The URL can be used to link to this page

Plans (434) Sr..O n - `)\l __ \,,, , ` ,, t� ,,,, mit MiTek6 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 40-D 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: K2838840 thru K2838884 My license renewal date for the state of Oregon is December 31,2017. icy D PRUFeOs' viGIN c._ /o ° 89200PE Q1-" 4OREGON ik tU ! This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 19-03-08 HIP SETBACK 3-10-08 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x9 KDDF #16BTR 14-03-08 GIRDER SUPPORTING 6-00-00 1- 2=( 0) 80 2- 8=(-278) 1054 8- 3=(-175) 798 BC: 2x6 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-1628) 482 8- 9=(-912) 1425 8- 4=(-533) 233 WEBS: 2x4 KDDF STAND 3- 4=(-1054) 364 9-10=(-412) 1425 9- 4=( -3) 369 LOADING 4- 5=(-1056) 365 10- 6=(-251) 1056 4-10=(-529) 231 TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 5- 6=(-1632) 983 10- 5=(-173) 795 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 10.5" V 6- 7=( 0) 80 TC UNIF LL( 73.9)+DL( 20.6)= 94.0 PLF 3'- 10.5" TO 10'- 5.0" V TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 10'- 5.0" TO 14'- 3.5" V NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 0.0)+DL( 29.4)= 29.4 PLF 0'- 0.0" TO 14'- 3.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 50.0)+DL( 34.0)= 84.0 PLF 0'- 0.0" TO 14'- 3.5" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -449/ 1597V -108/ 108H 5.50" 2.56 KDDF ( 625) TC CONC LL( 92.8)+DL( 26.0)= 118.8 LBS @ 3'- 10.5" 14'- 3.5" -450/ 1600V 0/ OH 5.50" 2.56 KDDF ( 625) OVERHANGS: 12.0" 12.0" TC CONC LL( 92.8)+DL( 26.0)= 118.8 LBS @ 10'- 5.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.023" @ 7'- 1.7" Allowed = 0.669" MAX TL DEFL = -0.040" @ 7'- 1.7" Allowed= 0.892" MAX LL DEFL = -0.002" @ 15'- 3.5" Allowed = 0.100" MAX TL DEFL = -0.003" @ 15'- 3.5" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-10-03 6-07-02 3-10-03 MAX HORIZ. LL DEFL = 0.008" @ 13'- 10.0" 1 ' 1 1 MAX HORIZ. TL DEFL = 0.013" @ 13'- 10.0" 3-10-03 3-03-09 3-05 3-08-12 ,,(y Design conforms to main windforce-resisting 118.80# 17.16.80# 12 system and components and cladding criteria. 12 M-4x6 M-4x6 12.00 V' a 12.00 Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 M-3x8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9 load duration factor=1.6, 40. Truss designed for wind loads -2-1 in the in of the truss only. co m 7 f: /ONI 17 n -Ali u g 9 10 I 1 M-3x4 M-3x4 M-1.5x3 M-3x6 M-3x4 1 1 1 1 1 3-08-12 3-05 3-05 3-08-12 y. 1 1-00 1 14-03-08 1 1-00 1 Gj�� `�� 89200PE JOB NAME : 40-D POLYGON - Al ��..-�' Scale: 0.3785 le Cr WARNINGS: GENERAL NOTES, udew otherwise noted .syOREGON � t I.Builder and erection contractor should be advised of al General Notes I.Thle design is based only upon the parameters shown end B for an individual 7✓ \ Truss: Al and V,4narps before construction commences. building component.Applkebhs �y of design parameters end proper l'. Lo 2.Ze4 compression web bredng mei be installed where shown+. ki incorporation of component I.the rosponstblly of the bWldwp designer. <, / 1 4 3.Additional temporary bracing to Insure stabll69 during construction 2.Designwwmas the lop and bosom chards to be laterally braced al v -r 2/9/2017 T o.c.end at IN o.croh ply unless braced throughout their length by R the responsibility ome erector.Additions Drn•roM bracing oni ee hillg weh as plywoods thsgcRc) drywaAE'R Q IO- DATE:DATE: • 2/9/2 017 the overall structure Is the responlblity of the building designer. 3.2i Impact bridging or lateral bracing required entre Mown SEQ.: KTOG 8 8 4 0 4.No bad should be applied to any component until after all bradng end 4.Installation of truss is the responsibility of the reapeoNe coMrode, fasteners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D• LINK Wallin wads be applied to any component. and aan.ordry"endhlon^ s..supports 2/' /!y(1 5.CarnpuTrus has no control over end wanes no responsibility for the 6.De a assumes Be bean at all w sown.Shim or we If EXPIRES: 1 2L171.!LU' necessary. fabrication,hmdlkg,shipment endlnalaliaeon of components. T.Design assumes adequate drainar is provided. February 10,2017 6.This design is furnished subject to the limitations set forth by 8,plates shag be located on both faces of truss,and placed so their center TPINWTCA in SCSI,copies of which MI be furnished upon request. Inst coincide with)Dint center Imes. 9.Diglls indicate slue of plate in Inches. MITek USA lno./CompuTrus Software 7.6.8(1L)E lo.For bask connector plate design values we ENR-1311,ESR-1968(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-71) 56 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" -44/ 292V -32/ 98H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -80/ 72V 0/ OH 1.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.5" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed= 0.072" f T MAX BC PANEL LL DEFL = 0.003" @ 1'- 9.9" Allowed = 0.148" MAX TC PANEL TL DEFL = 0.009" @ 1'- 4.4" Allowed= 0.220" 12 MAX BC PANEL TL DEFL = -0.002" @ 2'- 0.6" Allowed = 0.197" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=19.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, d, Truss designed for wind loads in the plane of the truss only. I N f+1 /- 0 O 1 Lfl0 0 f11111 �' -/ M-3x4 l ), 1 1-00 3-10-08 (PROVIDE FULL BEARING;Jts:2,3,4 0P R OpFss 89200PE r. JOB NAME : 40-D POLYGON - AJ1 �,4401111,000ew. Scale: 0.6827 In �� WARNINGS: GENERAL NOTES, unless dhandse noted: V OREGON Ire- 1.Builder and erection comrade,Mould be advised of all General Notes 1.This design b based only upon the parameters shown and h for an Indoldual RR CC 4,�V ""(J Truss: AJ1 and wanangs beforeeenatmdlen commences. building component.Applicability of deaynpaametero and proper �} Incorporation of component Is the responsibility f the budd ‹e,) '7 r 1 4 2° 4 2.2x4 compression web brodng mud be Installed where Mown+. o budding designer. j 7 f+ (y 3.AddSlonal temporary bracing to Insure stability during construction 2.Desitin assumes me lap and bottom chords to be laterally brewed et ,�v„S` Is the responsibility of me erecter.Additions]permanent bracing of 2 0 o and at 10 o.0.respectively unless braced throughout their length by a.,,� I 'C) continuous sheathing such as plywood Meathlno(TC)end/or drywall(BC). J\+• Fi DATE: 2/9/2017 the overall Mudure Is the responsibility of the building designer. 3.2x Impact bridging or latera bracing required whare Mown.. SEQ. : K2 8 3 8 8 41 4.No load should be applied to any component until after all brodng end 4.Instalalion of truss is the responaibltiy of IM respective contracto, fasteners are complete and at no time should any bads greater then 5.Design assumes trusses are to be used Ins non-corrosive environment. TRANS I D: LINK design bads be applied to any component, and are for'Ary condition.'of ass. 5.CompuTrus Me no control over and assumes no responsibility for the 8.Design assumes NA bearing alcop supports shown Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and Installation of components. Desnecessign as '.Pesignaswmeladeden othiaie""°"don. February 10,2017 8.This design Is furnished subject to the limitations wet forts by S,Plates shall be bated on both faces of truss and placed w their center TPIM/I'CA In SCSI,copies of Milch will be Nmihed upon request. Anes coincide with Joint anter lines. 0,Digits indicate sire of plate In inches. MiTek USA,Inc./CompuTrua Software 7.6.8(1L)-E to.For basis connector plate design values we ESR-1311,ESR-1088(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x4 KDDF #1aBTR SPACED 24.0" O.C. 2-3=(-111) 97 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" 1.2" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 329V -59/ 156H 5.50" 0.53 KDDF ( 625) 3'- 7.7" 0/ 98V 0/ OH 5.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.5" -85/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -/ MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.010" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.013" MAX TC PANEL LL DEFL = 0.055" @ 2'- 4.6" Allowed = 0.326" 12 MAX TC PANEL TL DEFL = 0.052" @ 2'- 4.6" Allowed = 0.489" 12.00 F27 ' SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.001" @ 3'- 9.8" MAX HORIZ. TL DEFL = -0.001" @ 3'- 9.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 0' Truss designed for wind loads o in the plane of the truss only. sin f 0 I I r� / PErai 4 - O M-3x4 y 1 11 1-00 3-10-08 0-01-03 {', (PROVIDE FULL BEARING;Jts:2,4,3 IO PROP? y 1 89200PE. r JOB NAME : 40-D POLYGON - AJ2 Scale: 0.5931 r WARNINGS: GENERAL NOTES, unless otherwise noted f'S ar O 1 /e, 1.Builder and arodlon contractor should be advised of al General Notes I.This design Is based only upon the parameters shown and is for an Individual V ON Y "(j Truss: AJ2and Wamtngsbefore construction commences. buldingcomponent.Applicabilitefdeepnparameters and proper r 7x4 compression web bracing mer be instated wears.mown o. Incorporation of component la the responsibility of the building deatgr .est. /0 "1 Y' 14 2-O .4 3.Additional temporary bracing to insure stablly Mabe construdbn z Daren sesames me top and Bottom chords to be laterally Witted r RI) '.. 0,.DAW the responsibility of the erector.Additional permanent bracing of continuous sheathingrssuch a plywood r,aemctNely unless mg(TC)and/ohout r drywNA)ir 80) "by ' Fi D10- DATE: TE: 2/9/2017 the overall structure Is the responsibility of the building designer. 3.24 hoped bddging or isteraf bracing required where shunt it s SEQ.: K2838842 4.Ne load atauld be applied to any component until ant,all bracing and 4.InInbintooft�au�...row�tyyef�. �peoddvecenracter. fasteners are complete end at no time should any loads greater than andonment, Designassumes ssumeor"dry condition.'reof use. TRANS I D: LINK design bads be applied to any component, q oras S.Design ssumes full bearing et al supports shown.Shim or wedge if EXPIRES: 12/31/2017 5.Com Trus has no control over end assumes no re roil for the fsbrkation,handling.•hpment and installation of components. 7.necessary.gassumes adequate drainage is provided. February 10,2017 6.This design is furnished witted to the Ibnitetione set forth by .Plates shall locatedbelocated on both feces of truss,and Gaud so Meir center TPVWICA in SCSI,copies of which WA be fumished upon request. Ines coincide 04th Joint center lines. 9.Digits Indicate sin of plat.In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector Gets design values sea ESR-1311,ESR-lass(MITek) This design prepared from computer input by PACIFIC LUMBER-BC I LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE' #165TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-281) 232 3-4=( -67) 32 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -18/ 316V -90/ 223H 5.50" 0.51 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 43V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 9.8" -184/ 244V 0/ OH 1.50" 0.31 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -36/ 50V 0/ OH 1.50" 0.08 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 -/ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100'^ MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.016^ @ 1'- 10.6" Allowed = 0.326" 11.1 MAX TC PANEL TL DEFL = 0.014" @ 1'- 10.6" Allowed = 0.489" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.003" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), load duration factor=1.6, d, Truss designed for wind loads in the plane of the truss only. cM O No -/ 0 1 J. l 1 y '<(' P R 0�e1961 1-00 3-10-08 2-01-03 `g�� (PROVIDE FULL BEARING;Jts:2,5,3,4 I �;,7 e/>�GIIYek. �� _kr �_•. 89200PE tere JOB NAME : 40-D POLYGON - AJ3 ill j/'! .i. 4`r Scale: 0.4688 WARNINGS: GENERAL NOTES, antese otherwlae noted 7 OREGON 4 Truss: AJ3 I.Builder and erection contractor should be advised of al General Note. 1.This design Is based enty upon the parameters shown end Is for an Individual L Il l: end Warnings before construction commence. binding component.Applicability of design parameters end proper �} 2.204 compra Won web bracing must be Installed where shown Incorporation of component is the responsibility o(Sre bulldlnp designer. - �/"y ''7}+'" i A �° 4 3.Additional temporary bracing to Insure stability during construction 2 Design mums ms tap and bottom chortle to be laterally braced at CJ 1`4 Is the responsibility of the motor.Additional permanent bracing of Z o.e.arid al 70 c.c.raapedNaly.ecd braced throughout malt length by Gy Q) DATE: 2/9/2017 the overall rnwhae I.the reeponablity of the building designer. continuous she.ming such.s plywood sh.athbrp(Tc)armor erywal(ec). "7A7`1,01' 3.2c Impact bridging or lateral tuning required where shown•• SEQ.: K2 8 3 8 8 4 3 4.No load should be applied to any component until after an bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumestruasea ere to be used In a noncorrosive environment, TRANS ID: LINK design wads be applied to any component. and are ror drycendnan efuse. 5.CempurrashasnocontroloverandeseumeenoreepombilMwrthe B.Geagnassumes mubearing et.5.aP orteshown.Shim erwedge If EXPIRES: 12L31/2017 febrlcatlon handling shipment and installation of components. 7.Design sassumes adequate drainage Nprodded. February 10,2017 6.This design IS furnished subject to the gmitetlom set fours by 8.Pttee shall be located on both faces of trues,and placed so their center TPBWTCA In SCSI,copies of which nil be Wished upon request. lima coincide with Joint center lines. 9.Dlglts indicate axe of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.8(1 LK 10.For base connector plate design values see ESR-1371,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 O) 80 2-5=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-356) 297 3-4=( -94) 66 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DI. ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -15/ 309V -106/ 257H 5.50" 0.50 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 41V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 9.8" -224/ 291V 0/ OH 1.50" 0.37 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 0.7" -67/ 92V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 2OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.008" @ 2'- 0.1" Allowed= 0.326" 0 MAX TC PANEL TL DEFL = -0.009" @ 2'- 0.1" Allowed= 0.489" (j SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.004" @ 6'- 11.9" MAX HORIZ. TL DEFL = -0.004" @ 6'- 11.9" 12 Design conforms to main windforce-resisting system and components and cladding criteria. 12.00 11,77 Wind: 140 mph, h=22.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 Truss designed for wind loads in the plane of the truss only. c 0 I 2 r M I ��imilimim S M-3x4 � O PROs 1-00 3-10-08 3-02-03 < �c %NE s/- 'PROVIDE FULL BEARING:Jts:2,5,3,4 I /'W l}`f(+��ryry//''��//''��p"�]y r ,,+ E JOB NAME : 40-D POLYGON - AJ4 �' ,,... Scale: 0.4168 1 WARNINGS: GENERAL NOTES, unless otherwise noted TR OREGON �r I.Builder end erection contractor should be advised of NI General Notes t.TN*design h based only upon the parameters shown end is for an Individual ff77G W 1 r(✓ Truss: AJ4 and Warnings beton conNmctbn commences, building component.App1eablNty of design paramebro end proper �} A� : 2.2x4 compression web brad"=muA be installed whore shown a, Incorporation of component le the responsibility of me building designer. s -7 ` 14 20 "�" 3.Additional temporary bracing to Insure Mobility during construction 2.Design sseumss the top end bottom*horde to be laterally braced at CoV �1. ir length by Is me neyontlblIty of the erector.Additional permanent bracing of T oNhealhklg such ss plywood sheathing(TC)nd/orely unless braced throughout rddrywalySC) 416ARI�� DATE: 2/9/2017 the overall emmturo Is the reepana blIy of me building designer. 3.continuouss mpact bridging or bteral bracing regNrod where shown a♦SEQ.: K2 8 3 8 8 9 A 4.No loadene sMuld be ed at any time component until toafter all eradng end 5.Installation ltaaawmtruss Is the es hisses are to be fused In a noncormity of the tabe.vironrmeM, fasteners aro complete end at no time slpuld any bade greater'hen design bads be applied to any component. entl are for"dry condition"of use. TRANS I D: LINK a.Design es 5.CompuTrus Ms no control over and Noumea no responsibility for tassumes NA bearing et all supports shown.Shim or wedge If EXPIRES: 12/31!2017 fabrication,handling,shipment end InNslbson of components. 7.Design assumes adequate drainage Is provided. 5.Ibis design I.furnished subject lothe limitations set forth by B.Plebs Meg be located on both tense otto..,end p1.004 so their oenter February 10,2017 TPIMRCA In SCSI.orioles of which will be Nmished upon request. Ines coindde with joint center line. 9.Digits Innate aim of pleb In Inches. MITek USA,Ino./CompuTrus Software 7.6.8(1L)-E 10.For bask connector plate design values see EBR•1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 61&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-9=(0) 0 BC: 2x4 KDDF 916BTR SPACED 24.0" O.C. 2-3=(-68) 51 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" -61/ 302V -32/ 98H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -39/ 29V 0/ OH 5.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -33/ 96V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" f ,r MAX TC PANEL LL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.197" MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.220" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 12.00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" -, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, /1111. 11 (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. c0 oq rn A- Oul OfO l l y 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,9,3 ' 0 ROpe 4,01/4 ca- GiN di - 8920OPE �r JOB NAME : 40-D POLYGON - ASJ1 • rrIr . Scale: 0.6827 • WARNIN I.Builder GENERALThis design NOTES, uNeupon thepanst parameters OREGON V.. Truss: ASJ1 BUAtler antl eroctlon a atru r should be advised of el General Notes This oras gn Is based pp upon the peremelen a ter and a for an individual 7/� and Warnings NOM construction commences, building component.AppAabllity of design Ammeters end proper �} 2.2a4 compression web bradng must be Installed where shown.. incorporation of component Is the responsibility of me building designer. I� "A�' 2 Q �.�y,. 3.Additional temporary bracing to Insure stability during constmcdon 2.Oastgn assumes the top and bottom chords to be laterally braced al 14 b Is the reeponsINEy of me erector.Additional permanent bracing of 2'o.c and et10 o.c respsaNely unless braced Throughout Amb length by 2/9/2 017 the overall structure a the responsibility designer. 3.2k broadbridgingiorr lateral brodnq required where Mown•aryweA(BC) "./ .C"]RIO- DATE: . eponseAnr of the building sea nor. A'I,SEQ. : K2 8 3 8 8 4 6 4.No load should ba applied to any component until after all bracing and 4.Installation climes Is the responsibility of the reepectNe eontraoor. fasteners are complete and at no time should any loads greater than 5.Design a es trusses are to c b.used in a nonorroeN.environment, TRANS ID: LINK design Nada be applied to any component. anaerola aryandbon^arae. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design aseumes NA bearing at al suppeds shown.Shim or wedge II EXPIRES. 12/31/2017 febdcation,handling,shipment and installation el oomponene. ry' 7.Desiassumes equate draNage is 6.The design Is lumlehed subject to the limitations set forth by 6.Pta es shall be healed en both faces of ttnuo.,ed.and paced to their center February 10,2017 TPIMOCA In SCSI,copes of which oIl be furnished upon request. Anes coincide with joint center lines. MITek USA,Inc./CompuTru6 Software 7.6.8(1L)-E 9,Digits indicate Na of pate In inches. 10.For bask connector plate design values see ESR-1311,ESR4868(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 22-00-00 GIRDER SUPPORTING 6-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 10-11=(-198) 1044 2-10=( -174) 187 7-14=(-1868) 257 BC: 2x6 KDDF #18BTR 2- 3=( -47) 123 11-12=(-203) 1542 10- 3=(-1868) 257 14- 8=( -174) 187 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1705) 378 12-13=(-203) 1542 3-11=( -45) 259 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1171) 303 13-14=( -98) 1044 11- 4=( -181) 901 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6=(-1171) 303 11- 5=( -587) 131 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 50.0)+DL( 54.0)= 104.0 PLF 0'- 0.0" TO 22'- 0.0" V 6- 7=(-1705) 378 12- 5=( -37) 505 7- 8=( -47) 123 5-13=( -587) 131 _____________________=______________ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8- 9=( 0) BO 6-13=( -181) 901 NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 13- 7=( -45) 259 ALL FLAT TOP CHORD AREAS NOT SHEATHED _ ______ _ _________ ____-----_ __ BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" 0'- 0.0" -367/ 1962V -201/ 201H 5.50" 3.14 KDDF ( 625) 22'- 0.0" -367/ 1962V 0/ OH 5.50" 3.14 KDDF ( 625) 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 DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.041" @ 11'- 0.0" Allowed = 1.054" MAX TL DEFL = -0.071" @ 11'- 0.0" Allowed = 1.406" MAX LL DEFL = -0.001" @ 23'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.013" @ 21'- 8.5" 5-11-11 10-00-10 5-11-11 MAX HORIZ. TL DEFL = 0.022" @ 21'- 8.5" 2-09-14 3-01-13 5-00-05 5-00-05 3-01-13 2-09-14 Design conforms to main windforce-resisting T 1 I f ,r I f system and components and cladding criteria. 12 M-4x6 12.00 M-3x8 lz.00 12 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, pp End vertical(s) are exposed to wind, �� T,, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x9 IllprA11110 M-1.5x3 :4-1.5x3 2 ref L O O O. �l I el ,� f 11 12 13 ...lq ri 10' M-3x5 M-3x8 0.25" M-3x8 M-3x5 --- .1, l l l 1 y71 OPtc' 5-08-08 5-03-08 5-03-08 5-08-08 y y �� c.NG'INE' 9 /� .. 4. i-oo 22-00 1-00 89200PE. v JOB NAME : 4 0-D POLYGON - B1 !!r Scale: 0.2425 ,-Wag WARNINGS: GENERAL NOTES, anlesotherwlwnoted ! OREGON 4(/ 1.Builder and arodbn contractor should be advised of al General Notes I.This design h bawd only upon the parameters storm end is for an Individual �s �r Truss: B 1 and Warnings before construction commences. building component Applkeblley of design parameter*and proper ,�C� (}� 2.2x4 compresioe web bredng must be installed where shown a. incorporation of component Ie the responsibility of the bmddBg destgner. /'0 •}' 14 2.y a," 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top end bottom Hartle to be laterally braced st {��" b the responsibility f Me erector.Additional permanent bracing of 2'o c and at id o c.respectively unless brsntl throughout their lengm by ><"'li IR..'�� e) H o continuous sheathing such as plywood sheething(TC)and/or drywall(BC). /I�y DATE: 2/9/2017 the overall structure is the rstponeib98y of the building designer. 3.Dr Impact bilging or lateral bracing requked More Women...- SEQ.: «SEQ.: K2 8 3 8 8 4 7 4.No toad should be applied to any component until after ail bracing and 4.Installation of lona Is the res oneibalty of the respedie eomredor. fasteners are complete and at no Hine should any loads greeter than 5.Deign assumes tenses ere to be used Ina noncorrosive environment, TRANS I D: LINK design loads be spoiled to any component. and an asswmscondben sf use.supports CV t�///�� 2 5.CompuTrue Ms no control over and assumes no reeponeibley for the 8.necessary, fug bead r 51 ca rte stwwn.Shim of wedge If EXPIRES:-. fr,1/2017 hbsce sig.his furnished sment b).Hta the tellation trrteaens components. y.Peal.nshall h Coated eneorsmace is provided. tl. February 10,2017 B.This design Is fumisMd subJed to the limitations set forth by 8.Pietas strait be located on both rases of Inns,and pieced w their comer TPW/TCA in SCSI.copies of which MA be furnished upon request. 9 Ins.oinndddDigits ,54th(o Jbee of oint e �s. MITek USA,Inc.ICompuTrUS Software 7.6.8(1L)E i1.For baste connector plate design values see ESR-7311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 10-11=(-96) 677 2-10=(-186) 208 13- 8=(-186) 208 BC: 204 KDDF #18BTR SPACED 24.0" O.C. 2- 3=( -63) 159 11-12=(-71) 629 10- 3=(-985) 192 WEBS: 2x9 KDDF STAND 3- 4=(-834) 324 12-13=(-96) 563 3-11=(-180) 207 LOADING 4- 5=(-527) 293 11- 9=(-131) 390 TC LATERAL SUPPORT G= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-527) 293 11- 5=(-167) 91 BC LATERAL SUPPORT <= 12"OC. UON. OL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-834) 324 5-12=(-167) 91 TOTAL LOAD = 92.0 PSF 7- 8=( -63) 159 6-12=(-131) 390 --' - - 8- 9=( 0) 80 12- 7=(-180) 207 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 7-13=(-985) 192 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -155/ 1038V -255/ 255H 5.50" 1.66 RIDE' ( 625) 22'- 0.0" -155/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) IC OND. 2: Design checked for net(-5 psf) uplift at 24 "00 spacing. 7-11-11 6-00-10 7-11-11 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 ,f MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 3-09-14 4-01-13 3-00-05 3-00-05 4-01-13 3-09-14 MAX LL DEFL = -0.020" @ 11'- 0.0" Allowed = 1.054" 1' '1' f 1' 1' f 1' MAX TL DEFL = -0.033" @ 11'- 0.0" Allowed = 1.906" 12 12 MAX LL DEFL = -0.001" @ 23'- 0.0" Allowed = 0.100" M-4x6 M-4x6 MAX TL DEFL = -0.002" @ 23'- 0.0" Allowed= 0.133" 12.00 F M-3x4 N 12.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS �C1. 1�. MAX HORIZ. LL DEFL = 0.011" @ 21'- 8.5" MAX HORIZ. TL DEFL = 0.017" @ 21'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=23ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x9 M-3x9 End vertical(s) are exposed to wind, Truss designed for wind loads �� in the plane of the truss only. /AIIIL M-1.5x3 M-1.5x3 F 2 \\4 o y� I M o NN'-'I 10- 11+ 12J T13 M-3x4 M-3x8 M-3x5(S) M-3x8 M-3x9 l l l l 7-08-08 6-07 7-08-08 1 l 10-00 l 12-00 y )' �Co taG`E 0.0 �� 1-00 22-00 1-00 tu*' y 89200PE r° JOB NAME : 40-D POLYGON - B2 Scale: 0.2550 .• . WARNINGS: GENERAL NOTES, unless '9 OREGON C;/. 1Balder and erection contractor should be advised or al General Notes 1.This design Is based only upon the parameters shown and N for an Individual ' Truss: B2 and Wamings before construction commences. building component.Applicability of dodge parameters end proper L . �� 2.2a4 compresston web bradng must be bstelbd where shown 0, Incorporation of component Is the roepondbAXy of the building designer. �,rCt 'Al Y 14. 3.Additional temporary bracing to Insure stability during construction 2.Design sesames me lop end bottom dross b be laterally bread et �l is the responsibility of the erector.Addmonal permanent bracing of 2'continuous and et ea10'hino.csuch as sty unties bracetl(TC)and/ut or length by C'R A I L� 2 Impact sheathing eaeh as re ind:I ing(TC)and/or tlrywal(BC). bl�y DATE: 2/9/2017 me overall structure Is the respondbpnv Orme iodising designer. 3.za Impact bridging or nerd bradng regwred Were mown,. SEQ. : K2 8 3 8 8 4 8 4.No load should be applied to any component until aver all brining and 4.kretalation of truss is the respondblity Who reapedte contractor. Patents are complete and at no time should any bade greater than 5.Deaton aeeumes trusses are to be used In a non-corroetoe environment, design bads be applied to any component. end are for"dry condition"of uee. TRANS ID: LINK 8.Design uaumesPGbearing atagsupporteshown.Shim orwedgeit EXPIRES: 12/31/2017 MUMS 5.CompuTnn has no control over and no responsibility for the ry bbnoattn.handling,shipment and installation of components. 7.o.dwgnaeeumeeadequatedrainagelaprodded. February 10,2017 S.This design Is furnished cabled tome Imitations set forth by B.Plates shag be located on both faces of truss,end placed so their center TPWVICA In SCSI,codes dant,ail be Nmlahed upon request. Ines coindde vdlh Joint canter Inca. MiTek USA Inc./Com uTrus Software 7.6.8 1L E 9.Opts indicate sire of pleb m Inches. P ( )- 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H10BTR LOAD DURATION INCREASE = 1.15 1- 2-) 0) 80 12-13=(-121) 684 2-12=(-186) 208 BC: 2x4 KDDF 91sBTR SPACED 24.0" O.C. 2- 3=( -63) 159 13-14=( -71) 628 12- 3=(-985) 283 WEBS: 2x4 KDDF STAND 3- 4=(-834) 404 14-15=(-130) 563 3-13=(-164) 168 LOADING 4- 5=( 0) 0 13- 4=(-151) 351 TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-533) 343 13- 6=(-179) 124 BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-533) 343 6-14=(-179) 124 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8-14=(-151) 350 -- 8- 9=(-834) 404 14- 9=(-164) 168 NOTE: 204 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -63) 159 9-15=(-985) 283 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 80 15-10=1-186) 208 ---- BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 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" -229/ 1038V -258/ 258H 5.50" 1.66 KDDF ( 625) 9-11-11 2-00-10 9-11-11 ` 22'- 0.0" -229/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) 1 i' ' I 3-09-14 T 4-00-06 �2-01-07 L 11001f 4-00-06 f 3-09-14 f Lorin 2. Design rherked ffornett-5 pari ccl ft et 24 'rote sport's-1gI f 1-00-05 42- 01-07 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" f 8-00 8-00 T , 4 MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL= -0.020" @ 11'- 0.0" Allowed= 1.054" 12 12 MAX TL DEFL= -0.033" @ 11'- 0.0" Allowed= 1.406" MAX LL DEFL= -0.001" @ 23'- 0.0" Allowed = 0.100" 12.0012.00 MAX TL DEFL= -0.002" @ 23'- 0.0" Allowed = 0.133" 17 M-9x6 SEASONED LUMBER IN DRY SERVICE CONDITIONS M-4x6 M-3x4 MAX HORIZ. LL DEFL = 0.011" @ 21'- 8.5" 4- 4 MAX HORIZ. TL DEFL = 0.017" @ 21'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x4 M-3x4 End vertical(s) are exposed to wind, Truss designed for wind loads 0. in the plane of the truss only. 44\ M-1.5x3 _ M-1.5x3 I I M I A- 12 T 13 19 15 .i M-3x4 M-3x8 M-3x5(S) M-3x8 M-3x4 y 7-08-08 1 6-07 1 7-08-08 l ��` �p aF4;9A1 1 10-00 y 12-00 l rls. - ci 'vep9 NJ y l y y 4.1 Q 89200PE 1-00 22-00 1-00 JOB NAME : 40-D POLYGON - B3 -11iii► --. . Scale: 04- 0.2300 OREGON tn �4i WARNINGS, GENERAL NOTES, ode..olhervdss sled OREGON 'K+( 1.Bolder end erection contractor should be advised of al General Notes 1.This deeIgn is based component.onlyupon theparameters ealmn parameters and a for mdviduel .16 "7� 14. ,z0 �"�"` Truss: B3 .ed Warnings before constmalon commences. e V 2.204 compression web bredng must be hastened where shown v. mwrporetlon of component Si the rosponstblly of the builBNg designer. 3.Additional temporary bracing to Insure.aWity during canatmdbn 2.Design assumes the lap and bottom chorda is be lafarely braced et ['>t A 1 t �, le the responebity of the erector.Addeonel permanent bracing of continuous sheathing such es plywood sheathingely uniees braced(TC)�hout r ddrywallB hek length(. R 1 M DATE: 2/10/2017 the overall structure N the responstblIty of the building designer. 3.Te Inspect bridging or Nteral brednm required where shown•• 114E' S} K2 8 3 8 8 4 9 4.No load should be applied to any component until after allbradnm and 4.InsNMllon of tops N the responsibility of the respedloo contractor.Q'' fasteners are complete and at no time ehould any loads greater than 5.Design assumes trusses are robe used In a non-corrosive environment. EXPIRES: 12/31/2017 design loads be applied to any component. and are for*dry condition"of use. TRANS I D: LINK 8.Design assumes NI bearing at ad supports shown.Shim or wedge if 5.FAmpuTm.heaeeantroloverarde.sumesnoresponsibilityforthe ..,ry. February 10,2017 fabrication.handling,ehlpment and Installation of components. 7.Deelgn eaeumes adequate drainage N provided. 8.This design is furnished aubjed to the limitation set forth by 8.Plates shell be located on both face.of truss,end placed so their center TPVWTCA In SCSI.copies of which nil be furnished upon request. lea eolndde with joint center Ines. Cr.Digits Indicate.las of Nate in inches. MITek USA,Inc./CompuTrus Software 7.6.8(IL(-E II.For basic connector pleas design values no.ESR-1371,ESR-1088(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 36 2- 8=(-1367) 9587 8- 3=( -109) 763 2x6 KDDF #14BTR T2 BC: 2x6 KDDF #16(3TR 2- 3=(-9867) 1484 8- 9=(-2227) 6505 8- 4=(-1989) 891 LOADING 3- 4=1-4587) 1926 9-10=(-2227) 6505 9- 4=1 0) 318 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 9- 5=(-4587) 1426 10- 6=(-1367) 4587 9-10=(-1989) 891 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-9867) 1984 10- 5=1 -109) 763 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 16'- 0.0" V 6- 7=( 0) 36 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 16'- 0.0" TO 22'- 0.0" V BC UNIF LL( 0.0)+DL( 40.0)= 90.0 PLF 0'- 0.0" TO 22'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 24"OC SON. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 16'- 0.0" 0'- 0.0" -499/ 1898V -29/ 29H 5.50" 3.04 KDDF ( 625) -- 22'- 0.0" -499/ 1898V 0/ OH 5.50" 3.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 12.0" 12.0" REQUIREMENTS OF SBC 2015 AND IRC 2015 NOT BEING MET. OND. 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 DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = -0.307" @ 11'- 0.0" Allowed = 1.059" MAX TL DEFL = -0.509" @ 11'- 0.0" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 23'- 0.0" Allowed - 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.058" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.096" @ 21'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, 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 5-11-11 10-00-10 5-11-11 in the plane of the truss only. T T 1' 1' 5-11-11 5-00-05 5-00-05 5-11-11 f 4320# T 4320# f 12 4.00 G,"' 12 -"Z:14.00 M-4x12 M-4x12 M-4x10 9 t� T2 MINN Lo 2 - N .II IIICIIMMIll'i± 6 u mo 10001111_1111111111116":1"° > )_ 8 _9_ M►~� 7 io o M-3x10 M-3x8 0.25" M-3x8 M-3x10 0 M18HS-7x14(5) ) 5-03-12 > 5-08-04 l 5-08-04 y 5-03-12 y t(E� �ROPE Y 1-00 22-00 y1-00 l \�4:0 C{NEsi) g, , tr, 89200PE JOB NAME: 40-D POLYGON - Cl �' ,�/.�r�. Scale: 0.3050 {�' �� /' WARNINGS: GENERAL NOTES, unless otherwise noted �+' V,. Truss: Cl t.eawrorand.reawnwMrectar.nadabe.tivlwaoralGewreiNath This a.algnlebased only upon m.paremeter.shown and lerorenwdWtlwlN91 A pj , f3REGON 4 end Warnings before construction commences. building component.Applicability of design perimeters and proper v 2.2x4 compression web brodng must be Installed where shaven+. incorporation of component Is the rospenswlfty of me building designer. +' Y 4 3.Additional temporary bracing to Insure stability during construction 2 Destgn assumes the top and bosom chords to be lelereny broad at G (y Is Sr.responsibility of the erector.Additional permanent bracing of T o.c and=170 o.e.roapectNey unix braced throughout their length by `- DATE: 2/9/2017 the overall structure n me recontinuous sheathing such as plywood sheathing/7C)end/or drywal(BC). •L'] j 1 _ responsibility of the building designer. 3.2x Impact bridging or leterel bracing required where shown Co !"I 1 .. SEQ.: K2 8 3 8 8 5 2 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respedNe contractor. fasteners era complete and at no Sm.should any roads greeter then 6,Design assumes tro=ves are to be used m a nonworro.Ne environment, TRANS I D: LINK design wads be applied to any component. and are for dry wnamon^of use. 8.CornpaTrus has no control over and assumes no responsibility forme 6.Design aswmas fib beedng et e1 supporta shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication.handling,shipment and installation of components. 7.Design ssumee adequate drainage is provided. February 10,2017 6.This deign is furnished subject to the limitations set corm by B.Pietse anal be anted en both faces of trues,and placed w moo-center TPNYTCA w BCSI,copies of ankh WI bs/wished upon request. Ones coincide vdih Joint center lines. MiTek US nc. om uTrus Software 7.6.8 1L E B.Digits indicate sze of para m Indies. '�I /Cp ( F to.For beets connector plate design values we ESR•1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-10=(-476) 1883 3-10=(-115) 158 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2055) 553 10-11=(-434) 1947 10- 4=( -25) 323 WEBS: 2x4 KDDF STAND 3- 4=(-1885) 447 11- 8=(-498) 1883 10- 5=(-229) 147 LOADING 4- 5=(-1756) 445 5-11=(-229) 147 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1756) 445 6-11=( -25) 323 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1885) 447 11- 7=(-115) 158 TOTAL LOAD = 42.0 PSF 7- 8=(-2055) 553 8- 9=( 0) 36 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED _________------- --------- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" 0'- 0.0" -115/ 103BV -34/ 34H 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 22'- 0.0" -115/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = -0.098" @ 11'- 0.0" Allowed= 1.054" MAX TL DEFL = -0.162" @ 11'- 0.0" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.031" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.051" @ 21'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-11-11 6-00-10 7-11-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dii), 1' 1' 1' load duration factor=l.6, 4-00-08 3-11-03 3-00-05 3-05-04 3-06-04 4-00-08 Truss designed for wind loads f .1 1' ' I ' f in the plane of the truss only. 12 12 4.00 " M-4x6 M-4x6 a 4.00 M-3x4 5 M-1.5x3 M-1.5x3 Lk trn r4 1 _.'iia % 9 p 2 _ 10 11 I I M-3x4 M-3x8 M-3x5(S) M-3x8 M-3x4 ca y y J' 7-05 7-02 7-05 1 10-00 l 12-00 1 y �S,<(., IN��s51 11-00 Y 22-00 1-00 � fS' jS� ,,,_41.../ ` 89200PE c' JOB NAME : 40-D POLYGON - C2 " "''• Scale: 0.2800 :!' -a�„A : irk tr WARNINGS: GENERAL NOTES, unless othervdse noted OREGON REGON I.Builder and erection contractor should be advised of all General Notes 1.This design A based only upon the parameters mown and is for an Inivldual 7l44. `Y Truss: C2 and Warnings before eonetmdmn commences building component.Appicebilfy of design paremeten and proper 11 2.204 con pression web bredng mut be Installed Where shown*, incorporation of component b the respensibAgy of the building designer. , -714 p 2.Design assumes the top and bottom chorda to be latera braced at ,o. 3.Addidaal temporary bracing to Insure Madly during construction 2'gets and at 10 gets respectively unless braced throughout their length byj� Is the responsibility of the credo,.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/ot drywab(BC). .: ' 11..1 ". DATE: 2/9/2017 the overly Wudu,e Is the responsibility of the bulling designer. 3.20 Impact bridging or Wterel bracing required where mown*+ SEQ.: K2 8 3 8 8 5 3 4.No bad should be applied to any component until after all bracing end 4.Intafatlan of truss Is the responsibility of the respective contractor. fasteners Sr.complete and at no fins should any loads greater then 5.Design assumes trusses are to be used in a non-corroata environment, TRANS I D: LINK design loads be applied m any component. sedan ultimoo condition.' use. pa" B.CompuTrue has nocontrol over and..assn..noresponsibiliyfor the B.Dew sNAbaa t Aau rte mows.Shimerwwe If EXPIRES:. 12/31.1201 sssry. fabrication.handling,shipment and lntalletlenalcomponents. 7.Design aaaumeaadequate drainage Isprodded. February 10,2017 S.This design Is furnished subject m the Irrigations set forth by 8.Plates shall be bated on both faces of truss,and placed so their anter TPINYTCA kt SCSI,capias of witch will be(welshed upon request. Ines coincide with joint center tins. 9.Digits Indices etre of plate M Inches. Weir USA(nc./CompuTrus Software 7.6.8(1L)-E 10.For bate connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF R16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-12=(-635) 1883 3-12=(-115) 151 BC: 2x4 KDDF µ16BTR SPACED 24.0" O.C. 2- 3=(-2055) 734 12-13=(-722) 1947 12- 4=( -56) 323 WEBS: 2x4 KDDF STAND 3- 4=(-1885) 668 13-10=(-665) 1883 12- 6=(-229) 225 LOADING 4- 5=( 0) 0 6-13=(-229) 225 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD= 32.0 PSI' 4- 6=(-1756) 652 8-13=( -56) 323 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 8=(-1756) 652 13- 9=(-115) 151 TOTAL LOAD= 42.0 PSF 7- 8=( 0) 0 ____ ____________ - 8- 9=(-1885) 668 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (pg) 9-10=(-2055) 733 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 36 ----- - - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -171/ 1038V -34/ 34H 5.50" 1.66 KDDF ( 625) 22'-10.0" -171/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) {'ONn 2. Design rherked for net(-5 nsfl uplift at 24 'nc spacing VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = -0.058" @ 11'- 0.0" Allowed= 1.054" MAX TL DEFL = -0.162" @ 11'- 0.0" Allowed= 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed= 0.100" MAX TL DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.031" @ 21'- 6.5" 9-11-11 2-00-10 9-11-11 MAX HORIZ. TL DEFL = 0.051" @ 21'- 6.5" 4-00-08 3-06-04 ,, 2-04-15 1-00-0 4, 2-04-15 3-06-04 4-00-08 Design conforms to main windforce-resisting 'f system and components and cladding criteria. 1-00-05 Wind) 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8-00 8-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1' 1' 1' '( load duration factor=1.6, 12 Truss designed for wind loads 12 in thelane of the truss only. 4.00 7 d 4.00 P M-4x6 M-4x6 M-3x4 M-1.5x3 M-1.5x3 o n 2 12 13 10 0 I M- 3x4 M-3x8 M-3x5(S) M-3x8 M-3x4 0 J• 7-05 y 7-02 y 7-05 �R 0 ProOpe y 10-00 y 12-00 y \�j �CIN +V�/el, l y l y <cr 1-00 22-00 1-00 ,.'. - JOB NAME : 40-D POLYGON - C3 �Ca ' Scale: 0.2675 7L OREGON ,. WARNINGS: GENERAL NOTES, unten dMnvhe afed: OREGON'Y +[,� Truss: C 3 1.Builder end erection antredar should be advised of all General Notes 1.This design is band only upon the parameters shown end h for en individual ¢y c fl � and Warnings before construction commends. building component.Applicability of design parameters end proper f+ 2.2s4 compression web bndng moat M Installed where shown+. incorporation of component la the remonstety of the building designer. s.v 3.Addllbnsl temporary bracing to Insure stability during construction 2.Dedgn assumes the lap end bottom Chants to M laterally braced et }�, ` is the roeponstbpty of the erector.Additional permanent bracing of 2 o.c.and et fly o.c.re,oh cc ply unless braced throughout Meir length by 'mow 1..� DATE: 2/10/2017 the overall structure is the reeponslbp of buildingdesigner. 9,Impact ridging or such es edng requiredprywooe a where c ownandftlryweA(BC). ray n 4.to Imped bodging rr t e responsibility e bndng ofthe where shown•+ SEQ.: K2838854 4.NofondshredMapp aned d at component antis after gbndngand 4.Design lonofbusslaint are to useofintroepedNscoMviron y ryryCC[+ fasteners aro ampbb ane et no nitro should any beds greater man 5.Dedgn ssaumee bursae Cr.Is be and In a anconoaNe environment, EXPI RES. 12/31/2017 . design bade be applied any M, and aro for"dry andilbn"olun. TRANS ID: LINK a woe yamparo 5.GompuTrua Ma no control over and assumes no rospansiblily for the B.Design assumes Ng bearing el ail supports shown.Shim or wedge If fabrication.hendiing.shipment end Installation of components. a8n ce February 10,2017 6.This design Is furnished aubfed to the limitations sal font B.Pete.assumes adequate drainage e b provided. gby S.Plea canape,enn eMthhcas of toles,end plead so their rimer TPNNyfCA In RCM,wpbs of which we be furnished upon request. sines alndtle with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6, 1 L}E 9.Digits indicate Ace of Mete In Inches. 8( 10.For basic connector piste design mluee ria ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2- 8=(-385) 1863 3- 8=(-352) 214 BC: 2x4 KDDF #1sBTR SPACED 24.0" O.C. 2- 3=(-2033) 462 8- 9=(-200) 1249 8- 4=( -93) 563 WEBS: 2x4 KDDF STAND 3- 4=(-1782) 395 9- 6=(-404) 1863 4- 9=( -92) 563 LOADING 4- 5=(-1782) 395 9- 5=(-352) 214 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2033) 462 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 36 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -117/ 1038V -48/ 48H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 22'- 0.0" -117/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.083" @ 14'- 4.7" Allowed = 1.054" MAX TL DEFL = -0.139" @ 14'- 4.7" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.027" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.045" @ 21'- 6.5" Design conforms to main windforce-resisting 11-00 11-00 system and components and cladding criteria. 1 1' 1' Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-10-14 5-01-02 5-01-02 5-10-14 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f f ,( f I load duration factor=l.6, 12 12 Truss designed for wind loads 4.00 17. M-4x6 d 4.00 in the plane of the truss only. 4.0" 4 if'-+( M-1.5x3 AILINHIN000. M-1.5x3 3 N to r) 1 _. MM '• R_ 7 I 0 2 8 8 9 6 I o M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 . ,1 l ), 7-07-04 6-09-08 7-07-04 1� PR p y 12-00 y 10-00 y a( .C1/4 (�F?sS e��``` t1NE l ogy zz oa y1-00 Co�`, F, �, 0,,0. 89200PE r . JOB NAME : 40-D POLYGON - C4 Scale: 0.2800 MP CC WARNINGS: GENERAL NOTES, unless otherwise noted. QL7 C/'�("� /s. 1.Bulder and erection contractor should be advised deg General Notes 1.This design a bawd only upon the parameters dhow,and is for an IndNWuel ffll LG twv �{'",{✓ Truss: C 4 and Warning•before construction commences. building component.Anna ibri ly of design parameters and proper L ,9 211 �4A 2.2.4 impression web bracing must be Installed where slow,«. Incorporation of component N the roaponelbaty of the bundling designer. �/"L �7 V 3.Additional temporary bracing b Insure dablllty dudng construction 2.Design assumes the top and bottom chords to be laterally bread al u hout their length by a the responsibility of the aredor.Additional permanent bradng of 7 ntlra s sheathing such as plywood sheething(TOely unities braced )end/or drywal litC 1Fw�{s `.- DATE: 2/9/2017 th.overall•budure Is the responsibility of me building designer. 3.D Imped bridging or lateral bracing required where show,«« "' SEQ.: K2 8 3 8 8 5 5 4.No load should be applied to any component until after all bradng and 4.U.tl lat inn ofn ms kussw.responsibe bility l the r enpectde coe n adarrinent, fasteners are complete and at no tine should any loads greater than and ars tel"dry husaes of use. TRANS I D: LINK design beds be applied to any component. 6.Design assume.Vol bearing et al supports.Fawn.Shim or wedge If EXPJ RES" 12/31/2017 6.Convents has no control over anddmums mes no responsibility for the necessabrcation,handling,shipment and Installation of components. 7.Designassam..adequate drainage is provided. February 10,2017 8.This design Is furnished subject to the limitations sat forth by 8.Plates shag belocatedtru on both feces of ss,and placed so their center TPI WTCA In SCSI.epee of whish nil be furnished upon request. Ines coincide vAth joint anter lines 9.81915 Indlcea 55.of plate In Inches. MITek USA Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector pate design vales•eee ESR-1311.ESR-1986(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF 016BTR LOAD DURATION INCREASE = 1.15 1-2=( _ BC: 2x9 KDDF 816BTR SPACED 29.0" O.C. 2-3=(-30) 30 2-9-(0) 0 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 NORZ 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 PIP 0'- 0.0" -55/ 297V 0/ 28H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -89/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 6'- 0.0" 0/ 98V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2015 AND IRC 2015 NOT BEING MET. 'OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LLL/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX TC PANEL LL DEFL = 0.001" @ 1'- 0.0" Allowed = 0.072" MAX TC PANEL TL DEFL = -0.002" @ 1'- 1.5" Allowed = 0.109" T 1' MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.236" MAX BC PANEL TL DEFL = -0.013" @ 3'- 3.8" Allowed = 0.315" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4.00 D MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 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=15ft, 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 3 in the plane of the truss only. tu N M O 1 _ 0 >.<,...,4 -/ M-3x9 l , 1-00 'PROVIDE FULL BEARING;Jts:2,3,9' 6-00 • �cc, PR OF�Css � �L�N�J �y N��61 , 89200PE: fir" JOB NAME : 40-D POLYGON - CJ1 ,,/ • Scale: 0.7158 'An /(y�..,.,,.. WARNINGS: GENERAL NOTES, unless other/dm noted l "A,7a'A-,. Truss: CJ1 1.Builder and erection contractor shade be advised of al General Notes 1.This design B based only upon Me parameters shown and is for an Individual pt OREGON Y and Warnings before conabuction commences, building component.Applicability of d=eign parameters and proper y(^.+' N 2.204 comprossian web bracing mule be totalled 55.,.shown.. Incorporation of component is me responsibility of the building designer. /O .41'.. l 4 ry 4 3.Additional temporary bracing to insure stability during conetnlctIen 2 Design aarmr the tap end bottom Mone to be IaisrNly Mood at 1 f.� b the reeponelbipy of the eredor.Additional permanent brat T nate and at 10 sate rsash as unless braced throughout their length by a"„ RIO- O-DATDATE: E: 2/9/2017 the overall Mna:hes is the n et continuous sheathing such as plywood chest W g(TC)and/or drywal(BC), 'f4.PI responsibility of the bottling designer, 3.In Impact bridging or lateral bracing required where shovel.. SEQ.: K2 8 3 8 8 5 6 4.No bad Mould be applied to any component until after all bracing and 4.Installation of trans is the responsibility of the respective contrador, famenen are complete and at no Um should any hada greater than B.Design assumes hum.are to be used in it non.oenroelve environment, TRANS ID: LINK design beds be applied to any component. and are for"thy condition.oruse. 5.CompuTrue Ms no control over end themes no responsibility for the 8.Desitin assumes fug bearing al all supports Mown.Shim or wedge it EXPIRES:p C.�e'.. 1�^ Q1 7 fabrication,Mndlirp.shipment and installation of components. 7.Design attunes nacewry. LA r RES 3 0.This design Is furnished subject to the limitations rt forth by 8.Plates steal be heated on both facesequate drainagelof hues end placed so their center February 10 x 2017 TPIW ICA in SCSI,moles of which wdl be furnished upon request. Anes coincide with(pint center lines. MITek USA,Inc./CompuTN6 Software 7.6.8(1 L}E B.Digits Indicate glee of plan In inches. to.For MN connector plate design values me ES12-7371,610-1888(PATO) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODE N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x4 KDDF El&BTR SPACED 29.0" O.C. 2-3=(-47) 32 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" -47/ 396V 0/ 47H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -80/ 113V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 56V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL 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 DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 4 I MAX TC PANEL LL DEFL = 0.008" @ 2'- 0.7" Allowed= 0.213" MAX BC PANEL TL DEFL = -0.024" @ 3'- 1.4" Allowed = 0.315" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 4.00 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=15ft, 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 .a r 0 N ti 1 AligFaMMIMIIMMIIIMIMIMI II 2� pllin 9 0 M-3x4 l 1 l 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 /'y tO PROFF�, IS) ((' GI1V �c9 cSS/p� :9200PE r JOB NAME : 40-D POLYGON - CJ2 11�' /'��/" /�. Scale: 0.6783 S r4 WARNINGS: GENERAL NOTES, unless otherwise noted. � L.s�G1a© , t.Bolder and erection oontrador should be advised of a1 General Notes I.This dedgn h bend only upon the parameters shown and Is for an Individual 7 Truss: CJ2 and Warnings before construction commences. building component.Applicability of design parameter.and paper ar �� 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the sponsblity of the building designer. /^ •♦ 1 4 O 3.Additional temporary bracing to Insure stabgty during construdinn 2 Design assumes the lap end bosom chords b be laterally braced al7 o.c.and at 17 on.respective unless braced throughout their V ` is me responsibility of the...ado,Additional permanent bracing of nnInuo a sheathing such as lywood sheathing(TC)end/or drywal BC) 41E*` R,1.- DATE: 2/9/2017 the overall do ture is be responsibility of the building designer. 3.2s impel bridging or proal bradng required where kwwn++ SEQ. : K2 8 3 8 8 5 7 4.No load should be applied to any component until after eH bradng and 4.installation of trues Is the responsibility of the respective contractor. fasteners Cr.compete and at nadime should eny loads greater then 5.Design assumes Maws are to be used inn noncorrosive.mirenment, TRANS I D. LINK design bads be applied to any component. and an for r"tlry condition" use,supportsEXPIRES: p{ c 5.CompuTne hes no control over end aseutee no responsibility for the 6.De>' scones full beari t el w Mown.Shim of we if E r 1 R.0 12/31/2017 eesry. fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. February 10,2017 6.This design is furnished stied to the limitations set forth by 8.Plates Mall be bated on both feces of Imes,end placed so their center TPWOTCA in SCSI.copies of which nil be furnished upon request. Ines coincide 9. a size pate in Inches. MITek USA,Ino./CornpuTrue Software 7.6.8(1LK to.For been connector pleb design values see ESR-1371,E5R-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x4 KDDF #15BTR SPACED 24.0" O.C. 2-3=(-69) 34 TC LATERAL SUPPORT <= 12"01. 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" -57/ 403V 0/ 65H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 73V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -66/ 161V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.060" @ 3'- 7.2" Allowed = 0.354" 5-11-11 MAX TC PANEL TL DEFL = -0.079" @ 3'- 4.7" Allowed = 0.531" T 1' SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" 4.00 l7 MAX HDRIE. TL DEFL = -0.000" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -! (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0 in the plane of the truss only. m 1 m 0 I 44 N m 1 l0 2� 4 II M-3x4 ), y 1-00 'PROVIDE FULL BEARING;Jts:2,4,3 1 6-00 p ry fey �o�•C,V f i-l�� Sts' 4x- 89200PE. Vic"" JOB NAME : 40-D POLYGON - CJ3 i ,/-l"'•. Scale: 0.6408 WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 40. Truss: CJ3 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown end h for an Individual 7s w_ land Warnings before construction commences. building component.Applcsblity of design parameters and paper . '� 14 1n }, 2 2n4 compression web bracing must be installed where shown t. incorporation of component lathe responsibility of me bonding designer. ;� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be Ie1eMly brantl et " h the roeponstb0ty of the erector.Additional permanent bracing of Val T o.c.and et 10 a.c.respadNely unless braced throughout melt engin by 'Eli /..v IO- DATE: 2/9/2017 he overall stmcmre h the reaponabWly of building designer, 2f Imp continuous sheathing or laud,as plywood aired where TC) ownand/4 dryweA(BC). +1,'* 3.Installation of or herelprednpity of he whpresh°vn t. SEQ.: K2 8 3 8 8 5 8 4.No bed should be rippled to any component until after all bracing and 4.InstaMibn of Wes h the responsibility 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 noncono&ve environment, TRANS ID: LINK design loads be applied to any componem. and are for"dry oondnhnf of use. 5.CompuTrus Ms no control over end assumes no responsibility for the 6.Design assumes NA bearing mal supports shown.Shan or wedge It EXPIRES: 12/31/2017 °nary fabrication handling shipment end maalletlon elcomponents. T.Designetaednearemageepreasea February 10,2017 e.This semen h furnished staffed tothe gmnathna set forth by e.Plebssanal anew be located o as on bon laces of Wu,area placed w melt gamer TPl,WrCA In BCSt.copies of WSW will be furnished upon request. lines coincide with Mks canter lines. MITek USA Inc./Com uTrus Software 7.6.8(1 L}E S.Digits Indkare Sze of pets In inches. pt0.For base connector piste design values see ESR-1511.ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DIF/Cq=1.00 TC: 2x9 KDDF #166BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(0) 0 BC: 2x9 KDDF #160TR SPACED 24.0" O.C. 2-3=(-78) 66 3-4=(-45) 18 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 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -43/ 378V 0/ 84H 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" -136/ 338V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -14/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF INC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX TC PANEL LL DEFL = 0.036" @ 2'- 9.4" Allowed = 0.356" MAX TC PANEL TL DEFL = -0.043" @ 2'- 11.9" Allowed = 0.533" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" 9.00 ' MAX HORIE. TL DEFL = -0.001" @ 7'- 10.9" Design conforms to marn windforce-resisting system and components and cladding criteria. Hind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ' (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. ti ti N M 1 0 M-3x9 y y l l 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,5,3,4 I 1-11-11 �{y 89200PE JOB NAME : 40-D POLYGON - CJ4 '� ,/��'' Scale: 0.5916 Gr OP IIIIIsssIM ! OREGON k! WARNINGS: GENERAL NOTES, unlessethos/ethos/hehe noted 1.Builder and erection contractor should be advised of all General Notes 1.This design M band only upon the parameters shown and h bran IndlvIdust Truss: CJ4 and Warnings before aenmadkn commences. budding component.Applicability of design parameters and proper 7L 4?.4 2.2 4 compression web bracing must be Installed where shown.. incorporation or component is me responsibility of the building designer. �' 14 3.Addftlonel temporary acing to lacune stability during construction 2.Design assumes the tap and bottom drorctively unless beaced to be laterally bead et 0-DATIs the reeponelbNty Mho erector.Add1lonat permanent bracing of continuos sheathing aunt as plywood Meathing(TC)throughout drywal(BC)r RFI 10- DATE: E: 2/9/2017 the overall structure lame reepondblly of the budding designer. 3.Di Impact bridgwg or lateral bredng required where shown•c SEQ.: K2 8 3 8 8 5 9 4.No wed should be applied to any component until after all bracing end 5.4.Dasltnta n of truss Wes thhe e reeelo eibiltty of the e und ft a nospedive n-corrosive.nada. M, Wieners are complete and at te time ehadd any weds greater manand gra for dryromacondition"re toub e. TRANS I D: LINK dea gn w.as be applied to any component. 6.Design assumes NU bearing at el supports shown.Shhn or wedge II EXPIRES: 12/31/2017 5.ComWTrue has no control over and assumes no responsibility forme Lsry rabrie.gen,handing,shipment end Ine eletien of cempenMe. 7.Detlpgn assumes edegnte drainage Is provided. February 10,2017 6.This design Is furnished cubed to the drndetwne eat north by 8.Plates shalt be located on both faces crime.,end plea ..d their center TPWM/rCA In SCSI,copies of wlrkh will be furnished upon request. linea coindde with lope center linea. 9.Digits indicate she of plata In Indies. MITek USA,Inc./CernpuTrue Software 7.6.8(1L)-E 10.For bask connecter plate design values see ESR-1311,ENR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 RIDE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 36 2-5=(0) 0 BC: 2x9 RIDE' #1&BTR SPACED 24.0" O.C. 2-3=(-106) 67 3-9=1 -59) 24 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 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -35/ 379V -1/ 102H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 65V 0/ OH 5.50" 0.10 ROOF ( 625) 5'- 11.2" -157/ 369V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -45/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-5 psf) uplift at 24 "on 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 DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.024" @ 2'- 11.9" Allowed = 0.356" MAX TC PANEL TL DEFL = -0.040" @ 2'- 11.9" Allowed = 0.533^ SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.001" @ 9'- 10.9" MAX HORIZ. TL DEFL= -0.001" @ 9'- 10.9" 12 Design conforms to main indforce-resisting 4.00 D system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MW£RS(Dir), 0 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. rn 0 M o ri / fll� S7 n 1 0 M-3x4 1 1 1 1 1-00 6-00 3-11-11 ,p C'Ropeo (PROVIDE FULL BEARING;Jts:2,5,3,4 L;CO 'GINE 6 (r/ 89200Cf E < .. JOB NAME : 40-D POLYGON - CJ5 Scale: 0.5135 WARNINGS: GENERAL NOTES, unless otherwise noted, a- ON kr 1.Builder and erection contndor should be advbed of a1 General Notes 1.This design le based only upon the parameters shown end h for an Individual17,4r 7, A- i.Jl VNt4,_ A Truss: CJ5 end Warnings before combuc rn commences. building component.Applkabilty of design parameters and proper , -Vf�} 2.2:4 compression web bndng must be installed where shown a. incorporation of component b the responsibAity of the ddlolnp designer. �/'s. '7�` 4O ^'�"s 3.Additional temporary bracing to tenure daddy dump construction 2.Design assumes the top and bottom chords to be laterally braced al �.! Is the responslbt/ty of gra erector.Addalonal permanent bracing of continuous and et ea o n much as ply unless braced)TC)and/out or length). R 4 L r rImpend anathla,ng laterh as plywood ire where s a mrr a drywel(BC). DATE: 2/9/2017 the weng endure is the rowonablmy of the building designer. 3.2e Impact bridging or lateral bracing required where.haven+• SEQ.: K2 8 3 8 8 6 0 4.No bad should be applied to any component until after all bndng and 4.Installation of tons Is the responsibility of the respective contractor. fasteners are complete and at no time should any fonds greater than 5.Design assumes trusses are to be need lo e nencutroays environment, design loads be applied to any component. ark aro for"dry condition.' use.TRANS I D: LINK S.Design assumes NI bearing al el supports shown.Shim or wedge if 5.DompuTns hes no control over and assumes no responsibility for the necessary. EXPIRES:' 12/3.1/2017 fabrication.handling,shipment and kdslletlon of components. 7.Design assumes adequate drainage is provided. February 10,2017 S.This Beaten Is furnished subject to the bnitetluns set forth by S,Metes shag be located on both fares of tons,and placed so their cellar TPIMITCA In BCS(.caplet of NNW wit be furnished upon request. Ines coincide with joint center Ines. es. MITek USA Inc./Com uTrus Software 7.6. IL E 10.Digits indicateWe of plate In ign values P )• B. For bane connector plate design veluea see ESR-1317,ESR-11738(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 6-10-00 GIRDER SUPPORTING 6-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 2- 8=(-311) 316 2- 3=(-598) 207 BC: 2x4 ROOF #16BTR 2- 3=( -27) 201 8- 9=(-312) 315 8- 4=( -26) 293 WEBS: 2x9 (ODE STAND; LOADING 3- 4=(-438) 183 9-10=(-125) 164 4- 9=(-309) 344 2x9 KDDF STUD A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-350) 249 10-11=( 0) 0 9- 5=(-191) 379 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 6'- 10.0" V 5- 6=(-123) 197 9- 6=(-104) 178 BC UNIF LL( 50.0)+DL( 59.0)- 109.0 PLF 0'- 0.0" TO 6'- 10.0" V 6- 7=( 0) 0 6-10=( -31) 97 TC LATERAL SUPPORT <= 12"OC. UON. I BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -110/ 634V -136/ 247H 5.50" 1.01 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6'- 0.0" -241/ 649V 0/ OH 5.50" 0.97 KDDF ( 625) LETINS: 2-00-00 0-00-00 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. OVERHANGS: 12.0" 0.0" VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 0-04-13 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" Unbalanced live loads have been MAX LL DEFL = -0.013" @ 1'- 3.0" Allowed = 0.254" considered for this design. MAX TL DEFL = 0.012" @ 1'- 3.0" Allowed= 0.339" 5-11-11 0-10-05 MAX LL DEFL = -0.002" @ 6'- 6.2" Allowed= 0.083" MAX BC PANEL TL DEFL = 0.002" @ 6'- 6.2" Allowed= 0.035" 1-06-03 1-04-15 3-00-09 0-05-08 SEASONED LUMBER IN DRY SERVICE CONDITIONS T T T T 1--f 12 MAX HORIZ. LL DEFL = -0.002" @ 5'- 8.5" M-4x6 MAX HORIZ. TL DEFL = 0.002" @ 5'- 8.5" 12.00 7M-3x4 5 6 7 Design conforms to main windforce-resisting �o system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End verticals) are exposed to wind, Truss designed forwind loads A Lel e'-'9 10 11 -/I -1.5x3 l l l 1 2-09-06 2-11-02 0-09-12 Y /x/111 y� y y 6-00 0-10 ~c .NES. / ... 1-00 6-10 G711`7 �t`c:T JOB NAME : 40-D POLYGON - Dl / Scale: 0.3006 in WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON Ji 1.Bolder and erection antradur should be advised of as General Notes I.This design a based only upon the parameters shown and is bran Indelduat �/ fR ELG 1 w V(/ Truss: D1 and Arming.before canetrudbn commence.. building component.Applicability of design parameters and proper p s_ ��A4S's i...` 2.2a4 wmpreseon web bracing mud be Installed where Mown.. incorporation of component is the responsibility of the building designer. i6 }+' 14 ,..b. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom choMe a be laterally braced et �,S is the responsibility/tithe erector.Additional permanent bracing of T ntio. and et 18 o c.rsuch as ply unless eacetl throughout thea lenge by s=, '0„1) continuous sheathing each as ptywwoe sheathing(TC)ere a a,sn a drywaN(BC). /y,a.NiFi DATE: 2/9/2017 the overall structure a the esponsbitiy of the building designer, 3.20 impact bridging or lateral bracing required where shown a a SEQ.: K2838862 4.No bad should be applied to any component anal alter all bradng and 4. Nation of truss is athhe rtae ab�bety nth n edlae contractor. nnwaccler.environment, feetenee are complete and et no time should any bads greeter than Design assumesto design beds be applbd la any component. and are for"dry condition"of use. TRANS I D: LINK s CompuTnn has no control over and assumes no esponstbH y for the 6.Desiassumes NI bearing et aN euppons shown.Shim or wedge If EXPIRES: 17/31/2017 fabrication,hendling,shipment end tnealetbn of components. 7.Design assumes adequate drainage a provided. February 10,2017 6.This design Is furnished MOM to the limitations set forth by 8.Plates shall be located an both faces of truss,and plead so their center TPIMTCA In BCSI,apes of which WI be furnished upon request. Ines coincide with Joint center tines. 9. igits MITek USA,Inc./CompuTrus Software 7.6.8(10-E 10.Far ba.iannecter platencate.N.of plata In s has de Nan vale..see ESR-7317,ESR-1088(MITa10 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 3.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce-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: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, M-1.5x9 or equal at non-structural LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads vertical members (uon). in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note:Truss design requires continuous bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND.BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1-11-12 0-03-12 T T T 12 12.00 17 M-1.5x3 d -1 Ag r 0 M-3x4 0 I AJ , , M -�i�� 5 6 M-1.5x3 M-3x4 7 J• l y 1-00 2-03-08 ..0PRQp `� yAGtNE /0 4 89200PE vr* JOB NAME : 40—D POLYGON — DJ Scale: 0.6161 WARNINOS: GENERAL NOTES, ureas olhervde octad' .may p /� t' 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual / w OREGON Truss: D J and Warnings before construction commences. building componentApplicability of design parameters and proper /� 4, 2.2s/compression web bracing must be installed where shown«. Incorporation of component Is the responsibility of the building designer. <0 A4*. 1 + 2" 3.Additional temporary bracing to Insure stability during construction 2 Design and Si l O the top end bottom tyan chords la be latently braced et t /,{: F- [y Is the responsibility of the erector.Additional pemnnent bracing o/ 7 a c.ant al 1 V o.e,respectively unlace braced throughout their length by /r y/'a.e� ,a,1?- Is : 2/9/2017 the overall structure la me responsibility of the building designer. continuous sheathing such as plywood aheething(TC)and/or dryweW(BC). l E 3. impact bddging or lateral bracing required where shown«« RIO- SEQ.: K2 8 3 8 8 6 3 4.No bad should be applied to any component until atter allIn bracing and 4.Installation of two Is the responsibility of the reapenne contractor. fasteners aro complete end at no time should any bads greater than 5.Design assumes trusses ere to be used In a noncorrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTw has no control over end assumes no responsibility for the B.Design assumes NB bearing at all supporta shown.Shhn or wedge If EXPIRES: 12/31/2017 rob c.ion.h.nanng.shipment and me.l.gonolcompenen.. 7.Designass;umesadequate drainage Isprodded. February 10,2017 e.This design is furnished subject to the limitations set forth by 8.Plates Mee be boated on beth faces of true,end placed so their anter TPW/rCA In 13C51,coplea of which MI be fumished upon request. lines coincide with joint canter lines. 9.Digits indkete size of piste In Inches. MITek USA,lnc./CompuTrus Software 7.6.8(1L)-E 1e.For beak connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-86) 162 2-3=(-420) 96 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=( -59) 170 6-7=(-40) 54 6-4=( -14) 101 WEBS: 2x9 KDDF STAND; 3-4=(-211) 61 6-5=( -55) 125 2x6 KDDF #2 A LOADING 4-5=(-113) 58 5-7=(-197) 110 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 POE 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" -59/ 401V -95/ 86H 5.50" 0.64 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 6'- 0.0" -28/ 237V 0/ OH 5.50" 0.38 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL -- REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. kOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LETINS: 1-05-06 0-00-00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed= 0.100" OVERHANGS: 12.0" 0.0" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 4-00-05 MAX LL DEFL = -0.009" @ 2'- 0.0" Allowed = 0.254" ** For hanger specs. - See approved pl ` MAX TL DEFL = -0.013" @ 2'- 0.0" Allowed = 0.339" SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-01-08 0-10-03 4-00-05 f f f MAX HORIZ. TL DEFL = 0.001" @ 5'- 10.3" 12 12.00 17 Design conforms to main windforce-resisting M-4x6 system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), S -/ load duration factor=1.6, D End se design(d) ore exposed so wind, e Truss designed for wind loads M-3X9 in the plane of the truss only. ill 0 N ul draon oo IW �I1 20 6 7 M-3x10 M-3x4 M-1.5x3 1 1 1 1-10-04 4-01-12 1 1-00 1 6-00 1 89200}E JOB NAME : 40-D POLYGON - DJ1 •ri o"" Scale: 0.5452 .� ...... WARNINGS: GENERAL NOTES, 064.55 othenots.sated: 10.7. OREGON�� . X40, 1.Builder and erection contractor should be advlaed of al General Notee 1.This design Is based only upon the parameters shown and b for an individual ie `w Truss: DJ1 and Wemintpbefore construction commences bonding component.Applinabiiyof design parameters and proper ,�r' � 2.tad comprosson web bradng mus be Metalled where shown�. 2•incorporation of component ie the responsibility of ms building designer. 7 1 4 Design assumed the top and bottom om chorda be!Morally3.Additional temporary bracing to insure stabilIy during construction braced e1 I A the responsibility of the erector.Additional permanent brat f continuous end N 10 c.c.respectively.006, lunless braced throughout r dryeir langth by SER r,V\ upon permsne �o Imuoua ahaelhbg such as plywood sheathing(7C)endlor drywal(BC). /�y 4- DATE: 2/9/2017 the overall structure lam.responsibility of the building designer. 1 20 Impact badging or lateral bradng required where shown+. 4.No bad should be applied to any component until after all bradng end 4.NMalatlon of truss is the responsibility of the respedNe contractor. SEQ.: K2 8 3 8 8 6 4 Wooers are complete and at no time should any bads greater men 5.Design assumes busses are to be used b e non-eorroely.environment, TRANS I D: LINK design loads be applied to any component. end are for"dry eondXlon"of at supports doe 5.CompuTrus Ms no control over end assumes no re.pone@NXy for the 8.Design full bearingt A.0 na strewn.Shim or w. If EXPIRES: 12L3.112017 necessary. fabrication,handling,shipment and brstall.ean of components. 7.Design names adequate drainage A provided. F@ IOf U a�/ I O,20�7 8.This design A furnished lub(ed to the limitations set form by 8.Plates shag be located on both faces of trues,end pce aced so their nter TP VWfCA in BCSI,copies of which WI be fumhired upon request. Inds coincide with Joint canter lines. 9.Digits indicate We of plate n Inches. MITek USA Inc.ICompuTrus Software 7.6.8(1L)"E 10.For best connector plate design values see ESR-/311,ESR-1088(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2- 7=(-139) 184 2- 3=(-420) 193 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2- 3=( -38) 170 7- 8=( -91) 55 7- 4=( -29) 103 WEBS: 2x4 KDDF STAND; 3- 4=(-211) 99 7- 6=(-110) 198 2x6 KDDF #2 A LOADING 4- 5=( 0) 0 6- 8=(-197) 166 LL( 25.0)001( 7.0) ON TOP CHORD = 32.0 POE' 4- 6=(-113) 81 TC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA -------------- --_----------- LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 24"OC UON. FOR 0'- 0.0" -89/ 401V -95/ 86H 5.50" 0.64 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -92/ 237V 0/ OH 5.50" 0.38 KDDF ( 625) ---- -_- REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LETINS: 1-05-06 0-00-00 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. OVERHANGS: 12.0" 0.0" 0-08-12 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 f f MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" 3-11-11 2-00-05 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" f ,r f MAX LL DEFL = 0.010" @ 2'- 0.0" Allowed= 0.254" MAX TL DEFL = -0.013" @ 2'- 0.0" Allowed= 0.339" 1-01-08 2-01-07 2-00-05 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.001" @ 5'- 10.3" 2_00 MAX HORIZ. TL DEFL = 0.001" @ 5'- 10.3" 5 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 17 12.00 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-4x6 in the plane of the truss only. M-3x4 D 6 M-3x9 w 100,11...si �� o /- 0 N u7 0 01 / Gtr I o �W 2►= 7 M-3x10 M-3x4 M-1.5x3 l y l 1-10-04 4-01-12 ll oo l 6-00 y ,R,t0 P aPtc. s �c:c, t. NFFR i,c 8.9200PE. JOB NAME : 40-D POLYGON - DJ2 * ,0 /�'' . Scale: 0.9255 �•,• ole. WARNINGS: GENERAL NOTES, urian otherwise noted. �p�1.70� Truss: DJ2 1.Bolder end erection contractor shoal be advised of al General Notes 1.This design is based ooh upon the parameters shown end is for en Individual OREGON ��(/ end Warnings before construction commences. building component Applicability of design parameters and proper //��-a f { 2.284 compression web bracing must be Installed where Mown•. Z Design assumes meIncorporation of lap andnent ht lo8om chortle to behe responsibility laterally IeteralM braced at designer.the building /V !4 2 �$ 3.Additional temporary brsebp to Insure debility during construction is the reeponsibNty or me erector.Additional permanent bracing of 2 o.c.and e1 10 os.respectively unless Mud throughout their length by /[� �l DATE: 2/9/2017 me overall arra tura Is me reepm.5:911y of the building designer. Se lap Impact sheathing r won l bracing plywood airedshestere)ownandf•dryw.I(Bc>. y, �:4`�,,, 9 4.I8tmpti ofblsswtherelendb ryeithewhpe been.•. SEQ.: K2838865 4.No load faeerserecbe mapegana any empwromuntil nyafter egeradohend 5.DeegnloramaseIstheiiretobusedineospeaosieenvken fasteners aro anglers and et no time should any loads greeter than 5.Design assumes trusses Cr.a be used in in.non-corrosive environment, design loads be applied to en M. end are for"dry condition"of use. TRANS I D: LINK g over 6.Design assumes NI bearing at ell suppnns Mown.Shan or wedge If EXPIRES: CCi�s1 5.ComwTrus hes no control ower eM assumes no respondlbNlry for me ceaaary EXI-�RLs7: 12/31/2017 fabrication,handling,shipment end Installation of components. 7.Design smarm adequate drainage Is prodded. February 10,2017 6.This design Is furnished subject to the limitations set forth by 8.Pules shag be touted on both feces of buss,end pined so their center TPIPATCA in SCSI,copies of MO MI be fumlahed upon request. Ines colndde with joint center lines. 9.Digits Indicate Si..of plate in Inches. MITek USA,Inc./CampuTrus Software 7.6.8(1L(-E 10.For basis connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-120) 155 2-3=(-959) 434 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -99) 171 4-6=(-399) 371 WEBS: 2x9 KDDF STUD; 3-4=(-313) 391 2x6 KDDF #2 A LOADING 4-5=( 0) 0 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LET INS: 2-00-00 0-00-00 LL = 25 PIP Ground Snow (Pg) 0'- 0.0" -57/ 395V -134/ 243H 5.50" 0.63 KDDF ( 625) 6'- 0.0" -138/ 341V 0/ OH 5.50" 0.55 KDDF ( 625) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. i" For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-06-03 4-02-01 0-03-12 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" ,f q j' j' MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.190" @ 1'- 3.0" Allowed = 0.254" 12MAX TL DEFL = -0.142" @ 1'- 3.0" Allowed = 0.339" S M-3X5 -1 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 1,77 ,lor MAX HORIZ. LL DEFL = 0.001" @ 5'- 8.2" MAX HORIZ. TL DEFL = 0.001" @ 5'- 8.2" Design conforms tomain windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads o in the plane of the truss only. ti on 0 I M-3x4 3 0*in i on' t IW 0 2►-.. ** 6 M-3x10 M-1.5x3 .6 l Y y ,6 5-08-04 0-03y12 c(, PrOrvE, 1-00 6-00 c v `1NE!-C �,/0�J. .. ' 89200PE mac'' JOB NAME : 40-D POLYGON - DJ3 Scale: 0.9023 "'l�-411111411"1.1 • WARNINGS: GENERAL NOTES, union otherwise noted * to i 1.Builder end erection contractor should be advised of al General Nates t.This design is band only upon the parameters shown and is for an Individual F} © �� Truss: DJ3 and Warnings before construction commences. building component.Applcablity of design parameters and proper ,"" 40 N.4 2 2i4 compression web bredng must be Installed where shown v. incorporation of component a the roeponsalfty of me building designer, '� '1�' 14 2.°��'�"� 3.Additional tem bracingto Insula stability during construction Z.Design assumes the tap and bottom chords to be laterally braced et temporarya e.c.and at iQ o.c.respectively unless brand throughout their length by 1 G the responsibility of the smear.Adeybnel permanent bracing of continuous sheathing such as plywood shaething(TC)ander drywal(BC) e'.R R I t y. DATE: 2/9/2017 Sr.overall structure Is the reeponstbRRy of the building designer. 3.2x Impact bridging or aleml bracing required where shown*4 SEQ.: K2838866 4.Ne load should be applied to any component until after all bradng and 4.aNRs.oanaoimsss is sawe r elonW llty f there amwnmeNe�rvn. fasteners are compete and at no time should any bads greater then g ry condition.of tom TRANS ID: LINK design beds be applied to any component. g.Design for rssumd es NR bearing at al support shorn.Shim or wedge if 5.CompsTnfShasnocontroloverendnamesnoreeponsblRyform. EXPIRES: 12/31/2017 fabrication.handeng,shipment and InetaTatlon of components. 7.Design assumes adequate drainage I.provided. February 1 0,201 7 e.This design a Meted bted to me linen atioset forth by R.Plates shall locatedbelocated on both laces of buss,and placed so their center 791/W7CA in BCSI,copes of which MK be furnished upon request. lines coincide with(slur center lines. 9,Digits indicate We of pate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L(E 10.for basic connector plate design veluea Nee ESR.t 311,ESR-t9e8(Mitek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) BO 2-5=(0) 0 2-3=(-299) 71 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-43) 180 WEBS: 2x6 KDDF #2 3-4=(-61) 62 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) LETINS: 2-00-00 2-00-00 0'- 0.0" -16/ 292V -32/ 96H 5.50" 0.97 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 11.7" -44/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-11 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" f T MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = -0.009" @ 1'- 3.0" Allowed= 0.054" 12 MAX TL DEFL = -0.003" @ 1'- 3.0" Allowed = 0.072" 12.00 17 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.005" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.004" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. M-3x4 1 3 ' Wind: 140 mph, h=15ft, 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 � Iin the plane of the truss only. 040 o I I ril IW 2►. silOIMPIA M-3x10 y l 1 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,5,4 .\( U PR(} ` (51 GI N ' 2 •� 89200PE 1-' JOB NAME : 40-D POLYGON - DSJ1 Scale: 0.6540 4;0 . .. A'') /''� WARNINGS: GENERAL design Ah unlesspont the et r � OREGON Truss: DSJ1 ted forcM erection coMrectCrao se be advised of all General Not Tni.destgn bbaudonly upon iha paramete shown and hfor an individual R 1 J and Warning.before construction commence.. building component.Applicability of design parameters and proper �A ` 2.2x4 compression web bracing must be installed where shown«, incorporation of component h the ny»nefoAAy of the building tleslgner. '`J r I ry 3.Additional temporary bracing to insure stability dutmg construction 2.Design ed et IS me lap and bottom chortle to be laterally braced at G Is the respunstbllly of the erector.Additional permanent bracing of 7 o.c.and et f 0 c.c.aonh Ce ph unless n breutl throughout their length by �E�R.10- DATE: 2/9/2017 the overall structure lame responsibility of the building design. continuous sheathing tach as plywood sheathing(TC)and/or drywep(BD). ill 3. Impact budging or%feral bracing required where shown SEQ.: K2 8 3 8 8 6 8 4.No load should be applied tole any component until after all bredng and 4.Installation Muss Is Hie regions/My of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes hums are to be used In a noncorrosive environment, TRANS ID: LINK design leads be applied to any component. and are for•drycondition"ofuse. 5.CompuTrus has no control over and aaeumss no re.peeo bdey for the 6.Design assumes fug bearing at all supports .strewn.Shim or wedge if EXPIRES: 12/31./2017 neusury. fabrication,handing,ehlpreent and iestellalIen of components. T.Design assumes ededeehoth fame ofage N ruse,a. February 10,2017 6.This design is furnished subject to 6 e Ihnitallana sal forth by B.Inas ins be baled both faces of turas,end planed so their unlet TPNMCA In SCSI,copies of which vd1 be furnished upon request. tines coincide with joint center lines. 9.DN.Indicate she of piste in ledu.. MITek USA,Inc./CempuTrus Software 7.6.8(1L)-E ie.For basic connector piste destgn values we E5R-1311,ESR-1088(MITek) I j1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 2-3=(-270) 158 BC: 2x4 KDDF #14BTR SPACED 29.0" O.C. 2-3=( -53) 175 WEBS: 2x6 KDDF #2 3-4=(-160) 118 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 ORG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-00-00 2-00-00 0'- 0.0" -99/ 310V -58/ 151H 5.50" 0.50 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 KDDF ( 625) OVERHANGS: 12.0" 0.0" 3'- 11.7" -101/ 128V 0/ OH 1.50" 0.21 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" 1' MAX TL DEFL = -0.003" @ -1.- 0.0" Allowed = 0.133" MAX LL DEFL = 0.060" @ 1'- 3.0" Allowed = 0.054" -� MAX TL DEFL = 0.058" @ 1'- 3.0" Allowed = 0.072" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX 12.00 % MAX HORR. TL DEFL = -0.071" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. M-3x4 0, 0 f inti I ' D o 1 II■'- I W o / 2►� 5►� M-3x10 1 1 1 , -- 1-00 2-00 1-11-11 PROVIDE FULL BEARING;Jts:2,5,4 1 N wi tiii, 17 89200PE 1 JOB NAME : 40-D POLYGON - DSJ2 Scale: 0.5467 1 ,� WARNINGS: GENERAL NOTES, milers ethervdae noted' .sig O GQN et 1a 1.Builder and erodion contractor should be edvleed of al General Notes 1.This design Is based only upon the parameters shown and h for an mdvlduel �/7 /1.. 4y.. "V Truss: DSJ2 and Warning.before construction commences. building component.Applicability of dseign geometers and proper h e�� 2.2x4 camprebun web boding must be metalled wrote Moven*. Incorporation of component to me ro.ponstbMAy of the building designer. 4 i A. 2P�i�"= 3.Additional temporary bracing to Inure stablEAS during construction 2.Design eeseeae the top and bosom dares to M latently braced et V 1 W %T Is the responsibility of the are dor.Additional permanent bracing of T o o and N 10'hhr rsoot, ply unless Maces throughout their elle) "F rl i�{ continuous st bridging en each as plywood ahsalrlrrene e and/or drywal(BC). 4r DATE: 2/9/2017 the overall W acture is the responsibility of the building designer. 3.DK Impact an lateral boding requked ahem Mown** SEQ.: K2838869 4.No load should be applied to any component will eller all bracing and 4.4.InstigatennoftfleesIssthereroleslityd1thea�wdrhe ev�e w mmem, Intoner.are compete and at no time should any dads greater men TRANS I D: LINK design bads be applied to any compons 1 sed Daesign de condition.' s..supports 5.CampuTtus has no control over and assumes no teepansfoitey forte a.necessary. rd a.d t.l ea yawn.Shim en wedge if EXPIRES: 12/3.112017 fabrication,handling.rdllne ds ubjetardmstmitaanafcompohby 7.Dates ailbesadedeledtekogelspruss,an February 10,2017 8.This tlestgn Is Benlsod subject b the gmllstlorro set forth by e.Gates nail be billed on both tacos of truss,and paced so mak center TPBWTCA In SCSI.copra of Witch Mil be famished upon request Ines coincide with joint ceder lines. B.Digits Indicate dee of plate In Incites. MITek USA Inc,ICompuTrus Software 7.6.8(1L)-E 10.Per bastn connector plate design varus see ESR-1311.ESR-1088(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 0'- 10.5" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF k14BTR LOAD DURATION INCREASE = 1.15 1-2=(-39) 80 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-56) 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 ERG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 12 TOTAL LOAD = 42.0 PSF 0'- 0.0" -91/ 258V -19/ 70H 1.50" 0.41 KDDF ( 625) 12.00 7 0'- 9.8" -24/ 24V 0/ OH 1.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 0'- 10.5" -47/ 36V 0/ OH 1.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX TC PANEL LL DEFL = -0.001" @ 0'- 4.9" Allowed= 0.049" MAX TC PANEL TL DEFL = -0.001" @ 0'- 4.9" Allowed = 0.073" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.000" @ 0'- 9.8" MAX HORIZ. TL DEFL = 0.000" @ 0'- 9.8" 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, I Truss designed fox wind loads A. 1 in the plane of the truss only. 2 O f rn O VA til I O Er M-3x4 .p`t.0 PR Opk-S l 1 0o y 0-10-08 l am" VAGI .'NE` ' 0 (PROVIDE FULL BEARING;Jts:2,3,9 I /y., 20IR PE � JOB NAME : 40-D POLYGON - El �s i ... , Scale: 1.1958 ,.-wog •. tt WARNINGS: GENERAL NOTES, unlace otherwise noted. .7 OREGON n /1©1 V 1 I.Balder and erection conbador should be advised oral General Notes I.This design is based only upon the parameters Mown and Is for an Individual j �+ A Truss: El and Warnings before construction commeaee. building component.Applicability of design parameters and proper G der 2.204 compression web bracing must be Installed where shown+. Inarponlbn or component is the raapansibAlly of the building designer. �,r/ti r �A f1� � 3.Addftbnsl temporary bracing to Insure stability doing construction 2 Design names the top and bottom chords to a latently broad at (J W l+ \\ Is the responsibility of Bre erector.Additional permanent bracing or 2'o e and N 1Q o.d.respectively unless braced throughout their length by _//„q 011/ ,.RI DATE: 2/9/2017 me overallan,oNre k the recontinuous sheathing such as plywoodmhec)aea/or drywal(BC). i eponalbeftr or the building designer. 3.Zit Impact bndemg or sterol bracing required where shown+. SEQ. : K28387 0 4.No lad should be applied to any component until after all bracing and 4.Installation of truss is the responelbllty ef the respective contractor. fasteners are compete and al no time should any leads greater than 5.Design assumes busses ere to be used in a ancorreelve environment, TRANS I D: LINK coalg"loads be applied to any°"p°"°"t' and are for^ condition"of use. 8.Deel9n assumes NI bearing at al supports shove.Shim or wedge if EXPIRES:' 12/31/2017 5.Compurms has a control over and assumes no responsibility for the eo.y tebdka„en,hanakg shipment end installation ofampanente. 7.DesgnassumesadequatedrainageIspro,dded. February 10,2017 e.This design M furnished subded b the limitations set forth by 8.Plates shag be bated on both Paas of truss,and paced so their anter TPINJFCA In SCSI,apes of which will be furnished upon request. lines coincide with)cold anter lines. 9.Digits indicate sire of plate In Inches. MITek USA loft/CompuTrus Software 7.6.8(11)-E M.For basic connector plats design values see E5R-1811,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -5) 126 5-6=(-279) 197 5-2=(-435) 139 4-7=(-213) 143 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-203) 100 6-7=( -49) 66 2-6=( -28) 175 WEBS: 2x9 KDDF STAND 3-4=(-123) 84 6-3=( -70) 83 LOADING 6-9=(-110) 153 TC LATERAL SUPPORT 24"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 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ______----- ---------------- 0'- 0.0" -55/ 437V -81/ 115H 5.50" 0.70 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -35/ 251V 0/ OH 5.50" 0.40 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED -- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. OVERHANGS: 12.0" 0.0" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL 0.001" @ -1'- 0.0" Allowed 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TL DEFL = -0.006" @ 2'- 0.0" Allowed = 0.339" 1-11-11 4-00-05 MAX BC PANEL LL DEFL = -0.005" @ 3'- 11.2" Allowed= 0.170" 1 1 f SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.3" 12.00 17 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.3" M-4x6 Design conforms to main windforce-resisting system and components and cladding criteria. M-3x4 4 Wind: 190 mph, h=s), Enclosed, Ca CDL=6.0, ASCE 7-10, D (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), e load duration factor=1.6, Ell End vertical(s) exposed to wind, Truss designed fore wind loads in the plane of the truss only. M-3x9 411 0 0 iiiiiii.„„„. Nm O I ..m O S IS _ 5 6 ��7 -/ M-1.5x3 M-3x8 M-1.5x3 l 1 1-08-08 4-03-08 y 1 /. 1-00 6-00 V`. PROFS � ` 89200PE £' JOB NAME : 40-D POLYGON - J1 Scale: 0.5997 • lii tt WARNINGS: GENERAL NOTES, unlessuth.rwi.e noted: 9L OFI EI"'�O lA _ �lr... 1.Balder and erection contredor should be advised oral General Notes 1.This design Is based only upon the parameters shown and lo for en Individual 471.!1�1\ '°{l Truss: J1 and Warnings before construction coalmen.... building component.Appicsdloy of design parameters and proper 2© 2.204 compro Won wee breang mus be installed where shown.. incorporation of component N the re.ponabBry or the building designer. /. '9�'' 14 S.Additional temporary bracing to Insure stability during conaruc8on 2.Design assumes the lop and bottom chortle to be Ieleroly braced at laths responsibility f the erodor.Additions permanent bracing of T o.o..M at 1O sing such as sig unless bread throughout their length by R rl l�{ bBy o permarro continuous sheathing such as plywood unless s bratmtrar ouand/or dryvength b. 1.. DATE: 2/9/2017 the overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral braang required where shown. SEQ.: K2 8 3 8 8 71 4.No load should be applied to any component until after all bracing and 4.Installation ioa .mlaa�.reesponsibility w pity of the maspecth�..actorr.nsm, Menem aro compete and at no time ague any peas greater than and are for"dry condition"of use. TRANS I D: LINK aeagn loads be applied to any component. 6.Design assumes ml bearing at.l supports shown.Shim or wedge B EXPIRES: 12/31/2017 5.CompuTna hes no control over end assumes no responsibility for the fabrication,handling shipment and installation of components. 7.Design assumes adequate drainage is provided. February 10,2017 S.This design is fumisirod sub)ed 5 the limitations set forth by 8.Plates shall be located on both faces of truss,and placed ax their center TPI1W CA in SCSI,copies of whin will be furnished upon request. Anes coincide with Joint center lines. 9.Digits Indican an of pate in Inches, MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For bash connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-195) 105 4-5=(-185) 192 4-1=(-251) 136 5-3=(-112) 185 BC: 2x9 KDDF #10BTR SPACED 24.0" O.C. 2-3=(-124) 117 5-6=( -49) 64 1-5=( -55) 136 3-6=(-214) 199 WEBS: 2x4 KDDF STAND 5-2=( -71) 110 LOADING TC LATERAL SUPPORT 24"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -30/ 252V -71/ 95H 5.50" 0.40 KDDF ( 625) -- 6'- 0.0" -33/ 252V 0/ OH 5.50" 0.90 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED --- - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL }COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IeC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** For hanger specs. - See approved plans MAX LL DEFL = 0.007" @ 2'- 0.0" Allowed = 0.254" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL DEFL = -0.006" @ 2'- 0.0" Allowed= 0.339" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-11-11 4-00-05 MAX HORIZ. LL DEFL = 0.001" @ 5'- 10.3" ,r ,r MAX HORIZ. TL DEFL = 0.001" @ 5'- 10.3" 12 Design conforms to main windforce-resisting 12.00 7 system and components and cladding criteria. Wind: 190 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3X4 in the plane of the truss only. /110M111111..M1111.1=119111i1 3 -/ M-3 Ell 0Io7M N O M I IR& INNEN Rai f 4** 5 6 M-1.5x3 M-3x8 M-1.5x3 l l Y 1-08-08 4-03-08 y y 6-00 \ l`t0 PROpk, Lc'c ENGIN $'., /cam 89200PE f JOB NAME : 40-D POLYGON - J1X /am", Scale: 0.5111 ( 7/� aaaw"'�, WARNINGS: GENERAL NOTES, unlessdherwlss noted le "'� I.Balder and erection contractor should be advhedofalGeneral Notes 1.This design Is based only upon the parametersab en ndisfor anindividua / OREGON t Truss: J1X and Warnings before conetrudbn commences. building component.Applicability of design parameters and proper �/ `**4 .. 2 2a4 compressors web bndng must be InaWled where shown+. Incorporation of component Is the reeponablity of the building designer. 41 4, ''7 4 J\... 3.Addnlonal temporary bracing to Insure Stability during construction 2 Design assumes the top and bottom dards is be IeleMty braced al V by la the reepondlbgty of the eredo,.Additional permened bracing of 7 continuous d N eaIC,e.c.respectively a ply unties braced)TC a ori their dry hagm). A. A i�\- DATE: 2/9/2017 the overall structure Is the responsibility of the banding designer. continuous aualg or such a. g re tired tare a end/or tlrywal(BC). /(,y 3.in Impact bridging or lateral relbracingity of the where Moven++ SEQ.: K2838872 4.Nabaashredtmeppean at any componSeamytil after gmarshand 4.Designionu truerIslesaretoresponsibility on-cons.environ fasteners aro complete and et no time should any loads greeter than 5.and are aor Idry trusses aro b be ussd m e rantorfoWa environment, design loads beapplied to an end ler"dry condition'of use. TRANS ID: LINK cogYcomponenl. 8.Design assumes hlbearing atalsupports shown.Shim orwedge If EXPIRES: 12/3.1/2017 M 5.Campania s no control over and assumes no responsibility for the Mcewary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. February 10,201.I 7 8.This design Is Wished eub)ed to the limitations set forth by 8.Plates shag be boated on both races of truss,and placed ss Meir ceder TPlWlCA In SCSI,copies°IMO will ha furnished upon request. Anes coincide with pint center linea. 9.Digits inekele etre of pleb In inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 15.For bask connector pleb design values see ESR-1311.ESR-1988 Web) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cie=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -5) 126 6-7=(-179) 199 6-2=(-435) 173 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-203) 129 7-8=( -47) 64 2-7=( 0) 190 WEBS: 2x9 KDDF STAND 3-9=( 0) 0 7-3=( -70) 121 LOADING 3-5=(-126) 108 7-5=(-147) 178 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSI' 5-8=(-213) 192 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -88/ 437V -82/ 116H 5.50" 0.70 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 6'- 0.0" -64/ 251V 0/ OH 5.50" 0.40 KDDF ( 625) --- -- - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 12.0" 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed= 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.133" 3-11-11 2-00-05 MAX LL DEFL = 0.008" @ 2'- 0.0" Allowed= 0.254" / I f f MAX TL DEFL = 0.007" @ 2'- 0.0" Allowed = 0.339" SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-10-04 2-01-07 2-00-05 1' f .( ,f MAX HORIZ. LL DEFL = 0.001" @ 5'- 10.3" MAX HORIZ. TL DEFL = 0.001" @ 5'- 10.3" 2-00 IDesign conforms to main windforce-resisting 4 system and components and cladding criteria. 12 12.00 177 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-4x6 in the plane of the truss only. M-3x4 5 -, 4t. IIIIIIInia ivpip,000-01 M-3x4 0 2 0 rn o rn 16111111. Gii 1 N I 0 M-1.5x3 M-1.5x3 M-3x8 Jr Jr Jr Jr y 1-08-08 9-03-08 1 ikE0 �rQf 1-00 6-00 ��"' v4GINE 5< <cy 89200PE /fir JOB NAME : 40-D POLYGON - J2 l#IfitScale: 0.4033 .:� '/ �" ~"- WARNINGS: GENERAL NOTES, °Ness ose noted "q. OREGON �4 I.Binder and erection contractor shoal be advised oral General Nates 1.This design Is based only uponn thethe parameters shown and k for an Individual Truss: J2 and Warnings before construction commences. building componentApplicability of design parameters and proper 4 �� 2.254 compression web bracing mast be Installed where shown+. IncorporeMn er eamponent Ie ts.responsibilityresponsibilitym tthebbuilding deslgrror. ,n, '7 3'" 12 3.Additional temporary bracing to Insure stability during conetrucllon 2 Design attunes the top and bottom chords to be latently braced et V Is the respooleSty of the erector.Additional permanent bracing of 2'continuous and at eaIII hin such as plygodunless braced throughout they length by F:R I t-\-- conmpact sheathing such as acing re uir a where s ownand/4 dryvnl(BC). DATE: 2/9/2017 the overall structure is the nsponsiDSty or the building designer. 3.2a Impact bridging or lateral bracing required where shown++ SEQ.: K2838873 4.Noload should be applied toany componamuntil atter all bracing and 4.Installation o tt esisth.eepooe�u�fthe�ped�.ntraro^r. fasteners are compete and at no time should any loads greater then sign assn to in It ion"of use. TRANS ID: LINK design bads be applied to any component. 8.cestgn assnd are forumes full dry Bbead p at Cl supports Sym or west.If 5.CompuTms has no control over and names no responsibility forme necessary. EXPIRES: 12/31/2017 fabdcaMn,handling,eldpment and Installation at components. T.Design assumes adequate drelnege is provided. February 10,2017 S.This design N limitations subject to to limitans set forth by a.Plates shall be oftruebe located on both faces ,and pieced o they center IPthVIDA in SCSI,copes of which wig be furnished upon request. Ones coincide with Joint center fines. 9.Digits indlcete size of plate in Inches. MITek LISA,InciCompuTrus Software 7.6.6(1 L)-E 10.For beak connector plate design value.see ESR-1311,ESR-I988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-195) 99 5-6=(-173) 192 5-1=(-251) 130 4-7=(-214) 189 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( 0) 0 6-7=( -47) 64 1-6=( -50) 136 WEBS: 2x4 KDDF STAND 2-4=(-129) 113 6-2=( -71) 120 LOADING 6-4=(-142) 179 TC LATERAL SUPPORT <= 12"OC. (JON. 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^ -54/ 252V -71/ 95H 5.50" 0.40 KDDF ( 625) NOTE: 204 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -63/ 252V 0/ OH 5.50" 0.40 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED ---- ------ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.008" @ 2'- 0.0" Allowed = 0.254" MAX TL DEFL = 0.007" @ 2'- 0.0" Allowed = 0.339" SEASONED LUMBER IN DRY SERVICE CONDITIONS A 3-11-11 2-00-05 I f 1 MAX HORIZ. LL DEFL = 0.001" @ 5'- 10.3" 1-10-04 2-01-07 2-00-05 MAX HORIZ. TL DEFL = 0.001" @ 5'- 10.3" Design conforms to main windforce-resisting system and components and cladding criteria. 2-00 'l f Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), loa 3 Endrcas) areexposed duration 6, 12.00 posed to wind, Truss designed for wind loads in the plane of the truss only. M-4x6 M-3x4 0 ee M-3x4 0 I f �C o oI ro ` til 1 �\Gig N Aid 5* 6 7 M-1.5x3 M-1.5x3 M-3x8 1 i1 1-08-08 4-03-08 1 6-00 ) �t 0 °'i S's ` 89200PE ir" JOB NAME : 40-D POLYGON - J2X Scale: 0.3911 ',i 10 lz---' �`�.. WARNINGS: GENERAL NOTES, unless upon noted. OREGON 'Cr Truss: J2X Solder and erection coMndarshould be advised of all General Notes This design Is based only upon the parameter shown endo for an individual and Wananga before canstructan commences. building component.Applkeb8wy of design parameter.and proper 2.204 compression web bradng must be Instated Where shown*. incorporation o!component is the responsibility of the building designer. y/ey �" 14 2 Q� 3.Additional temporary bracing to Inure stability during constNction 2.DeNS essumss the top and bottom chords to be laterally braced at (,l f" Is the re.ponstbllty of the greeter.Additional permanent bracing of 7 as.and at 101 o.c,respectively unbar braced throughout their length by �R11.-‘- DATE: 2/9/2017 the overall Is the r.pondbA /the building dost net continuous sheathing such as plywood ahsathhp(TC)anmur nryvnA(BO). AY° 9 3.2s Imped bridging or lateral bredng requiredwhere Mow SEQ.: K2 8 3 8 8 7 4 4.Na load should be applied to any component until after all bradng and 4.Installation of buss Mite responsibBofthety of respect.contractor. fasteners are complete and at no time should any leads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D: LINK design baa be applied to any component. and aro ror'dry c0ndRo,f at use. N.Com Trus hes no control over and assumes no r 8.Design assumes nett bearing at all supports Mown.Shim or Wage If EXPIRES: 12/31/2017 pot responsibility for the se fabrication.handing.shipment and Installation of components. 7.Desiserygn assumes adequate drainage Is provided. February 10,2017 8.This design Is furnished subject to the limitations set form by 8.Plates shall be located on both faces of truss,and placed so their center TPWRCA In SCSI,copies of which v,1 be furnished upon request. Ines coincide with Joint canter lines. B.Digits Indicate slot of plate In Inches. MiTek USA,Inc./CompuTrue Software 7.6.8(1L)-E 10.For basin connector plate design values see ENR-7317,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.0 0 TC: 2x9 KDDF 1}16BTR LOAD DURATION INCREASE = 1.15 1-2=( -5) 126 5-6=(-442) 490 5-2=(-367) 230 BC: 2x9 RUDE #16BTR SPACED 24.0" O.C. 2-3=(-326) 348 2-6=(-361) 358 WEBS: 2x4 RUDE STAND; 3-9=( 0) 0 6-3=(-370) 338 2x9 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -39/ 429V -166/ 264H 5.50" 0.68 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -156/ 320V 0/ OH 5.50" 0.51 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.280" @ 2'- 10.4" Allowed = 0.483" 5-08-04 0-03-12 MAX TC PANEL TL DEFL = 0.259" @ 2'- 10.4" Allowed = 0.729" f f f SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = 0.003" @ 5'- 6.5" M-1.5x3 4 MAX HORIZ. TL DEFL = 0.003" @ 5'- 6.5" 12.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N 0 I M-3x4 f 0 o pp 1 S ,-t f5�� .1..-_,.6 M-1.5x3 M-3x4 ,.0 PR cox. y 1-00 y 6-00 y Co.,� �t. ,741NE$.. f 89200PE 09 0 kr �� JOB NAME : 4 0-D POLYGON - J3 Scale: 0.3898 ,0000100-. - WARNINGS: GENERAL NOTES, unless otherwise noted t- OREGON w� /)e�. I.Builder and erection contractor should be advised of an General Nates 1.This design a bawd only upon the parameters shown and Is for an Individual Ye �SVl Truss: J3 and Weml before construction commences. building component.Applicability of design parameters end proper �.} A N Incorporation of component is the responsibility of the building designer. 0 y 1 A Q i `�"' 2.254 camprossion web bracing muss be Insisiled wham shown tI 2.Design assumes the top and bottom chords to be leteralfy braced et 1'T 3.Additional temporary bracing to Insure stability during construction 2'o.a.and al ig a.c.respectively unless braced throughout their length by �"'- r e) lathe reeponaiblM/or the erector.Additional permanent bracing of continuous sheathing Rich as plywood sheathing(TC)and/or dryw al(BC). tG:�" F,1„�lr+ DATE: 2/9/2017 the overall structure Is the responsibility or the building designer. 3.2t Impact bridging or lateral bracing required where shown•e SEQ.: K2838875 4.No bad should be applied to any component until after all bradng end 4.Inebriation oftrussInn sisst.responsibility be used ft.respective orrosive contractor. rd, fasteners are aemplde and at no time should any roads greeter then A TRANS ID: LINK design bads be applied to any component8. signassumes r Ni bs ring at supporta shown.Shim or wedge E CompuTrus has no control over and assume.no reeponsibligy for the wary. EXPIRES::. 12/31/2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage ie provided. February 1 0,201 7 8.This design Is furnished subject to the limitations set forth by 8.Mates shed be located on bath faces of truss,and placed w their canter TPI,WTCA In 0191,copies of which will be Nmlehed upon request. lines coincide with joint center lines. 9.Digits Indicate size of pate In Inches. MITek USA,Ino./CompuTrus Software 7.6.8(1L)-E M.For basic connector pate design values see ESR-1311,ESR.1a88(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-325) 349 4-5=(-436) 482 4-1=(-234) 182 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=( 0) 0 1-5=(-353) 352 WEBS: 2x9 KDDF STAND; 5-2=(-372) 337 2x4 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS' SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD= 42.0 PSF 0'- 0.0" -28/ 291V -155/ 243H 5.50" 0.47 KDDF ( 625) 6'- 0.0" -154/ 323V 0/ OH 5.50" 0.52 KDDF ( 625) en For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.281" @ 2'- 10.4" Allowed = 0.483" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.255" @ 2'- 10.5" Allowed = 0.729" SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.003" @ 5'- 6.5" f ,f MAX HORIZ. TL DEFL = 0.003" @ 5'- 6.5" 12 M-1.5x3 3 Design conforms to main windforce-resisting 12.00 -W system and components and cladding criteria. Wind: 140 mph, h=22ft, 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 forwind loads in the plane of the truss only. w. II 0 r M-3x9 ot 01 Jp O I M o I, I 4 5 M-1.5x3 M-3x4 y �O PRQ1 89200PE ter" JOB NAME : 40-D POLYGON - J3X / Scale: 0.3898 WARNINGS: GENERAL NOTES, unless othenvhe noted: * OREGON Truss: J 3 X 1.Builder and erection contractorshould n0 be advised of all General Notes 1.This design h band only upon the parameter.shown end N bran Individual / 4!1 V and Warnings before construction commences. incorporation building coon el component M litythe of spays pay of the and proper Y' 2-" 2.204 comproselon web bracing must he installed where Shown v. IncorporeHon el component h the roeponsibAlly of the building designer. /� i'r 3.Additonel temporary bracing to More stabl ty during construdan 2.Design..comes the top and bosom chortle to be laterally bread at Sr(��J 1 Is the responsibility f me erecter.Additional 7.A,end at.a o.c,respectively unless braced throughout their length by ' 1 RIO- DATE: O- DATE: 2/9/2017 the overall structure Is the ro .Ad penmeneM bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). �/\\R Spon Hy of the bullGng designer. 3.2.Imped bridging or lateral braang required where Shown on SEQ.: K2838876 4.No MadshoM he applied to any component until alter all bradrg and 4.Bediation of bun Is the responsibilityof the respedoe contractor. Sr.fasteners compete and at no time should any leads greater than 5.Design assumes mbeused are to be used In a non-corrosive environment, TRANS ID: LINK design leads be applied to any component, and are for drycondmon.ofos.. 5.Compares has no control over and tisanes no responsibility for the 6.Design assumes NA hearing at all support.shown.Shim or wedge It EXPIRES: 12/31/2017 mummy. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. February 10,201 7 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 thein center TPIM/fCA in SCSI,coulee of which coil be furnished upon request. Ines colndde with joint center lines. 9.Digit.Indicate size of plate M inches. MITek USA,Ina./CompuTrus Software 7.6.8(1L}E 10.For bask connector plate design values see ESR-1811,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( -5) 126 5-6=(-553) 503 5-2=(-443) 217 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-553) 374 2-6=(-375) 473 WEBS: 2x9 KDDF STAND; 3-4=(-251) 12 6-3=(-595) 611 2x4 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -30/ 341V -189/ 352H 5.50" 0.55 KDDF ( 625) OVERHANGS: 12.0" 23.7" LL = 25 POP Ground Snow (Pg) 6'- 0.0" -351/ 662V 0/ OH 5.50" 1.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 6-00 MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 4 1 MAX LL DEFL = -0.052" @ 7'- 11.7" Allowed= 0.197" 12 4 MAX TL DEFL = -0.060" @ 7'- 11.7" Allowed= 0.263" MAX TC PANEL LL DEFL = -0.220" @ 2'- 10.8" Allowed = 0.483" 12.00 [77MAX TC PANEL TL DEFL = -0.222" @ 2'- 10.8" Allowed = 0.724" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.004" @ 5'- 6.5" ', MAX HORIZ. TL DEFL = -0.004" @ 5'- 6.5" M-1.5x4 _/ Design conforms to main windforce-resisting 3 system and components and cladding criteria. r Wind: 140 mph, h=23ft, 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 forwind loads in the plane of the truss only. In 0 I f1 O r M-3x4 ..,- M m �� 0 I M o ■ ao 5...... _�6 M-1.5x3 M-3x4 a,0PROFes y1-00 >V 6-00 y 1-11-11 y ��< NG,N fiR s/0`,Q 89200PE JOB NAME : 40-D POLYGON - J4 + �� Scale: 0.3514 Itis IP tt" OREGON GENERAL NOTES, unless otherwise noted 40. 1.Builder and erection conlndor Mould be eddied of all General Notes 7.This design b based only upon the parameters Mown and b for an MIAMI A Truss: J4 and Warnings before construction commence. building component.ApplicabEty of design parameters and proper - .4m �1 �` A 2.Sx4 compree ss web bradng must be instead where shown.. Incorporation of component 1.the responsibility of me building designer. '7 S.AddBbnal temporery bracing ta insure stability during construction 2 Oestpn aaeumes the top and bottom dross to be Isieniry bread at /�s��j le the reaponadly of the erector.Additional permanent bracing of continFop.uous and a1 ea hinc.csuch a very wood s braced throughout mak length by I(�j<'h IR.IO- DATE: compacts Mesthkp such as acing re Meet where s and/or drywaA(8C). 2/9/2017 me ovens structure is the responsibility orme Rebuilding designer. 3.Dr Impact bridging or lateral bndng required comer.Mown.. SEQ. : K2 8 3 8 8 7 7 4.No load Should be applied to any component untl.ler all bracing and 5.4.DsteNntaasumr Was the a to.Hbe ity of the �n��w. actor.environment, fasteners are complete and at no time Mould any mads greater thang TRANS ID: LINK design loans be appled to any component. a, and syr.au,n.r"drycondition' mn n.a sg use. TRANS capped.shown.sndn or w.ageg EXPIRES: 5.Comma=has no control over and assumes no responsibility forme necessary. G^��RES:. 12/31/2017 fabrication,handling,shipment and lnalalletiun of component. 7.Design assumes adequate drainage is provided. February 10,2017 S.Tha design N furnished subject to attrition,Iltrition,set forth by 8.Plates shall m be located on both faces of truss,end placed so eta center TP9WTCA In SCSI,copies of which will be famished upon request. Ines coincide with Joint center Ines. 9.Skit.indicate else of plats In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For bask connector plata design yekns Sea ESR-1811,ESR•1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1BBTR LOAD DURATION INCREASE = 1.15 1-2=(-552) 375 4-5=(-547) 496 4-1=(-428) 207 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-251) 12 1-5=(-368) 467 WEBS: 2x4 KDDF STAND; 5-2=(-616) 610 2x4 RODE STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 0'- 0.0" -28/ 328V -178/ 331H 5.50" 0.52 KDDF ( 625) 6'- 0.0" -350/ 681V 0/ OH 5.50" 1.09 KDDF ( 625) OVERHANGS: 0.0" 23.7" LL = 25 PIF Ground Snow (Pg) .4, For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "roc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.052" @ 7'- 17.7" Allowed = 0.197" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.060" @ 7'- 11.7" Allowed = 0.263" / 6-00 MAX TC PANEL LL DEFL = 0.286" @ 2'- 10.4" Allowed = 0.483" 1 f MAX TC PANEL TL DEFL = 0.279" @ 2'- 10.4" Allowed = 0.724" 12 3 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 P7 MAX HORIZ. LL DEFL = -0.004" @ 5'- 6.5" MAX HORIZ. TL DEFL = -0.004" @ 5'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x4 Wind: 140 mph, h=23ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, IareEnd vertical(s) exposed to wind, Truss designed forwind loads in the plane of the truss only. m 0 m O r M-3x4 o I m I IeV t1 4** 5 M-1.5x3 M-3x4 ,k), ..1) PR QFe y 6-00 y 1-11-11 y ., ; yy'I N $: /0 89200PE r,' JOB NAME : 40-D POLYGON - J4X ,a/�' ,•,,�. �__._.-. Scale: 0.3514 -OMR • WARNINGS: GENERAL NOTES, Mess otherwise noted .7 OREGON �`... 1.Budder and erection contodor Mould be advised of all General Notes 1.This design is based only upon the parameters shown and is bran bMlvkluel fl 47 1 "'V Truss: J9 X and Waning.before coneructlon commerce. building component Appllablllty of design parameters and proper �} 2,264 compression web bradng mus be Installed where Mown*. Incorporation of component la the reepensibl8y of the bulldog designer. !�/"s "°7}" 14 �� 4� 3.Additional temporary bracing to insure stability during construction z Design assumes the top end bottom e.Mead be Identity braced al �.( Y' le tirreWomlDlllty of the erector.Additional permanent bracing of Toc.end at 101 dc.each cc ply'unlace booed)TC(en throughout their lengm by � 11A- DATE: 2/9/2017 the 005,51 structure la the responsibilitycontinuous sheathing such as plywood required where Mom++ SEQ.: K2 8 3 8 8 7 8 4.No bad Mould be applied to any component until after all brsdng and 4.Installation of trues Is the reeponsiaity of the respective contractor, fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used Ina non<orroele environment, a.1 nbads be led to an end ere kr' condition.of use. TRANS ID: LINK g pis Yco d.sso 6.Design assumes fur bearing at all support Mown.Shw orwsdge i/ EXPIRES: 12/31/2017 5.Compu7rua has no control over and assumes no responsibi ty for therammer/ EXPIRES: Ll J I L 1 lebrkatbn,handling,shipment end Irradiation ofnonents. 7,Design.ac,..adequate drainage a provided. February 10,2017 8.Ras design Is furnished subject to the limitations set forth by B.Plates Mall be bated on both faces of truss,end placed CO their center TPIMyfCA in SCSI,copies of which MG be famished upon request. Anes coincide with joint center lines. 9.Digits indkete size of plete in inches. MiTek USA,Ino./COmpuTfue Software 7.6.8(1L)-E ' 10.For bask connector Mete design values see 108.1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( -5) 126 5-6=(-569) 596 5-2=(-455) 374 BC: 2x9 (DIP #14BTR SPACED 24.0" O.C. 2-3=(-578) 570 2-6=(-489) 498 WEBS: 2x4 KDDF STAND; 3-4=(-129) 81 6-3=(-604) 509 2x4 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE' TC LATERAL SUPPORT <= 12"OC. UON. IL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -16/ 393V -230/ 365H 5.50" 0.63 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 5'- 6.5^ -297/ 556V 0/ OH 5.50" 0.89 KDDF ( 625) 9'- 11.7" -87/ 114V 0/ OH 1.62" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. IcOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.104" @ 2'- 8.2" Allowed = 0.483" 5-08-04 4-03-07 MAX TC PANEL TL DEFL = -0.112" @ 2'- 8.2" Allowed = 0.724" ` SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 'I -/ MAX HORIZ. LL DEFL = -0.018" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.018" @ 9'- 10.9" 12.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24ft, 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 fox wind loads M-1.5x3 in the plane of the truss only.7 N 0 4 , `, ,,t0 PR aFcnM-3x4 i 4iiimmmmmmmmmommWW M-1.5x3 M-3x4 y y 5-06-08 0 �yGlV / l l y (C7 ''''''9 lir' leROVIDE-T©DL BEARING;Jts:5,6,4 ] 9-11-11 (,J 89204PE 'c' JOB NAME : 40-D POLYGON - J5 �. Scale: 0.2655 ‹,) ,• WARNINGS: GENERAL NOTES, unless tithe arsmennoted. .�,y� �fll'f OREGON �' 1.Builder and erection contractor should be aMMtl of ail General Notes 1.TMa design is based onry upon the oarsmen's Mown and le ler an IMIWtlual 77 1VJ flit G4V-1 1 Truss: JS and Nkmings beware construction cammancea bolding component.Applcaillly of design parameter and proper } 20 2.2s4 compression web bradng must be Installed where storm". 44.4- incorporation of component Is the roaponelbAMy of the building designer. </'t '7}" 14 3.Additional tempered bracing to Insure debility during construction 2.Design assumes the top and Bolam Mande to be laterally brand et u h the responslbiNy of the erector.Additional permanent bracing of continuoussheathing such as plywood sheaely unless thing/el and/or drywall(pghout their length. F 4 L- DATE: 2/9/2017 the overall structure Is the responsibility of the building designer. 3.2e Impact bridging or lateral bradng required where Mown.c SE K2 8 3 8 8 7 9 4.No bad should be applied to any component unW after all bredng end 4,Installation of truss Is the reeponibAey of the respective oonbador. 4• 5.De esumes busses are to be used n a noncerre.he environment, end arefatlanele aro complete end etre Arne Mould awry loads greater than Nin e TRANS ID: LINK design bads be Bodied to any component. 8.OeNgna sum..n*n.hap,t,A supports Mown.Shim or wedge if EXPIRES: 1n y/204 7 5.CompuTrushas nocontrol over and assumes noresponsibility lertit catty, EilP�f1LL#,. €/�t([.6 t fabrication,handling,shipment and nstagatbn of components. 7.Design assumes adequate drainage Is prodded. February 1 0,201 7 8.This design is furnished subject to the limitations set forth by .Plates shall be located on both feces of buss,end placed so their center TPIMTCA In SCSI,copies of which will be furnished upon request. lines candde with(elm eater lines. 9.Digits Indicate size of piste In Inches. MiTek USA,Inc./CornpuTrus Software 7.6.8(1L)-E 10.For bask connector plate design value.sea ESR-1371.ESR-7888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-576) 571 4-5=(-563) 588 4-1=(-440) 387 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-129) 81 1-5= WEBS: 2x9 KDDF STAND; (-982) 491 2x4 KDDF STUD A LOADING 5-2=(-606) 507 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PIE 0'- 0.0" -99/ 315V -219/ 393H 5.50" 0.50 KDDF ( 625) 5'- 6.5" -298/ 561V 0/ OH 5.50" 0.90 RODE ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 11.7" -83/ 112V 0/ OH 1.62" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF 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 = 0.151" @ 2'- 5.5" Allowed = 0.483" MAX TC PANEL TL DEFL = 0.139" @ 2'- 5.5" Allowed = 0.724" SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-08-04 4-03-07 MAX HORIZ. LL DEFL = -0.018" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.018" @ 9'- 10.9" 12 -! Design conforms to main windforce-resisting 12.00 I system and components and cladding criteria. Wind: 140 mph, h=24ft, TCDL=9.2,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 forwind loads in the plane of the truss only. M-1.5x3 N O , M-3x4 rn 11‘ O -� I A M O ru T M-1.5x3 M-3x4 l l ,,:;° E PRpfi 5-06-08 ^' FSS, y 9-11-11 PROVIDE FULL BEARING;Jts:9,5,3 I ��. t. 0yFv�� /1r, 17 cr- 89200PE t-' JOB NAME : 40-D POLYGON - J5X e'' / �Scale: 0.2655We i= - . /�.r WARNINGS: GENERAL NOTES, unless otherwise noted OREGON "y.. 1.Builder and erection eontrador should be advised of a8 General Notes 1.This design Is based only upon the parameters shown end is for an Individual p,/ OAl E1„7QN ,.'�".+�f Truss: J5X and Warnings before construction commences. building component.Applicability of design perametera and proper Y 2.204 compression web bredng must be installed where shown+, Incorporetion of component h the rosponsibBty of the building designer. ✓! y 14 �'1 O � Additional temporary bredng to Insure debility during constructs. 2.Design assumes me tap and bottom choles to be laterally bead et 3.Addb Is the rospontldkty of the erector.Additional permanent bracing of 2'o.c.end et 10 o.c.respectively unless braced throughout tiros length by DATE; 2/9/2017 me overall tliudure Is the responsibility of building designer. Impcodinous sheathing n won as plywood required sdg(Tc)and/or dryw.A(Bc). 6-R Fi 4 t-.,- v. epos y no3.25 Impact bridging or lateral bradng required wt,ero shown++ SEQ.: K2 8 3 8 8 8 0 4.No load should be applied to any component until after all bradng and 4.Mediation of buss Is the responsibility of the respective contractor. fasteners ere complete and at no time should any loads greeter than 5.Design mamas busses aro to be used M a non-corrosive environment, TRANS ID: LINK design bads be epplbdteany component. and are for"dry condition"ofuse. 5.CompuTnn has no control over end mums no responsibility forms 8.Design asear, NA bearing el al supports shown.Shim or wedge If EXPIRES: 1a3//j.A 201 7. febricotsn handling,shipment end installation of components. necessary. _ L/J l/ II / 7.Dpltlg.a.wmebodedene thinage Is facesopm s,d. reurUBr-)/ 10,2017 e.This deann Is furnished wbent to in limitations set rem,n S,plates shat be seated at bon faces of Inns,end plead ss their center TPLWTCA M SCSI,copies of which nil be furnished upon request. Ines coindde with Joint center lines. 9.Digits Include sin of pleb In Inches.MiTek USA,Inc./Cam uTrus Software 7.6.8 1L E t0.For basic connector plate design values see ESR-1311,ESR-flee(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -5) 126 4-5=(-203) 121 4-2=(-290) 33 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=1-85) 43 2-5=(-150) 251 WEBS: 2x4 EDRF 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 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -15/ 309V -64/ 130H 5.50" 0.49 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 8.6" -71/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -27/ 58V 0/ OH 1.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-11 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" fAND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 0'- 10.9" Allowed = 0.137" 12 MAX TC PANEL TL DEFL = 0.005" @ 0'- 10.0" Allowed = 0.205" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 17 MAX HORIZ. LL DEFL = -0.001" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, 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 I 2 0 1 r 0 dt 0 im 111111161, 9 5 M-1.5x3 M-1.5x3 1 1 l 1-00 2-00 �pry !PROVIDE FULL BEARING;Jts:4,5,3 I ��rri) r(]R OFk- 89200PE T. JOB NAME : 4 0-D POLYGON - SJ1 411111P,415%......--- ------ Scale: 0.6267 et- WARNINGS: OENERALNOTES, unNuotherva.sot.d .��y Ne-�y ,//ww' 'e.�1t 1.Buller and erection contractor should be advOed of all General Notes 1.This design N based only upon the parameters Mom and Is bran Individual rl A.'�' `�'-A�: Truss: S J 1 and Warnings before coneWdbn commences. building component.Applicability of design parameters end proper L+ -MfY �� 2.2a4 compression Bulb bracing mug be installed where shown•. Incorporation of component Is the reeponelbNMy of the bulling designer. '<D Al)'o4 1 ei Q 3.Additional temporary bracing to Insure debility during construction 2.Design mimes the lap all bottom chords to be laterally braced at vv "F ,,vv Is the responsibgty of oro erector.Addelonal permanent bracing of 2 continuous and at ea10'o c much es ply woods braced throughout they length). R R IO- DATE: NV mntlnuoua shaathing each ea plywood mesBNtp(TC)arldtw dryweN(BC). 2/9/2017 the overall etn,dore Id the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required 06er.shown•• SEQ. : K2838881 4.No load atreold be appfed to any eoroponant ontS after all br.dng end 4.Inst Nationofwweer responsibility wn�megcontractor. fasteners are compete and et no time should ell bade greeter man ment, end;assumedry wnabon.of use. TRANS I D: LINK design loads be applied to any component. 8.Design assumes Ag bearing at all supporta mown.Shim or wedge II 5.ComWTNSMsnocontrodown and awmesnoremonsibllityfor the „cry. EXPIRES:` 12/31/2017 I.brkatlan,handling.shipment and Maternal.of components. T.Design.assumes adequate drainage Is provided. February 10,2017 8.This design o furnished subject to the limitations Bet forth by B.Plates shell be boated on both Noes of truss,and paced as their center TPLIWTCA In BCSI,smiles of witch will be furnished upon request. tines coincide dth)Dint center lines. 9.Digit.Indicate size of poo In Inches. MiTek USA,(nc./CompuTrus Software 7.6.8(1 L(.E 10.For bask connector Pete design values sea ESR-1311,ESR-1088(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -5) 126 4-5=(-211) 157 4-2=(-318) 75 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. WEBS: 2x4 KDDF STAND 2-3=(-190) 101 2-5=(-194) 260 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 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PIP 0'- 0.0" -44/ 337V -93/ 192H 5.50" 0.54 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 8.6" -114/ 78V 0/ OH 5.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -84/ 133V 0/ OH 1.50" 0.21 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 3 MAX TC PANEL LL DEFL = -0.002" @ 1'- 0.8" Allowed = 0.325" MAX BC PANEL TL DEFL = -0.000" @ 0'- 11.2" Allowed = 0.068" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 6 /7 MAX HORIZ. LL DEFL = -0.003" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 3'- 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, End vertical(s) are exposed to wind, vc Truss designed for wind loads mi in the plane of the truss only. Ca 0 I ) M-3x4 2 cm oI mtillibi.„,...Nlibi..„„...4...m 0 f M-1.5x3 M-1.5x3 l l l l 1-00 2-00 1-11-11 ,, PROP 6,0!PROVIDE FULL BEARING:Jts:4,5,3 I j;- __kr GINE fig /0 40 '�` 89200PE 9c'' JOB NAME : 40-D POLYGON - SJ2 Scale: 0.5344 ,�!,n4.111S11,77' ---.► WARNINGS: GENERAL NOTES, unless otherwise noted: OR y�rs+�^y Truss: S J2 1.Bolder and erection contractor should be schism'of ell General Notes 1.This design Is based only upon the parameters shown and is for an bdlvldual "V' 4 OR E ON and Warnings before conNnarlon commences. building compenent Applicability of design parameters end proper NP4 lc 2.Seo compression web bracing mug be installed where shown*. Incorporation of component Is the responsibility or Me bullring designer. ,��y�. 'I)" 14 ry n j 3.Additional temporary bracing to Insure stability during construction 2.Design eaeumes the top and bottom dross is be laterally braced at {�/ F ,fir.(y Is me responsibility of Me erector.Additional permanent bracing of T o e and at 10'e e respectively unless braced throughout their length by .Iiyrs`- DATE: 2/9/2017 the overall Condors Is the responsibility or the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywag(BC). ['y { r v 3.2s Impact bridging or labral bracing required where shown x• \\\ rY L.�v SEQ.: K2 8 3 8 8 8 2 4.No load should be applied to any component until after NI bracing end 4.MNagedon of buss 1s the responsibility olthe respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes truwes are to be wed Ins non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"ofuse. 5.Compurne Me no control over and manes no responsibility for the a.Design assumes full bearing at sI supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment end insiallation of componeMa. 7.Design assumes adequate drainage Is provided. 6.This design is Washed subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and pieced as their center February 10,2017 TP WvFCA In BCSK,copies of which will be Nmlshed upon request. Ines coincide with joint center lines. MiTek USA lecJCompuTrua Software 7.6.8(1L)-E 9.Digits Indicate Nxe of phte In inches. 1o.For basic connector plata design values we ESR•1311,ESR-1955(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-37) 11 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" -69/ 301V 0/ 28H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -27/ 23V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) 1'- 11.7" -18/ 92V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1-11-11 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed= 0.043" T MAX BC PANEL TL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.057" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 9.0017 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. -1 M 3 '' N N f 1 O 11 1 2 4 1� M-3x9 1 l y 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,31 ) PRQi :9200PE JOB NAME : 40-D POLYGON - SJ3 Scale: 0.7912 10 tr WARNINGS: GENERAL NOTES, unlessotherwiaa noted: .t�� OREGON w. 1.Binder and erection contractor Mould be advised of all General Nates 1.This design h based only upon the parameters clown and la for an individual 7 L'i• Truss: S J3 and WamInge before conMnldlen commences. building component.Applicability of design parameters sod proper l'. �� 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. '`.0 All 7 1 4 2O 3.Additional temporary bracing to insure Nablllly dudng construction 2.Design names the lap and bottom dorms to be laterally bead at u by N me responsibility f me erector.Additional permanent bracing f T nti and at ICY o.c roucha s ply unless braced(TC)a Ind they length). ivi "R R 10- DATE: �l tY• 9 o 2 o.c.a d siroamleg such as plywood sheathing(TC)and/or dry length). !�y i'1 Ar DATE: 2/9/2017 the overall structure la the responsibility of the building designer. 3.Dc Impact bridging or lateral bredng required where Minn e n SEQ.: K2838883 4.Ne load should be applied to any component undo after all bradng and 4.Installation hued irewalesleausyofted inarrort�codrverosive contractor. fatlenere are complex and at no time shouts any wade greater than and are for dry condition•of use. TRANS ID• LINK design lead.be applied toany ent. 8.Design assumes NA bearing al aftsuppod.chose.ShimorwedgeIf €XPIRES: 12/31/2017 B.Compares has no control overer.edand assumes no responsibility for the nemmry. fabrication,handling,shipment end installation of component.. 7.Design assumes adequate drainage is provided. February 10,2017 8.Thio design I.furnished subject to the limitations set forth by B.Plates shell be es be located on both/aces of tens,and placed their center TPINWCA In BCS',copies of which all be famished upon request. lint coincide with blot anter line. 9.Digits Indicate size of piste In Inches. MiTek USA,Ino./CompuTrUS Software 7.6.8(10-E 10.Far back conceder pate design values see ESR-1311,ESR-1988(NATek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x9 KDDF #1sBTR SPACED 29.0" O.C. 2-3=(-50) 22 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -70/ 322V 0/ 47H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -3/ 59V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 95V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2015 AND IRC 2015. NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I 4.00 BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.043^ MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.057" SEASONED LUMBER IN DRY SERVICE CONDITIONS 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: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ir (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads m in the plane of the truss only. ti r 0 N f ,- I - M M-3x4 J• l . y 1-00 2-00 1-11-11 '(� PROVIDE FULL BEARING;Jts:2,9,3I ��Pel) P R QPF cam00 . t., R v("k :9200PE JOB NAME: 40-D POLYGON - SJ4 f Scale: 0.8860 lit �� WARNINGS: GENERAL NOTES, unless otherwise noted. 7l 1.Builder and erection contractor should be advised of al General Notes 1.This design le based only upon the parameters shown and Is for an iMNklual OREGON' � Truss: SJ4 end Warnings before construction commences. building component.AppNdbilNy of design parameters end proper L A., 2.204 cnmpre.elon web bracing must be Installed where shown.. Incorpanlbn of component Is the eeponsibNNy of the building designer. "7 1+" A 2 yJ 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom aeras to be laterally bread et Y Y Is the responsibility of the erector.AddBbnal permanent bracing of 2 o.c.and a1 IS 4.e.respectively unless brsead throughout malt length by P O� DATE: 2/9/2017 the overall structure is the reaponWbety of me buil9ing designer. 3.20 N p ctMebridging or wen as plywood aired here)and/or dryweA(BC). otkorlatentbrscbg required where sMown heathing(TC) SEQ.: K2 8 3 8 8 8 4 4.No load should be applied to any component until after all bracing and 4.IneteNatbn of buss me responsibility 'donde contractor, fasteners ere complete and at no Nms should any loads greeter than 5.Design assumes trusses are to it a be used In s non-corroelvs environment, design bads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 8.Design assumes NN bearing at all strown.Shim or wedge If 5.CompuTme has no controltrimmers over end trmers no responsibility for the neee..ary. EXPIRES: 12/31/2017 fehrka0on,handling,empment and installation of ponents. 7.Design assumes adequate drainage is provided. February 10,2017 8.This design is furnished subject to the limitations set forth by 8.Plates Mall be located on both fads of truss,end placed so mein center TPVVVECA In SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate sire of pieta in Inches. MITek USA,Inc./CompuTrus Software 7.6.8(11_)-E 10.For bask connector plate design values see ESR-1317,ESR-198e(MITek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4" Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property (Drawings not to scale) offsets are indicated. Damage or Personal Injury gra= Dimensions are in ft-in-sixteenths. liplk Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS �� 1.---6.11i.:052t)11_.4. ! 2. Truss bracing must be designed by an engineer.For 0'/16 wide truss spacing,individual lateral braces themselves pmay require bracing,or alternative Tor I -_� bracing should be considered. O3. Neverexceedthedesignloadingshownandnever O stackmaterialsoninadequatelybracedtrusses.O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C-e C6-7 C5-6designer,erection supervisor,property owner and plates 0- '/id'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. connectorlates. THE LEFT. p 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,ESR1988 responsibility of truss fabricator.General practice Is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that �, Indicated by symbol shown and/or SYP represents values as published specified. ♦ by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or after truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. kU 0 reaction section indicates joint 116...1111 number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. �� 18.Use of green or treated lumber may pose unacceptable _� environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing, j'f s BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 I lot MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-431_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R43673812 thru R43673813 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. � NGiNF faso ad 870 2PE ' Al>, OREGON c2, �N lb 'yBER 1N, \© A. HEP EXPIRES:06/30/2015 January 23,2015 Hernandez,Marcos 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. Job Truss Truss Type Qty Ply POLYGON R43673812 PL14-431_UPPER F01 FLOOR 16 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014MTek Industries,Inc.Fri Jan 23 08:10:54 2015 Page 1 �n_p_�� ID:brruHgUalglzwRol bXLiOcy8Kd9-tmpkcTjjse3nLxSWUeYMJ8_OWgGuOWfuDTUCwjizsVhl p-to-O I t--rt 11-2-0 I Io-10-6 1 1 1-o-0 11 1-2-0 I I 1-1-6 I 11-0-0 I I 1-2-0 II 1-2-8 1 1-2-0 1 Scale=1:37.3 3x4= 3x4 II 4x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4 = 3x4= 3x4= 4x4= 4x5= 3x4 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 e o 1'1� e e e o v e ee - e e- 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6= 4x4= 3x6= 4x5= 3x5= I 21-9-12 I 21-9-12 Plate Offsets(X Y)- [1:Edge 0-1-8].[15:0-1-8 Edge].[17.0-1-8 Edge].[18:0-1-8 Edge].[20:0-1-8 Edge].[25:0-1-8 Edge].[32.0-1-8.Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 IC 0.59 Vert(LL) -0.41 31-32 >632 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(L) -0.64 31-32 >405 360 BCLL 0.0 Rep Stress Ina YES WB 0.71 Horz(TL) 0.08 24 n/a n/a BCDL 5.0 Code 1BC2012/TPI2007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400E 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 39=791/0-6-0 (min.0-1-8),24=791/0-6-0 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1285/0,3.4=-1285/0,4-5=2293/0,5-6=-2293/0,6-7=3076/0,7-8=3076/0, 8-9=-3076/0,9-10=3634/0,10-11=3634/0,11-12=3970/0,12-13=3970/0, 13-14=4053/0,14-15=4053/0,15-16=3956/0,16-17=3956/0,17-18=3519/0, 18-19=2939/0,19-20=2939/0,20-21=2027/0,21-22=2027/0 BOT CHORD 38-39=0/696,37-38=0/1816,36-37=0/1816,35-36=0/2712,34-35=0/3382,33-34=0/3829, 32-33=0/4046,31-32=0/4053,30-31=0/4053,29-30=0/3519,28-29=0/3519,27-28=0/3519, 26-27=0/2027,25-26=0/2027,24-25=0/939 WEBS 17-29=-279/0,18-28=0/254,20-26=419/0,21-25=-591/0,2-39=-1027/0,2-38=0/903, 4-38=-815/0,4-36=0/731,6-36=-643/0,6-35=0/559,9-35=469/0,9-34=0/386, 11-34=300/0,17-30=0/706,15-30=402/124,20-27=0/1265,18-27=-857/0, 22-24=1206/0,22-25=0/1407 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,,c) PROFe 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails, Strongbacks to be t5'' attached to walls at their outer ends or restrained by other means. 4 GINE€ ci'2, LOAD CASE(S) Standard 4 870 2PE 7 -0,,, OREGO 45:541/ EXPIRES:06/30/2015 January 23,2015 t 1 ®wALANDis-Vwaydesign raarne€ersssidREM fCTES ONTHIS AND fht2117EEMITEKREF!3(ENCEPAM.MITT7473rlrc1/2912618RFO6E113E N Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of buildingdesigner-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MTek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSIR141 Quality Criteria,056-89 and BCS!Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ft60161,em airuefSSP)lumber is spaciri6sit,the aesga..values am these edfactive 0 /03/101.3 lag ALSO Job Truss Truss Type City Ply POLYGON R43673813 PL14431 UPPER F02 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Jan 23 08:10:55 2015 Page 1 ID:brruHgUalglzWRol bXLiOcy8Kd9-LyN7ppkUONvCZc4hBFtYgCxjrgH?FCMMi8xTG8zsvhk 1 0-9-0 I I 1-2-0 I I 1-11-14 I I 1-2-0 I I 7-2-14 I I 1-2-0 I I 2-6-0 Scale=1:20.2 3x4 = 3x4= 1 2 3 3x4= 4 5 6 7 3x4= 8 e e • V e - o o 0 N 14 13 12 11 10 4. 3x4= 3x4 = 3x4= 3x4= 4-11-14 1 1-0-0 1 1-7-0 1 2-2-0 1 4-3-6 4-t- 1 5- 6-14 5 8-0-12 1 0-7-12 1 9-2-12 1 11-11-12 I 1-0-0 0-7-0 0-7-0 2-1-6 401-11: 0-7-0 0-7-0 0.1 24-0 0-7-0 0-7-0 2-9-0 Plate Offsets(X.Y)— [2:0-1-8.Edge]j3:0-1-8.Edge] [6:0-1-8.Edge] [7:0-1-8 Edge].j12.0-1-8.Edge].[13:0-1-8.Edgej LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.13 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.53 Vert(TL) -0.21 11-12 >691 360 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight 54 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=435/Mechanical,9=435/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=574/0,3-4=-1240/0,4-5=1240/0,5-6=1240/0,6-7=996/0 BOT CHORD 15-16=0/574,14-15=0/574,13-14=0/574,12-13=0/1240,11-12=0/996,10-11=0/996,9-10=0/996 WEBS 2-15=0/315,2-16=-893/0,3-13=0/750,6-12=0/349,7-9=-1071/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ti kt.0 PRQFFINE s ct 870 2PE 7(n clk >nv 4....,,, GREG N ti�©�N ��B ER 1 A. He EXPIRES:06/30/2015 January 23,2015 e r ®W4f1NI! -Ver.?ydello parameters and READ IMES ON THIS AM mum HII£tf IS££ERE PAW 1411.7473 pee 1/29/28SBDEW USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Mill Applcabilty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the ,` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delvery,erection and bracing,consult ANSI/T911 Quality Criteria,058-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Intormailon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 It Southern Plea(SP)Sumiltey Issues-Med,the design refuses are these effective 816/01/2013log A SC Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 134" Center plate on joint unless x,y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 I I (Drawings not to scale) Damage or Personal Injury rall. Dimensions are in ft-in-sixteenths. viii*,. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See SCSI. MONNE151Steits 2. Truss bracing must be designed by an engineer.For •1/16" 4 wide truss spacing,individual lateral braces themselves 0 may require bracing,or alternative Tor I IP) p bracing should be considered. � cz ■_ 3. Never exceed the design loading shown and never o A � stack materiialss one inadequately braced trussies. U20- h i s i g t i O 4 designer,erectiontsus tervisore propertyh owner and For 4 x 2 orientation,locate c�s c� cs e p plates 0 'ng' from outside BOTTOM CHORDS all other interested parties. I 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. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC E$Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that �� by symbol Indicated shown and/or SYP represents values as published specified. i� by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T Or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®Ail Rights Reserved approval of an engineer. 'IMMEr reaction section indicates joint 1111111111 number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only, MI MI 18.Use of green or treated lumber may pose unacceptable 1.---a. environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 11111 ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. le is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 our MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 1 4-43 1_MAINOW Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R43961818 thru R43961820 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. PRt}EF s �� GINF� r0 .. 87" 2PE ,. u fiAT OREGON 24 /�t �� 4`44, ,#)©S A. He Vv- EXPIRES:06/30/2015 March 5,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R43961818 PL14-431_MAINOW F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul-11 2014 MiTek Industries,Inc Thu Mar 05 14:16:12 2015 Page 1 0- I1D:b1mIH -2-0 gtJIap-8-lglzWR 9IOoboXLO-Dcy908K10-99--b0 rgI lCy9 -0zTmIo-69-lh0DDI 130-3s-0zep1Rn9-exi0 9i bio-H9-0eDJ120c59RRhtozdWDH 1 1.0-0 I Scale=1:36.9 4x4= 1.5x3 I I 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 3x6 FP= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 /* /A\-../A\--/*A„— ��I�IIII� f�l�lj�l��lll1l �l�ll �l�.4.4♦.♦♦♦♦ _WWIPMW __♦., •_ _ _. •►- N ..♦...♦.♦♦♦♦♦.♦♦♦♦♦♦♦.♦♦.♦.♦♦.♦ 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x6= 3x5= 3x6 FP= 3x5= 3x5= 3x5= 4x4= 3x5= 3x5= 3x5= 3x5= 3x6= 3x5= I 21-9-12 I 21-9-12 Plate Offsets(X.Y)— (1•Edge.0-1-8].(31:0-1-8.Edge) (32:0-1-8.Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) l/defl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 27 `*" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.03 Vert(TL) -0.00 38-39 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(TL) 0.00 32 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing:38-39,37-38,27-28. REACTIONS. All bearings 21-9-12. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)30 except 39=142(LC 6),32=176(LC 7),31=186(LC 6),26=146(LC 7) Max Gray All reactions 250 lb or less at joint(s)39,32,31,38,37,35,34,33,26,26,27,28,29,30 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 10-34=251/234,10-33=-250/236,12-33=-281/275,15-30=268/258,15-31=265/256 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)This truss has been designed for a total drag load of 150 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-9-12 for 150.0 plf. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to I be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ��Ep PRO s ti.. , . INE • �w•-y 87022PE t 7,�AS GREG•N If kr 0 F SER 4� �4 (DS A,. HSP EXPIRES:06/30/2015 March 5,2015 i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MO-7473 rev.0211612015 BEFORE USE. Design valid for use only with MTId connectors.This design is based only upon parameters shown,and is for an individual building component. �x Applicabilty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the IMf �. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek. fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TM1 QuaBly Criteria,DSI-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 COnrc HoirhtriCA VIM n Job Truss Truss Type Qty Ply POLYGON R43961819 PL14-431_MAINOW F02 FLOOR 15 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Mar 05 14:16:13 2015 Page 1 ID:brrrruHgUalglzWRo1 bXLiOcy8Kd9-31 EgQH_5XQtXgNeF WMKgKsUmp?RQygFmJ5AEPEzdwDG I 1-0-0 I t-I3I 1-2-0 110-13-91 Scale=1:37.2 3x4= 4x4= 3x4= 3x4= 3x4= 3x4 = 3x4= 3x4= 3x6 FP= 3x4= 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 3\ '\ N w� -w-w-►lir, i'-'1' e al 36 35 34 33 32 31 30 29 28 27 26 25 24 3x4= 4x5= 3x5= 3x6 FP= 3x5= 3x5 = 3x4= 3x4= 3x5= 3x5 = 4x5= 3x4= 1.5x3 SP= 3x5= 13-5-11 I 12-3-11 901-75-1L7-0 I 21-9-12 12-3-117-0 84-1 Plate Offsets(X Y)- 128:0-1-8.Edge]129:0-1-8.Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.39 29-30 >671 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.77 Vert(TL) -0.61 29-30 >429 360 BCLL 0.0 Rep Stress Ina YES WB 0.49 Horz(TL) 0.09 24 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.t&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=795/0-6-12 (min.0-1-8),36=795/0-7-0 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1463/0,3-4=-1463/0,45=2603/0,5-6=-2603/0,6-7=-3427/0,7-8=3427/0, 8-9=-3932/0,9-10=3932/0,10-11=4130/0,11-12=-4130/0,12-13=-3970/0, 13-14=3970/0,14-15=3970/0,15-16=3422/0,16-17=3422/0,17-18=2605/0, 18-19=2605/0,19-20=2605/0,20-21=1463/0,21-22=1463/0 BOT CHORD 35-36=0/773,34-35=0/2071,33-34=0/3052,32-33=0/3052,31-32=0/3717,30-31=0/4070, 29-30=0/4084,28-29=0/3970,27-28=0/3720,26-27=0/3048,25-26=0/2072,24-25=0/773 WEBS 13-29=117/292,14-28=-335/0,2-36=1082/0,2-35=0/967,4-35=-850/0,4-34=0/745, 6-34=-630/0,6-32=0/525,8-32=-406/0,8-31=0/301,12-29=-459/162,22-24=1082/0, 22-25=0/967,20-25=-852/0,20-26=0/747,17-26=621/0,17-27=0/523,15-27=-444/0, 15-28=0/581 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails, Strongbacks to be �c PRQ,t p. attached to walls at their outer ends or restrained by other means. ] LOAD CASE(S) Standard tGCO �� E�ii, �O* Q 870 2PE 17 y �'IN OREGO (1 Au 0 4t>ER 1\ Os. 'i•.- A. HEY, EXPIRES:06/30/2015 March 5,2015 e I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. « Design valid for use only with MTek connectors.The design is based only upon parameters shown,and is for an individual budding component. Applicabidty of design parameters and proper incorporation of component is responsibility of budding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the IN1�1e�n erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding B fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quaity Criteria,DSB-89 and SCSI Beading Component 7777 Greenback Lane Safety Informalion available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 rdmc Hoights,CIA ARM Job Truss Truss Type Qty Ply POLYGON R43961820 PL14-431_MAINOW F04 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc.Thu Mar 05 14:16:14 2015 Page 1 ID:brrutgUalglzWRol bXLiOcy8Kd9-XDo2dd?klj?OSXCS43M3OydPs2hA7vYMmxhzdwDF 2-2-11 I I 1-2-0 I I 1-11-9 I 9-0-0 Scale=1:20.8 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 a e o o 0 N a o o e oliiii e 12 11 10 9 3x4= 1.5x3 II 3x4= 3x5= 3x4= I 2-5-11 13-0-11 13-7-11 I 11-11-12 I 2-5-11 0-7-0 0-7-0 8-4-1 Plate Offsets(X.Y)- [2:0-1-8.EdgeL,110•0-1-8.Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.12 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.42 Vert(TL) -0.19 9-10 >766 360 BCLL 0.0 Rep Stress Ina' YES WB 0.26 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:54 lb FT=0%F,0 hE LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=435/Mechanical,8=435/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-939/0,3-4=-939/0,4-5=1153/0,5-6=1153/0 BOT CHORD 11-12=0/939,10-11=0/939,9-10=0/1250,8-9=0/735 WEBS 2-12=-1027/0,6-8=823/0,6-9=0/469,4-10=393/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard V_to PRQFfid, 87022PE / . 7 �Aj,OREGO {1© 90 ,40 418ER N• \ `st #A. Hen EXPIRES:06/30/2015 March 5,2015 4 I Si,WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02116/2015 BEFORE USE. Design valid for use only with Mitek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of bung designer-not truss designer.Bracing shown MI is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mitek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quaily Criteria,DSI-89 and BCSI Guiding Component 7777 Greenback Lane Safety Inlormaton available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 runs Height4rA ntril n Symbols Numbering System Al General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. 9 1 rY r�� Dimensions are in ft-in-sixteenths. im Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0 1/T 6' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I Allinninit pce 111 bracing should be considered. 11.11 3. Never exceed the design loading shown and never stack mater als on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-8 co- C$-6 0 designer,erection supervisor,property owner and plates 0 'na 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. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and In all respects,equal to or better than that specified. ,! Indicated by symbol shown and/or by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ff.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTeke All Rights Reserved approval of an engineer. ■� reaction section indicates joint 17.Install and load vertically unless indicated otherwise. out number where bearings occur. Min size shown is for crushing only. OMEN 18.Use of green or treated lumber may pose unacceptable �_� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone hi DSB-89: Design Standard for Bracing. iTek7 Is not sufficient. BCSI: Building Component Safety Information, ll20.Design assumes manufacture In accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015