I �m M-3x5 M-1.5x3 M-3x8 0.253 M-3x8 M-3x5 0 M-5x6(S) >L y .0 PROpes. ), 6-01-03 ), 5-06-04 y 8-04-09 8-04-09 7-04-07 • y eJ r 7'G'N`-•7- /0 • 1V T 35-09 ZCt .. :9782PE �c JOB NAME : 5019-B POLYGON - E5 • �, Scale: 0.1778 • WARNINGS: GENERAL NOTES, unless otherwise noted' Truss: ES 1.Builder and erection contractor should beadvised ofall General Notes 1.This design is based only upon the parameters shown ands for an Individual 9 0 REGON and Warnings before construction commences. building component Applicability of design parameters and proper 157Tdi/e,,Q 2.2a4 comprenlon web bracing must be metalled where.haws,. Incorporation or component is the responsibility of the building designer. �.f!1 -+R Y � ,r� 3 Additional temporary bracing to Insure stability during construction 2.Desitin assumes the top and bottom chortle la be laterally braced at 'F Is the responsibility of the erector.Additional permanent bracing of T o c and at ro'o c rsepacMely unless braced throughout their length by \ ,- DATE: 12/8/2015 the overat structure lathe responsibility of the balding designer. continuous edging ng such as plywood required where and/or tlrywell(BC). T� a SE K I rJ 8 0 9 5 B 4.Na bad should be applied to any component Intl after all bracing and 3. Impact bridging or lateral bracing where Mown t* P ,"s Q. g 4.Retaliation of truss is the responsibility of the raapectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry candgbn of use. 12/31/2016] /�{` 5.CampuTrua has no control over and sesames no responsibility for the 6.°a:9e: u res lull bearing at all supports strewn.shim or wedge If EXPIRES: i'tYI'e.71/2 V I[,1` fabrication,handling,shipment and installation of components. ry' 8.This design is furnished8.Plates furnished subject to the limitations set forth by 7.Design assumes adequateoboth fface is provided. December 8,2015 n boeces of truss,truss,and placed ea their center TPWYTCA in BCSI,copies of which will be furnished upon request. tins coincide be located on with Joint center linea. MITek USA,Inc./CompuTrus Software 7.6.6(1L}E 9.Digits Indicate size of plats in Inches. 10.For basic connector plate design values see ESR-1311,ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #19.BTR LOAD DURATION INCREASE = 1.15 1- 2=1-2344) 625 1-11=(-580) 1930 11- 2=( 0) 226 15-10=(-109) 85 BC: 2x4 ROOF #16BTR SPACED 29.0" S.C. 2- 3=(-1944) 632 11-12=(-581) 1928 2-12=( -361) 175 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 12-13=(-524) 1840 12- 3=1 -135) 673 LOADING 3- 5=(-1572) 581 13-14=1-484) 1682 12- 5=( -958) 148 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1770) 626 14-15=(-300) 903 5-13=1 -90) 116 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1177) 976 13- 6=( 0) 397 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 6-14=( -860) 269 8- 9=1-1933) 518 8-19=1 -83) 478 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -83) 94 19- 9=( -33) 510 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-15=(-1624) 999 BOTTOM CHORD CHECKED FOR A 20 FIE LIYIIBC STORAGE LIVE LOAD AT LOCATION(B) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -261/ 1508V -160/ 211H 5.50" 2.41 KDDF ( 625) M-1.5x4 or equal at non-structural 35'- 9.0" -270/ 1495V 0/ OH 5.50" 2.39 ROOF ( 625) vertical members (won). ** For hanger specs. - See approved plans 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 = -0.091" @ 17'- 3.1" Allowed = 1.792" MAX TL CREEP DEFL = -0.183" @ 17'- 3.1" Allowed= 2.322" MAX HORIZ. LL DEFL = 0.044" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" Design conforms to main windforce-resisting 15-11-11 8-00-10 11-08-11 system and components and cladding criteria. 6-02-15 5-06-04 2-02-08 3-03-06 5-05-14 3-03-06 2-02-08 3-09-02 3-09-02 Wind: 190 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f f j f . ' f f ,f (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), load duration factor=1.6, 12-00 7-09 Truss designed for wind loads f f M-4x4 M-4x4 ' '( in the plane of the truss only. 12 01 l12 7.50 4 \ 1.. Q 7.50 M-4x6 !`"� M-4x6 M-3x4 M-3x4 N 3 5 6 : l� M-3x5 M-3x9 +, .+ M-1.5x3 a I 0 I 0 0 y10 4441.41N. \ m 0 J.** 11 12 A3 14 **15 oI M-3x5 M-1.5x3 M-3x8 0.25 M-3x8 M-3x5 r 17 p M-5x6(S) *<;c- ,, ED i-R.(fi�Cyfy y 6-01-03 y 5-06-04 y 8-04-09 y 8-04-09 y 7-04-07 y �•co `vGIN�EEI„-9 fQ• y 35-09 CC" :9 82 E JOB NAME : 5019-B POLYGON - E6 - Scale: 0.1778 'v:I al ---'-- WARNINGS: GENERAL NOTES, unless otherwise noted. CI�� +l") f:5©N ar,. I Budder and erection contractor should be advised of all General Notes 1.This destgn Is based only upon the parameters shown and is for an Individual REGON tl • Truss: E6 and Warnings before construction commences building component.Appllcebility of design parameters and proper 6/ ( 2,2,4 compression web bracing must be Installed where shorn+. incorporation of component Is the responsibility elite building designer. '�' vq C'S v j 3.Additional temporary bracing to Insure*tatty during construction 2 D e gra assumes the tap and bottom chortle to be laterally braced et aT ! _\�/ Is the regromibll f the erector.Adtldlonei permanent bradngf 2 e,o,and et 19 o c,each. plyely unless braced throughout their length by ( �l ley o o continuous sheeting such es plywood sheathing(TC)and/or drywall(BC) PA U L. s' DATE: 12/8/2015 the overall structure a to responsibility of the budding designer. 3.2a Impact bridging or lateral bracing required where shown++ SEQ. K 15 8 0 9 5 9 4.No load should be applied to any component until ager all b,edng and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. end are for"dry condition'of use. TRANS I D: LINK design bade be applied to any component.5.CompuTnro hes no control over and assumes no responsibility for to 5.Design.seamen lull bearing at all supports scow,,.shim or wedge a EXPIRES: 1`2/3.1/2016 fabrication,handling,shipment end instelletlon of components. ssery Plagnaseameaededoneothmegelo Imesetl. December 8,2015 e.This design is Nmishad subject to to limitations sat torah by B.Plates shall be located an both feces of Iruas,and placed w their center TFINOrCA In SCSI,copies of which velli be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,lnc./CompuTrus Software 7.6.6(1L)-Z 10.For basic connector plate design value.see ESR-1311,ESR-1988(Wee) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=1-2349) 850 1-11=(-742) 1946 11- 2=( 0) 226 15-10=(-109) 88 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2- 3=1-1944) 861 11-12=(-743) 1945 2-12=1 -361) 158 WEBS: 2x4 KDDF STAND 3- 4=(-1588) 769 12-13=(-802) 1859 12- 3=( -226) 676 LOADING 3- 5=1 0) 0 13-14=(-745) 1676 12- 4=1 -457) 287 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 7=(-1776) 898 14-15=(-909) 903 4-13=1 -100) 136 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 8=1 0) 0 13- 7=( -24) 433 TOTAL LOAD = 42.0 PSF 7- 8=(-1188) 620 7-14=1 -860) 450 8- 9=(-1433) 692 8-14=( -156) 480 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 POE Ground Snow (Pg) 9-10=1 -83) 95 14- 9=( -119) 508 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-15=(-1624) 692 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION($) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -398/ 1508V -161/ 213H 5.50" 2.41 KDDF ( 625) M-1.5x9 or equal at non-structural 35'- 9.0" -438/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) vertical members (uon). a* For hanger specs. - See approved plans '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 = 0.106" @ 12'- 0.0" Allowed = 1.742" MAX TL CREEP DEFL = -0.185" @ 17'- 3.1" Allowed = 2.322" 0_08_10 0-08-10 MAX HORIZ. LL DEFL = -0.048" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" 17-11-11 4-00-10 13-08-11 1' 1 1' 1' Design conforms to main n windforce-resisting 6-11-09 11-00-02 10-00-05 7-09 system and components and cladding criteria. 6-02-15 5-06-04 5-05-14 4-00-10 5-05-14 3-09-02 3-09-02 Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f 1' ' f 'f ' 1' 1 1 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12-00 7-09 load duration factor=1.6, f f 5 6 f f Truss designed for wind loads in the plane of the truss only. 12 12 7.50 [77 Q7.50 M-9x6fid.1 M-3x4 M-3x9 I ,: 4b6 41111,1111 4 7 M-3x5(5) M-3x5 M-3x9 D(01-1.5x3 o 01 1** 11 12 13 19 **15 I M- 3x5 M-1.5x3 M-3x8 0.25" M-3x8 M-3x5o li M-5x6(S) S�,cO PnOfi�C , y 1 y y y y c ' ,A,``GINS / y 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 t• �� �I, y 35-09 :9782PE =" JOB NAME : 5019-B POLYGON - E7 ' �. Scale: 0.1653 ✓ SIWARNINGS: GENERAL NOTES, unless otherwise noted' 7 (,w EGON Truss E7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based onty upon the parameters shown and is for an individual it 0 t a".• • and Warnings before construction commences building component.Applicability of design parameters and proper ‘1,51,1...°4 f ,Ia ,, Q 2 D4 compression web bracing must be Ihstallad where shown*. incorporation of component is the responsibility of the building de&goer. 7� (/4� 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be leteretiy braced et 7 ��i Is the reeponstbllNy of the eractar.Additional permanent bracing of 2'o.c.and et 10 oc respectively unless braced throughout their length by \ �/ DATE: 12/8/2015 the overall structure Is the responsibility f the building designer. continuous sheathing such as phased aired ng(TC)and/or tlrywag(BC). ^ 1 Won ty o e3 in Impact bridging or the lateral bracing required where shown** A L SEQ.: K 15 8 0 9 6 0 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is thresponsibility 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 nonmorroeive environment, TRANS ID• LINK design loads be applIed to any noeponent and are tar"dry nandition"at use. 5.CumpuTme hes no control over and assumes no responsibility ler the A.Design assumes NII bearing et all supports shown.Shim or wedge If EXPIRES• 12/31/2016 fabrication,hentllln9,shipment end installation of components. ce 7.Designgn assumes adequate drainage is provided. December 8,2015 8.This design is furnished subject to the limitations set radio by 8.Plates shall be located on both faces of truss,and placed so their center TPIMTCA in BCSI.copies at which MI be furnished upon request. pees coincide with Joint center lines. A Digits indicate sHe of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic connector Mate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 42-00-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x6 RODE #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-12=(-2996) 7979 12- 3=1 -856) 2506 17- 8=( -68) 910 2x4 ROOF 015BTR T1 2- 3=1 -9520) 3430 12-13=(-2676) 7082 3-13=(-1056) 428 8-18=(-1088) 669 BC: 2x6 KDDF #1&BTR LOADING 3- 9=) -7016) 2662 13-14=(-3808) 9418 13- 9=) -986) 2792 18- 9=( -608) 1889 WEBS: 2x9 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -5936) 2290 14-16=(-4880) 11909 13- 5=1-9142) 1790 9-19=(-2924) 1369 2x9 KDDF #16BTR A TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=1 -9596) 3840 15-17=( -334) 816 5-14=1 -530) 1696 19-10=( -802) 2592 TC UNIF LL( 100.0)+DL) 28.0)- 128.0 PLF 6'- 0.0" TO 42'- 0.0" V 6- 7=1-11768) 4796 17-18=(-9378) 10522 14- 6=(-2778) 1236 10-20=(-5980) 2524 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+01.( 90.0)= 40.0 PLF 0'- 0.0" TO 42'- 0.0" V 7- 8=1-10878) 4438 18-19=(-3598) 8582 6-16=( -276) 999 20-11=( -332) 238 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=( -9990) 4058 19-20=(-2186) 5128 15-16=( 0) 120 TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 9-10=1 -6398) 2588 16- 7=( -399) 952 10-11=1 -50) 59 16-17=(-4166) 10190 NOTE: 2x9 BRACING AT 29"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7-17=(-1198) 726 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1243/ 3576V -70/ 135H 5.50" 5.72 KDDF ( 625) 92'- 0.0" -1454/ 3533V 0/ OH 5.50" 5.65 KDDF ( 625) ** For hanger specs. - See approved plans ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN ails staggered: (COED. 2: Design checked for net(-5 pet) uplift at 29 "oc spacing. n9" oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/18D 9" o in 2 row(s) throughout 2x6 top chords, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed= 0.100" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = 0.963" @ 19'- 1.3" Allowed = 2.059" MAX TL CREEP DEFL = -0.861" @ 19'- 1.3" Allowed = 2.739" MAX HORIZ. LL DEFL= -0.138" @ 41'- 8.5" MAX HORIZ. TL DEFL = 0.214" @ 41'- 8.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 5-11-11 36-00-05 End vertical(s) are exposed to wind, T T Truss designed for wind loads �2-09 -02-1) W-06 4-03-15 5-01-04 5-10-07 5-06-15 5-06-15 5-10-07 in the plane of the truss only. T T T 4 4 f 4 12 M-7x8(S) 7.50 17. M-5x6 M-3x8 M-3x5 M-3x4 0,25" M-3x5 M-3x10 M-1.5x3 5 6 7 .1.1;.! p 8 9 10 11 e _ YY o M-3x 11 ... / �\/-\ J 3 I� ' �_ io M-3x8 �� � _ c P � � 13 19 r 6 ^'�� �! .' / M-6x8 M-3x10 M-3x5 0 15 17 18 19 *a0 of o M-1.5x3 M-7x18 0.25" M-3x5 M-3x10 0 2X WEDGE M-7x10 W/(2) M-2.529 TYP. M-7X8(5) N'�['� 43:75 'cO f7lOF,6, 2 ' y J, ), y y ,L , .i ), r0 NGINJ l� 2-05-08-00-06 4-05-11 4-02-03 5-01-04 7-07 7-05-04 7-08-12 c.` '4 19 0 , yy 1-1 05-08 11-06-08 28-00 y 89782PE 42-00 JOB NAME: 5019-B POLYGON - Fl • Mr Scale: 1/8" v N. WARNINGS: GENERAL NOTES, unless otherwise noted �/I OREGO" 'r1,.°,,,:i..'' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters Mown and Is bran individual (//N� r V /� Truss: Fl and Wemings before construction commences. building component.Applicabilityof design parameters and proper �7 J s 2.2s4 compression web bracing moat be installed where shown+ Incorporation of component is the responsibility of the building designer. 47 ` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top pasand bosom chords to be leteralty braces et ,(},a �\ Is Me responsibility of the erector.Additional m bracing of T o.c.end at 1 V o.c.respectively unless braced throughout their length by a A UL apo permane continuous sheathing such as plywood sheathing(TC)and/or.rywall(BC). DATE: 12/8/2015 the overaN structure is the responsibility of the buNdthg designer, 3.Zr Impact badging or lateral bracing required where shown++ S E El5 8 0 9 61 4.No bed M should be applied to any component until eller ell bracing and 4.Installation of truss Is the reepunibility of the respective contractor. 4'' fasteners are complete and at no time should any bads greater than 5.Deign assumes trusses are to be used Ina nen.corrosive environment, end are far"dr/condition'of use. EXPIRES: 12/31/2016 design bads be apples to any component. TRANS ID: LINK 5.CampuTrus has nocontrol aver and assumes noresponelbilttyfor the 6.Designthe ullbesangatepauppoasMown.Shim orwedge If December 8,2015 fabrication,handling.shipment and installation of components. ssry. 7.Design assumes adequate drainage Is provided. B.This design is furnished subject o the limitations set forth by 5.Plates shall be bated on both faces of tugs,and placed so their center TPUWICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software+7.6.6-SP1(1L)-E I8.Far basic connector plate design values we ESR-1311,658-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2278) 499 1- 8=(-447) 2006 2- 8=(-303) 246 6-11=(-1611) 404 BC: 2x9 KDDF #108TR SPACED 24.0" O.C. ) WEBS: 204 KDDF-STAND 2- 3=(-2096) 506 8- 9=(-295) 1618 8- 3=( -65) 577 11- 7=( -59) 55 3- 4=(-1396) 451 9-10=(-238) 1215 3- 9=(-759) 300 LOADING 4- 5=(-1360) 498 10-11=(-215) 762 9- 4=(-284) 1027 TC LATERAL SUPPORT 4= 12"OC. NON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1406) 366 9- 5=(-330) 228 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -59) 75 5-10=(-271) 177 TOTAL LOAD = 42.0 PSF 10- 6=( 0) 628 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg)( 4) BEARING MAX VERT MAX HO R2 BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -236/ 1508V -286/ 338H 5.50" 2.41 KDDF ( 625) LIVE LOAD AT LOCAT ION(S) SPECIFIED BY IBC 2012. 35'- 9.0" -231/ 1495V 0/ 0H 5.50" 2.39 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSP. 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 = -0.088" @ 13'- 3.6" Allowed = 1.742" MAX TL CREEP DEFL = -0.171" @ 10'- 2.6" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.041" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.065" @ 35'- 5.5" 20-00 15-09 f Tf l Design conforms to ma n windforce-resisting 6-10-14 6-05-11 6-07-07 6-07-07 6-07-03 2-06-06system and components and cladding criteria. ► f f f f f f f Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-9X6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 Q 7 50 load duration factor=l.6, 4 0., Truss designed for wind loads 4 , in the plane of the truss only. OS• M-5x6(5) 0.25" 3 M3x4 • s MiX3icUIL41iiIi15b3 - - i:; of M-3x5 M-3x4 0.25" (S) M-3x4 M-3x4 .13.1 0‘ OF" y 10-02-10 9-09-06 y 9-09-06 y 5-11-10 y ~�� 0...,‘G 4-.;,5) Sf0�:. 35-09 ✓ • 8'782 PE 9I" JOB NAME : 5019-B POLYGON - E8 f/ .- • • Scale: 0.1653 W. ' • a. -^.e WARNINGS: GENERAL NOTES, unless otherwise noted: 7��C� Truss: E 8 Odder end erection contractor should be advised oral General Notes This deelgn is based only upon the parameters shown and is or en Individual -74,.. 7' RA GQP'.J ��� and Warnings before construction commences. building component.AppllcablIAy of design parameters and proper J 2.2x4 compronlon web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. .1:943 Additional temporary bracing to Insure stability during construction2 Design assumes the top and bottom chords to be laterally braced et is the responsibility of the erector.Additional permanent bracing of Z o c.end at i P e c respectively unless braced throughout their length by + DATE: 12/8/2015 the overaN structure Is the responsiblily o/the building designer. continuous0impctrdgor each as acwood Alred In ere el and/or dryweA(BC). �� �l 4.Ne bad should be applied to 3.to Impact bridging or bleral bracing required where shown++ UL i SEQ..: K 15 8 0 9 6 2any component until after all bracing and 9.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 Ins non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry conc.tan"ofuse. 5.Compri-Gus hes no control over and assumes no responsibility for the 0Iecewanumas NII nearing at all supporta shown.Shim or wedge if EXPIRES: P' E / /2 fabrication,handling.shipment and installation of components. ry' 8.This deelgn Is furnished subject to the limitations set forth by8.Design assumes n tag en drainageisotuss,aprovided. December 8,2015 8.Puttee shall be locaFzd an both tacos of tone,end placed so their center TPIATCA In SCSI,copies or which WA be furnished upon request. lines coincide with job center lines. MiTek USA,Inc./CompuTrua Software 7.6.6(1L}E 9.Digits Indicate size of plate In Inches. to.For basic connector plata design values see ESR-731 t,ESR-1908(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=) 0) 60 2-14=( -695) 3765 3-19=) -231) 315 12-20=(-2031) 8907 2x6 KDDF #1&BTR T3 SPACED 24.0" O.C. 2- 3=( -4619) 899 14-15=( -596) 3590 14- 4=( -144) 417 BC: 2x6 KDDF #1&BTR; 3- 4=( -4409) 869 15-16-) -615) 4047 4-15=( -498) 393 2x10 KDDF #111TR B3 LOADING 9- 5=( -3939) 873 16-17=1 -615) 9047 15- 5=1 -315) 1710 WEBS: 2x9 KDDF STAND; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PEP 5- 6=( 0) 0 17-18=(-1332) 6897 15- 7=(-1395) 354 2x10 KDDF #2 A DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( -3285) 777 18-19=(-1977) 9630 16- 7=( 0) 327 TOTAL LOAD = 42.0 PSF 7- 9=( -4389) 1038 19-20=(-3255) 14931 7-17=( -339) 888 TC LATERAL SUPPORT <= 12"OC. UON. 8- 9=( 0) 0 20-13=1-3998) 16005 9-17=1 -959) 2369 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 9-10=( -5265) 1173 17-10=1-3723) 927 ADDL. BC CONC LL+DL=10493.0 LBS @ 42'- 1.5" 10-11=( -8313) 1800 10-18=1 -900) 9176 11-12=(-11709) 2547 18-11=(-4695) 1113 NOTE: 2x9 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 12-13=(-19137) 9221 11-19=(-1278) 5591 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 19-12=(-6885) 1659 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HOBO BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -592/ 2908V -298/ 255H 5.50" 9.65 KDDF ( 625) 46'- 3.0" -2551/ 11586V 0/ OH 5.50" 18.59 KDDF ( 625) ( 3 ) complete trusses required. Join together 3 ply with 3"x.131 DIA GUN JT 13: Heel to plate corner = 1.50" nail9" staggered at: n9" in 1 row(s) throughout 2x9 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. cc HANGER BY OTHERS TO APPLY CONC.LOAD(S)EQUALLY 9" oc in 3 row(s) throughout 2x10 bottom chords, III 9" oc in 1 row(s) throughout 2X4 webs, VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 TO AL MEMBERS.PROJECT ENGINEER TO REVIEW AND INSURE /"/" 9" oc in 3 row(s) throughout 2x10 webs. MAX LL DEFL = -0.000" @ -1'- 0.0" Allowed = 0.100" THAT CONNECTION TRANSFERS LOAD TO PLY OPPOSITE HANGER. MAX TL CREEP DEFL = -0.000" @ -1'- 0.0" Allowed= 0.133" ... MAX LL DEFL = 0.102" @ 35'- 10.1" Allowed = 2.267" MAX TL CREEP DEFL = -0.312" @ 35'- 10.1" Allowed = 3.022" MAX BORIS. LL DEFL = -0.027" @ 45'- 9.5" MAX HORI2. TL DEFL = 0.063" @ 45'- 9.5" 17-05-11 11-03-10 17-05-11 Design conforms to mai n windforce-resisting 5-05-12 0-10-01 5-07-13 6-00-15 2-11-09--� system and components and cladding criteria. 6-02-02I. f4-11-12'5-07-13' 0-1-1,y01 3100-1---1-06-04 Wind: 140 mph, h=24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f 1 I f ' sI 1' 1 1 1 (ALL Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 17-00 17-00 Truss designed for wind loads T ' f I in the plane of the truss only. 12 M-4x6 6 M-3x8 8 M-4x6 12 7.50 17.M-5x6(S) /5, .. Q7.5 0 0.25" 9 o-3x6M-5x8(5) 0.25" M-1.5x3 ,;,j.CD _ a 1�3 0 ...r., /AIL of M-3x4 M-3x4 01525' M-11x3 M-13x8 0.258 M204x10 0l 0 0 M-7x8(S) M-12x14(5) M-4 x 6 Fi 0) � W t k� 44,$) M-yi64934, ,CtyGINE - / l l l 1 b 1 , � , jT 1' 6-11 7-06-14 6-07-10 6-07-10 6-00-153-02-3900-743-01-08 �'1'Ct ® � � �5�, yl 1-00 46-03 JOB NAME : 5019-B POLYGON - F1GIRD . �' Scale: 0.0881 7" I� 11111 WARNINGS: GENERAL NOTES, unless otherwise noted, "�7y�i sp �J'41� �- �. • 1.Bolder and erection contractor ehoub be advised of as General Notes 1.This design Is based ons upon the parameters shown and N for an Individual ,rf R O (". Truss: F1GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper M�, (�,Y „-lI 2.2x4 compression web bredng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. A L`y y. .{{3 t;`C • 3.Additional temporary bracing to Insure etablllly during canehucibn 2.Design assumes the top and bottom chords to be laterally braced et 6�1 1 _t�(✓ Ie the responsibility of the erector.Additional permanent bracing of 2 o.c.end et 10 o.c.reepectNeN unless braced throughout their length by ti, V continuous sheathing such as plywood sheething(TC)and/or drywaa(BC). 'AUL DATE: 12/8/2015 the°versa structure la the responsibility of the bustling designer. 3.2x impact bridging or lateral bracing required where Mown•• SEQ.: K1580963 4.No lead should be applied to any component oda after all bradngand 4.IDesign nssNBationoftrus�the essWelbStyattin hnespecttivecoctor.environment, fasteners arc complete end et ra time should any beds grosler Men and e e sums"dry condmon'•of use. TRANS I D' LINK design loads be applied to any component. 8.Desgn assumes full bearing at as supports shown.Shim or wedge II A C°mpuTruehas nocontrol over end assume noresponsibilityforthe n,m,,,ry. EXPIRES:. 12/3112018 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. , December 8,2015 8.This design Is furnished subject to the'Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIV68EA in SCSI,copies of which MN be furnished upon request. Knee colndde with joint canter lines. 9.Digits Indicate she of pate in Inches. MITek USA.Ino.lCompuTrue Software 7.6.6(11)-E 10.for basic connector plate deelgn cakes see ESR-1311.ESR-1985(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 9-00-00 GIRDER SUPPORTING 35-09-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-4068) 888 1-5=(-769) 3262 5-2=( -380) 1796 4-7=(-2329) 532 BC: 2x6 ROOF #1613TR 2-3=(-2506) 578 5-6=(-752) 3200 2-6=(-1330) 334 WEBS: 2x4 ROOF STAND LOADING 3-4=(-2108) 510 6-7=( -48) 102 6-3=( -234) 1040 LL = 25 PSF Ground Snow (Pg) 6-4=( -668) 2986 TC LATERAL SUPPORT <= 12"0C. SON. TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 9'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 421.9)+DL( 306.9)= 728.8 PLF 0'- 0.0" TO 9'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -815/ 3691V -64/ 1286 5.50" 5.91 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 0.0" -767/ 3993V 0/ OH 5.50" 5.51 ROOF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 .> Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.019" @ 3'- 1.0" Allowed = 0.409" nails staggered at: MAX TL CREEP DEFL = -0.038" @ 3'- 1.0" Allowed = 0.539" 9" oc in 1 row(s) throughout 2x4 top chords, 1 . , 6" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = 0.004" @ 8'- 10.3" /\]`/\/\J(/` 9" oc in 1 row(s) throughout 2x9 webs. MAX HORIZ. TL DEFL = 0.007" @ 8'- 10.3" 5-11-11 3-00-05 a' For hanger specs. -'(see approves plans 1' Design conforms to main windforce-resisting 3-02-13 2-06-06 3-02-13 system and components and cladding criteria. T f f f Wind: 140 mph, h=21ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 M-4x6 load duration factor=l.6, -M-4x4 Truss designed for wind loads IX.; rn the plane of the truss only. 4 -f Ail el Po 0I n1 o a III 1 1 ® ® ��I I 1 5 6 7 0 M-5x10 M-3x6 M-6x8 M-3x8 l l l Y 3-01-01 2-06-06 3-04-09 l 9-00 l ,cO PR0Fe ��GIN � r0 :9782PE r JOB NAME : 5019-B POLYGON - EGIRD Air ,.,re Scale: 0.4311 WARNINGS: GENERAL NOTES, unless otherwise noted Truss: EGIRD I.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual y -$7 y OREGON N. and Warnings before contraction commences. balding component Applicability of design parameters and proper '�i/... cif 99 . 2.b0 compression web bracing must be Installed where shown 4. Incorporation of component Is the respondblkty of the building designer. JA. ��y:A5 3.Additional temporary bracing to Inure stability during construction 2.Design assumes the tap and bottom chords b to be laterally braced at 7 le the responsibility of the erector.Additional permanent bracing of T o.c.oa x110'o c reach e.ply unless bread throughout their length by ` continuous sheathing such as pcwood Ghee edrerse)and/or drywall(BC). �' ,a �` DATE: 12/8/2015 the overall structure Is the responsibility MOH building designer. 3.20 Impact bridging or lateral bracing required where shown a A NI SEQ.: K 15 8 0 9 6 4 4.No load should be applied to any component until after all bredng and 4.Installation of truss Iahe responsibility of the respective contractor. fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"Mute. 5.CompuTrus has no control over and assumes no responsibility for the s.Dellen assumes full bearing at aappone mown.shin or wedge 1, EXPIRES: 12/31/2016 necesfabrication.handling,shipment and Installation of components' 7.Design ssumes adequate drainage is provided. December 8,201 5 6.This design b famished subject to the limitations set forth by 8.Plates shall be it,.trc on both faces of hues,and placed so their center TPIMTCA in BCS,copies of which will be furnished upon request. lines coincide with joint canter lines. MiTek USA,Inc./Com uTrus SoMrare 7.6.6(1/E 9.Digits indicate size of plate in Inches. P )- t0.For basic connector pate design values see ENR-7311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 ROOF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=(-1828) 3516 12- 3=( -153) 600 17- 8=( 0) 282 2x6 ROOF #16BTR T2, T3 SPACED 24.0" O.C. 2- 3=(-4339) 1862 12-13=1-1375) 2769 12- 9=( -505) 772 8-18=1-1390) 416 BC: 2x9 KDDF #16BTR 3- 4=(-3911) 1774 13-15=(-1565) 3953 9-13=1 -264) 326 18- 9=( -143) 889 WEBS: 2x4 KDDF STAND; LOADING 4- 5=1-3016) 1226 19-16=( -64) 165 13- 5=( -409) 1200 9-19=1-2522) 958 2x4 KDDF #16BTR A; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2542) 1097 16-17=1-1368) 3664 13- 6=1-1663) 541 10-19=1 -83) 283 2x6 KDDF #2 B DL ON BOTTOM CHORD = 10.0 PDF 6- 7=1-3946) 1529 17-18=1-1368) 3664 6-15=1 -52) 999 19-11=1 -725) 1602 TOTAL LOAD = 42.0 PSF 7- 8=1-3870) 1929 18-19=1-1023) 2990 14-15=1 0) 72 11-20=1-1802) 893 TC LATERAL SUPPORT <= 12"OC. UON. 8- 9=1-2546) 999 19-20=1 -69) 78 15- 7=1 -116) 100 BC LATERAL SUPPORT <= 12"0C. UON. LL = 25 PSF Ground Snow (Pg) 9-10=( -387) 227 15-16=(-1412) 3747 10-11=( -437) 230 7-16=( -452) 311 -- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 16- 8=( -105) 295 NOTE: 2x4 BRACING AT 24"0C DON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -258/ 1891V -99/ 181H 5.50" 3.03 KDDF ( 625) OVERHANGS: 12.0" 0.0" 92'- 0.0" -211/ 1759V 0/ OH 5.50" 2.81 KDDF ( 625) " For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: 11=1/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.322" @ 19'- 1.3" Allowed= 2.054" MAX TL CREEP DEFL = -0.612" @ 19'- 1.3" Allowed= 2.739" MAX HORIZ. LL DEFL = -0.148" @ 41'- 9.2" MAX HORIZ. TL DEFL = 0.224" @ 91'- 9.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 7-11-11 32-03-10 1-08-11 Design conforms tom n windfo rce=resisting T 7-11-11 12-07-11 19-07-10 1=091 r system and components and cladding criteria. 2-07-0.2-05-052-11-021 6-00-05 5-01-04 7-03-13 7-03-13 6-06-07 1-08-1f1 Wind: 190 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, 12 12 End vertical(s) are exposed to wind, 7.50 17. M-5x6(S) ''' 17.50 Truss designed for wind loads ( ) in the plane of the truss only. M-4x6M-4x6 =M-4x4 M-3x4 M-3x8 M-3x8 5 6 7 8 9 ° M-7x8 r, '1'2 _ ID - Ti - M-3x9 4 M-1.5x3 B ro0 o M-3x8 -___ - :C. A - c m X- ,ii` 12 13 r- 15 �:--,, A T r ".e -I M-3x10 O 14 16 17 18 T 19 20 ol -M-sx10 ,1,M-1.5x3 M18HS-3x18 0.25" M-3x5 _M-8x8 o 2X WEDGE M-5x10 M-1.5x3 W/(2) M-2.5X9 TYP. n 43.75 M-5x6(S) ,c"}, V PRQ,z1'- 12 2-0 l l y l b l i �ts\61IN 9 �`0 2-05-08 5-00-06 6-07-14 5-01-04 7-02-01 7-00-05 7-03-13 1-02-14 l ), 1 y 1-00-05-08 11-06-08 28-00 y :9782PE �''r. 42-00 JOB NAME : 5019-B POLYGON - F2 `tip aidMI Scale: 0,1987 r, ' �_ �y WARNINGS: GENERAL NOTES, unless otherwise no ted: ;( =,V EG©N�n'� �" 1,Builder and erection contractor should be advised of a8 General Notes 1,This design Is based only upon the parameters shown and h for an individual .iay� A h Y.. a= V Truss: F2 and Wamingsbefore construction commences. building component.Appikeblinyofdesign parameters and proper 77 •eifi J _ 22x4 compression web brodig must be installed where Mown+.. Incorporation of component Is the responsibility of the building designee Ot �.y V+ - 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chorus to be laterally braced at I'M y� I' A U L � h by is the responsibility of the',redo,',redo,Additional permanent bracing of 2continuo.eheaMing such asvpllywvod sheathing(TC)and/or drywely unless braced throughout their l(BC). ♦- DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.24 Impact bddging or Lateral bracing required where Mown++ 4.No load should be applied to any component until after all bracing end 4.Installation of cruse Is the responsibility of the respective contractor. SEQ. : K1580965 fasteners are compete and at no time should any loads greater than 5.Os&grr assume.husaes are Is be used Ins ese-oerrssve environment, EXPIRES: 12/31/2016 design bads be apples to any component and are for•dry condition"of use. TRANS I D: LINK 5.CompuT us nes no control over end assumes no responsibility ler the 8.Decessasign assumes full bearing at all support.Moven.Shim or wedge If tt,� p fabrication,handling.shipment and Installation of components. ry. December 8,2015 7.Design assumes oaEed ne bath is press,and Thk design I.furnished subject to the limitations set forth by B.plates shall be located on born faces of cruse, placed so their center TPUWICA In SCSI,copies of which oil be furnished upon request. fines coincide with Joint center lines. 9.Digits Indicate sin of plate In Inches. MiTek USA,Ina/CornpuTrus Software+7.6.6-SP1(1L)-E to.For basic connector Pate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1415BTR; LOAD DURATION INCREASE = 1.15 1- 2=1 0) 60 2-14=1-1912) 3516 14- 3=( -186) 600 20-10=1 -171) 889 2x6 KDDF #118TR T2, T3 SPACED 24.0" O.C. 2- 3=1-4339) 2012 19-15=1-1461) 2769 14- 9=( -495) 772 10-21=(-2522) 968 BC: 2x4 KDDF #1613TR 3- 4=1-3911) 1904 15-17=1-1719) 3953 4-15= -264) 258 12-21=1 -73) 216 WEBS: 204 KDDF STAND; LOADING 4- 5=(-3016) 1381 16-18=1 -69) 165 15- 5=1 -372) 1200 21-13=1 -663) 1602 204 KDDF #1113TR A; LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=1 0) 0 18-19=1-1414) 3664 15- 7=1-1663) 568 13-22=1-1802) 776 2x6 KDDF 42 B DL ON BOTTOM CHORD= 10.0 POE 5- 7=(-2542) 1232 19-20=1-1419) 3664 7-17=1 -34) 999 • TOTAL LOAD = 92.0 PSF 7- 8=1-3946) 1675 20-21=1-1019) 2990 16-17=( 0) 72 TC LATERAL SUPPORT <= 12"OC. 005. 8- 9=1-3870) 1511 21-22=1 -67) 79 17- 8=1 -198) 141 BC LATERAL SUPPORT <= 12"00. UON. LL = 25 PSF Ground Snow (Pg) 9-10=1-2596) 1006 17-18=1-1496) 3747 10-12=( -387) 262 8-18=1 -452) 347 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=1 0) 0 18- 9=1 -153) 245 NOTE: 204 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=1 -437) 265 19- 9=( 0) 282 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-20=(-1340) 466 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -315/ 1891V -99/ 182H 5.50" 3.03 KDDF ( 625) 42'- 0.0" -286/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = 0.333" @ 19'- 1.3" Allowed= 2.054" MAX TL CREEP DEFL = -0.612" @ 19'- 1.3" Allowed= 2.739" MAX HORIZ. LL DEFL = -0.153" @ 41'- 9.2" MAX HORIZ. TL DEFL= 0.224" @ 41'- 9.2" 9-11-11 28-03-10 3-08-11 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 9-11-11 ,( 10-07-11 19-07-10 .(1-09� 2-05-05 2-09-01 5-01-04 7-03-13 2-09-01 . Design conforms to mainwindforce-resisting .! .l 1 system and components and cladding criteria. 2-07-04 t-07-07. T 4-00-05 T f 7-03-13 T T 4-06-07 f 1-�U-44-r10 Wind: 140 mph, h=22.3ft, TC DL=9.2,BC DL=6.0, ASCE 7-10, 4 12 4 I I I I I I I I (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=l.6, 7.50 Q 7.50 End vertical(s) are exposed to wind, M-5x6(5) 5 Truss designed for wind loads M-9x6 =M-4x4 M-3x4 M-3x8 M-3x8 M-4x6 in the plane of the truss only. 5 7 8 5 10 2,:1,1-8x8 M-3x4 )� - - o _ 3 „iiic i M-1.5x3 + + +,... o ] _. B o M-3x8 ,....00,„ M Ao iie,J -M-5x10 M-3x10 0 16 le {y 20 2l 22 • ** 0 o M-1.5x3 M18HS-3x18 0.25 M-3x5 M-8x8 2X WEDGE M-5x10 M-5x6(S) M-1.5x3 <33.75 W/(2) M-2.5X4 TYP. 0 Open PR 12 � A 2y y y y y y Co ��1N � -yo5-oy 5-00-06 6-07-14 5-01-04 7-02-01 7-00-05 7-03-13 1-02-14 c ' cC9 .y l y os-os 11-06-08 28-00 y �+ 8 782 y� 1-00 42-00 JOB NAME : 5019-B POLYGON - F3 ,?`' 40 WARNINGS: 0.1317 �'y[] /'t/'';A�•' WARNINGS: GENERAL NOTES, unless otherwise noted' 1i Tv OREGON Off' Truss: F 3 Builder and erection contractor should be advised of all General Notes This design la based only upon the parameters shown and Is for en Individual xA I V/V,il i(� . and Warnings before construction commences. building componentApplicability of design parameters end proper 7 l .j jV_ 2.bra compression web bracing must be Inatalbd where shown+, Incorporation at component Is the reeponalblllry of the building designer. 3.Additional temporary bracing to Incurs stability during construction 2 Design assumes the fop and bottom chorda is be laterally braced et •I �A UL `�.a l le the responsibility of the erector.Additional permanent bracing of 7 o e.and at hes o c respectively unless braced throughout their length by `+'�l DATE: 12/8/2015 the overall structure is the responsibility et the building designer. continuous sheathing such as plywood ahee attareC)and/or drywaA(BC). Q� 4.No bad should be applied to a g and3.Installation Impact bridgingtruss le the rel bracing required the where shown contractor.a SE K1580966 PP ny component any eller cin 5. aaaumestr tains are Is b ue inanon-c rneenviren fasteners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used in s nontomasive environment ryry r��j.A)Y� y� TRANS ID: LINK design bads be applied to any component. and are far"dry concision"of=use. EXPIRES: 1G,t71/2016 5.CompuTrue has no control over and assumes co responsibility for the 8.IDiee�sse assumes bli bearing at all supports shown.Shim or wild=s 1/ fabrication,handling,shipment and Installation ofcompenenls. ry' December 8,2015 8.This design is furnished subject le the limitations eel baeh by 7.Design assumes adequate drainage Iprovided. 8.Plates shell be located on both faces of trues,and placed ao their center TPVWICA In BCS!,copies or which villi be furnished upon request. lines coincide with joint center lines. MI-Tea USA,Inc./CompuTrus Software+7.6.6-SP1 it E 9.Digits Indicate eke of prole In Inches. ( )• I0.For basic connector plate design values see ESR91311,ES13-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 92'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1626) 3680 13- 3=(-460) 1175 8-19=( -432) 239 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-9490) 1788 13-14=(-1461) 3282 3-19=(-765) 414 19- 9=( -138) 659 WEBS: 2x4 KDDF STAND; 3- 4=(-3059) 1206 14-15=(-1063) 2532 19- 4=( -34) 313 9-20=(-1130) 427 2x4 ROOF STUD A LOADING 4- 5=(-2602) 1106 15-17=( -895) 2395 4-15=(-998) 375 10-20=1 -247) 612 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2140) 1019 16-18=1 -32) 92 15- 5=(-908) 1120 20-11=( -30) 632 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2397) 1090 18-19=1 -798) 2917 15- 6=(-755) 272 11-21=1-1938) 743 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 92.0 PSF 7- 8=1-2478) 1072 19-20=( -676) 2080 6-17=(-102) 509 21-12=( -110) 126 8- 9=(-2275) 968 20-21=( -932) 1080 16-17=1 0) 79 LL = 25 PSF Ground Snow (Pg) 9-10=1-1422) 721 17- 7=(-262) 82 NOTE: 2x9 BRACING AT 24"OC UON. FOR 10-11=(-1732) 769 17-18=1-806) 2912 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( -83) 102 7-18=(-232) 219 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 18- 8=1 -96) 112 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -271/ 1888V -165/ 222H 5.50" 3.02 KDDF ( 625) 42'- 0.0" -223/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) ** For hanger specs. - See approved plans [COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL= 0.198" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed = 2.739" MAX HORIZ. LL DEFL = -0.109" @ 91'- 8.5" MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" NOTE:Design assumes moisture content does ' 11-11-11 22-03-10 7-08-11 not exceed 196 at time of manufacture. 2-09 4-06-02 4-08-09 2 00-05 5-01-04 5-03-14 5-00-06 4-09-14 3-11-09 3-09-02 Design conforms to main windforce-resisting T T T 1' T 1' 1' 1' Q 1' 1' system and components and cladding criteria. 12 12 M-5x6(5) Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 M-4x65 M-3x4 M-4x6 Q 7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 0.25" M-3x4 g load duration factor=1.6, 6 7 �' . a End vertical(s) are exposed to wind, Truss designed for wind loads M-3x6 in the plane of the truss only. M-3x9 1 4 /Irr M-1.5x3 M-3x6 3 M-3x8 -- `4/... 4. A o 4 13 14 15r 17 +n -/I 1 M-5x8 M-3x4 M-3x8 0 16 18 0.259 M-3x8 =M-9x420 21 ,1,M-1.5x3 M-6x8 0 43 75 2X WEDGE M-5x8 M-5x6(S) (� J'1/(''-� 12 W/(2) M-2.5X9 TYP. ✓ R Qp, c l l y 2 1 y 1 j �� Gi V � (-5;b� 2-05-08 4-06-02 4-07-14 2-06-0� 5-01-04 7-08-04 7-08-04 7-04-07 l � 6) 2-05-08 11-06-08 28-00 AGI 9 y y :9782PE r- 1-00 1-00 92-00 1 .4001IV JOB NAME: 5019-B POLYGON - F4 `ir Scale: 0.1530 " / WARNINGS: GENERAL NOTES, unless otherwlae noted' +4. f Y1 1.Builder and erection contredor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an individual "rfJ V A�.y .: t� L''4'¢. . Truss: F4 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 ^f t 1 J 2.Dt4 compression web bracing mus be installed where mown.. Incorporation of component Is the responsibility of the building designer. ,j a. ` 3.Additional tamparery bracing le Insure aabllly during cenaNGbn 2.Design assumes the lap end bottom chords to be hteregy braced at ` �.Jt UL Tex.and at 10'o.c.respectNely unless braced throughout their length by y'1 Ie the responsibility of ere erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). DATE: 12/8/2015 the overall structure la the responsibility of the bulling designer. 3.L Impact bridging or lateral bracing required where shown+4 SEQ. : K 15 8 0 9 6 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respectte contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non.aenosve environment, EXPIRES;: 12!31/2016. TRANS I D: LINK design roads be applied to any component. and are far"dry condition" et al supports shown.Shim or wedge if of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing December 8,2015 aw, fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design N furnished subject to the limitations set forth by 8.Plates shag be located on both feces of trues.and placed so their center TPIMRCA in NIH).copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Skits Indicate size of plate in inches. MRek USA,Inc./CompuTrus Software+7.6.6-SP1(1L(-E 10.For basic connector wale design values see E59-1311,E5R-1958(MITek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-15=(-1774) 3680 15- 3=(-505) 1175 10-22=(-1131) 476 BC: 2x4 KDDF N1&RTR SPACED 24.0" O.C. 2- 3=(-4490) 2009 15-16=(-1593) 3282 3-16=(-768) 450 12-22=( -241) 614 WEBS: 2x4 KDDF STAND; 3- 4=(-3059) 1370 16-17=(-1160) 2532 16- 4=( -42) 313 22-13=( -111) 628 2x4 KDDF STUD A LOADING 4- 5=(-2602) 1282 17-19=(-1016) 2395 4-17=(-499) 314 13-23=(-1938) 874 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( 0) 0 18-20=( -38) 92 17- 5=(-459) 1120 23-14=( -110) 126 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 5- 7=(-2140) 1162 20-21=( -937) 2417 17- 7=(-755) 324 BC LATERAL SUPPORT 0= 12"0C. UON. TOTAL LOAD= 42.0 PSF 7- 8=(-2397) 1260 21-22=( -812) 2080 7-19=( -94) 513 8- 9=(-2478) 1218 22-23=( -506) 1080 18-19=( 0) 74 LL = 25 PSF Ground Snow (Pg) 9-10=(-2275) 1106 19- 8=(-275) 78 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-12=(-1422) 828 19-20=(-949) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=) 0) 0 8-20=(-232) 248 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-1732) 894 20- 9=( -60) 126 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=( -83) 103 9-21=(-432) 237 OVERHANGS: 12.0" 0.0" 21-10=(-141) 671 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger - See LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) g specs. approved plans 0'- 0.0" -339/ 1888V -166/ 223H 5.50" 3.02 KDDF ( 625) 42'- 0.0" -303/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = 0.215" @ 19'- 1.3" Allowed= 2.054" MAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed= 2.739" 13-11-11 18-03-10 9-08-11 MAX HORIZ. LL DEFL = -0.118" @ 41'- 8.5" MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" 4-06-02 2-02-06 5-01-04 5-00-06 2-02-08 3-09-02 2-09 4-06-02 0-0S-05 ' 5-03-14 S-09-14f f3-09-02 NOTE:Design assumes moisture content does ,f 1' f c 1' ' f f f f I not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 7.50 M-5x6(S) '''S 7 50 system and components and cladding criteria. M-,x4 II M-4x6 M-3x4 0.25" M-3x4 M-4x6 Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), e ) load duration factor=1.6, End vertical(s) are exposed to wind, M-3x9 .M-3X6 Truss designed for wind loads in the plane of the truss only. + + M-1.5x3 M-3x6 + 4 -/ 0 NS\sss I io M-3x8 •• Ar. o o P o m5 16 g7-5._ 17 19'....... --- m-3x8 9E :. _ �I o M-3x4 0 18 0 21 �2 * 23 M M-5x8 I M-3x8 M-1.5x3 M-�x8 0.25" M-3x8 _M-4x 0 0 2X WEDGE M-5x8 W/(2) M-2.5X4 TYP. 43.75 M-5x6(S) ';''<-R,ED PROre619 .1, J. l l l l l y y co y y 05-08 4-06-02 4-07-14 2-06-05 5-01-04 7-08-04 7-08-04 7-04-07 y *"• " ` , .9 /p,,�, 1-0�05-08 11-06-08 28-00 y �' 89782PE fir°' 42-00 07 O t-L • JOB NAME: 5019-B POLYGON - F5 r Scale: 0.1288 N WARNINGS: GENERAL NOTES, unle..olhennse noted: .,,�y= jam OREGON• per -lT. 1.BUNder anderectionwntrador should be advised of as General Notes t.This design is based only upon the parameters shown and Is for an individual �7� G,gRY Truss: F 5 and Wim s before construction commences building component.Applicability ofdesign parameters and proper 1 2 244 compression web bracing must be installed where Mom*. Incorporation of component is the responsibility of the building destgner. 3 Additional temporary bracing to Marne stability during construction NI 2.Deafen assumes the top and bottom chorda to be kleratly braced at ►�y.4 C� UL Is the responsibility or the erector.Addblenal permanent bracing of Y o.c.and at 10'o.c.r=ash. plywood unless braced throughout their all)B by !" [i DATE: 12/8/2015 the moral structure)s the responsibility of build continuous rhor atcn as pcwgod aired where s oo,and/4r.drywan(Bc). open ty o building designer. 3.24 Impact bridging or lateral bracing required where shorn+* SEQ.: K 15 8 0 9 6 8 4.No load should be applied to any component until after ell bradng end 4.Installation of truss is the responsibility of the respeclke contractor. 12/31)2016/] / { raeteners are complete and at no time should any wade greater than B.Design assumes trusses are to be used In a nen.oeneaive environment. EXPIRES: 1`t)/`,J11'1•(W I fy' TRANS ID: LINK design peat be appliedw any component. and are for"thy condNon"of use. 5,CompaTrua has no control over and assumes no re.poneibllity for the 8.tDesignassumes NII bearing at ell supped,shorn.Shim or wedge if {, r� .t fabrication,handling,shipment and lnstaltason of component.. ry. December 8r2�15 e.This design k furnished.ub)ed to the limitations set forth 7.Design assumesaded on adthl Ise.b elprodms, 9 8.Plates inci be located on both hoes of trust,and plead so their comer TPWJICA in BCSI,copies of which will be furnished upon request. Ansa coincide with Joint center lines. MiTek USA,Inc./Com uTrus Software+7.6.HSP11L E10.Pert.Digits indicate connector date nign values P ( .Parbaicconnsize fpat inincvalues ass ESR-1371,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 92'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-15=(-1929) 3685 15- 3=( -552) 1176 10-22=(-1130) 582 BC: 2x4 KDDF #l&BTR SPACED 29.0" O.C. 2- 3=(-4490) 2239 15-16=(-1732) 3286 3-16=( -771) 987 12-22=( -280) 616 WEBS: 2x4 KDDF STAND; 3- 4=(-3059) 1543 16-17=(-1272) 2532 16- 4=( -50) 313 22-13=( -190) 625 2x9 KDDF STUD A LOADING 4- 5=(-2602) 1457 17-19=(-1203) 2395 4-17=( -499) 301 13-23=(-1938) 1007 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2140) 1288 18-20=( -45) 92 17- 5=( -599) 1120 23-14=( -110) 126 TC LATERAL SUPPORT <= 12"OC. LION. DL ON BOTTOM CHORD= 10.0 PSF 5- 7=( 0) 0 20-21=(-1103) 2417 17- 6=( -755) 978 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 92.0 PSF 6- 8=(-2397) 1447 21-22=) -982) 2080 6-19=( -99) 522 8- 9=(-2478) 1398 22-23=( -580) 1080 18-19=( 0) 74 LL = 25 PSF Ground Snow (Pg) 9-10=(-2275) 1274 19- 8=( -287) 79 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-12=(-1422) 912 19-20=(-1125) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 0 8-20=( -232) 288 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-1732) 1015 20- 9=( -84) 145 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=( -83) 106 9-21=( -432) 232 OVERHANGS: 12.0" 0.0" 21-10=) -135) 684 BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -412/ 1888V -166/ 229H 5.50" 3.02 KDDF ( 625) vertical members (uon). 42'- 0.0" -387/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) e# For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 15-11-11 14-03-10 11-08-11 MAX LL DEFL = 0.236" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL= -0.374" @ 19'- 1.3" Allowed = 2.739" 7-09-13 8-01-14 ��( 8-05-07 9-09-14 7-09 MAX HORIZ. LL DEFL= -0.128" @ 41'- 8.5" 4-06-02 2-02-13 3-04-01 5-00-06 4-00 3-09-021 MAX HORIZ. TL DEFL= 0.173" @ 41'- 8.5" 2-09 1 1 4-06-02 1-7-A09-63 1 5-03-14 1 1-60-106 13-09-021 1 1 1 1 1 1-1 1 1 f-1 1 1 NOTE:Design assumes s moisture content does not exceed 19% at time of manufacture. 12 .7M-4x4+ 12 7.50 7 M-5x6(S) 11- ' 7.50 Design conforms to main windforce-resisting M-3x4 -M-4x4+ system and components and cladding criteria. M-4x6 M-3x4 M-3x4 M-9x6 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, s 0.25" 6 8 9 10 (All Heights), Enclosed, Cat.2, Exp.B, MW FRS(Dir), M-3X5( load duration factor=1.6, M-3x6 End vertical(s) are exposed to wind, M-3X9 3 Truss designed for wind loads 4 in the plane of the truss only. M-1.5x3 M-3x63 `.= + 4 �o �,.. M-3x8 �li _ o a1 i-!".5 16 r17 19 IM �: __. - -/m I M-5x8 M-3x4 1 M-1.5x3 M-8 6x8 0.251 M-3x8 =.14-4x4 23 o o 2X WEDGE M-3x8 M-5x8 W/(2) M-2.5X4 TYP. =3.75 M-5x6(5) 1,0 PRO Fe12 • y y y y y y y �i' S 0401NE by /0y05-Oy 4-06-02 4-07-14 2-06-055-01-04 7-08-04 7-08-04 7-04-07 y y y 05-08 11-06-08 28-00 y 89782PE 1 1-00 42-00 ~" JOB NAME : 5019-B POLYGON - F6 Scale: 0.1248 4, OREGON 'N WARNINGS: GENERAL NOTES, .ideas otherwise noted: 'kJJ C ,-Zr 1.Builder and erection contractor should be adelaed of al General Notes 1.This design Is based ody upon the parameters shown and is ten an Individual q R 1' 5 /' ' Truss: F6 and Warnings before construction commences. building component Applicability o/design parameters and proper , 2.2e4 compression web bracing must be Installed where shown bcorperatbn of component Is the responsibility of the building tlestgner. v+ at 3.Additional temporary bracing to Insure atabNlly during construction 2 DastOn resumes the top and bottom a..chobe to be laterally braced en /"1�'I t (3. blithe responsibility et the erector.Additional permanent bracing et T ex.end et 10'o.c.rsuch..sly unless braced throughout thee length by AUL L.. ~ DATE: 12/8/2015 the overall structure Is the responsibility of the baldingde Impact sheathing such as acinplywg re aired&ter.shown and/or drywell(BC). designer. 1 20 bntlemg or lateral bradng required where shown., S E K 4.No load should be applied to any component untl after all bradng and 4.Installation of truss la the reeponalbllty of the respective contractor. 4 • 15 8 0 9 6 9 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a nen.cerroave environment, EXPIRES: 12/31/201 C7 design Wads be applied to any component. and are for"dry condition"of use. TRANS l o: LINK design 5.CempuTrus hes no control over and assumes no responsibility for the 6.Design assumes mil bearing al al supporta shown.Shim at wedge 11 December 8,2015 fabrication,handling.shipment and Installation eteemponents. --r,ss 7.Pentenaseumeaadequate elh is 6.This design is furnished subject to the limitations set forth by S.Plates shall be bated on both laces of truss,and placed ac their ceder TPWTCA In SCSI,copies of which Wil be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see o/plate In inches. MiTek USA,Inc./CompuTrus Software 07.6.6-SP1(1L(.E 10.Per basic connector piste design values see ESR-1311.ESR.1988(Wee) I This design prepared from computer input by I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-15=(-2112) 3701 15- 3=( -608) 1181 11-22=(-1130) 759 BC: 2x4 KDDF 81613TR SPACED 24.0" O.C. 2- 3=(-4490) 2456 15-16=(-1896) 3300 3-16=( -773) 512 12-22-) -342) 614 WEBS: 2x4 KDDF STAND; 3- 4=(-3059) 1710 16-17=1-1413) 2535 16- 4=( -55) 313 22-13=( -245) 623 2x4 KDDF STUD A LOADING 4- 5=(-2602) 1622 17-19=(-1392) 2395 4-17=( -499) 301 13-23=1-1938) 1144 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2140) 1427 18-20=( -54) 92 17- 5=( -737) 1120 23-14=( -110) 127 TC LATERAL SUPPORT 5= 12"OC. UON. DL ON BOTTOM CHORD = 10,0 PSF 5- 7=( 0) 0 20-21=(-1308) 2417 17- 6=( -755) 624 BC LATERAL SUPPORT 5= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2397) 1636 21-22=(-1173) 2080 6-19=( -147) 525 8- 9=(-2478) 1622 22-23=( -657) 1080 18-19-) 0) 74 LL = 25 PSF Ground Snow (Pg) 9-11=(-2275) 1481 19- 8=( -292) 91 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-12=( 0) 0 19-20=(-1344) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE 11-12=1-1425) 1012 8-20=( -232) 341 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-1732) 1133 20- 9=( -117) 169 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=( -83) 106 9-21=( -432) 253 OVERHANGS: 12.0" 0.0" 21-11=( -156) 697 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical or equal at non-structural 0'- 0.0" -484/ 1888V -167/ 225H 5.50" 3.02 KDDF ( 625) members (uon). 42'- 0.0" -472/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 •'oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" 17-11-11 10-03-10 13-08_11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = 0.261" @ 19'- 1.3" Allowed= 2.054" 7-09-13 10-01-14 ' 6-05-07 9f09 -14 09 T MAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed= 2.739" '( 4-06-02 2-02-13 1-01-09 �3-10-03 5-00-06 1 3-09-02 1 MAX HORIZ. LL DEFL= -0.140" @ 41'- 8.5" ..(( MAX HORIZ. TL DEFL= 0.173" @ 41'- 8.5" 2-09 T T 4-06-02 T 13-11-11�� 5-03-14 I1-02TO2 T3-09-02 � T T '' f 1' '' T 1 1`-1 4 NOTE:Design assumes moisture content does 12 12 not exceed 198attime of manufacture. 7.50 7 10 Q 7.50 Design conforms to main windforce-resisting M-3x4 - M-5x6(S) system and components and cladding criteria. M-4x6 M-3x4 I` M-4x6 wind: 140 mph, h=24.eft, TCDL=4,2,BCDL=6.0, ASCE 7-10, 5 M-3x4 0.25" z (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 8 y 9 11 load duration factor=1,6, M-3X5(S) End vertical(s) are exposed to wind, Truss designed for wind loads M-3X99 in the plane if the truss only. /\T1LM M-1.5x3 :3;17/:(6' -ice, 0 QD M-3x8 �_ _ A o d, ` 5 1] 19simm.m25 :: �IT �� M-3x9 o 18 zc 21 2z a 23 o M-5x8 o M-3x8 M-1.5x3 M-6x8 0.25" M-3x8 =M-4x4 2X WEDGE M-5x8 M-5x6(S) W/(2) M-2.5X9 TYP. � � ���� GI 3.75 12 l l l l l ) l l l �j, GIME L9 2-05-08 4-06-02 4-07-14 2-06-05 5-01-04 7-08-04 7-08-04 7-04-07 y <,. --'' �R . .0 4i 17 J, 2-J. y 05-08 11-06-08 28-00 y 4Z. •9782 PE r5 1-00 42-00 JOB NAME: 5019-B POLYGON - F7 ,,�, Scale: 0.1249 [�'� (�'{ 40 WARNINGS: GENERAL NOTES, unless otherwise noted: �i�. 1?,4,OREGON cam" • Truss: F7 1.Bader and erection contractor should be advised of al General Notes This design le based only upon the parameters shown and is for an Individual +/W9, Y5. lV'q RY < • and Warnings before construction commences. building component Applicabll)ty or design parameters and proper 2.204 compression web brewing must be Installed where shown.. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during oonetmction 2.Design assumes41.12 Me top and bottom chords la be laterally braced at if, U L T' is the responsibility of the erector.Additional permanent bracing of 2 o.e.and al t g o.c.rsuch as unless braced(TE(e out their length by `y continuous sheathing such act plywood sheathing(TC)and/or drywall(BC). DATE: 12/8/2015 the overall structure R the responsibility or the bulWmg designer. 3.24 impact bridging or lateral bracing required where shown++ SEQ. : K 15 8 0 9 7 0 4.Na bad should be applied to any component until eller all bracing end 4.Installation ultras la the responsibility erste respective contractor. fasteners are complete and at no thne should any loads greater than 5.Design assumes busses are to be used M a noncorrosive environment, and are for•dry condnlon•or use. ail'EXPIRES: � `. 2/31/ 1 TRANS I D: LINK design pads be applied to any component. 5.CoepuTw has no control over and assumes no responsibility for the R Design assumes full bearing at en supports shown.Shim or wedge If fabrication,handling,shipment and Retaliation oftomponents. necessary.sDecember 8,2015 d. s.This design Is furnished subject to the limitation.set forth7.Designesassumes adequate tinoth feces ce to trusts,en e by ail,.nomagtiemcooinoenenr.cosorw..,endplaced cotnekcarver TPkWICA In SCSI,copies of which MI be furnished upon request. Ines coincide w11h joint center lines. 9.Digits indicate eye of plate In Inches. MiTek USA,Inc./Compuirus Software+7.6.6SP1(1L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=(-1030) 2436 3-12=( -236) 300 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2811) 1135 12-13=( -831) 2148 12- 4=1 -134) 436 WEBS:2x9 KDDF STAND 3- 4=(-2627) 1142 13-14=( -598) 1790 4-13=( -581) 423 LOADING 4- 5=1-2066) 1050 14-15=1 -616) 1480 13- 5=1 -334) 771 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 15-16=1 -47) 56 13- 7=( -111) 168 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1700) 995 7-14=( -978) 263 TOTAL LOAD = 42.0 PSF 7- 9=1-1527) 928 9-19=( -266) 679 8- 9=( 0) 0 19-10=1 -152) 195 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1880) 990 10-15=) -484) 321 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1825) 815 15-11=1 -609) 1540 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-16=(-1713) 856 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 1C POE. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -350/ 1894V -258/ 318H 5.50" 3.03 KDDF ( 625) 42'- 0.0" -315/ 1772V 0/ OH 5.50" 2.84 KDDF ( 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.129" @ 17'- 7.4" Allowed = 2.054" MAX TL CREEP DEFL = -0.229" @ 17'- 7.4" Allowed = 2.739" MAX HORIZ. LL DEFL = 0.055" @ 41'- 10.3" 0-07-08 MAX HORIZ. TL DEFL = 0.087" @ 91'- 10.3" 18-04-11 7-10-05 15-09 4 1' . ' Design conforms to main windforce-resisting 6-02-09 5-09-05 5-09-05 4-08-13 3-01-082-02-13 6-06 7-00-04 system and components and cladding criteria. '' 1' 1 'f'1 ' 1' f T f Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 18-00 M-3x4 13-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T f M-3x4 8 '' .' load duration factor=1.6, 12 M-4x66 -4x6 12 Truss designed for wind loads 6 M-3x4 in the plane of the truss only. 7.50 � 7. ' ` ' 7.50 M-5x6(S) M-2.5x4 or equal at non-structural diagonal inlets. 0.25" y S M-3x4 D „4_,,,,3,141/11/fr + + M-3x6 1 -/ 0 0 ND o o c I- - ' kill , ,, 1 ,r A11 a A -rn t^� o I -3x6 M-3x4 b3.25" 0.25;'9 - -M-4x4 M-1.5x3**16 c 0 PROeC�t o M-5x8(S) M-5x8(S) CV y y l l 1 l \� GI NE . 'Q 9-01-03 8-06-04 11-00-02 6-67-12 6-08-12 y jC., �. i 00 42-00 89782PE r` • JOB NAME : 5019-B POLYGON - F8 _lir, Scale: 0.1398 NW WARNINGS: GENERAL NOTES, i:nless otherwise noted OREGON '� 1.Builder and erection contrader should be advised of all General Notes 1.This design Is based only open the parameters shown and la for an Individual �y �I VV ON" Truss: F8 and Waminge before con.tmctlon commence.. balding component.Aopioability of design parameters and proper A� �y 2 :Zr' 2.Boa compression web bradng maid be Installed where shown*. incorporation or component Is the responsibility of the bull4ing designer. -.y'' Al Tl 4�;. A Ifs 3.Additional temporary bracing to Insure stability during construction 2.Design assumes Nu tap and bottvely a Malls to be laterally braced et I e �* :7 -4 N the responsibility of me erecter.Additional permanent bracing of T o e end at 10 o.c.respectively unless braced throughout their length by V DATE: 12/8/2015 the overall structure is the responsibility of the banding designer. 3.Di impact bds dddg:eg or such i el as required ed v ne ee soe and/or• drywag(Be). lr p M 1 i � SEQ. : K 15 8 0 9 71 4.No wad should be applied m any component Intl ee.r all bracing and 4.Installation of truss Is the responsibility of respective contractor. I lJ fasteners are complete and et no lime should any loads greater than 5.Design assumes basses are to be used In a non-corrosive environment. TRANS I D: LINK design loads be applied to any component. and are ao me condition.ogress. 5.CompuTma has no control over and assumes no responsibility for the 8.De signs s lid:bearing t el supports sheen,shim or we If EXPIRES: 12/31/2016 fabrication.handling,shipment end installation of components. 7.Design assumes adequate drainage is prodded. December 8,2015 6.This design 6 fumish.d subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINYTCA In SCSI,copies of which wig be furnished upon request. Anes coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MlTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1985(MITek) This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF ((18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1343) 2636 3-13=1 -123) 200 BC: 2x9 KDDF 81611TR SPACED 24.0" O.C. 2- 3=(-3051) 1683 13-14=1-1671) 3469 13- 4=1 -509) 1102 WEBS: 2x4 KDDF STAND 3- 4=1-2851) 1634 14-15=1-1054) 2498 13- 5=(-1337) 707 LOADING 4- 5=(-2360) 1441 15-16=1 -852) 2151 14- 5=(-1462) 1192 TC LATERAL SUPPORT <= 12"OC, SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=1 0) 0 16-11=(-1078) 2439 14- 7=1-1254) 1974 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=1-3945) 2430 7-15=1-1312) 1020 TOTAL LOAD = 42.0 PSF 7- 8=(-2117) 1383 15- 8=(-1162) 1918 8- 9=1-2159) 1310 15- 9=( -741) 505 NOTE: 2x4 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2780) 1433 9-16=( -134) 535 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3041) 1491 16-10=( -278) 337 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=1 0) 60 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" 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" -487/ 2057V -319/ 318H 5.50" 3.29 KDDF ( 625) M-1.5x4 or equal at no -structural 46'- 3.0" -402/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) vertical members (uon)n 'COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 0-06-13 MAX LL DEFL = 0.368" @ 15'- 8.4" Allowed = 2.267" MAX TL CREEP DEFL = -0.544" @ 15'- 8.4" Allowed = 3.022" MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" 26-03 20-00 ` MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" 6-04-13 9-11-14 9-10-05 6-08-02 13-03-14 f MAX HORIZ. LL DEFL = -0.100" @ 45'- 9.5" 5-01-03 f4-08 5-07-11 5-00 5-03-05 6-06-04 6-06-04 6-11-07 T MAX HORIZ. TL DEFL = 0.147" @ 45'- 9.5" 10-00 fDesign conforms to main windforce-resisting 12 12 M-4x6 system and components and cladding criteria. 12 7.50 [7. 7.50 17 4.0" ' 7.50 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, e 4( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), !%, load duration factor=1.6, Truss designed for wind loads 7X16 (5) M-4x6 7 0.25" M-4x6 5 +1 M-3x5(5) �✓ M-1.5x3 M-1.5x3 .74775' 4 + + + o 3 o ,�o Ac 1 131r7 , 14 5 16 2 -3x8 0.25" M-5x6 0.25" M-3x4 M-3x81 I 1 {�opR.QF� M-5x8(S) M-5x8(5) T` 1 1 l l l .1' .,Gj NCa1Nr© 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 Vw 1-00 46-03 1-00 ,Z4 $9782 E �v JOB NAME : 5019-B POLYGON - F9 .. . . Sale: 0.1216 �1 � Mg WARNINGS: GENERAL NOTES, unless others...noted: ORE40 GON1.Builder and erection contractor should be advised oral General Notes 1.This design b based only upon the parameters shown and la for an Individual a. Truss: F9 and Warning.before con.trudlon commence. building component.Applicability of design pw hrg parameters t e a and proper ,(lf q �}` 2,meg compression web bracing must be inatsilatl where shown t-. incorporation of component is the responsibility of the butld'ng designer. .:::: !: )., 111.".2] :::: ) ��: [.r • 3.Additional temporary bracing to mgure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at 7/NI+ is the responsibility of the erector.Additional permanent bracing of 2 o.c.end et 10 a.c,reepedlvaty antasa braced throughout(hair length by DATE: 12/8/2015 the over..structure is the responsibility of the building designer. 2.Impact sheathing such I b plywood sheathing(TC)where shown andlor dryssl)sC) A 1.:.. 3.2s tmpact bridging or th erei pracing ry of the where tNe contractor.a u SEQ. : K1580972 a.Noloada roe d be comletean at no timponent ay after all geredrthand 5.Designtasume"salsies are is be ueon aeon-orroenviron laatenen are complete and at no time should any loads greater than 5.and Design assumes trusses are toe.used manon-corro.lva environment, TRANS ID: LINK design loads be applied m any component and are Crtlry condition"of use. !!���t] y/� 5.Dominants hes no control over and assumes no re 0.Design assumes full bearing at all supports shown.Shim or wedge If (.R GJ 12/31/201 SJ pu responsibility for the mcegory. Q fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. December 8,2015 B.Thio design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPNMCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center line. H.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L(-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by • PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #115TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1240) 2616 3-13=( -130) 210 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-3051) 1568 13-14=(-1506) 3437 13- 9=( -461) 1093 WEBS: 2x4 KDDF STAND 3- 4=(-2851) 1515 14-15=( -964) 2480 13- 6=(-1350) 630 LOADING 4- 5=( 0) 0 15-16=( -802) 2141 14- 6=(-1462) 1058 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2351) 1339 16-11=(-1030) 2439 14- 7=(-1101) 1943 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3907) 2236 7-15=(-1297) 945 TOTAL LOAD = 42.0 PSF 7- 8=(-2117) 1322 15- 8=(-1097) 1905 8- 9=1-2147) 1243 15- 9=( -741) 507 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2780) 1364 9-16=( -136) 535 ALL FLAT TOP,CHORD AREAS NOT SHEATHED 10-11=(-3041) 1373 16-10=( -278) 339 ____________________________ BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 60 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" '12.0" 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" -442/ 2057V -316/ 316H 5.50" 3.29 ROOF ( 625) 46'- 3.0" -380/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) M-1.5x4 or equal at non-structural • vertical members (uon). ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.347" @ 15'- 8.4" Allowed = 2.267" MAX TL CREEP DEFL = -0.540" @ 15'- 8.4" Allowed = 3.022" MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ 47'- 3.0" Allowed = 0.133" 14-04-11 1-03-11 10-06-10 20-00' MAX HORIZ. LL DEFL = -0.096" @ 45'- 9.5" MAX HORIZ. TL DEFL = 0.146" @ 45'- 9.5" 5-01-03 4-08 3-10-04.-09- 07 5-06-13 5-03-05 6-06-04 6-06-04 6-11-07 1' T 1' T T T 1' f f T 10-00 Design conforms to main windforce-resisting 1' 1' system and components and cladding criteria. • 12 12 M-4x6 12 • 7.50 17 7.50 17. 4.0" Q 7.50 Wind: 140• (Allmph,Heights),9 Enclosed,ft, 4Cat.2, Enp.B ASMWFRS(Dir), • 8 1f load duration factor=1.6, \ ind loads M-5x6(5) 3.1Nin thess dplane efor w ofthetruss only. 3.1 M-5x10 M-4x6 5 7 0.25" M-4x6 4 6 +1 M-1.5x3 + M-1.5x3 3 + 'INN 41. ko 0 SO m I I. " 9 r l5 ,2 13 14 IS 16 P R°Can -3x6 0.25" M-5x6 0.25" M-3x4 M-3x6 I f- o y 1,4-5x8(S)y(s) y M-5x�(s) y .1. o \ t90 G INS f � 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 �y6ry1� 1-0 46-03 1y 0 �` :9782PE 1- JOB NAME : 5019-B POLYGON - F10 • -:ev Scale: 0.1216 .lir WARNINGS: GENERAL NOTES, unless otherwise noted, p /'y I� 1.Bulkier and erection contractor should be advised of ail General Notes 1.building design is bawd only upon the parameters shoand for an individual 9,t. •REG N Q''.'• ,,, Truss: Fl0 and Wamings beton construction commences. ng componeApplicability o ign parametersproper lit' f q5 r.' 2a4 compression web bracing must be installed where shown+. incorporation or component is the responsibility of the building designer. '7;5), �' l/q[� J 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced al f Z _4 Is the responsibility of the erector.Atldlibnal t bracing of T o c.and al 10 op.reapecas ply unless braced throughout their length by �l permanent continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). PA I I 1 - DATE: 12/8/2015 the overall abudure Is the responsibility attire budding designer. 3.2x Impact bridging or lateral bradng required where show++ �,/l•• SEQ. : K 15 8 0 9 7 3 4.No bad should be applied to any component until after an bracing and 4.Installation of fuss is the responsibility of the respadroe contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D• -LINK design pads be applied to any component. and era for d y condition"or aa.. 5.CompoTrus has no control over and assumes no responsibility for the 6.I e6 assumes SuB bearing et aA supports shown.Shim or wedge I/ EXPIRES: 12/31/2016 • N fabrication,handling,shipment andllon of components. 7.Design assumes adequate drainage is provided. December$,2015 8.This design Is furnished subject to theeDmitnmhallons set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPi,OfCA in SCSI,wpbs of which nil be famished upon request. Anes coincide with joint canter lines. 9.Digits indicate We of plate in Inches. Wee USA,Ino./CompuTrus Software 7.6.6)1L(-Z 10.For basic connector plate design values we ESR-1311,ESR-1985(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=(-1085) 2574 3-12=( -197) 297 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-3051) 1317 12-13=(-1253) 3387 12- 9=( -450) 1093 WEBS: 2x4 KDDF.STAND 3- 4=(-2851) 1250 13-14-) -829) 2453 12- 5=(-1355) 596 LOADING 4- 5=(-2351) 1130 14-15=( -725) 2126 13- 5=(-1462) 850 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3887) 1938 15-10=( -956) 2439 13- 6=( -862) 1896 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2119) 1230 6-14=(-1274) 830 TOTAL LOAD = 92.0 PSF 7- 8=(-2138) 1151 14- 7=( -999) 1886 8- 9=(-2780) 1268 14- 8=( -790) 509 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3041) 1278 8-15=( -190) 539 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 60 15- 9=( -277) 343 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" 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" -343/ 2057V -316/ 316H 5.50" 3.29 KDDF ( 625) I, 46'- 3.0" -396/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.10" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0,313" @ 15'- 8.4" Allowed = 2.267" MAX TL CREEP DEFL = -0.533" @ 15'- 8.4" Allowed = 3.022" MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" 12-04-11 3-03-11 10-06-10 20-00 MAX HORIZ. LL DEFL = 0.088" @ 95'- 9.5" MAX HORIZ. TL DEFL = 0.145" @ 95'-- 9.5" 5-01-03 4-08 5-07-11 5-06-13 5-03-05 6-06-04 6-06-04 6-11-07 Design conforms to main windforce-resisting 10-00 system and components and cladding criteria. f T 12 12 M-4x6 12 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 7.50 17 4.0" Q 7.50 ,fEntor6,sedCat.2, Exp.B, MWFRS(Dir), load duration 7 44. Truss designed for wind loads in the plane of the truss only. M-5x6(5731%.'N ) M-9x6 • 0,25" N. M-9x6 M-5x10 4 s +1 1111111100:4-1.5x3 M-1.5x3 + 3 + 0 0 { ;'..4' �'t 1/ 72 5 14 1s �1 c ��{1V1r/ f Ilope� i-3x8 0.25" M-5x6 0.25" M-3x9 M-3x8 .h .c\ M-5x8(S) M-5x8(S) to GINE r'' l 9-07-07 y 6-00-15 l 10-06-10 l 9-06-05 l 10-05-11 y „,~ � pp ryryPP�• R 0 , 14 0 46-03 1-00 s 9/021`E .7.... JOB NAME : 5019-B POLYGON - F11 Scale: 0.1216 /�,, WARNINGS: GENERAL NOTES, unless otherwise noted' ir CI OREGON 0, 1.Builder and erection contractor should be advised of el General Notes 1.This design Is based only upon the parameters shown end Is for an individual -17 -OREGON [hN. �.. Truss: Fl 1 and Warning.before construction commences. building component.Applicability of design parameters and proper I(fi/, et,° 2 2x4 compression web bracing must be installed where shown Incorp°renon of component is the rosporrclbiliry of the building designer. V VC�+ . 3.Adelonal temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords t°be gterelty braced et q xt Y--1'� -4 T o.c.and et 10 a.c.reapacil ly unless bread throughout their kngth by rr- Is the responsibility of the erector.Additional permanent bradng of p ` continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) A P I i I DATE: 12/8/2015 the°versa structure lathe responalbllry or the balding designer. 3.2x Impact bridging Cr lateral bracing required where shown.+ �"'l l,.!1.. SEQ.: K 15 8 0 9 7 4 4.No load should be applied to any component ante after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any keds greater than 5.Design eaeumes trusses are to be used Inc non-corrosive environment. TRANS I D• LINK design bads be applied to any component. end are for"dry condition"of use. p a �+ 12/31/2016/�r�a rt a G 5.CompuTrus has no control over end assumes no responsibility kr the 8 Design assumes 541 Dearing Al all supporta snows,.Shim°r wedge if EXPIRES: l 2/s7 i/20 1 6 fabrication,handing,shipment and installetkn of components. 7.Design assumes adequate drainage is provided. December 8,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both taws dhow and placed so their center TPINJICA in SCSI,copies of whkh will be furnished upon request. lines coincide with joint center lines. .DigitsIndicate sze etplate In inches. MITek USA,Inc./ComW Trus Software 7.6.6 L Z 10. Far bscconnebdesignvalues see EBR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 ROOF 8140TR LOAD DURATION INCREASE = 1.15 1-2=(-65) 69 1-3=(0) 0 BC: 2,4 KDDF 819BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"05. UON. LOADING BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -9/ 202V -25/ 68H 5.50" 0.32 KIDE' ( 625) TOTAL LOAD = 92.0 PSF 3'- 10.9" -114/ 131V 0/ OH 1.50" 0.21 ROOF ( 625) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "mc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL= 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.021" @ 2'- 0.7" Allowed = 0.268" l 3-11-11 MAX BC PANEL TL DEFL = -0.036" @ 3'- 1.4" Allowed = 0.339" 1' MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 12 ! 7.50 ! Design conforms to main windforce-resisting !, system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M O O Mi t0 0 iFgl C _J O I►IN 3 0 M-3x4 l b 6-00 (PROVIDE FULL BEARING;Jts:1,2,3 I �� �D PR ppfis� `. 8•782PE �" • JOB NAME : 5019-B POLYGON - BJ2 '' Scale: 0,5893 • S. ,.,,e WARNINGS: GENERAL NOTES, unless othenvhe noted. ®� CI " ry y'y(� 1.guider and erection contrader should be advised of all General Notes 1.This design Is bend only upon the parameters shown end b for en individual ,r 74,OREGON (rte' Truss: BJ2 and Wamings before construction commences building component.Applicability or design parameters and proper ff V 2.294 compression web bracing must be lnatalbd where shown.. incorporation of component Is the responsibility of the building dsalgner. "TI s 4a.+ .: r 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7 /'T J 4 le the reapensibillly of the erector.Additional permanent bracing of a o.c end et 1O o.c respectively sed.Ness braced)TC)a throughout their length by continuous sheathing such as plywood sheath tter,)end/or drywati(SC). .n/�.'+t '�' DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2s impact bridging or lateral bracing required where shown �'1 V 1� SEQ.: K1580975 4.No load Mould b.applied toany component until after albradtpand 4.Design.sobtdelua'...rowbiletyyeith�o�dreecontraete,. rat fasteners are complete and at no time should any loads greater than assign beat be applied to any component. and are for"dry condition"of me. EXPIRES:ccryt Ir]�.1))ryry/{ cc TRANS ID: LINK B.Design assume.lull bearing at all Supports shown.Shim orwedge it EXPIt ES: 1G1 t7 I/206 5.CompuTrue has no control over and assumes no reeponsiblllry for the .ceamry. tt,�� p fabrication,handling,shipment and msteltetien of components. 7.Design assumes adequate drainage is provided. December P.r 8,2015 8.This design is furnished subject to the limitations setM forth by 8.Plates shall be located on both feces of buss,end placed so their center TPIMTCA In SCSI,copies of which will be fumtehed upon requestlines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MITek USA,Int./CompuTrus Software 7.6.6)1L)-E to.For basic connector plate design values see ESN-1311,106-1988(MITek) Adll This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1fiBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1096) 2579 3-13=( -145) 277 BC: 204 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-3051) 1341 13-14=(-1275) 3391 13- 4=( -446) 1093 WEBS: 2x4 KDDF STAND 3- 4=(-2851) 1279 14-15=( -841) 2456 13- 6=(-1356) 592 LOADING 4- 5=( 0) 0 15-16=( -732) 2127 14- 6=(-1462) 868 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2351) 1157 16-11=( -962) 2439 14- 7=( -883) 1901 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3887) 1964 7-15=(-1276) 840 TOTAL LOAD = 42.0 PSF 7- 8=(-2117) 1238 15- B=(-1008) 1887 8- 9=(-2138) 1159 15- 9=( -740) 508 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2780) 1277 9-16=( -139) 534 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3091) 1286 16-10=( -277) 343 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 60 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" 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" -354/ 2057V -316/ 316H 5.50" 3.29 KDDF ( 625) 46'- 3.0" -349/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.316" @ 15'- 8.4" Allowed = 2.267" MAX TL CREEP DEFL = -0.534" @ 15'- 8.4" Allowed = 3.022" 0-07-08 MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" 10-04-11 5-03-11 10-06-10 20-00 ff ` MAX HORIZ. LL DEFL = 0.089" @ 45'- 9.5" 5-01-03 4-08 5-00-03 5-06-13 5-03-05 6-06-04 6-06-04 6-11-07 MAX HORIZ. TL DEFL = 0.145" @ 45'- 9.5" 4 f1 4 1 T 4 1 4 10-00 T .f Design conforms to main windforce-resisting 12 12 M-9x6 system and components and cladding criteria. 12 7.50 7.50 4.0" Q 7.50 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), g 14( load duration factor=1.6, M-5x6(5) Truss designed for wind loads 3.1 in the plane of the truss only. M-4x6 ' 0.25" M-4x6 M-5x10 AS 4 5 6 +I M-1.5x3 + + /*M-1.5x3 o 3 + 0 ` o o / 13 14 i 15 16 ry io -3x8 0.25" M-5x6 0.25" M-3x9 M-3x8 0 � �f1QcAs M-5x8(5) M-5x8(5) ek 1 l l 1 b l , {c.4 1 IV��C� fb 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 ,^ 1-00 46-03 1-00 4, :9782PE pv JOB NAME : 5019-B POLYGON - F12 ,o, .a,,' Scale: 0.1216 . am WARNINGS: OENERAe is b, uMeupo the Wenoted:parameters ,y -7 OREGON h• �. Truss: F 12 1.Budder and erecnon eta,coconstruction an cad be advised of all General Notes 1.This design la based only upon the p design ar mown and la for an individual :Lf• �'a and Warnings before construction commences. building component.Applicability of design parameters and proper Vv 2 b4 compression web bracing mug be Installed where shown�, incorporation of component is the responsibility of the budding designer. y 3 Additional temporery bracing to Insure stability during construction 2 Design assumes the by and bottom thorns to be laterally braced at ] s'4Ay is the responsibility of the erector.Additional penneneM bracing of Z o.c.and al 10'o.c.respectively unless braced throughout their length by /`�_- ` DATE: 12/8/2015 the overed structure is the responsibility of the building designer, continuous sheathing such I b acing replywood uir a where s ownand/•Orywap(BC). 1. a4 CS`� 3.2a Impact bridging or lateral bracing required where shown•s `` SEQ.: K 15 8 0 9 7 6 4.No load mould be applied to any component until alter ail bracing and 4.Installation of truss la the reeponaMdty of the respective contractor. fasteners aro complete and at no time should any bads greater than 5.Design assumes trusses ore to be used In a noncorrosive environment, TRANS ID: LINK design leads be applied to any component. and are for"dry condi on of use. 5.Cam Tnsshasnocontroloverandaseamesnorea 5.Design canmeskit:deedngatall.appart shewn.5himarwedgeif EXPIRES: 12/31/2016 w responsibility for m. smry fabrication,handling.shipment and ineteiltion of components. 7.Design assumes*degdate drainage is provided. December 8,2015 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both feces of truss,and placed so their center TPIA TCA In SCSI.copies of which will be furnished upon request. linea coincide with:oin'center lines. MiTek USA,Inc./Com uTrus Sottvrare7.6.6 1L E O.Digits Indicate shelf plate in Inches. p ( ). 10.for basic connector plate design values see ESR-1311.E5R-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 l-2=(-109) 88 1-3=(0) 0 BC: 224 KDDF #1&BTR SPACED 24.0" D.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -33/ 266V -40/ 107H 5.50" 0.43 KDDF ( 625) TOTAL LOAD = 42.0 PSF 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) 5'- 11.7" -84/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 TC PANEL LL DEFL = 0.103" @ 3'- 7.2" Allowed = 0.425" MAX TC PANEL TL DEFL = -0.105" @ 3'- 4.8" Allowed = 0.638" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 5-11-11 A MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 Design conforms to main windforce-resisting 7.50 7. 2 -/ 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, Truss designed for wind loads in the plane of the truss only. rn 0 0 o i 1 1119"==l3 118.311 0 M-3x4 y J' 6-00 'PROVIDE FULL BEARING;Jts:1,3,2 I /r',~ tj 0y 444 4 :9782PE ,"` JOB NAME : 5019-B POLYGON - BJ3 Scale: 0-5397 -+ WARNINGS: GENERAL NOTES, unless otherwise noted: '�� �' (y p, �A/'y(�� 40 1.Buttder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for en individual �jt-Of 154-1OI V f�- r�. Truss: BJ3end wamingsbefore construdroncommences buiMingcomponent.Apglcabilityofdealgnparameters and proper % 2.254 comproselon web bowing must W Installed where shorn*. Incorporation of component is the responsibility of the b Ing designer. +'4' !/q Y. (A `_ 3.Additional tamperers bracing to Insure stability during construction 2.Design assumes Me top and bottom chords to be lateral braced at _+ f 2 o.c.and at 17 o.c.respectively unless braced throughout their length by Is the responsibility o the erector.Additional permanent bracing of continuous sheathing such as pywood sheathing(TC)and/or drywal(Bc). (-AU 1 11 ''v DATE: 12/8/2015 the overall structure S the responsibility of the building designer. 3,28 Impact bridging Cr lateral bracing requked where shown** �""i l/l� SEQ. : K1580977 4.No load should be applied to errs component until alter al bracing and 4.Insttalatioenooftase Is�thea espoosidlyy of the nespectveadradenviraenm.nt. fasteners ere complete and et no time should any loads greater thanDesign TRANS ID' LINK de Ngn loads be applied to any component. and are for"dry condition"of use. �] 12/31/2016 (y ] 5.CompuTrus has no control over and assume.no responsibility ler the 6.pewees assumes MI bearing al al supports shown.Shim or wedge If EXPIRES: 1 2/31/2 Y�y�V 1 6 ry fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage k provided. December 8,20 l 1 5 6.this design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of hum and placed so their center TPIANTCA In SCSI,copies of which will be furnished upon request. Ines comdde eth joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Ina./ContpuTrue Software 7.6.6(11)-E le.For basic connector plate design values see EBR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 46-03-00 GIRDER SUPPORTING 9-00-00 FROM 0-00-00 TO 9-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #168TR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-13=(-1574) 7952 3-13=( -90) 578 18-10=(-4179) 1008 2x6 KDDF #14.BTR T2 2- 3=( -9828) 1982 13-14=(-1576) 8196 13- 4=( -744) 3294 10-19=) -930) 4364 BC: 2x6 KDDF 3S; LOADING 3- 4=( -9912) 2012 19-15=(-1430) 8274 4-19=(-2418) 619 19-11=(-9986) 1208 2x10 KDDF SS 84 LL = 25 PSF Ground Snow (Pg) 9- 5=( -7944) 1596 15-16=(-1428) 8280 19- 5=( -666) 3599 11-20=(-1436) 6234 WEBS: 2x9 KDDF STAND; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 46'- 3.0" V 5- 6=( -6814) 1392 16-17=( -832) 5356 14- 6=1-1912) 630 2x4 KDDF STUD A; BC UNIF LL( 87.5)+DL( 79.5)= 167.0 PLF 0'- 0.0" TO 9'- 0.0" V 6- 7=) -6976) 1268 I7-18=( -894) 5458 6-15=) 0) 194 2x6 KDDF #2 B BC UNIF LL( 0.0)+DL) 20.0)= 20.0 PLF 9'- 0,0" TO 96'- 3.0" V 7- 8=) -9720) 1039 18-19=(-1734) 8998 6-16=1-3868) 792 8- 9=( -4732) 1026 19-20=(-2670) 12808 16- 7=( -466) 2880 TC LATERAL SUPPORT <= 12"OC. UON. ADDL: BC CONC LL+DL= 3443.0 LBS @ 6'- 0.0' 9-10=( -6594) 1320 20-12=(-2764) 13224 7-17=(-2688) 614 BC LATERAL SUPPORT <= 12"OC. UON. ADDL: BC CONC LL+DL= 7713.0 LBS 9 42'- 3.0" 10-11=(-10802) 2218 17- 8=( -966) 4658 11-12=1-15826) 3346 17- 9=(-2536) 694 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9-18=( -978) 2638 NOTE: 2x9 BRACING AT 29"OC UON. FOR LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ALL FLAT TOP CHORD AREAS NOT SHEATHED 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" -1327/ 6406V -303/ 3109 5.50" 10.25 KDDF ( 625) OVERHANGS: 12.0" 0.0" 96'- 3.0" -2062/ 9769V 0/ OH 5.50" 15.62 KDDF ( 625) ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: JT 2: Heel to plate corner = 2.75" 9" oc in 1 row(s) throughout 2x9 top chords, JT 12: Heel to plate corner = 9.50" 9" oc in 2 row(s) throughout 2x6 top chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 3 row(s) throughout 2x10 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 **HANGER BY OTHERS TO APPLY 9" oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" CONC.LOAD(S)EQUALLY TO ALL MEMBERS. 9" oc in 2 row(s) throughout 2x6 webs. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.201" @ 20'- 4.8" Allowed = 2.267" MAX TL CREEP DEFL = -0.663" @ 20'- 9.8" Allowed = 3.022" MAX HORIZ. LL DEFL = -0.052" @ 45'- 9.5" MAX HORIZ. TL DEFL = 0.126" @ 45'- 9.5" ..(( 8-11-11 .( 5-08-11 11-06-10 20-00 3-04-0b-09-2909-15 6-00-03 5-08-07 5-06-11 6-04-03 6-05-15 2-11-034-02-12f system confmaindicladdingrcriterig f f f ' f T f T T ys tem and orms componoee nts alid landing its ria. 12 12 12 Wind: 140 mph, h=25.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 17 7.50 17. Q 7.50 load duration factor=l.6, 4.0" Truss designed for wind loads 8 .f.( in the plane of the truss only. NM-5x6(5) 3. M-3x5 N......... 0.25" 7 M-4x8 M-6x10 5 6 +1 A M-3x6 + o-3x6 + M-1.5x3 1 x8 3 + NS M18HS-3x18 0 O �'� 2 0 o 1 um 13 14 15, 16 flr; 18 ,19 ]3'20 \ c i3x10 M-6x8 0.25" M-3x6 0.25" M-3x8 0.25" I o M-3x8 y� 0 1 M-7x8(S) M-7x8(S) M-12x14(5) yv P R Orkio 1 734431# 1 1 1 1 My 18H$t�tj}§# , ����� ��GINE�c� c'�e2. 1 1 5-10-04 2-07-10 6-04-04 5-06-11 5-10-03 6-07-11 6-05-15 2-10-07 4-00 p�y f- 9. 1-00 46-03 1 :9782PE r" JOB NAME : 5019-B POLYGON - F13GIRD - . Scale: 0.1050 ,.r WARNINGS: GENERAL NOTES, unless othenvhe noted - a Truss: F 13 G I RD 1.Bander and erection contractor should be advised o/all General Notes 1.This design Is based only upon the parameters shown ands for an Individual X� • E G©� and Warnings before construction commences. building component Applicability of design parameters and proper "Y rt. ' • 2,leo eempresslon web bracing must be Installed where shown.. incorporation of componentle the roeponsiblllof the building tlealgner. �� ^ �:�V v (}}ti 3,Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced el "1 Is the responsibility of the erector Additional permanent thawing of 2 h.end et 10 o.c.respectively unless bread throughout their length by �i DATE: 12/8/2015 the overal structure lathe rer�slbnlof the building tleal list, continuous sheathing such as plywootl sheslhing(TC)and/or tlryweq(BC). P,A 1 i t can ty g g 3.2t Impact bridging or literal bracing required where ahem++ V L SEQ.: K 15 8 0 9 7 8 4.No bad should be applied to any component until after Al bracing and 4.Installation Ohms lathe responsibility of the respective contractor. fasteners are compete and at no time mould any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design loads be applied to any component, and are for dry conditionof use. y f�Jt�n)ry/{4p 5,CompuTrus has no control over and assume.no responsibility for the 6.Design assumes h@i bearing at en supports shown.Shim or wedge l/ EXPIRES.. 12/3.1/20 1 6. fabrication,handling,shipment end Installation of component.. 7.Design ssumes adequate drainage is provided. December 8,2015 8.This design Is fumlehed subject to the limitations set forth by 8.Plates shag be loomed on both faces of truss,and paced so their center TPkWTCA In BC51,copies of which will be furnished upon request. Anes coincide with joint center lines. 9.Digits Intlkets size of pate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design value.see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 471R/DDF/Cq=1.00 TC: 2x9 (CODE #100TH LOAD DURATION INCREASE = 1.15 1-2=(-167) 153 1-4=(0) 0 BC: 2x4 KDOF #16BTR SPACED 29.0" O.C. 2-3=( -76) 31 TC LATERAL SUPPORT <= 12"OC. SON. LOADING BC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)4-IL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -23/ 237V -59/ 1460 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -176/ 339V 0/ OH 1.50" 0.43 ROOF ( 625) 7'- 11.7" -15/ 4V 0/ OH 1.50" 0.01 REEF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.061" @ 2'- 9.3" Allowed = 0.427" 3 -7 MAX TC PANEL TL DEFL = -0.058" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 12 MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 7.50 17 0 Design conforms to main windforce-resisting system and components and cladding criteria. 2 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. r0 O O u) I .1, j,_ RR I 1...--A,214 0� o M-3x4 y ), l 6-00 1-11-11 ( o PROF.e(� (PROVIDE FULL BEARING;7ts:1,4,2,3 I [��S_ �+ A' V �jr"J V��7'IAY `� /O� "``VV�tiJF :9782PE r JOB NAME : 5019-B POLYGON - BJ4 ' -.ifOil,Scale: 0.5079 'Ir.WARNINGS: GENERAL NOTES, unless otherwise noted, Cr /7;.° . EG /^�/�� 1.Builder end erection contractor should be advised of ail General Notes 1.This design N based only upon the paremeters shown and is for en Individual 1. - +'EGO(V e Truss: BJ4 and wamen inge before eetmdlon commences. building component.Applicability of deelan parameters and proper I(/J, (12 �. 2 2a4 compression web bradng must be Installed where shun•. Incorporation of component is the responsibility of the building designer. 1,',5, a4 G 3.Additional temporary bracing to Insure daddy during construction 2.Design assumes the top and bottom..,chobraced to be leterelly braced et �1 J Is the responsibility of the erector.Additional permanent bracing of 7 o c and at 10 o.c.reepectNety unless braced throughout their length by DATE: 12/8/2015 the overall structure Is the ro ndblll f the boldin designer. continuous l ging orng such l b ng rsheathing(TC)rwhere and/or drywaN(BC). PAUL 1 L apo ty o a3.co Impact bridging or lateral bracing plywood required where mown.. L7 L SEQ.: K1580979 4.Na toad should be applied to eny component on,tlafteraabracingand 4.o.aaetieo m.misethereewloo sibie reytys/d in the wespecttvecoctor.environment, fasteners are complete and at no time mold any loads greater than and lian tisanes "dry trusses re to b. TRANS I D: LINK design bads be applied to any component. 8.Design assumes full bearing at al auppuns moon.Shim or wedge If G CompuTrus has no control over and assumes no responsibility for the GBeDry, EXPIRES: 12131/2016 fabrication,handling,shipment end installation of components. 7.Design aa.emes adequate drainage N prodded. December 8,2015 B.This design is furnished aided to n the limitations set forth by S.Plates shag be located on both feces of truss,end placed so their center TPI/WTCA in SCSI,copies of which wig be furnished upon request. line coincide with joint center lines. 9.Digits indicate size of plete in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L}E 10.Forbesic connecter plats design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=(-225) 208 1-4=(0) 0 BC: 2x9 KDDF #1613TR SPACED 24.0" O.C. 2-3=( -90) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -21/ 235V -69/ 185H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -199/ 370V 0/ OH 1.50" 0.47 KDDF ( 625) 9'- 11.7" -48/ 87V 0/ OH 1.50" 0.19 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT EEING MET. BOTTOM CHORD CHECKED FOR 1IPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 " spacing. I oc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.048" @ 2'- 11.8" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.054" @ 2'- 11.9" Allowed = 0.691" MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" dIIIIII/11°11 ') MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 12 Design conforms to main windforce-resisting 7.50 system and components and cladding criteria. Wind: 190 mph, h=22.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. m �0 o r tmt ill km o I� i 1�.4 41'3.7-'6 co M-3x4 y 6-00 y 3-17-11 y <<:, 061 PROs , IPROVIDE FULL BEARING;Sts:1,4,2,3 I GIIY - /w 89782PE JOB NAME : 5019-B POLYGON - BJ5 lr'� -orp. - " Scale: 0.4382 41111 WARNINGS: O.This design unyupotherwise par noted: sr OREGON ''o 1.Builder and erection ceniractor should be advised Wall General Noes 1.This design Is based only upon the parameters shown and is for an individual �y Truss: BJ5 andWamings before construction commences building component.Applicability of design parameters and proper / (y 2.2r4 compression web bracing must be installed where shown+ Incorporation of component Is the responsibility of the building designer, ..9:c, 1 (/4� G" (� 3.Additional temporary bracing to Mauro stability during construction 2.Design assumes the top and bottom chorda to be througaterallyhout braced at " is the responsibility of the erector.Additional permanent bracing of 7 o.c.and et 10'o c respectively unless braced throughout their length by V DATE: 12/8/2015 the overall structure Is the ro abN f the building designer. continuous sheathinginor such l bracings plywood airedsheating(TC)and/or tlrywaA(BC). /N' +( 440 span dy o 3.2t Impact bridging or Atonal ply required where shown++ A IBJ M SEQ.: Ki5 8 0 9 8 0 4.No load should be applied to any component unto after alt bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are compete and at no time should any bads greater than 5.Design assumes Musses are to be used w a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. end are for"dry condilon"of use. 5.CompuTrua has no control over end assumes no responsibility for the S Design assumes full bearing al all supports shown.Shim or wedge If EXPIRES: 12/31/2016 nec fabrication,handling,shipment and installation of components. weary. 7.Plates assumes adequate drainage is provided. December 8,2015 S.This design is furnished subject to the limitatrons set forth by S.Plates shall be located on both faces of truss,and placed so their center TPIiWTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.13(11_)-E 9.Digits Indicate size of plate In inches. P10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(-48) 101 6-5=( 0) 18 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-178) 24 5-7=(-84) 167 5-3=( 0) 99 WEBS: 2x9 KDDF STAND 3-4=( -29) 34 3-7=(-175) 88 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PDF 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) OVERHANGS: 12.0" 0.0" 0'- 0.0" -50/ 350V -29/ 97H 5.50" 0.56 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -89/ 81V 0/ OH 1.50" 0.13 KDDF ( 625) 6'- 0.0" 0/ 95V 0/ OH 5.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-11-11 MAX LL DEFL = 0.006" @ 2'- 3.8" Allowed = 0.170" MAX TL CREEP DEFL = -0.011" @ 2'- 3.8" Allowed = 0.226" MAX LL DEFL = 0.000" @ 5'- 4.0" Allowed = 0.078" 12 MAX TL CREEP DEFL = 0.000" @ 5'- 4.0" Allowed = 0.105" 7.50 17 MAX HORIZ. LL DEFL = -0.006" @ 5'- 4.0" MAX HORIZ. TL DEFL = 0.008" @ 5'- 4.0" 4 -7 Design conforms to main windforce-resisting M-4x6 6 system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,-1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • load duration factor=1.6, oTruss designed for wind loads t44111111111111 .11.1...-0111111111111111111111111111111....- N in the plane of the truss only. MI , co 7 1000 ,p o o 1 'mi r M-1.5x3 d, o i M5-3x4 0 1 M-3x4 M-3x5 y 1 y l 2-03-12 3-00-03 0-08-01 l l l 1 1-00 2-05-08 6-00 3-06-08 {� r��n�{{(((���jjj PROVIDE FULL BEARING)Sts:2,9,7 I r(��C- . (.9 tiJ 9782PE �r JOB NAME : 5 019-B POLYGON - CJ2 ,.-•"' 'Jr '' • Scale: 0.5646 /,,, WARNINGS: GENERAL NOTES, unless otherwise noted V (gyp /'x�''y l�� '_) Truss: C SZ 1.BUNder and erection conlrador should be advised of at General Notes 1.This de.Ign is based only uponthe parameters m and Is forfoan Individual ��(-1, REla ON ry� and Wemings before caneWdbn commences. building 1 Applicability f desi 1 and -{/,/ t1�•) 2.2s4 compression web bradrp must be Installed where shown e. Incorporation of component le the roaponsibANy of the bolding designer. 11,4(;, ..A� V I! y. r V r�'�_ 3.Additional temporary bracing to Insure stability during consWdbn 2 Zesign and at IS the top pecand bottom cholla to be laterally braced al 77 'la J _+ N the responsibility of the erector.Additional permanent bracing of 7 o.c. at 10 o c.respectively unless braced throughout they length by �} continuous&teeming such as plywood sheeming(TC)and/or drywel(BC) PA 1 'i A\ DATE: 12/8/2015 the overall structure is me responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown e e V 1� SEQ.: K75 8 0 9 81 4.No load should be applied to any component until ager all bracing and S4.. lotion of truss Ismeare spo responsibility f the respective contractor. fasteners ere complete end at no time should any bade greeter than Design assumes and era for"dry condition"of use, TRANS I D: LINK design bade be applied to any component. s.CompoTrus has no control over and assumes no responemNiy for the N.Design assumes full bearing at all supports Mom.shin, wedge a EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes ceden drainageIstrovi, December 8,2015 ded. 5.This design Is furnished subject to the limitations set bray by 8.plates shall be located on both faces of huu,and placed so their center TPI/WTCA In Boot,copies of which MI be furnished upon request. tunas coincide with Joint canter lines. 9.Digits indicate size of plate In Inches. MITek USA,Ina./CompuTrus Software 7.6.6(1L)-E IN.For basic connector plate design values see ENS-1311,008-1085(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(-134) 187 6-5=( 0) 18 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-270) 59 5-7=(-228) 313 5-3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=( -65) 53 3-7=(-327) 238 LOADING TC LATERAL SUPPORT <= 12"0C. DON. 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) OVERHANGS: 12.0" 0.0" 0'- 0.0" -45/ 393V -43/ 136H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 4.0" -4/ 140V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.7" -56/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. - - ' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 MAX LL DEFL = 0.014" @ 2'- 3.8" Allowed = 0.254" / MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed = 0.339" 1 4 MAX HORIZ. LL DEFL = -0.014" @ 5'- 4.0" 12 MAX HORIZ. TL DEFL = 0.015" @ 5'- 4.0" 7.50 0 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, Truss designed for wind loads M-4x6 'n in the plane of the truss only. 0 3 m 10.11- 0 O j 1 m r'''' M-1.5x3 c 0 �� M6-3x4 0 M-3x4 M-3x5 l i l l 2-03-12 3-00-03 0-08-01 l l l l 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2,7,4 I s < NGI N,E, 4 S/0 'c' :9782PE <' JOB NAME : 5019-B POLYGON - CJ3 ,i+ Scale: 0.5115 _ WARNINGS: GENERAL NOTES, unless otherwise noted ,/ KI OREGON/�y mo(1) 1.Builder anderection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 'IA,OREGON f`,. �.. Truss: CJ3 and Warnings before conshudbn commences. building component.Applicability of design parameters and proper -l'e, �7 2 Zr4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. '9,., A� C/A ply.. r f✓ '¢ • 3 Additional temporary bracing to Insure stability during construction 2.Design and et 10 a n.lop and bottom chords to be'stately braced et 7 ^t J ,T_ *the rosponstbllily of the erector.Additional permanent bracing of T o c et 10 o c respedNely unless braced Throughout their length by itr \'‘.4 V continuous sheathing such ae plywood shoe where andlur drywall(BC). • PA /g L +�' DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.Zr Impact Writing or lateral bracing required where shown++ �"'1 4. SEQ.: K 15 8 0 9 8 2 4.No load should be applied to any component until after al bracing and 4.Installation or trues is the responeibllry of the respective contractor. fasteners are complete and at no time should any pads greeter than 5.Design assumes trusses ere to be used hr a noncorrosive environment, design pads be applied to any component. and ere for"dry condaton"of use. TRANS ID: LINK 6.Daaumeamgbearingataewpporteshown.Shimorw<dgeif gnass 5.CompuTrvahesnocontroloverandassumesnoresponsibiliyforthe ne�...ty. EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Desgn assumes adequate drainage le provided. December 8,2015 6.This design Is furnished subled to the tmiations set forth by 8.Plates shall be boated on both faces of truss,and pieced so their center TPI/WICA In BC51,copies of which will be furnished upon request. lines coincide with joint comer lines. MiTek USA,Inc./Com uTrus Software 7.6.6(1L E 0 Digits indkonecceopl to de inches. values P )• 10.For basic connector plate design values sea ESR-7371,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=( -82) 187 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-270) 59 6-8=)-141) 313 6-3=) 0) 50 WEBS: 2x4 KDDF STAND 3-4=(-174) 98 3-8=(-327) 147 LOADING 4-5=(-119) 0 TC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.3 POE TOTAL LOAD = 42.0 PSP BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA OVERHANGS: 12.0" 23.7" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -35/ 355V -51/ 196H 5.50" 0.57 KDDF ( 625) 5'- 4.0" 0/ 140V 0/ OH 5.50" 0.22 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -208/ 416V 0/ OH 1.50" 0.53 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR SOPS£ LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Designchecked for net(-5 uplift at 24 ICpsf) poc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-11 MAX LL DEFL = -0.011" @ 2'- 3.8" Allowed = 0.254" '' 1' MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed = 0.339" 5 . MAX LL DEFL = -0.039" @ 7'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL = -0.047" @ 7'- 11.7" Allowed = 0.263" 12 MAX HORIZ. LL DEFL = 0.011" @ 5'- 4.0" MAX HORIZ. TL DEFL = 0.015" @ 5'- 4.0" 7.50 9 Design conforms to main windforce-resisting %1 system and components and cladding criteria. .-i .-i Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co o load duration factor=1.6, d, Truss designed for wind loads M-9x6 in the plane of the truss only. 3 illP to �N g �� o �T 1 ii kri-m r,-,;I o M-1.5x3 o I 1 M-3x4 0 o M-3x4 M-3x5 l b l y • 2-03-12 3-00-03 0-08-01 ; y l 1 1-00 , 2-05-08 5-06-03 , l +[), p (PROVIDE FULL BEARING;Jts 6-00B 9 1-11-11 �;S. :ANNE&�0'61 /O 89782PE 9r- JOB NAME : 5019-B POLYGON - CJ4 • j �L�/+1 . • Scale: 0.4172 -'-•' _�.1 WARNINGS: GENERAL NOTES, union othenear noted: / VA-GREG©IV " 1.Builder and erection contractor should be advised of a8 General Notes 1.This design is basad only upon the parameters Mown and Is for an individual I 0�^/ Truss: CJ4 and Wamings before construction commenaa. building component.Applicability of design parameters and proper 2. t. 9r4 compression web bracing must be installed where shown 5. Incorporetb f component is the naponstbility of the building designer. 'wf) (/A a.,y At r 3.Additional temporary bracing to Insure stability during construction 2 Design Beau the top and bottom s.,chobe to be througaterallyhout bread et 7 Xiii f J Is the responsibility of the ender.Addeienel permanent brodng of 7 o c.and et 10 respectively unless bread Ihroughoul their berth by !L DATE: 12/8/2015 the overall structure is the responsibilityf the bulding designer. continuousactridging or eh b plywoodcinre oared here shown and/or drywell(BC). �./1 p''I t �� o 3. Impact bridging or steal bracing required where)a d/++ l"'{V 1w. SEQ.: K 15 8 0 9 8 3 4.No load should be applied to any component until after al bracing and 4.InsteAalbn of truss Is tra responsibility of the respective contractor. fasteners are compete end al no time should any bads greeter than 5.Design assumes trusses ere to be toed In a noncorrosive environment, TRANS ID^ LINK design loadsbeappiedto any component. end are for"dry condition"rause. 5.CompuTrus has a control over and assumes no responsibility for the 6.Design assumes NA bearing al all supports shown.Shim or wedge If EXPIRES: 12/31/201 S fabrication,handling,shipment and installation of components. essry EXPIRES:C �^ Lu 7.Design assshah bees 60,1ccst path to rustd. December 8,201 5 8.This design Is famished subject to the limitations set(oho by 8.plates shall be ba:ee on Goth lass of truss,and placed so their center TPI/WICA in SCSI.copies of which wt11 be furnished upon request. Mee coincide with joint center lees. 9.Digits indicate eye of date in inches. MiTek USA.Int./CompuTrus Software 7.6.6(11)-E 10.For basic connector&late design values see ESR-1311,E5B-1988(MITek) I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=( -76) 146 7-6=) 0) 18 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-226) 62 6-8=(-130) 293 6-3=( 0) 49 WEBS: 2x4 KDDF STAND 3-4=(-201) 171 3-8=(-254) 136 LOADING 4-5=( -83) 46 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.-0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 POE Ground Snow (Pg) 0'- 0.0" -26/ 374V -73/ 215H 5.50" 0.60 KDDF ( 625) 5'- 4.0" 0/ 119V 0/ OH 5.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9" -160/ 302V 0/ OH 1.50" 0.39 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -55/ 103V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1' 4' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5 -/ MAX LL DEFL = -0.009" @ 2'- 3.8'• Allowed = 0.254" MAX TL CREEP DEFL = -0.015" @ 2'- 3.8" Allowed = 0.339" iI MAX HORIZ. LL DEFL = 0.009" @ 5'- 4.0" MAX HORIZ. TL DEFL = 0.012" @ 5'- 4.0" 12 7.50 77 Design conforms to main windforce-resisting system and components and cladding criteria. 4 Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,y (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '-1 load duration factor=1.6, Ii .: Truss designed for wind loads "r in the plane of the truss only. 1 M-4x6 a 3 �O AlAIFrl IMPRIMMIIMI a, P� M-1.5x3 o z II I M23x4 to M-3x4 M-3x5 • l l y y 2-03-12 3-00-03 0-08-01 1• J• l 1 1-00 , 2-05-08 7-06-03 6-00 y 3-11-11 y � <-J NEMC ' p 'PROVIDE FULL BEARING;Sts:2,8,4,5 V h' .+9_ �. 89782PE r JOB NAME : 5019-B POLYGON - CJ5 Scale: 0.3706 ♦ , WARNINGS: GENERAL NOTES, unless otherwise noted Truss CJ5 1.Balder and erection contractor Mould be advised of al General Notes t.This design Is based only upon the parameters shown and 4 for an individual -7+OREGON T1 and Warnings before conetrucnon commences. balding component.Applicability of design parameters and proper � 2.2s4 compression web bredng must be installed Niers shown•, Incorporation of component Is the nesponSBy8y of the building designer. ,.E)�...Gq R r (}. 3 Additional temporary bracing to Insure stablllty during construction 2.Dee.Deeigassumes ms top ant bosom charts to be laterally braces et 77 :J � C Is the responsibility of the erector,Additional permanent bracing of 2 o c,era et es o.0 reach pNwoodly unless brand Throughout Their length by ‘ ‘'7s' ` DATE: 12/8/2015 the overall structure is the responsibility of the balding designer. A impact sheathing such as bracing re shed share c andbr dryvnl(BC) r-R U L \ m/ 9 3.2e impact bridging or lateral bracing required where Move•• SEQ.: El5 8 0 9 8 4 4.No road should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respectNe 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 bads be applied teeny component. end era for"dry condition'of use. y�j L� l ]l[!� L 5.compurrue has no control over and assumes no responsiblityror the H.Design asearn nil hearing at all supports shown.Shim or wedge if EXPIRES: 1.2/31/2016 fabrication,handling,shipment dna installation of components. 7.Design necesssumes adequate drainage is provided. December 8,201 5 e.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both face of trues,and placed w their center TPVWZCA in SCSI,copies of which will be furnished upon request. lines comdde with joint center lines. 9.Digits indicate she of plate in Inches. MiTek USA,Ina./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2- 8=(-102) 149 8- 7=( 0) 18 BC: 2x9 KDDF 816BTR SPACED 29.0" O.C. 2- 3=1-230) 61 7- 9=1-175) 297 7- 3=( 0) 49 WEBS: 2x9 KDDF STAND 3- 4=(-262) 170 3- 9=(-259) 183 LOADING 4- 5=(-177) 91 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP 5- 6=(-120) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.1 PSF TOTAL LOAD = 42.0 PIP OVERHANGS: 12.0" 24.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 POP Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -26/ 384V -81/ 278H 5.50" 0.61 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.0" -8/ 120V 0/ OH 5.50" 0.19 ROOF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -136/ 300V 0/ OH 1.50" 0.38 KDDF ( 625) 9'- 11.7" -210/ 405V 0/ OH 1.50" 0.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 pef) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 11-11-11A MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 6 MAX LL DEFL= 0.011" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.015" @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL= -0.039" @ 11'- 11.7" Allowed = 0.200" MAX TL CREEP DEFL = -0.048" @ 11'- 11.7" Allowed = 0.267" MAX HORIZ. LL DEFL = -0.011" @ 5'- 4.0" MAX HORIZ. TL DEFL = 0.012" @ 5'- 4.0" 12 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. ,-I Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, I Truss designed for wind loads r r in the plane of the truss only. M-4x6 9 ,, 7 • rM-1.5x3 MA3x4o3x4 M-3x5 y l l ,• 2-03-12 3-00-03 0-08-01 y1-00 , 2-05-08 y 9-06-03 y ti• �� PR�FeS y 6-00 y 5-11-11 y �j\ AGANEC" t,�;,� � 0 4. (PROVIDE FULL BEARING;Jts:2,9,4,5 1 ,y ".,. 8•782PE v • JOB NAME : 5019-B POLYGON - CJ6 ,` '' • " Scale: 0.3204 a. -.., WARNINGS: GENERAL NOTES, unless otherwise noted �� /'CN. 1 1.Bulder and erodlon Contractor should be advirtl of al General Notes 1.This design Is basad cnty upon the parameters shown and Is for an Individual -74,OREGON fl ��,,. Truss: CJ6 and Warnings before construction commences. bolding component Applicability of design parameters and proper 2 /'. t1 2,2a4 compression web bracing must M Installed where shown if. incorporation of component Is the responsibility of the bolding tlestgner, '14)/1-.;AA V A�` ;zk.‘..4 'r�'� 3.Additional temporary bracing to Insure stability during construcibn 2 Design and at ID the top and bottom chords to M througlaterallhout braced el I "1 Y by Is the responsibility of the erector Additional permanent bredng of c'ntin end at ea sin,rsucha s phely unless lensed(TC)an ul theyir length).DATE: 12/8/2015 the overall structure la theresponsibility f the buldin M continuoussttging er lusheaacvg re•ire tapere arm ar drywel(BC). A.1 1L o g stpnar. J.2x Impact bridging or lateral bracing required where Shown++ �"1 V 1". 4.Na load should be applied teeny component until eller II bradng end 4.Instalaibn of truss le NaIrespondbilty of the respective contractor. SEQ.: K 15 E v 9 8 5 fasteners are complete and at no time should any pads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design loads be applied to any component. and are for'dry condition"of use. yp p 12/31/2016�{ .l !� .4 p T1,.NS I LINK 5,CompuTrue hes no control over and assumes no responsibility for the e.Design assumes NII bearing al all supports Mown.Shim or wedge if EXPIRES. 12/3 1/2016 fabrication,handing,shipment and Installation of components. 7.Designssumes adequate drainage is provided. December 8,2015 8.This design h furnished subject to the Ilmlatans set forth by 8.Plates shell be located on both feces ariruss,and pieced so(Mir canter TPIMTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate she of plate In inches. MITek USA.Inc./Conlpulrua Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.9" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cpl=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x9 KDDF #l6BTR SPACED 29.0" O.C. 2-3=(-165) 151 3-4=( -76) 30 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.8" TOTAL LOAD = 92.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -57/ 1740 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -166/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -18/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 9 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.006" �' MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.008" 12 MAX�0 TC PANEL LL DEFL = 0.060" @ 2'- 9.3" Allowed = 0.927" 7.50 MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.691" 3 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.2" Design conforms to main windforce-resisting system and components and cladding criteria. 2 Wind: 190 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), p load duration factor=l.6, I Truss designed for wind loads in the plane of the truss only. o I I 2►� 51.1-47141 . 1 M-3x4 1 l y l 1-00 6-00 1-11-11 ,W) PR pFF (PROVIDE FULL BEARING;Jts:2,5,3,9 I W -61 'CO" ‘AG1NEE- 4t` 89782PE �<' JOB NAME : 5019-B POLYGON - EJ3 • Scale: 0.5080 11111, WARNINGS: GENERAL NOTES, unless otherwise noted 1.Builder and eredien wnlrador should be advised of all General Notes i.Ibis design is based only upon the parameters shown and Is for an Individual 17 OREGON '' Truss: EJ3 and Warnings before con°budion commence.. building component.Applicability of design parameters and proper '1,_ '• ` 2.244 compression stab bracing mud be Installed where shown.. incorporation of component I°the responsibility of the building designer. 1:7,5).+4,4 R Y 1 , • 3.Additional temporary bracing to msure stability during construction Z Design assumes the by and bottom se lar to be laterally braced al Is the resporMblllty of the erecter.Additional permanent bracing of 2'u.c.and at 1P o.c.r.aah as edeas braced throughout their length by DATE: 12/8/2015 the nverell structure Is the ro sibyl f the building designer. 24 impa t sheathing or lteh l b adng requiredwood sheatthere s oew/or tlrywaA(BC) �'/p 1 aeon p o g3.In Impact bridging or lateral bracing where Mown++ +"1 M SEQ.: K 15 8 0 9 8 6 4.No load should be applied to any component until after all bracing end 4.Installation of Inas is the responsibility of the respective wnirador. fasteners are complete and at no time should any bads greater man 5.ledge assumes trusses aree to to be be used inc non-canodve environment, T RAN S I D: LINK design bads be applied to any component. and are for dry condnior6 o1 use. 5.GompuTns has no control over and assumes no responsibility tor the 6.DeC g assumes tali bearing at all supports shown.Shim or wedge II EXPIRES: 12/31/2016 ry fabrication,handling,shipment and installation of components. '.P'�®"'""beMatadequate "°"°"'dDecember 8,2015 e.This design b furnished subject to the limitations eel forth by 8.Plates strep be Mated on both faces of Iniac,and placed w their center TP8WTCA In SCSI,copies of which will be furnished upon request. lines coincide wit joint center linea. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./COmpuTfus Software 7.6.6(1L)-E 10.For basic connector plate design values we ES12-1311,ESR-1g88(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 204 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-223) 205 3-4=( -89) 40 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.8" TOTAL LOAD = 92.0 PUP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -72/ 214H 5.50" 0.60 KDDF ( 625) LL = 25 PUP Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -191/ 365V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 10.9" -50/ 89V 0/ OH 1.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.006" ° MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.008" MAX TC PANEL LL DEFL = 0.039" @ 3'- 4.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" 12 MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.2" 7.50 17 MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ') Mo (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, r Truss designed for wind loads o in the plane of the truss only. ko o ta ela of 2►� 5t►�� -/ o M-3x4 y 1-00 y 6-00 y 3-11-11 y 0�{ D tP*'RQFt(N IQ ROVIDE FULL BEARING;Jts:2,5,3,9 I i.,„� y(.J�i1V �`" . I/,2 V 89782PE c"' JOB NAME : 5019-B POLYGON - EJ4 • Scale: 0.4386 -^� •-'' -_� WARNINGS: GENERAL NOTES, unless otherwise noted: / ea" \\\ �'(C0 1.Builder and erection contractor should be advised of all General Notes t.This design Is based only upon the parameter%shown and s for an Individual y II OREGON n^ Truss: EJ4 and Warnings before construction commences. building component Applicability of design parameters and proper -Ly / V 2.204 compression web bradng meet be Installed where shown v Incorporation of component is the responsibility of the building designer. .tl� 4 a4 y., a.'. 4' C`7y 3.Additional temporary bracing to insure stability during construcibn 2.Design and et t9 the tap end bottom dome to be latereily braced at 77 ''ll/`iy J isle responsibllily of the erector.Additional permanent bracing of `^.c.antl at 70'o.c.nob cc sly unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)andlnr drywal(BC). - /'il Li{ vs DATE: 12/8/2015 the overall structure h the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where Noun** ,"'1 1.. SEQ. : K 15 8 0 9 8 7 4.No load should be applied to any component until after ail bracing and 4.Installation of truss Is the responsibility of the reapedive centrador. fasteners are complete and et no time should any bads greater than 5.Design assumes wean are to be used ina noncorrosive environment. TRANS I D: LINK design bads be applied to any component. end are for"dry condition"of use. 6.CornpuTrus has no control over end assumes no responsibility for the 8.OB«:N assumes full bearing at el supporta sheen.Shim or wedge n EXPIRES:: 12/31/2016 fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. December 8,2015 6.This design is furnished subject to the limitations est forth by 8.Plates shall be located on both faces of trues,and placed so their center TP WyyCA in Blot,copies of which will be fumhhed upon request. Anes coincide with Joint center lines. 9.Digits indicate she of plate in inches. MiTek USA,Ino./CornpuTfus Software 7.6.6(1L)-E I I.For basic connector plate design values see ESR-1311,ERR-7988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2,44 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-223) 208 3-9=( -90) 90 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 2.8" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 379V -73/ 216H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -193/ 368V 0/ OH 1.50" 0.47 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -60/ 93V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked fox net(-5 psf) uplift at 29 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 -1 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.023" I) MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.031" MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.691" 12 MAX HORIZ. LL DEFL = -0.003" @ 9'- 11.2" 7.50 MAX HONIO. TL DEFL = -0.003" @ 9'- 11.2" Design conforms to mainwindforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, I) FN o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �t load duration factor=l.6, cn Truss.designed for wind loads 0 1 in the plane of the truss only. 6o Mcri -3x9 J" l oo y 6 0o y 4-02 12 y <<-' PR ess (PROVIDE FULL BEARING;Jts:2,5,3,4 I CO i,„ „....._,4 G1N E /0 .ala 89782PE v JOB NAME : 5019-B POLYGON - EJ5 Scale: 0.4371 41-44 • WARNINGS: GENERAL NOTES, unless other se noted: GI , 4 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters Mown and is for an Individual y� y OREGON '. Truss: E J5 - end Wamings before construction commence.. building component.Applicability of design parameters and proper - ii"../�� y�� eq" 2.2s4 compression web bracing must be lmtalbd where shown 4. Incorporation of component is the rospansiblity of the building designer. C/ ay,•.: 3 4" 3.Addwlonal temporary bracing to Insure stability during construction 2.Design sesames the top and bottom unlesschobraceda be throughout braced et /"(Y _` by is the responsibility of the erecter.Additional permanent bracing of 7 o n and sheathingt o.creach as pood I)TC)n d/rheir el)B). DATE: 12/8/2 015 Ina everaw simcmra Ia mere growl r the Salicin cies co Impacts gingor such as plywood cited where ei and/or tlryweN(BC) PA..L1 L Spon ty o g designer. 3.2a Impact bridging or lateral bracing required shown++ l! SEQ.: K 15 8 0 9 8 8 4.No bad should be applied to any component until atter al bracing and 4.Installation of Wes Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D• LINK design wads be applied to any component. and etc for oondltion'of ass. 5.CompuTrus has no control over and assumes no responsibility for the fi.Oe scel��ssumes full bearing al al supports shown.Shim or wedge lr EXPIRES: 12/31/2016 fabdcetlon,handling,shipment and installation of components. ry. 8.DeKates shall adequatedondrainage Lprussed.n December 8,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be Scared on both faces of truss,and placed so their center TFbWICA in SCSI.copies of which x111 be furnished upon request. Anes coincide with join:center lines. 9.Digits indicate size of halo in Inches. MITek USA.Ina./CompuTrus Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 60 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(0) 85 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -73/ 276V -15/ 59H 5.50" 0.49 KDDF ( 625) 1'- 10.9" -159/ 185V 0/ OH 1.50" 0.30 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.110" MAX TC PANEL TL DEFL= -0.007" @ 1'- 1.5" Allowed = 0.165" MAX BC PANEL LL DEFL = 0.013" @ 3'- 11.6" Allowed = 0.404" MAX BC PANEL TL DEFL = -0.129" @ 5'- 3.2" Allowed = 0.539" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1-11-11 T T Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.50 I7 Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 -/ 4 1 M-3x4 y y y 1-00 'PROVIDE FULL BEARING)Jts:2,3,4 I 9-00 trC "9 �y 89782PE JOB NAME : 5019-B POLYGON - FJ1 Scale: 0.5797 •••••••••,... WARNINGS: GENERAL NOTES, unless otherwise noted 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters snows and is for an Individual -7 OREGON Truss: FJ1 and Warnings before construction commences. building companeM.Applicability of design parameters end proper "N� 2d Q 2.204 compression web bracing must be Instated where shown r, incorporation of component Is the rccponsiblllty of the building designer. /1- A 1 • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes Me top and bottom chorda to be laterally braced al T 'l/'r�'` Is the responsibility of the erector.Atltlllenal permanent bracing of 2'c.c end al 10 ex.respectively unless Maned throughout their length by I[{� \� continuous sheathing such es plywood sheathing(TC)and/or drywan(BC). • r /�1 i t + DATE: 12/8/2015 the evens structure Is the responsibility of the bonding designer. 3.2s Impact bridging or lateral bracing required where shown r r �,/1.. S E K 15 8 0 9 8 9 4.No load.Would be applied to any component until after an bracing and 4.Installation onmss Is the responsibility of the respective oontrador. 4 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used Ina non-conosiva environment. TRANS ID: LINK design loads be applied to any component, and are for"dry condition"of use. 5.CompoT,us has no control over and assumes no respenelblllty for the 8.Design assumes 541 beating at an supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of components. caR sa 7.Design assumes adequatedoboth faces drainage Is provided. December 8,2015 8.This design la furnished subject to the limitations eat forth by S.Plates Shan be locatetl on both faces of Imo,and placed so their center TPIMTCA In 8131,copes of which win be furnished upon request. lines coincide with Joint center line. 9.Digits Indicate ase of plate In Inchaa. MTek USA,Jnc./CompuTrus Software 7.6.6(11)-E 10.for basic connector plate design values see ESR-1311,189-7988(SAITea) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 204 KDDF 41sBTR SPACED 24.0" O.C. 2-3=(-37) 76 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) 00 TOP CHORD = 32.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 361V -29/ 97H 5.50" 0.58 KDOF ( 625) 3'- 10.9" -184/ 175V 0/ OH 1.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 0.0" 0/ 77V 0/ OH 5.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.228" MAX TC PANEL LL DEFL = -0.013" @ 2'- 3.8" Allowed = 0.268" MAX TC PANEL TL DEFL = -0.035" @ 2'- 0.7" Allowed = 0.402" MAX BC PANEL TL DEFL = -0.179" @ 4'- 11.3" Allowed = 0.539" ' MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9" 3-11-11 T T Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.50 p Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 _/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0 in the plane of the truss only. r7 •0 0 N qp O C0 O 1 M-3x4 l l y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 9-00 `�°\ , G NE . )sib 89782PE re` JOB NAME : 5019-B POLYGON - FJ2 Scale: 0.5247 '5e ,:-;5 ;;' Miff WARNINGS: GENERAL NOTES, unless olherwlae noted Truss: FJ2 1.Builder and erection contractor M should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual 'S7X� OREGON �. and Wamings before construction commences. balding component.Applinsbmty of design parameters end proper -.40 "Y 9 2.2a4 compression web bracing must be installed where shaven 4. incorporation of component is the responsibility of Me bugdlig designer. .,ay� � L7+� 3.Additional temporary bracing to Insure Nablllly during oonsiructlon 2.2 0.0.assumes the lop and bottom chortle to be laterally braced et 7T 'SPY J is the reaponsibillly of the erector.Additional permanent bredng of T cc.and at 10 o.c.respect ply unless brecetl throughout their length by `. DATE: 12/8/2015 the overall structure is thereresponsibility of the building designer. 20 Imp sus sheathing 0,such as plywood re uirsha where s eonand/ tlryweti(BC). . /t 1 i 1 A apo ty g4.it Impact bridging or lateral bracing required where Mown.. A U L SEQ.: K 15 8 0 9 91 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time Mould any loads greater than 5.Design assumes trusses ere to be used in a non-corrostve environment, TRANS ID: LINK design loads be applied to any component. and are for dry nendNon^Dross. 5.CompuTnn has no control over and assumes no responsibility for the 8.Design assumes rut Wean at all support shown.Shim or wedge if EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment tethend tallationofcompoh components. 7.Design assumes adequate drainage isprovided. December 8,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMTCA in SCSI,copies of which wig be famished upon request. lines coincide with jobs center lines. uTrus Software 7.6.6 1L E 3.Digits Indicate size of plats in inches. MiTek USA,Inc./Com P ( )• 10.For basic connector plate design values see ESR-1311,ESR-1388(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 RODE #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-168) 152 3-9=( -75) 30 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 378V -58/ 175H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -166/ 336V 0/ OH 1.50" 0.93 KODF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ OV 0/ OH 1.50" 0.00 [(DDE ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Designchecked for net(-5 uplift at 29 "or. psf) p spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 4 -/ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed'= 0.133" MAX TC PANEL LL DEFL = 0.060" @ 2'- 9.3" Allowed = 0.927" '' MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.691" 12 c 7.50 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 3 Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 190 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ct load duration factor=1.6, I Truss designed for wind loads o in the plane of the truss only. o i 2�� 5 0 1 M-3x4 • l l y l 1-00 6-00 1-11-11 1 '6 (PROVIDE FULL BEARING;Jts:2,5,3,9 I �,.,, , NGIIs.E ",51. 1/(/J_ :9782PE 'r JOB NAME : 5019-B POLYGON - FJ3 -o+ -"r' Scale: 0.5080 ,�, WARNINGS: GENERAL NOTES, unlessothenvise noted. ® V OREGON/ t Builder and erection ceMrador should be advised of ail General Notes 1.This design b based only upon the parameters Mown and Is for en Individual y -7 OREGOtV (� _�}„ Truss: FJ3 and Warnings before construction commences building component.Applicability of design parameters and proper (�-�►y�e Al �/ .)c " 1.1x4 compression web bredng must be installed where shown Incorporation of component Is the rosponsibNlty of the building designer. v •A! A 6eyre. 3.Addldonel temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at T aend at to.erespecaNety unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of ` .< continuous sheathing thing such as plywood sheathing(TC)end/or drywd1(BC). P+.A 1 i 1 DATE: 12/8/2015 the ward structure Is the responsibility m the building designer. 3.W Impact bridging or lateral bracing regahed where shown.a �"1 IwA 1+• SEQ. : K1580993 4.Noload should beapplied toany component nnth after all bracing and 5,4.Designtllationoftru the sibueydintleewncenoossenrender.ant fasteners are completeand atnogmeshould any badsgreater thanand resume Pusses condition^m use. TRANS ID: LINK design bads be applied to any component. 6.Design assumes WI bearing at all support shown.Shim or wedge if 5.CompuTrushas noconholover and assumes noresponsiblltyfor the necessary. EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is prodded. December 8,2015 6.This design is furnished subject a the limitations set forth by B.Pates shag be located on both faces of tress,and placed so their center TP6NTCA in SCSI,copies of which will be furnished upon request. Anes coincide with joint center lines. 9.Digits indicate We of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311,EBR-1968(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF h16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x9 KDDF d160TR SPACED 24.0" O.C. 2-3=(-226) 207 3-4=( -90) 40 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -73/ 215H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -192/ 367V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -50/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 7 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 4 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.927" 0 MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" I MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 12 7.50 17 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), load duration factor=1.6, 0) M Truss designed for wind loads �j o in the plane of the truss only. r 0 o c ilii I 2.1 5�io o M-3x4 y 1-00 1 6-00 y 3-11-11 y ��5O PROF 6, 'PROVIDE FULL BEARING;Jts:2,5,3,4 1 , 3itN E`/�h .O y p ry J)7 0.:97$2PE C--.. JOB NAME : 5019-B POLYGON - FJ4 ,r -'...' Scale: 0.4386 / WARNINGS: GENERAL NOTES, unless otherwise notedW. (s' OREGON ('gyp /:^.�/'y,1 Truss: FJ 4 1.Builder and erection contactor should be advised of al General Notes I.This design Is based only.pan the parameters shown and is for an individual9 OREG©N and Waminga before conatnrctbn commences. building component.ApplkabiiEy of design parameters and proper .15'' i^/ .92 t 2.204 compression web bracing must be installed where shown n Incorporation or component Is the responsibAAy of the building designer. e 9 (///a,,, 10 � 3.Additional temporary bracing to Insure stability donng construction 2.Design assumes the top and bottom chords to be throughout Meted at 7 'l(`� J +�j- icthe responsibility of the erector.Additional permanent bracing of T o c and at 1P o c rcash cc illy unless brawl throughout their length by V DATE: 12/8/2015 the overall structure Is the ro aibl of the building de continuous sheathing or such l b plywood required e ire where c anon•r tlrywall(BC). j( t �� spoil gYagar. 3.InImpacibodging ortherelbrachg re qui red whereehawn.a r'1 1.. SEQ.: K 15 8 0 9 9 4 4.Na load should be applied to any tmponent until ager all bracing and 4.Installationasof truss b the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and.rs or y oondrlo areae. A ry �A)v�/�4� 5.CompuTms has no control over and assumes no responsibility ler the 6.0519 N.somas ilii bearing at all supports shown.Shim or wedge if EXPIRES: A 2/3 1/LVA 6 fabrication,handling,shipment and installation of components. ry 8.This deal S furnished cubed to the limitations set forth7.Platesshgn thaHoumes ted on drainagethcto truss,d. December 8,2015 9n 1 by 8.Pas coincide with ithated a ter races or trues,and placed so their center TPIIWfCA In SCSI,copies of which will be furnished upon request. linea colndde with foam center lines. ulfus Software 7.6.6(1L E 9.Digits Indicate elze or;dote In inches. MiTek USA,Inc./Com P )• 10.For basic connector prate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cpl=1.00 DC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x9 KDDF 61&BTR SPACED 24.0" O.C. 2-3=(-222) 208 3-4=( -90) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSP DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA OVERHANGS: 12.0" 9.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 379V -73/ 216H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -193/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -64/ 95V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" y MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.033" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.044" �� MAX TC PANEL LL DEFL = 0.038" @ 3'- 9.9" Allowed = 0.927" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" 112.001111111:2°111111°715.--: 2 MAX HORIZ. LL DEFL = -0.003" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 9'- 11.2" 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), (0� load duration factor=1.6, m Truss designed for wind loads in the plane of the truss only. ko c t I M-3x4 y y y y ,<,9, P R OF e615, 1-00 6-00 4-04 (PROVIDE FULL BEARING;Jta:2,5,3,4 I <0 AG'NE -,9 /e� ¢` 89782PE -7<' JOB NAME : 5019-B POLYGON - FJ5 • . Scale: 0.9315 '^m""'.. WARNINGS: GENERAL NOTES, unless otherwise noted: / I"e' /A/�y(�� 41) --_ t Builder and eredlon contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an irdoiduel -7 OREGON d�yye Truss: EJ5 and Warnings before construction commences building component.Applicability of design parameters and proper . /,, �W 0E 2 284 compression web bracing must be installed where shown+. Incorporation of component is Me responsibility of the building designer. °T C 414 4 h Y,+ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at T h ''ll("r '�J �j�/ N the responsibility of the erector.Additional permanent bracing of 7 continuous end at 10 o c respectively unless braced throughout their length by \ V continuous sdging or such as plywood sheathing(7C)and/or drywall(BC). .A i+` +' ' DATE: 12/8/2015 the overall structure N the responsibility of the building designer. 3,2a Impact bridging or lateral bracing required where shown++ 'AUL SEQ.: K 15 8 0 9 9 5 4.No load should be applied to any component until after al bracing and 4.InstelatIon of truss is the responsibility of the respective contrador. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design beds be applied to any component. and are for"dry condition"of use. TRANS ID: LINK5.De4gnassumes full bearing staUsupports shown.Shim orwedge if EXPIRES: 12/31/ (316 5,CompuTrus has no control over and assumes no responsibility lethe s necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,201 5 6.This design is furnished subplot to the limitations set forth by 5.Plates shall be rooted on both faces of truss,and placed so their center TPWYTCA in BC51.copies of which will be furnished upon request. Ines coincide with(Dint center lines, 9.Digits indiute she of plate In inches. MITek USA.Ina./CompuTtus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-/311,ERR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 3.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 60 2-B=(0) 0 BC: 2x9 KDDF #14BTR SPACED 29.0" O.C. 2-3=(-469) 953 3-4=(-324) 289 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=1-231) 200 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=1-119) 89 DL ON BOTTOM CHORD = 10.0 PSF 6-7=( -47) 22 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -195/ 423H 5.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ 0H 5.50" 0.11 KDDF ( 625) 5'- 11.2" -208/ 348V 0/ OH 1.50" 0.95 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9'- 11.2" -138/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -159/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 17'- 11.2" -123/ 209V 0/ OH 1.50" 0.27 KDDF ( 625) 19'- 3.2" -4/ 3V 0/ OH 1.50" 0.01 KDDF ( 625) 8-01-03 11-02-01 ', 'COND. 2: Desi checked for net(-5 oc tinpsf) uplift at 29 spacing. o • VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 3'- 7.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.009" @ 17'- 11.2" 5 MAX HORIZ. TL DEFL = -0.009" @ 17'- 11.2" 12 Design conforms to m windforce-resisting 7.50 a system and components rand cladding criteria. Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Iload duration factor=1.6, M-3x5(S) o Truss designed for wind loads I in the plane of the truss only. 943 • Lo 0 a. V .a i 8 0 M-3x9 r rtRROFe J, l y y �`co Gn VG,INE�- c1'/0 1-00 6-00 13-03-09 ,. (PROVIDE FULL BEARING;Jts:2,8,3,4,5,6,7 I (Z 89782'E '7c,,. JOB NAME : 5019-B POLYGON - FJ10 7 • Scale: 0.2585 ( ` NMI,WARNINGS: GENERAL NOTES, unless otherwise noted' Truss: FJ 10 1 Bu mer and erection contractor be advised of General Notes 1.This design is based only upon the parameters shown and is for an individual 9 GREG©N d al N. and and Wemings before construction commences. building component.Applkabllgy of design parameters and propergner 2.2t4 compression web bredng must be Installed where shown.. pore component is the rosponsibY of the building designer. ..pry 4 q� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lap and bottom...braced to be laterallyho braced al 7� 'l �I '�:,F �' Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at io c.c.respectively unless braced throughout their length by DATE: 12/8/2015 the overall structure lame responsibility of the building designer. continuous sheathing such as acing re usheathing(TC)rheresaw/or dryweY(BC). �" ,a C ` 3.ar Impact bdegma or lateral bracing required where shown.a A L. l'-` SEQ.: K 15 8 0 9 9 6 4.No Toed should be applied to any component until aper all bradng and 4.Installation of truss is me responsibility of the respective contractor. fasteners are complete and at no time should any pads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design mads be applied to any component. and are for"dry condition"of use. �i 12/31/2016 5.CempuTrus has no control over and eseumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if EXPIRES.. fabrication,handling,shipment and Installation of component.. y.Deua":wmes adequate drainage is provided. December 8,2015 6.This design Is furnished subject to the Ilmgaticns set fodh by 8.Plates shall be located on both faces of trues,and placed so their center TPIMTCA hr SCSI,copies of which MMI be furnished upon request. linea coindde with joint center lines. Muck USA.Inc./Com ulnus Software 7.6.6 1 L E 9.Digits Indicate size of Plate in Inches. P ( )- 10,For basic connector plate design values see ESR-1317,ESR-1988(Welt) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-49) 46 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 296V -15/ 59H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -107/ 101V 0/ OH 1.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.110" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.165" f MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 12 7.50 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0in the plane of the truss only. . o I r 0 I- o f cIN 0 1 M-3x4 l l y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 ' p PRop wN� 04GiN �`4 /0 8.782PE r JOB NAME : 5019-B POLYGON - J1 //,/ '' Scale: 0.6771 W7 -.... WARNINGS: GENERAL NOTES, unless otherwise noted C.a" 11/'y(�� 40 I.Builder and eroclbn codactor eddd be advised oral General Notes 1.This design Is based only upon Me parameters shown and Is for an individual 1.44-OREGON E(3 V I M (r�ss �. I Truss: J1 ed Warnings before construction commences. bolding component.Applicability of design parameters and proper I'<c�,, C0 2.244 compression web bracing mute be instated+.here shown 4. incorporation of component is the roaponelblllty of the building tlestgner. � A[�Y y �. 3.Addlenal temporary bracing to Insure staNBy during construction 2 Design.saunas the top ed boicm chorus to be throughout unless braced y their et al y Is the responsibility of the erector.AddWonel permanent bracing of 2'ntinuo esaheathingrsuch as plwa d sheathing(TC)ndisr drywal BC).. p '�V DATE: 12/8/2015 the overal structure Ie the responsibility of the balding designer. 3.2z Impact bridging or lateral bracing required where shown++ UL 4.No load should be applied to any component until ager al bracing end 4.Intealeten of truss is the responsibility of the respectNe contractor. SEQ.: K 15 8 0 9 9 7 fasteners are complete and at no time should any Nada greater than 5.Design assumes trusses are to be used Ina non-<orro eve environment, design asci.be applied to any component. and are for"dry condlilon"of use. T RAN S I D: LINK 5.Compul ue has no control over and sesame.no responsibitty for me S.Design assumes mil bearing at al wppons Mown.Ohm or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment end installation of components. 7.Desi®assumes esequete drainage is provided. December 8,2015 8.This design is furnished subject to the ambitions set forth by 8.Plates shal be located on both feces wallas,and paced so their center TPIANICA in BCS'.copes of which vitt be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CornpuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1985(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 016BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x9 KDDF #103TR SPACED 24.0" O.C. 2-3=(-76) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 4= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -43/ 346V -29/ 97H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -106/ 126V 0/ OH 1.50" 0.20 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 3-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" f f MAX TC PANEL LL DEFL = 0.015" @ 2'- 2.2" Allowed = 0.268" MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.9" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 7.50 177 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 3 � -1 , Design conforms to main windforce-resisting 11119 -/M system and components and cladding criteria. '' Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 0 N O 1 M-3x9 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,4 1 WD r 89782PE �T JOB NAME : 5019-B POLYGON - J2 • r.r ' • Scale: 0.6021 --... WARNINGS: GENERAL NOTES, unless otherwise noted C. OREGON 40 1 BuWer and erection contractor should be advised of aI General Notes 1.This design is based only upon the parameters shown and Is for an Individual "e/frZ, T ru s s: J2 and Warnings before construction commences building component.Applla19111y of design parameters and proper �a 4y//e 2� tr 2.2a4 compression web bradng must be Installed where shown+, Incorporation of component la me responsibility of the building designer. .a7� Vq s.,, V 3 AddRbnal temporary bracing to Insure stability during construction 2.Sledge assumes me by end bottom chords to be laterally braced at 77 �1 f•r Is me responsibility or the erector.Additional permanent bracing of T sc.and al 17 a.c.respectively unless braced throughout their kngm by \ NI continuous sheathing such as plywood aheathing(TC)and!or drywall(BC). "A' f` Vik DATE: 12/8/2015 the overall structure la the responslbllN of the building designer. 3.7.Impact bridging or Mere!bracing required where shown v♦ V L SEQ.: K 15 8 0 9 9 8 4.No load should be applied to any component until after all bracing and 4.Installation of[weals the respondbgty of the respective contractor. fasteners are complete end st no lime should any bads greater than 5.Design assumes trusses are to be used In a nen-corrosive environment, TRANS ID: LINK deogn Had,be applied a any aampanent and are kr^dry condition"of use. 5.Coeval s has no control over and assumes no responsibility for the 8.Design assumes fust bearing st el supports shown.shim or wedge 0 EXPIRES 12/31/2016 fabrication.handling,shipment and Installation of components. 7,peelgnn assumes adequate drainage is prodded. December 8,2015 8.This design Is furnished subject to the Ilmietkns set forth by 8.Plates shall be loated on both faces of truss,and placed so their center TP6WICA in SCSI.copies of which will be furnished upon request. Ines coincide with joint centerlines. 9. ate sizef plate in MiTek USA.Inc./CompuTrus Software 7.6.6(1L}E 10.FFar igits belsickconnectorplate design a vall ues see ESR-7311,ESR-1 988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=0) 0 BC: 2x9 KDDF #1613TR SPACED 24.0" O.C. 2-3=(-114) 86 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 FSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10..0 /SF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.1 /SF 0'- 0.0" -96/ 402V -43/ 136H 5.50" 0.69 KDDF ( 625) 5'- 9.2" 0/ 75V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -80/ 159V 0/ OH 1.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.102" @ 3'- 7.2" Allowed = 0.925" 5-11-11 MAX TC PANEL TL DEFL = -0.103" @ 3'- 9.8" Allowed = 0.638" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 3 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 7.50 1 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=l.6, Truss designed for wind loads in the plane of the truss only. aT MOCE0 4 ea 1 M-3x4 y l l 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,9,3 O PRO/e , INE u(S1 co 89782PE JOB NAME : 5019-B POLYGON - J3 ._. `-+""` Scale: 0.5502 WARNINGS: GENERAL NOTES Mess otherwise noted t;,+' 1.Bulder Truss: J 3 end War nings ngs beroin conebudton coerection contractor dmmeanceleed of all General Notes s. building cThis 9 Is based only po 1 Applicaon the parameters bility of design parameters and proper Individual Jy � OREGON 2.204 compression web bracing must be Installed where shown incorporation r w nt is the responsibility mine building designer. .� vl R 5 . 3.Additional temporary bracing to haute stability during construction 2.Destgn a t1 top ani bosom chorda to de laterally braced et Ie the responsibility of the erector.Additional permanent baring of 2'eve.end t such c ply coeds braced throughout their length by {�]C continuous0Hopesheathing as*wood Meathing(TC)and/or drywell(BC). /r PIA U L. \ DATE: 12/8/2015 the overall structure Is the responsibility orthe building designer. 3.2a Impact bridging or lateral bracing required where mown •• SEQ. : K 15 8 0 9 9 9 4.No teed should be applied to any component until after sit bracing end 5.4.lest)Installation truss iss there are be y of d Inthe reea�crtoe eeneder. rat fasteners aro complete and at no time shank(any bads greater thang design bade be applied to any componeO. and are far"dry condition"or use. p c 12/31/2016 T RAN S I D: LINK 6.CompuTrue has no control over and assumes no responsibility or the 8.Design aeearr full bearing at ant aupporis shorn.Shim or wedge it EXPIRES.. fabrication,handling,shipmentaeery aagae aro the oetlo of 7.Desisign assumes adequate drainage is prodded. December 8,2015 8.This design is furnished subject to the limiatons set forth by 8.plates shall be located on both faces of truss,end placed so their center TPIMyfCA in 0001.copies of which will be furnished upon request. line coincide with Join.centerlines 9,Digits indicate sloe of plote in Inches. MiTek USA,Inc.JCompuTrue Software 7.6.6(1L)-E 10.For basic connector piste design values see ES12-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 204 KDDF 816BTR SPACED 29.0" S.C. 2-3=(-168) 152 3-9=( -75) 30 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92:0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -5B/ 175H 5.50" 0.60 KDIF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -166/ 336V 0/ OH 1.50" 0.93 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.060" @ 2'- 9.3" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.691" 12 7.50 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Ntyo I NI , �v -3x4 l l l l 1-00 6-00 1-11-11 PR (PROVIDE FULL BEARING;Jts:2,5,3,9 •aA‘‹ GIN-E.O L'1fO�y.� l C7. - 4t89782PE Tr" JOB NAME : 5019-B POLYGON - J4 .. , ,,r�"<. -.00.•• ' - Scale: 0.5080Mr WARNINGS: GENERAL NOTES, unless otherwise noted: C/..s�d1 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 en individual 7 A OREGON aq. Truss: J4 and Waminga before construction commences building component.Applbeblllly of design parameters and proper (V.) 2 2t4 compression web bracing must be Installed where shown.. Incorporation of component is the responsibWiry of the building designer. .'RJ�. C/A a.,�`_.. IG V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally breed at 77 'l/`i Y :J �(JV. lathe responsibility of the erector.Additional permanent bracing o/ T o c and at 10 o.c respectively unless braced throughout their slt(R byiir DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2(Itmpad bridging or lateral brasuch as plywood equie d where shown•• drywell(BC). t f t .� SEQ. : K 15 810 0 0 4.No bad:Gould be applied to any component until ager all bracing and 4.Installation of buss Is the respunsiWAty of the raspeetNe contractor. /{ fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design bade be applied to any component, and are for"dry condition'of use. B.Design assumes MI bearing at all supports shown.Shim or wedge it EXPIRES: 1 /3112016 5.CompuTrua has no control over and assumes no responsibility ler the nececss, p fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. December 8,2015 B.This design is furnished subject to the limitations set forth by 9.Plates shall be located on both laces of truss,and placed so their center TPIA,VlCA In SCSI,copies of which will be furnished upon request. Anes coincide with joint center linea. 9.DION Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-7311,ESR-1958(Wok) FPA This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" S.C. 2-3=(-226) 207 3-9=( -90) 90 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 DL ON BOTTOM CHORD = 10.0 PSFBEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 379V -73/ 21516 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -192/ 367V 0/ OH 1.50" 0.97 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -50/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ',,OND. 2: Design checked for net(-5 . g psf) uplift at 29 "oc spacing. RTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 MX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TLV:REEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.427" '( MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.691" I MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 12 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0 m Truss designed for wind loads o in the plane of the truss only. r ,lo o li 0 2 WI:7A S li===e1 o M-3x4 y 1-00 y 6-00 y 3-11-11 y D PROOFS 'PROVIDE FULL BEARING;Jts:2,5,3,4 I :... G'ly�.� � w.l /fji� 89782PE 7y •JOB NAME : 5019-B POLYGON - J5 Scale: 0.4386 ,� ►,. mair WARNINGS: GENERAL NOTES, unless otherwise noted: to= , 'F Truss: J5 and Wa1.Builder and ngs before construction cerection contractor obe mmences. eked of all General Notes buThilding nesign e omlponemdApd cabll y of design parameters and proper Individual y y)yOREGON(ry1+_I N 2.214 compression web bracing must be Installed where strewn.. Inorporetbn or component Is the roapoinl6elty dills building designer. ��. AFS Y , �J `,T 3.Additional temporary bracing to Insure Nobility daring construction 2.Design andat1assumes the top end u.iybotta chords to be lalerelty braced at is the roeponsiWley of the erector.Addebnel permanent bracing of T o c at 10 in reepec,.ply unless braced throughout their langur by ` continuous sheathing such ea plywood sheathing(TC)and/or drywae(BC). ',/A Li` �l DATE: 12/8/2015 the overall structure Is the responsibilry of the building designer. 3.h Impact bridging or lateral bracing required where shown•• �"'{ W. SEQ.: K 15 810 01 4.No load Mould be applied to any componenl anti after el bracing and 4.Installation of Weals the responeldlty of the respective contractor. fasteners are compete and al no time should any bads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment. TRANS I D• LINK design loads be applied to any component. and are or^ary condemn^cluse. 5.CompuTros has o control over and assumes no reaponsiblRy o -EXP EXPIRES: ES: 1 2/31/L01 6 r the 8.D8 do,�.aamea Nil bearingat.l supports shown.Shin or wase.a 2 fabrication,handling,shipment and Installation of components.. ry 7.Design aflame.adequate drainage ten.b provided. an December 8,201 5 8.Thla design is furnished subject to the limitations set forth by S.plates shell be located on both taws of truss,and plead so their center TPINVECA In SCSI,copies of whkh well be fumiehed upon request. Ines coincide with Joint center lines. 9.Diggs Indicate size of plate in inches. MITek USA,Inc./CornpuTrus Software 7.6.6(IL)-E IO.For basic connector plate design values see[SR-1311,ESR-1980(Muck) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(0) 0 BC: 2x9 KDDF 416BTR SPACED 24.0" O.C. 2-3=(-276) 260 3-4=(-132) 96 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -45) 22 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PDF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HONE BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -88/ 257H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -189/ 353V 0/ OH 1.50" 0.95 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -106/ 189V 0/ OH 1.50" 0.29 KDDF ( 625) 11'- 11.7" -23/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 0 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" A MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.040" @ 3'- 4.9" Allowed = 0.427" 4 MAX TC PANEL TL DEFL = -0.054" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.004" @ 11'- 10.9" 12 0MAX HORIZ. TL DEFL = -0.004" @ 11'- 10.9" 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), lin load duration factor=1.6, 3 0 I Truss designed for wind loads o n the plane of the truss only. 0 1 I-- 0 PAN 6►Z- -/ 1 o M-3x4 ,k y ,i y � R O 1-00 6-00 5-11-11 .� `` Q(+ w' /�`FcS' +��ryry.... (PROVIDE FULL BEARING;Jts:2,6,3,4,5 r_3 -,C(�]� ry�('yNr�(��"�J'9 tie • JOB NAME : 5019-B POLYGON - J6 ,,r!'� -- ' . Scale: 0.3914 4111, WARNINGS: GENERAL NOTES, uNess otherwise noted (a N.1.Bugder and erection contractor should be advised of all General Notes t.This design Is based only upon the parameters shown and h for an Individual .s/7x- (� Truss: J6 and Warnings before canetrucibn commences building component.Applicability of design parameters and proper �a I(), "r 2 244 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. .11� GA T.,, r VV (� 3 Additional temporary bracing to Insure stability during construction 2.Dassumes the top and bottom a,,chobrads a be laterally braced at 77 AO:1y J 1�r j-` Is the responsibility of the erector.Additional permanent bracing of o Dec.c and at 10'o c reach as ply unless braced throughout(heir length by 1 V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). P'Ji'+t DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2t Impact bridging or lateral bracing required where shown e s �"1 4 1.. SEQ.: K 15 810 0 2 4.Ne load should be applied to any component until ager al bracing and 4.Installation of truss Is the responaiblgty of the respective contractor, fasteners are complete and at no time should any pads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design pads be applied to any component. and are for"dry condition"of use. 5.CompuTrue hes no control over end assumes no reepenstblley for the S.Design a assumes MI bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 2/31/2016 fabrication,handling,shipment and Installation of components. ry 7.Design assumes adequate drainage B.This design le furnished subject la the limitation set for h by 8.Plat sshalll be locatedonbeth faces iof truss,and placed so their center December 8 r 2�15 TPINVECA In SCSI,copies of which x111 be furnished upon request. lines coincide eIth joint center lines. S.MITek USA,Inc./CompuTrus Software 7.6.6(h)-B 10.For ib ts(sic connectoate size rplatae dee in ign values pp design se ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 10.7" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. __I TC: 2x4 KDDF #16,BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), TOTAL LOAD = 42.6 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 5-05-06 5-05-06 T ,r f 12 12 7.50 )IM-4x4 Q 7.50 MP ,4ililIio 1\ IIIIIIo O O M-3x4 M-3x4 l I b l 1-00 10-10-12 1-00 a �yG `US`S/0 4.7 :9782PE JOB NAME : 5019—B POLYGON — G1 -✓� Scale: 0.5268 lir WARNINGS: GENERAL NOTES, unless otherwise noted CI {�p /'{ �I) 1.Builder and erection contractor should be advised del General Notes 1.This design is bawd only upon the parameters shown and le for an individual Cdr -s" OREGON a�� Truss: G1 end Warnings before construction commences building component.Applicability of design parameters end proper �,r (l//,� y}�a T 2.b4 compression web bracing must be Installed odere shorn s. Incorporation of component Is the roepainlbglry of the building designer. w f� Vq a�,..4- iG V 3.Additional temporary boding to insure stability during construction 2.Design and the top end bottom e,,chobe to be laterally braced at 7 "7 J"'�Y '1 J Is the respanstbiltiy of the erector.Additional permanent bredng of 2 o e.and a hes e.e.such as plywood sheathing(TC)and/or drywal(B0). PA' +t " DATE: 12/8/2015 the overall structure is the responsibility ohne building designer. S.2a Impact bridging or piers!bracing required where shown•e �'1 t.i 1+. S E K 15 8 10 0 3 4.No load.hada be applied to any component until alter al bracing and 4.installation of turas Is the responsibility of the respective contractor. 4 festeners are complete and at no time should any loads greeter than 5.Design assumes trusses ere to be used in a nontorreelve environment, TRANS I D• LINK deign loads be applied to any component. end are ler wry conation'cl use. 5.CompuTme hes no control over and assumes no responsibility ler the a.Design asoma.full bearing al all supped,Move.Shim or wedge 11 EXPIRES. 12/3.1/2016 rebncatron,handing.shipment and installation of components. 7.Desig le Nassumes adequate drainage is provided. December 8,2015 `7 /t7 G 6.This design mlehed subject to mn e limitations ad by S.Plates shag a be located on both feces of trues,end placed their center TPI/WTCA in SCSI,copies o/which MI be furnished upon request. Ines coincide with Joint center linea 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values sea ESP-1311,ESR.rsas(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 11.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #160TR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1SBTR SPACED 29.0" O.C. Design conforms to main indforce-resisting WEBS: 2x9 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSE load duration factor=1.6, End verticals) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed forwind loads M-1.509 orequal at non-structural in the plane of the truss only. vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4-07-12 0-03-12 T T 12 6.00 p M-1.5x3 9 3 t -11111. '111111111111111111111111111111111111111111111111115 6 M-3x4 M-1.5x3 l y l 1-00 4-11-08 PR OFFss 8.782PE JOB NAME : 5019-B POLYGON - H1 /J/ • • Scale: 0.5997 �rri ?•/�A a ' WARNINGS: 1.0 eaderO. ERAeNOTsb, uMeupo the ae noted'mmeter 74,OREGON) 1.Builder and erection contractor should be advised of all General Notes i.This design is based only upon the parameters Mown and Is bran Individual �Y c;.- Truss: � Truss: H1 end Warnings before construction commences. building component.Applicability of design parameters and proper f Y)V 2 2e4 compression web bredng must be Installed where shown+. incorporation or component Is the ro chords beof thelate building designer. C'4 {:� V 2.Design assumes Me top and bottom chords to laterally braced at 11 1 +�`y +a _{< 3.Additional temporary bracing to Insure stability during construction 7 o.c.end at IC(0.c.respectively unless breve throughout their length by T v la the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)and/or drywsu(BC). U t � DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.It Impact bridging or lateral bredng required where shown++ 1.. SEQ.: K15 810 0 4 4.No load should be applied to any component until after all bredng and 4.Installation of trues Is the responsibility of the respective contractor. fasteners are compete and at no Bme should any loads greater than 5.Design assumes trusses ere to be used in a noncorrosive environment. TRANS I D• LINK design bads be applied to any component. end are for dry condition'or use. 1/ p l�fj )ry • 5.CompuTrus has no control over and assumes no responsibility for the 6.Decsteeea y. assumes full bearing et all supports shown.Shim or wedge!! EXPIRES.ES. 1 r./31/2016 fabrication.handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. December 8,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPLWICA In BC51.copies of which v011 be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc.JCotnpulrus Software 7.6.7(11)-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 4'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 ROOF #105011 LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-98) 52 3-5=(-150) 195 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-96) 71 WEBS: 2x9 KDDF STAND 3-4=( 0) 0 LOADING 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 = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -74/ 358V -34/ 99H 5.50" 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 11.5" -25/ 199V 0/ OH 5.50" 0.32 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net)-5 psf) uplift at 24 "on spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0". Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 2'- 8.1" Allowed = 0.295" 4-07-12 0-03-12 MAX TC PANEL TL DEFL = -0.036" @ 2'- 6.3" Allowed = 0.442" MAX HORIZ. LL DEFL = 0.000" @ 4'- 7.7" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 7.7" 6.00 Design conforms to main windforce-resisting M-1.5x3 4 system and componentsand cladding criteria. 3 Wind: 190 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, M t-RS(0i.), t load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. vtl 1 ► ��. M-3x9 M-1.5x3 l l l 4-07-12 0-03-12 l l l 1-00 4-11-08 a �GpOFk- E `�`S0 :9782PE JOB NAME : 5019-B POLYGON - H2 ,or -/ Scale: 0.5632 AMMON WARNINGS: GENERAL NOTES, unless otherwise noted 46) 1.Builder and erection contractor should be advhed of al General Notes 1.This design Is based ons upon the parameters shown and B for an individual y 9' OREGON N.Truss: H2 and Warnings beere construction commences building component.Applicability of design parameters and proper ;�► /1i �O Q- incororatio 2.204 compreeelon web bredng must be Installed where shown+. pn of component is the rasponstbetof the building d y ae ung estgner. �ry (/ Nri y A s_ 3.Additional temporary bracing to Insure stability during constnn8on 2.Design assumes the top and bottom chords to be laterally braced at �l :7 is the ratponstbBty of the endor.Additional permanent bracing of Y o.c and at 10 o c respecllvely unless braced throughout their length by ` DATE: 12/8/2015 the overall stniohee is the responsibq f the building de continuous impactst gIng or such l bs aciplyng requiredesheathing(TC)whereshownand/or drywall(BC). �t \ #Y a g signer. J.2x Impact bridging or gteral bracing where Macon 1.. SEQ.: K 15 810 0 5 4.No road.bawd be applied to any component anN after al bradng and 4.Instagatlon of tons la the responstblgly of the respectNe contractor. fasteners are complete and al no time should any Paas greeter man 5.Design assumes tonnes are to be used In a noncorrosive environment, and are for"dry condition.of use. TRANS ID: LINK design loads be applied to any component. 6.Design assumes hit bearing atall supportsshawn.shim orwedge It EXPIRES: 12/311 016 5.Compurnn hes no control over and assumes no responsellly for the necessary. fabrication,handling,shipment and lnetal68on of components. 7.Design assumes adequate drainage is provided. December 8,2015 8.The design is furnished subject to the Ilmgetlons set forth by 8.Plates shall be located on both faces or truss,and placed so their center TPVWICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Mi fek USA,Inc./CompuTrus Software 7.6.7(1L}E 10,For basic basits c cannectocate size m p e de in inches. plate sincvalues see ESR-1311,ESR-1988(WW1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 5.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF h16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-62) 83 3-5=(-199) 180 BC: 2x9 KDDF 816805 SPACED 24.0" O.C. 2-3=(-126) 110 WEBS: 2x4 KDDF STAND 3-9=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -78/ 913V -96/ 123H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 5.5" -35/ 263V 0/ OH 5.50" 0.92 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.130" @ 3'- 3.2" Allowed = 0.907" MAX TC PANEL TL DEFL = -0.140" @ 3'- 3.3" Allowed = 0.610" 6-01-12 0-03-12 '( 1' MAX HORIZ. LL DEFL = 0.001" @ 6'- 1.7" 12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 1.7" 6.00 M-1.5x3 4 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.8ft, 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. vD r•t r'1 O M-3x9 M-1.5x3 y l l 6-01-12 0-03-12 l l y 1-00 6-05-08 PR OF4c, `yG1N 65 re 89782PE JOB NAME : 5019-B POLYGON - H3 Scale: 0.5257 ! ' ►,. WARNINGS) GENERAL NOTES, unless otherwise noted: f„w a^ �. Truss: H 3 I.Budder and erection contrecior should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual O ) 9�• REGON • and Warnings before construction commences budding component.Appllvablllty of design parameters and proper 2.274 compression web bracing must be Installed where therm v. Incorporation of component la Me roaponabNlty of the building designer. y,,,y: f_ V j' 3.Additional temporary bracing to insure stability during construction 2 Design and at ill the top end bottom s,,choler to be laterally braced al /Y :i UV_ lathe reaponablldy of the erector.Additional permanent bracing of 2 o c antl el.s op.reapectnely unless braced throughout their length by DATE: 12/8/2015 the overall strudwe is the ra 2c Impact sheathing such..plywood required cng(r shown onaror drywan(Bc). PAUL (�� aponsibdlty of building designer. 3.Dr Impact bridging or lateral bracing required where shown ♦ SEQ. : K 15 8 10 0 6 4.No load should be applied to any component until aver ad brsdng and 4.Installation of truss is the rsaponsibidty of the respecttoe contractor. fasteners are complete and at no time should any loads greater than 5.Deagn assumes trusses are to be used In a noncorrostve environment, TRANS ID' LINK design loads be applied to any component. and are for"dry condition"of use. • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at ed supports shown.Shim or wedge If EXPIRES: 12/3112016 fabrication,handling,shipment end installation of components. cosNry ,1 7.Piece assumes on drainage ces s oprovided. December 8,2015 6,This design is Nmla,ea subject to the limitations set forth by e.plates ensu be roasted on both faces of truss,and placed so their center TPIM.ICA In BCNI,copies of which will be fuml"hed upon request. lines colndde with)obM center lines. MITek USA.In4lCom uTrus Software 7.6.7(1 L E 9.Digits indMate size of plate in Inches. P (- 10.For beak connector plate design values see ESR-7311,ESR-1988(Mask) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 10-10-12 GIRDER SUPPORTING 10-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 • TC: 2x4 RODE #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 60 2-6=(-117) 1071 6-3=(-165) 1133 BC: 2x6 KDDF #105TR 2-3=1-1383) 233 6-4=1-117) 1071 WEBS: 2x4 RODE STAND LOADING 3-4=(-1383) 233 LL = 25 PSF Ground Snow (Pg) 4-5=( 0) 60 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0r- 0.0" TO 10'- 10.7" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 100.0)+DL( 88.0)- 188.0 PLF 0'- 0.0" TO 10'- 10.7" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -292/ 1487V -76/ 76H 5.50" 2.38 KDDF ( 625) 10'- 10.7" -292/ 1487V 0/ OH 5.50" 2.38 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.017" @ 5'- 5.4" Allowed = 0.499" MAX LL DEFL = -0.002" @ 11'- 10.7" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 11'- 10.7" Allowed = 0.133" MAX TC PANEL TL DEFL = 0.054" @ 2'- 11.4" Allowed = 0.542" 5-05-06 5-05-06 -1 q ,r MAX HORIZ. LL DEFL = 0.005" @ 10'- 5.2" 12 12 MAX HORIZ. TL DEFL = 0.009" @ 10'- 5.2" 7.50 M-9x6 Q 7.50 4•o 3 Design conforms to main windforce-resisting 21 system and components and cladding criteria. Wind: 1(Al mph, hts), cTlosed,2Cat.2,6.0, ASCE 7-10, WFRO (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1 01111.1. 1 111111111111141 I 0 1 0 M-3x4 M-3x6 M-3x4 l l 5-05-06 5-05-06 J• y yy 1-00 10-10-12 1-00 tiO PROp . , � GiN $�`a � j4 '© `ufir ' :9782PE JOB NAME : 5019-B POLYGON - G2 i -r' Scale: 0.4518 # WARNINGS: GENERAL NOTES, unless otherwise noted: �� G.✓.�'1 / 1.Builder and erection contractor Mould be advised of all General Notes I.This design le based only upon IM parameters shown and is for an individual 7�OREGON vyN. Truss: G2 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2 �1 2.Pao compression web bracing must be Installed where shown.. Incorporation or component is Sre responsibility of the building destgner. 17X+8. "'1> G4 A y 1 b V 3.Additional temporary bracing to insure skbnily during construction 2.Design assumes the top and bosom chorda to be laterally braced et 7 'T tj Ie the responstbillly of the erector.Additional permanent bracing of Z a c and al 18 o c.respectively unless braced throughout their length by \,,,,‘ v continuous sheathing such as erring d sheathing(TC)and/or dryw51(BC). PA U t DATE: 12/8/2015 the overall structure la the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown+. �"1 L. SEQ. : 0150 10 0 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the meponalbNty of the respective contractor. Weiner,are complete and at no time should any roads greater than 5.Design assumes trusses are to be used In a nonconoslva environment, TRANS ID• LINK design loads be applied to any component. and are for"dry condition.of use. ry/�r)Y�(�4 5.CompuTrus has no control over and assumes no responsibility kr the 6.Design assumes lull bearing at all supports shown.Shim or wedge If EXPIRES: 1 2/3 1/20{6 fabdcafon,handling,shipment and Installation of component.. 7.Design saumee adequate drainage Is provided. December 8,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shag co be located on both taus of truss,and pieced so their center TP WVTCA In BCSI,copies of which AO be furnished upon request. lines coincide with joint center lines. B. MiTek USA.Inc./CompuTrus Software 7.6.6(1L)-E to.Foribasic connector pl to de inches.p stgn values see ESR-1317,ESR-t BBB(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x9 KDDF ty1613TR LOAD DURATION INCREASE = 1.15 1-2=(-126) 111 1-4=(-62) 82 2-4=(-201) 180 BC: 2x4 KDDF #1613TR SPACED 24.0" O.C. 2-3=( 0) 0 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -33/ 278V -45/ 114H 5.50" 0.44 KDDF ( 625) 6'- 5.5" -37/ 265V 0/ OH 5.50" 0.42 KDDF ( 625) LL = 25 PSE Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.133" @ 3'- 3.2" Allowed = 0.407" MAX TC PANEL TL DEFL = -0.145" @ 3'- 3.3" Allowed = 0.610" MAX HORIZ. LL DEFL = 0.001" @ 6'- 1.7" MAX HORIZ. TL DEFL = 0.001" @ 6'- 1.7" 6-01-12 0-03-12 1' 1' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), - load duration factor=1.6, 2 End verticale s) a exposed to wind, • j Truss designed forwind loads >< in the plane of the truss only. ,r,1 0 m o1 T , T P 0 M-3x4 M-1.5x3 l l 1 6-01-12 0-03-12 J• y 6-05-08 r RR pp i oFe 8.782 E fir" JOB NAME : 5019-B POLYGON - H4 /// ".'A Scale: 0.5029 �r� • 4• i"' --.a WARNINGS: GENERAL NOTES, unless°Menke.noted: Truss: H 4 1.Balder and erection comredor should be advised of all General Notes 1.This design Is based only upon the parameters shown and s for en Individual '7 'C.REGON " and Warnings before construction commences. balding component Applicability of design parameters end proper +Q C/ V .y 2.204 compression web bracing must be Installed where shown+. Incorporation of component la the responsibility ollhe bolding destgnar. (.G1 '4 R!' `6 ' j 3.Additional temporary bracing to Insure debility during construction 2 Fen,and St I D me lap end bottom chortle to be laterally braced at Is the reeponsibiBy al the erector.Additional permanent bracing of T ex.and a1 1 O a c.respectively unless braced throughout their length by /� DATE: 12/8/2015 the overall structure Is me responsibility of buildingtlestgner. continuous sheathing such as plywood sheath ing(TC)andlor drywall(BC). p'�"1 t N a 3.2a Impact bridging or lateral bracing required where shown,en L. SEQ. : K 15 810 0 8 4.No load should be applied to any component until alter Mit bredng and 4.Installation of boss Is the responsbilty of the respective contractor. fasteners are complete and al no time should any bads greater than 5.Design mums trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads beepplied to any component end are for"dry end8bn"of use. 5.CompuTrue hes no control fo rol over and assumes no responslbi11r the 6 Design assumes NII bearing et all supports shown.Shim or wedge it _E`EXPIRES: I R ES: 12/31/2016 fabrication,handling,shipment and Installation of components. necesssry t 7.Design assumes adequate drainage is provided. December 8,2015 S.This design le furnished subject la the limitations set forth by S.Pktee shall be located on both faces encase,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. linea coincide with Joint<enter linea. 9.Digits Indicate size of plate in inches. MITek USA,Inc.ICompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ENR-1311.ESR-1858(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-428) 126 1-5=(-180) 330 5-2=( 0) 184 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-111) 109 5-6=(-182) 327 2-6=(-385) 151 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 6-3=(-115) 120 LOADING 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) 0'- 0.0" -42/ 355V -60/ 153H 5.50" 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 5.5" -50/ 356V 0/ OH 5.50" 0.57 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ 4'- 4.2" Allowed = 0.377" MAX TL CREEP DEFL = -0.009" @ 4'- 3.3" Allowed = 0.503" MAX HORIZ. LL DEFL = -0.003" @ 8'- 0.0" 4-05 3-08-12 0-03-12 MAX HORIZ. TL DEFL = 0.003" @ 8'- 0.0" f f 'f ur 12 Design conforms to main windforce-resisting 6.00 M-1.5X3 4 -I system and components and cladding criteria. Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 u.,ti e o rn �p2 T I 11 0 1�-- 5 ��6 1. I o M-3x4 M-1.5x3 M-3x4 11 1 .• ,L 4-03-04 4-02-04 y pp 8-05-08 r:4r - O f RQ�CL� 17 .782PE �' JOB NAME : 5019-B POLYGON - H5 '' " Scale: 0.4635 !/. WARNINGS: GENERAL NOTES, unless otherwise noted: K../ 40 OREGON/ X� 40 1.Builder and erection conlndor should be advised of all General Notes 1.Thisdeeign is based only upon the parameters shown and la for an Individual "7 OREGON CP 6,:r�},,. Truss: H5 and Warnings before construction commences building component.Applicability of design parameters and proper i(/ C• 2.2a4 compression web bredng must be Metalled where Mown e. Incorporation of component Is me responsibility of the building designer. � ��y Y_ 3 stoatemperer/bracing to insure stability during nenabudion 2.Design assumes the top and bottom cholla la be laterally braced at J Is the responsibility of meander.AddMlanel permanent bracing of T e c and et 10 o.c respectively unless braced throughout Ihea length by DATE: 12/8/2015 the oversp structure Is the re elbgof the building designer. continuous sheaming such as plywood sheatMere and/or dr/wall(ec). P.A 1 X 1 S; Spon ty ng3.2v Impact bridging or lateral bradng required where Mown e e <,/L SEQ. : K 15 8 10 0 9 4.No load should be applied to arty component until after all bradng and 4.Installation of truss is thehare b.busytyd firethe nr spevthe cetroter.environment. fasteners are completeand et no time Mould any loads greater man and are asumesdry trusses re to use. TRANS ID: LINK design bade be app iedta any component. B.Design assumes hal bearingof ateX supports Mown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the �,,,r/. EXPIRES:. 12/3112016 fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. December 8,2015 8.This design is furnished subject to the limitations eel forth by 8.Plates shall be located on both(aces of truss,and placed so their center TPbWFCA in Be51,copies of which will be furnished upon request. linea coincide with joint center lines, B.Digits indicate size of plate in Inches. MiTek USA,Ina./CornpuTfus Software 7.6.7(1L}E /0.For basic connector plate design value.see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-137) 115 1-4=(-62) 82 2-4=(-202) 186 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=( -10) 5 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL 014 BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -33/ 277V -46/ 116H 5.50" 0.94 KDDF ( 625) 6'- 5.5" -90/ 266V 0/ OH 5.50" 0.93 KDDF ( 625) M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) vertical members (uon)n LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.131" @ 3'- 3.2" Allowed = 0.907" MAX TC PANEL TL DEFL = -0.149" @ 3'- 3.3" Allowed = 0.610" MAX HORIZ. LL DEFL = 0.001" @ 6'- 1.7" MAX HORIZ. TL DEFL = 0.001" @ 6'- 1.7" 6-01-12 0-03-12 1' 1' 1' Design conforms to main indforce-resisting 12 system and components and cladding criteria. 6.00 Wind: 190 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 3 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), '-,4 load duration factor=l.6, ' End vertical(s) are exposed Co wind, Truss designed for wind loads Iiiilleig2 tto in the plane of the truss only. LOIO r0 o d, x I I�� ��4 -/ 0 M-3x4 M-1.5x3 1 1 l 6-01-12 0-03-12 6-05-08 { VO PROF.e. �C�N; 6GiNE46> /per ct- :9782PE ,' JOB NAME : 5019-B POLYGON - H6 r 1-00' Scale: 0.5029 MAW WARNINGS: GENERAL NOTES, unless othereass noted. ,� ., / /+y(� �4 1.Builder and erection contractor should be advised of all General Notes 1.This design b based only upon the parameters shown and is for an Individual syr `74,OREGON Truss: H6 and Warnings before construction commences building component.AN:A.01lly of design parameters and proper fF / yy 2 2:4 compression web bredng must be installed where shoem t. incorporation of mmpanenl la the responstbtllty of the building designer. =T h CSA�.S IG. V '� 3.Addtiicnal temporary bracing to Insure stability during construction 2.Design assumes the top sot bottom charts to be laterally braced at 77 •l j•�y :l Is the responsibility of the erector.Additional permanent bracing of 2 o c.and e1 70 o.c.respectively unless braced throughout their length by continuous sheathing such as plywood eheathlng(TC)and/or drywall(BC). PA U DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bredng required where shown+. �"'{ L L SEQ. : Ki5 81010 4.No load ehoutd be applied to any component until eller all bracing and 4.Installation cltruss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 6.Design assumes trusses ere to be used Ina non-corrosive environment, TRANS ID• LINK design roads be applied to any component. and are for"dry condition"of use. { pry ]q)ry/�4p 5.CompuTms has no control over and assumes no responsibility for the 8.Demeea ewmes fWl bearing et all supped.shown.Shim or wedge if EXPIRES: IG/31/201 V fabrication,hendgng,shipment and installation of components. 7.Dedgnassumes adequate drainage la provided. December 8,2015 6.This design is Nmiehed subject to the llmdations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPI/MCA In SCSI,copies of which will be furnished upon request linea coincide with Joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.71L E 9. connectorFaIsicicecoplateIninches.gn P ( 7 For basic fesizef pts in values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-327) 312 3-4=(-193) 155 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -79) 55 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 25.' OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 P592 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 378V -103/ 301H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -186/ 337V 0/ OH 1.50" 0.43 KOBE' ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -151/ 266V 0/ OH 1.50" 0.34 KDDF ( 625) 13'- 11.7" -59/ 109V 0/ OH 1.50" 0.17 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 29 "oc spacing. 5 -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" el MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" (d MAX TC PANEL LL DEFL = 0.043" @ 3'- 7.9" Allowed - 0.427" MAX TC PANEL TL DEFL= -0.057" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.005" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 13'- 10.9" 12 4 Design conforms to main indforce-resisting 7.50 system and components and cladding criteria. jsl Wind: 140 mph, h=23.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, m Truss designed for wind loads o in the plane of the truss only. 3 o m %1 `T.,,, O I 1 6 o M-3x4 1-00 6-00 7-11-11 'PROVIDE FULL BEARING;Jts:2,6,3,9,5 I },v 17. 89782PE r JOB NAME : 5019-B POLYGON - J7 Scale: 0.3418 0,` WARNINGS: GENERAL NOTES, unless otherwise noted (./.s� OR40 EGONI.Builder and erection contrador should be advieed of all General Notes 1.This design Is based only upon the parameter.shown and Is for an Individual 7' O REG©N �. Truss: J7 and Wammgs before construction commences. budding component.Applicability of design parameters end proper / 2.2x4 compression web bracing must be Installed where shown+. Ino rporetlen of component la the responsibility of the budding designer. .,,a'j (4 fi y V+ Q'� 3.Additional temporary bracing to Insure stability during condrucllon 2.Design assumes IM top and bottom es,thobods o M Worthy t their et 7 J I.the reepondblltiy of the erector.Additional permanent bracing of 2'a.c end at 70 a.c.rsvnh.e sly o sae bread throughout their length by DATE: 12/8/2015 the ousted sbudura Is the responsibility Ithe boNdin Msi nec continuous sheathing such as plywootl cited sheathing(TC)e endlor drywel(8C) "d +P,/t.U t A\ s g g 3.2x Impact bridging or tateral bracing required where shown++ r1 1+. SEQ.: K 15 81011 4.No load should be applied to any component untl after all bracing and 4.Installation of truss 91 the ree ondbldtof respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes bt asses are to be used In a non-conodve environment, TRANS ID• LINK design loads be applied to any component. and are tar"dry conditionof use. 5.CumpuTrus hes no control over and assumes no responsibility for the s.Design assume.w:bearing at all supports anawn.Shim or wedge if EXPIRES: 12/31/2016 febrlcation,handling,shipment end Installation of components. necessary. as. 7.Design t,it beeaeced on drainageisrrovldetl. December 8,2015 8.This design is fumlehatl subject to the Ilmdallona set forth by B.Plates mall be located on both feces of Iruas,and placed so thele center TPIMTCA In SCSI,copies of which old be furnished upon request. linea colndde with)oirl center lines. MiTek USA,Inc./Com u7rus Software 7.6.6(1L)-E D Digbts Indicate size,plots in Inches. P 1 S. For beck cafe size plate inc values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by ' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 014BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 60 2-7=(0) 0 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 2-3=(-381) 365 3-4=(-241) 205 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-141) 111 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=1 -52) 24 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -119/ 346H 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -196/ 344V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -139/ 241V 0/ OH 1.50" 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -128/ 226V 0/ 0H 1.50" 0.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -18/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 10-08-10 5-03-01 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 " MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" II MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.042" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 5 i MAX HORIZ. LL DEFL = -0.006" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.006" @ 15'- 10.9" M-3x5(5) Design conforms to main windforce-resisting 12 system and componentsand cladding criteria. 7.50 °4 Wind: 140 mph, h=24.2ft, TC DL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, m Truss designed for wind loads I in the plane of the truss only. a 0 I 3 0 m o c T .w 7�.-••'-.I • O M-3x9 (Lc,' p P R 0, rFs J. J. J. J. �GIN4- 0j 1-00 6-00 9-11-11 ','' . .i 1 :Q , (PROVIDE FULL BEARING;Jts:2,7,3,9,5,6 I s 9/82 r E '?"- JOB NAME : 5019-B POLYGON - J8 Scale: 0.2934 •WARNINGS: GENERAL NOTES, unless otherwise noted G' OREGON 1.Builder and erection contractor Mould be advised of all General Notes 1.Thla design is based only upon the parameters shown and is for an Individual �y 1. OREGON h �},.. Truss: J8 and Warnings before construction commences. building component Appllnability or design parameters and proper (4r /' FU ¢` 2.2t4 compression web bracing must be installed where shown+ incorporation of component Is the roaponaBoRtS of the building dedgner "Tee?. V,I M t I `. • 3.Additional temporary braclrg to Insure stability during construction 2.Design and et l O the top end bottom chortle to is laterally braced at 77 "'11(`f 'r J 8 Is the responsibility of the erector.Additional permanent bracing of Z o c and at 10 o.c reach as ply unless braced throughout their length by `� continuous sheathing such as plywood sheet whereC)end/or drywall(BC) .�A UL +t ; DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.2i Impact bridging or leteral bracing required shown a a Ib/L SEQ.: K15 8 I 0 I2 4.No load 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 end at no time should any loads greater than 5.Design assumes trusses are to be used inc noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are or"dry condition"of aide 5.CompuTrus hes no control over end assumes no responsibility for the S DecHease assumes lull bearing at all supports shown.Shim or wedge i! EXPIRES: 12/31/2016 fabrication,handling,shipment end Installetion of components. ry 7.Designsshall be assumes adequate onbbothl face is prodded. December 8,201 5 6.This design is furnished subject to the limitations set fadh by 8.plates shall be located on both feces of true,and placed so theft center TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. uTrus Software 7.6.6 1L E g.Digits Indicate alae of plate In Inches. MiTek USA.Inc./Com P ( to.For taint connector pleat design values see E$R•1311,ESR-1988(MiTek) a This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=(0) 0 BC: 2x4 KDDF #1613TR SPACED 24.0" O.C. 2-3=(-435) 419 3-4=(-289) 254 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-202) 169 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSP 5-6=( -82) 47 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -134/ 393H 5.50" 0.60 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -204/ 349V 0/ 0H 1.50" 0.45 ROOF ( 625) 9'- 11.2" -133/ 225V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -170/ 295V 0/ OH 1.50" 0.38 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 11.7" -60/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) 7-03-14 10-07-13 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.055" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.008" @ 17'- 10.9" MAX HORIZ. TL DEFL = -0.008" @ 17'- 10.9" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.50 Wind: 140 mph, h=24.eft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heghts), Ecloed, at.2, Exp.O, MWFRS(Dir), 4 load duration fatorl.6, M Truss designed for wind loads o in the plane of the truss only. 1 r M-3x5(S) of , ,M3X47T �� cp PR0Fk, J, k ), >L ,;GINS' f� 1-00 6-00 11-11-11 ci " R /0�s,�.. 'PROVIDE FULL BEARING;Jts:2,7,3,9,5,6 -., {3�«2 C1PE ✓`,,,,. JOB NAME : 5019-B POLYGON - J9 0 /'G • Scale: 0.2718 d"� WARNINGS: GENERAL NOTES, unless otherntee noted: E..o 4 1.Builder and erection centrador eb:mid be advised of ail General kolas 1.This design la based only upon the parameters shown and is for an Individual "7 OREGON N. Truss: J9 and Wammgsberurs construction commences. building component Applicability of design parameters and proper ''�n V) 'r 2.214 compression web bracing must be installed where shown+. Incorporation of component la the roaponstblity of the building dastgner. '9,.5, L,f4 ri y A r 4 4, 3.Additional temporary bracing to Insure stability during censtructkn 2 F s.c.assumes the top sc bottom se.chobreds o be latently braced al 7 �T J is me responsibility of the erector,Additional permanent bracing of Tons.end at 10 o c respectively unless braced throughout their length by ![{, DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.Sc Impact bridging sheathingtinuous sum l b wing re uir a where sown) 0r tlrywaA(BC). • /1 t't �� or blare.bracing required where shown�a /"{v 1.. SEQ. : K 15 81013 4.Na bad ehould be applied to any component until eller all bracing end 4.Installation of truss Is toe respo be t e of the respecrwe oe rsdor. fasteners ere complete end at no time should any keds greater man 8.Design assumes trusses are to be used Ina noncorrosive environment, tlestgn katla be applied to any component. end are for"dry condtwn"of use. TRANS ID: LINK 8.Design ee.,mesLAI beangatall supports Mown.Shim orwedge if EXPIRES: 12/31/2016 5.CompuTod has no control over end assumes no responsibility for the necessary. fabrication,handling,shipment and inetalktion of components. 7.Design assumes adequate drainage Is prodded. December pV,Lr3Q.t 15 S.This design k furnished subject to the limitations set forth by 8.Plates shall be looted on both faces of as trues,and placed their center TPINITCA in SCSI,capes of whkh will be furnished upon request. Ines coincide wish)clni canter lines. 9.Digits indicate eke of plate in Inches. MITek USA,Int./CofnpuTrua Software 7.6.6(1L)-E to.For basic oonneclor plate design values see ESR-1317.ESR-1585(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 60 2-8=(0) 0 BC: 2x4 KDDF #15BTR SPACED 24.0" O.C. 2-3=(-486) 470 3-4=(-340) 305 TC LATERAL SUPPORT <= 12"OC. UON. LOADING - 4-5=(-248) 217 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5-6=(-137) 106 DL ON BOTTOM CHORD = 10.0 PSF 6-7=( -49) 23 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PIP LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX BORE BEG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -150/ 939H 5.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -210/ 349V 0/ OH 1.50" 0.45 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9'- 11.2" -139/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -160/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 17'- 11.2" -127/ 214V 0/ OH 1.50" 0.27 KDDF ( 625) 19'- 10.9" -18/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) 7-03-14 12-07-01 ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 6 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.010" @ 19'- 10.2" MAX HORIZ. TL DEFL = -0.010" @ 19'- 10.2" 5 12 Das ign conforms to main windforce-resisting 7 50 system and components and cladding criteria. Wind: 140 mph, h=25.4ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=1.6, I Truss designed for wind loads O1 in the plane of the truss only. 0 I M-3x5(S) ,,-I 3 0 4, ra o M-3x40 r RacI,n r;�4GINE ,, -f y 1-00y 6-00 13-10-15 ,Cb, v` +ip' PROVIDE FULL BEARING;Jts:2,8,3,4,5,6,7 I :9782P E 9r JOB NAME : 5019-B POLYGON - J10 { i Scale: 0.2468 WARNINGS: GENERAL NOTES, unlessothenWee noted Cr 1.Budder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and h for en Individual '� V R GON n, Truss: .10 and Waminge before construction cammancos, building component.Applicability of design parameters and proper »V 2 2t4 compression web bracing must be installed where shown+ incorporation of component Is the responsibility of the budding designer. .T "4 V ;,,,4 '� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop evt bottom seecholer to d t laterally braced at 77 "1 Is the reeponstblllty of the erector.Additional permanent bracing of co7 sc.and et 10 d o nese CS p y unless braced throughout their length by ` DATE: 12/8/2015 the overall sirocture is the responsibility of the building designer. 2x Impact MS/nB or such ea pyng resheathing(7C)uir heresend/a drywell(BC). � '+t + \ 9 3,21lmpactbotlging orth.ne bracing required ofthe whereshovm++ V 1.» SEQ.: Ki5 81014 4.Na load should be applied to any component until after au bracing and 4.Installation of truss Is the respon lblsy the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"elms 5.CompuTios hes no control over and mimes no responsibility ler the 6 Design scorn NII bearing at ad auppods shaven.Shim or wedge if EXPIRES: 1.2/31/2016. febrOatlon,handling, ry shipment end installation of componema. 7.Design assumes adequate drainage is provided. 6.This design hfurnished subject tothe lloitetlonssat forth by 8.Plates shall be seated en beth faces of truss,end placed so their center December 8,2015 T171/MCA in BCS',copies of which wN be furnished upon request. Ines coincide with Joint center lines. 9.Digits indicate She of plate In Inches. MiTek USA.Ina./CompuTrus Software 7.6.6(1L)-E 1o.For basic connector plate design values see ENR-1311.ESR4888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cpl=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #16BTR - SPACED 24.0" O.C. 2-3=(-57) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PEP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 2SF 0'- 0.0" -74/ 301V -15/ 59H 5.50" 0.98 KDDF ( 625) 1'- 9.2" -30/ 26V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -I'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0,001" @ 1'- 0.1" Allowed = 0.054" 1' MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o ti o � NM /- 2�� 4W= 1 M-3x4 l , 1-00 2-00 [PROVIDE FULL BEARING;Jts:2,4,3 s?, ‹c, :9782PE C'". JOB NAME : 5019-B POLYGON - SJ1 it Scale: 0.6822 ,7 11111 WARNINGS: GENERAL NOTES, unless otherwise noted Ci' �/�y 1.Builder and eredbn contractor should be advised oral General Notes 1. -9 This design i based only upon the parameters shovel and A or an individual O REGON Truss: SJ1 and Warnings before construction commences. bolding component.Applicability of design parameters and proper / ,Q" 2 2e4 compression web bracing must be installed where shovel+. incorporation of component la Me responsibility to of the bolding destpner. .A� °411::/ /til r. V 3.Additional temporary bracing to(nears stability during construction 2.Design assumes the too and bottom chords to be laterally braced et l7 �T '1 J Y NA . le the responsibility of the ender.Additional permanent bracing of o.c.and at 10 o c reepedssty unless braced throughout their length by !/{ DATE: 12/8/2015 the overall structure Is the responsibility f the buildin de 2x Imps continuous sheathing such as acwg requiredesheathing(TC)whereshown drywaN(BC). • �./l(il t �‘ e g signer. 3.2x Impact bridging or lateral bracing where stwwn++ /9 il„7{.. SEQ.: K 15 8 1016 4.No load should be applied to any component until after al bradng and 4.Installation of truss Is the responabilty of the respectNe contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes hisses an to be used in a non-corrosive environment, TRANS I D• LINK design pads be applied to any component. and an gar dry condition"of use. 5.CompuTrue has no control over and assumes no responsibility ter the EXPIRES: Design assumes MI bearing at all supports stwwn.Shim or wedge If EXPIRES: 12/31/20016 necessary. fabrication,handling,shipment and Instelesen of components. .1 7.Design s looted en drainage is provided. December 8,2015 6.This design is furnished subject to the limitations set forth by B.Pines anon be located on born mega or truss,and placed so their center TPUWICA In BCSI,copies of which will be Nrnlshed upon request. linea comdde with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.6(1L E N PerDigits Iscconete Weofpa inches. p )- 1 9.For baste connector plate 4 inc values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x9 KDDF kISBTR LOAD DURATION INCREASE = 1.15 1-2=(-33) 28 1-3=(0) 0 BC: 2x9 KDDF #l6BTR SPACED 24.0" O.C. TO LATERAL SUPPORT <= 12"OC. SON. LOADING - BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES). DL ON BOTTOM CHORD = 10.0 PIE 0'- 0.0" -13/ 98V -11/ 30H 5.50" 0.16 KDDF ( 625) • TOTAL LOAD = 92.0 RUE 1'- 9.2" 0/ 23V 0/ OH 5.50" 0.09 NODE ( 625) 1'- 11.7" -29/ 47V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PUP Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. kOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1-11-11 q .fBOTTOM 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 TC PANEL LL DEFL = 0.002" @ 1'- 2.9" Allowed = 0.110" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.2" Allowed = 0.165" 12 7.50 � MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to mainindforce-resisting • system and components and cladding criteria. • Wind: 140 mph, h=19.Bft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. /1E1°' oI 0 . tio '0 1 3 1110 _ 3 1�� M-3x4 2-00 (PROVIDE FULL BEARING;Jts:1,3,2 �a, PRp,re,0 2 " :9782PE 9� JOB NAME : 5019-B POLYGON - SJ1X 40, .a.r' Scale: 0.7389 ..;F / SW WARNINGS: GENERAL NOTES, unless otherwise noted Truss: S J 1}{ 1.Builder and erection contractor should be advised of al General Notes 1.TMs design is based only upon the parameters shown and is for an Individual -.7 OREGON g= J and Warnings before construction commences. building component.Applicability of design parameters and proper ''4y 11,(/ Iry9 Q` 2.2r4 compression web bracing must be Installed where shown v Incorporation of componentla the responsibility of the balding designer. I 4tiy '\f V • 3.Additional temporary bracing to!mare stability during construction •2 Design and at t a the top and bottom chorda to be laterally braced et 77 "1 • J '4 _ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at/0 o.c,nosh Ce sly ueeas braced throughout their length by ` Y DATE: 12/8/2015 the averal structure is the responsblity of the balding designer. continuous ridging a,such l b acinplywg red uirsheathing(TG)wherehec.nand/or dryvsA(BC). /A 1 ` 9 3 to Impact badging or literal bracing requited where Move rt♦ �ei1 L+ SEQ.: K 15 81017 4.No bed should be applied b any component until after all bracing and 4.Installation of truss Is the responsibility of the respectNe contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes Pusses are to be used In a non-comsive environment, TRANS I D• LINK design bads be applied to any component. end are for"dry condition"of use. ��//E� 12/31/2016 f}/]A)y/� �s 5.CompuTms hes no control over end assumes no responsibility for the 0.Design assumes MI bearing at all supports shown.Shim or wedge It EXP I RES: 1 2/3 A/201 V necessary. febtcatlon,handling,shipment end Installation of components. 7.Dates shah assumes adequateeboth drainage is provided. December 8,201 5 B.This design is Banished strafes to me limitations set roan by B.Plate.snap be located an nam faces anmaa,and placed so thele center TPIABTCA in BCS(,copies of which WI be furnished upon request. lines coincide with feint center lines. Trus Software 7.6.fi 1t E 9.Digits indicate sin of plate in inches. MiTek USA,Inc./Com Pu ( )- 10,For basic cennemor plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x9 KDDF #1613TR SPACED 24.0" O.C. 2-3=(-B1) 50 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12,0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 322V -29/ 97H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -4/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -51/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7.50 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 3 -/ MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" '' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, rvl (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, I Truss designed for wind loads in the plane of the truss only. N U) A Mil0 o 00a44 -/ 1 M-3x4 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,4,3 �c6 kAG N E `�/U c� <Z :9782PE JOB NAME : 5019-B POLYGON - SJ2 • ,,,� Scale: 0.7074 v NH WARNINGS: GENERAL NOTES, unless otherwise noted: 7 / /�y�' 1.Builder and median oontncter should be advised of al General Notes 1.This design its based only upon the of parameters parameters shown and is lor and proper individual 11 0 RESON yyN, Truss: SJ2 and Warning.before constmcttoncommences. & (1 .yr 2.9i4 compression web bracing must be installed where shown Incorporation of component Is the responsibility of the building designer. p .{g `C- . 3.Additional temporary bracing to Insure Mobility tlunna wnehuclron 2.Design assumes the lop and bottom chords to be laterally braced el •fiY 5.+� Is the responsibility of the ender.Atltlilbnal permanent basing of S 5.end at 10'o.o.respectively unless braced throughout their length by !/�,",,, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). • PA UL + DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bradng required where shown++ �,1 1+W SEQ. : K1581018 4.No load should be applied to any eemponent untl after all bndng and 4.Installation of trussirs the essponbsibueyhe1 the renon�m�ox'contractor. rat, fasteners are complete and at no time should any loads greater than Design assumes assign loads be applied to any component. and are ler"dry condeior of use. yp !].l/,+�/{ c TRANS ID: LINK B.Design assumes fullbearing al all suppons shown.Shim or wedge It EXPIRES:S. 1 Is7 I(G016 5.CompuTnrs hes no control over and assumes no respnnsINllly ler the necessary. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage la prodded. December ,2015 8.This design is Nrsished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed as their center TPLWTCA In 8151,copies of which will be fumlahed upon request. Anes coincide with Joint center linea 9.Digits indicate aide of plate in inches. MITek USA,Inc.lCompuTrue Software 7.6.6(1L).E 1o.For basic connector plate design values see ESR-1311.ESR-19138(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF 81613TR LOAD DURATION INCREASE = 1.15 1-2=(-76) 53 1-3=(0) 0 BC: 2x4 KDDF lt1&BTR SPACED 24.0" 0.C. • TC LATERAL SUPPORT <= 12"0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -28/ 130V -25/ 68K 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -20/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) o 3'- 11.7" -54/ 95V 0/ OH 1.50" 0.15 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7.50 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked fox net(-5 o g (- psf) uplift at 24 c 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 BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 2 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting 7). system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. rn oI 0 N ko I 0 c I ME:30 3'�� M-3x4 • l l 2-00 1-11-11 (PROVIDE FULL BEARING:Its:1,3,2 Ip P R Qtr 6.64GIN c�fo 4t" 89782PE JOB NAME: 5019-B POLYGON - SJ2X • Scale: 0.7737 , �1�y���'�,� �• la,. WARNINGS: GENERAL NOTES, unless otherwise noted .!l Truss: S J2 X 1.Builder and erection seclude,ehauld be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual "$r OREGON a,`'� and Wamings before construction commences. building component.Applicability of design parameters and proper /5, r 6) 2.h4 compression web bracing mull be Installed where shown e. Meorporelan of component is the responsibility of the building designer. ���/// Y A,+ 2 Design assumes the top and bottom chords to d t laterally bre<ed et ��(** J ��j 3.15 the tee temporary bracing to Insure Hanelstability dosing construction 7 o i end at 10 c.c.respectively unless breed throughout their length by •�' ary` 'V is the&reg structure at the erector.Additional permanent bradrp of continuous&teething such as plywood sheathing(TC)and/or dryvsA(BC). P'J1 LI to DATE: 12/8/2015 the overall structure la the responsibility of the building designer. 3.h Impact bddging or lateral bracing required where Mown a s i`{ 1+. SEQ. : K 15 8 10 2 0 4.Na road should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respectNe contractor. fasteners are complete and at no time should any pads greater than 5.Design assumes hisses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied teeny componentend are for"dry<ondnion of use. 5.CoepuTms has no control over end assumes no responsibility for the B Deign assumes full bearing at all supports Mown.Shim or wedge if EXPIRES: 12/31/2016 m.-, fabrication,handling,shipment end Installation of components. ass '.Design aswmeaadequate nbothlmgelofau.,,provided. December 8,2015 8.This design is furnished cop subject to the will bfalimitations set forth r S.lines shall a en aim on both faces of truaa,and plaid so their canter TPVWfCA in SCSI,copies of which w1A be furnished upon request. Anse colndde with aim-center lines, uTrus Software 1.6.6 1 L E 9.Digits indicate sloe of date in Inches. MITek USA,Inc./Com p ( )' 10.For basic connector plate design values see ESR-1371,ESR-i068(Mack) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" S.C. 2-3=(-120) 73 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -30/ 310V -43/ 136H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -97/ 153V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) - 5'- 11.7" -79/ 143V 0/ OH 1.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 -/ MAX BC PANEL LL DEFL = 0.009" @ 1'- 0.1" Allowed = 0.054" 12 MAX BC PANEL TL DEFL = -0.009" @ 1'- 0.1" Allowed = 0.072" 7.50 ,' MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 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, o Truss designed for wind loads 0 in the plane of the truss only. 0 0 up 0 I la o ►' 4 111.=111 / 0 M-3x4 1 l 1 l 1-00 2-00 3-11-11 !PROVIDE FULL BEARING:Jts:2,4,3 1 C` PR Op/. KreY, 4` 89782PE r JOB NAME : 5019-B POLYGON - SJ3 , Scale: 0.5954 •'"� _..,„„. WARNINGS: GENERAL NOTES, unless otherwise noted Vsyr �j /'yI�' <0. 1.Builder and erection contredor should be advised of ail General Notes 1.This design is based only upon the parameters Mown and le tor en individual rA O1-'1EG OI I [rte �. Truss: SJ3 and Wamkga before construction commences. building component A01001tily of design parameters end proper If 1v i 2.2t4 compression web bracing must be instalbd where alwwn v Incorporotlan of component Is the responsibility of the building designer. ..9 'q R Y..1 b V 3.Additional temporary bracing to Insure stability during osnstrudbn 2 Design assumes the top and bottom choke to be througsterallyhout braced al Is the responsibility of the ender.Addttlonal permanent bradng of Tcoo c.and at/0 o c.rsuch cc sty unions braced Ihroupho/their length by Mlnuous sheathing such as plywood sheaming(TC)and/or drymiN(BC). r /1.1 1 I -\ DATE: 12/8/2015 the overall structure la the respondblity of the bolding designer. S.2<Impact bridging or latent bracing required where shown i+ r{1./1.. SEQ.: K 15 810 2 2 4.No load should be applied to any component until eller a1 bradng and 4.5.DesignInstallation of to sisa regiresponsibility beeyd In rea nontonlNe antra enr. vironment. fasteners an compete and at no time should any loads greeter than seass^me trussestrusre to TRANS I D: LINK design loads be applied to any component. 6.Design assumes MI bearing at all supports Mown.Shim or wedge If 5.CumpuTrue hes no control over and assumes no responsibility for the weary. I., EXPIRES: 12/31/2016 Mbrkation.handling.shipment and Installation of components. 7.Design assumes adequate drainage is prodded. December 8,2015 6.This design N furnished subject to the limitations set forth by 6.Plates shag be located on both feces of Vasa,and placed so their center TPW4TCA In SCSI,wpbs of which wig be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate she of pate In inches. MEek USA,Inc./CompUTrue Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1966(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #163TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-9=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-162) 96 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. CON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" 0/ 251V -58/ 175H 5.50" 0.90 KDDF ( 625) 1'- 9.2" -118/ 299V 0/ OH 5.50" 0.47 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -106/ 192V 0/ OH 1.50" 0.31 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 pet) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 -/ MAX BC PANEL LL DEFL = 0.007" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" 12 �' MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads r,y in the plane of the truss only. N o k �� 1 2 4=. M-3x4 1-00 2-00 5-11-11 (PROVIDE FULL BEARING;Jts:2,4,3 5.? 6'(,9 89782PE JOB NAME : 5019-B POLYGON - SJ4 • Scale: 0.5080 - ,• 111111 ' WARNINGS: GENERAL NOTES, unto..otherwise noted: (yt/'//�jC/ .• `~ Truss: SJ4 1.Builder and erection contractor should be advised of al General Notes 1.The design Is based only upon the parameters shovel and Is for an Indlvdual and Warnings before construction commence.. building component.Applicability of design parameter.and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation or component le the recta.Dlllty of the building designer, 3.Additional temporary bracing to Insure stability during construction 2 Design end aI lS by and bottom chords to be laterally t their at Is the rosponsiblllly of the erector.Additional permanent bracing of T on. et ee so.respectively umeas braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' the overall structure N the respondblllty Wile building designer. 3.2x Impact bridging or lateral bracing required where shown+t r"{l./ DATE: 12/8/2015 SEQ. : K 15 810 2 3 4.No load ehould be applied to any component unll alter all bracing and 4.Installation of truss Is the reeponelbsNty of the respective contractor. fasteners are completegreater than 5.Design assumes trusses are to be used in a non.norrosbe environment, d and at no time should any loads TRANS ID: LINK design loads be applied toany component. and ere for"dry condition"of use. B.Design..same.full bearing at all supports.sown.Shim or wedge 5.CompuTruehaa centrolover eMassumes responslblRylorthe necessary. ° pPo ° EXPIRES: 12!311016. fabrication,handling,shipment and Installation of components. assumes 9.This design isbelshedlathellmletlonasetfonh T.Design beesadedon drainage Is truss,.. December 8,2015 tin subjectby e.In..Plates snag be with (o on rh faces of Imes,end placed eo their center TPIMTCA in SCSI,copies of which MI be furnished upon request. tinea coincide wdh)olm center lines. uTrus Software 7.6.6 1L E 9.Digits Indicate eke of plate in Inches. MITek USA,Inc./Com P ( )• II.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 8'— 5.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&RTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. Design conforms to main windforce—resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"00. SON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PIF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. M-1.5x4 or equal at non—structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 8-01-12 0-03-12 T T T 12 4.00 v M-1.5x3 3 4 —/ 7 I 0 1 5 6 M-3x4 M-1.5x3 l l y 1-00 8-05-08 C A. cjs 4.1' 89782PE• �<' JOB NAME : 5019—B POLYGON — P1 .. ,,_ .nr � ''4010` • • Scale: 0.5764 WARNINGS: GENERAL NOTES, unless°Merwlae noted C/ 1) 1.Raider and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for en Individual ] OREGON Truss: P1 andWarnings before construction commences. building componentApplicability of design parameters and proper / i l 2.2a4 compression web bredng must be Installed where shown«. Incorporation of component is the responsibility of the leu/drop designer .E) (!A e: 3 Additional temporary bracing to Insure stability during construction 2 Design essumea the lop end bottom stroma to be laterally braced at tel •Y J e is me responsibility of the erector.AddRonel permanent bracing of continuous sheathing such epi plywood sheething(TC)and/or dryw.fl BC).. t L � DATE: 12/8/2015 the overall structure Is the responsibility of the balding designer. 3.2s Impact bridging or lateral bracing required where show s .. SEQ. : Ki5 8 10 2 4 4.No load should be applied to any component anti after al bredn9 and 4.Installation of ttrusumes trussesitespo si iilty of tt•espee rte•nil nmant. fasteners are compete and et no time should any beds greater than end gra for"dry usslof tob. TRANS I D: LINK design hada be applied to any component. 8.Design assumes full bearing at el supporta show.Shim or wedge if 5.CempuTrus has no control over and assumes no responsibility ler me essay EXPIRES: 1213112016. fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. December 8,2015 8.This design h furnished subject to the limitations set forth by 8.Plates shall be be located on both faces of buss,and placed their center TPUWICA In SCSI,copies of which will be furnished upon request. Ines coincide with Joint center lines. 9.Digits indicate she of plate in inches. MITek USA,Inc./ConlpuTrus Software 7.6.6(1L}E IN.For basicconnedor plate design values see ENR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-52) 69 3-5=(-264) 182 BC: 2x9 ROOF #16BTR SPACED 29.0" O.C. 2-3=(-109) 89 WEBS: 2x4 KDDF STAND 3-9=( 0) 0 LOADING 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 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 POOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -85/ 491V -36/ 107H 5.50" 0.79 ROOF ( 625) LL = 25 PSF Ground Snow (Pit) 8'- 5.5" -91/ 347V 0/ OH 5.50" 0.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.349" @ 4'- 3.5" Allowed = 0.505" MAX TC PANEL TL DEFL = -0.967" @ 4'- 3.5" Allowed = 0.757" 8-01-12 0-03-12 MAX HORIZ. LL DEFL = 0.001" @ 8'- 1.7" T 1 1 MAX HORIZ. TL DEFL = 0.001" @ 8'- 1.7" 12 4.00 v Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 3 4 -/ Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, X (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. ti 1 I M-3x9 M-1.5x3 1 l y 8-01-12 0-03-12 1-00 8-05-08 PR fict9 �C'INE�cR per 4‘-' :9782PE �<' • JOB NAME : 5019-B POLYGON - P2 ,r -+' Scale: 0.5264 - WARNINGS: GENERAL NOTES, unless otherwise noletl 1.Budder and erection contractor should be advleed or al General Notes 1.This design Is based only upon the parameters shown end Is for en Individual .y "9 OREGON Truss: P2 and Wamings before construction commences. building component Applicability or design parameters and proper a 2� 2.2t4 compression web bradng must be Installed where shown+. incorporation of component b the responsibility of the building designer, =e/ (/A ry G 4' 3.Additional temporary bracing to Insure Ned*during construction 2 Design anume>the top end bottom chorda to be laterally braced et 7 �T('Y ��j Is the responsibility al the erector.Additional permanent leering of o.c.and at 10 o c respectNey unless braced throughout their length by ` DATE: 12/8/2015 the overfill structure is the responsibility f the building designer. continuous Impactsheathing such as plywood requiredsheatldr.re h ve/oltlrywaA(BC). PAUL ' spoil N o p g 3 2x Impact bridging or lateral bracing where shown++ 1.+ SEQ.: Ki5 8 10 2 5 4.No load should be applied to any component until after an bracing and 4.Insledallon of trues is the responslbity of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In.non-corrosive environment. TRANS ID: LINK design beds be applied to any component. and are for"dry condboir at use. .d ) Y�]ry{ 5.CompuTrue hes no contra over and assumes no responsibility ler the 8.Decsteeee assumes tat bearing at all supports shown.Shim or wedge If EXPIRES: 1`2/31/20 1 6 fabrication,handling,shipment and installation of component,. ry. 7.Design s assumes adequate dathtena is truesed. December 8,201 5 6.This design Is furnished subject to the limitations set forth by H.Plates shad be located on tram faces anraaa,and picas so their center TPIP TCA in SCSI,copies of which will be furnished upon request. lines colndde with Joint center lines. N.Digits Indicate size of plate In inches. MTek USA,Ino./COmpuTrus Software 7.6.6(1L)-E 10.For basic eonnector plate design values see EBR-1311,ESR.t988(MITek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property (Drawings not to scale) offsets are indicated. I I Damage or Personal Injury M. Dimensions are in ft-in-sixteenths. I Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orX-bracing,is always required. See SCSI. TOP CHORDS 01 „ 2. Truss bracing must be designed by an engineer.For '/16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _01111 IL\IIPS1011 pbracing should be considered. rpr O3. Never exceed the design loading shown and never Ostack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building or 4 x 2 orientation,locate cr e ce-� CS 6 designer,erection supervisor,property owner and plates 0 'hd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION Southern Pine lumber designations are as follows: 12.Lumber used shall be of the species and size,and 9in all respects,equal to or better than that �� Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. ,....„* 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. ® { number where bearings occur. 17.Install and load vertically unless indicated otherwise. ` Min size shown is for crushing only. EnginMla18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal . 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction,9 9• and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. 1 BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with e Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013